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HomeMy WebLinkAbout6010 199th St Ne_BLD67_2026 1 CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 ` PHONE; (360) 403-3551 BUILDING PERMIT Address:6010 199th St Permit N:67 Parcel#:00746300000800 Valuation: t CI -� vt7 OWNER APPLICANT CONTRACTOR Name:ARLINGTON LAND HOLDINGS LLC Name:Hadi Mirzai Name:Sea Con Address:PO BOX 1600 Address: 1520 NW Leary Way Address: 165 NE Juniper St,Ste 100 City,State Zip:ORTING,WA 98360 City,State Zip:Seattle,WA 98107 City,State Zip:Issaquah,WA 98207 Phone: F-hone:206-786-3101 Phone:425-837-1585 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DtSCRIPTION PERMIT TYPE: Commercial CODE YEAR: 2009 STORIES: CONST.TYPE: 1113 DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: N/A PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI 10/IRCI I0. SALES TAX TICE:Sales tax relating to construction and construction materials in the City f rlington must be repo cd n your sales tax rett n form and cod ity of Arli n#3101. A - ure Print Name Date Rcicasc y Date/ CONDITIONS Phase I plan review completed and the permit can be issued for Phase I (which includes the F-1 structure only). The dipping operation equipment, tanks, and machinery will be a deferred submittal. Special Inspections per Chapter 17 IBC required. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 9/19/2013 Building Permit Fee $12,142.58 9/19/2013 Building Plan Review Fee $7,892.67 9/19/2013 State Building Code Surcharge Fee $4.50 Total Due: $20,039.75 Total Payment: $0.00 Balance Due: $20,039.75 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon 4F:�, �:� . . ., -', .� •.� '•� � •7 i - � V6 I I E ƒ / < :3 / q q q § q /CD - ` \ 4 a a 4 ¥ CD < 2 Cl) —— — / 7 CD 7c — ] � CD2 . . 0 0 222 = E o I ° K � f / � U �/ 2 / u §\ \ \ \ \ k 2 q� \ /$. \ / / cc \ \ Con I § 2 D k c e E G c - o o = \ CD rL / CD \ > E \ 0 o , -• D CD \ \ \ \ \ \ \ v , 0- f G MO ƒ g \ / CD CD \ \ /\ \ \ / w / \ ƒ / § 2 5 ® 8 CD M. w J ic §. B 0 \ ) � / � \ 2 / CD CDƒ - / j & ƒ / � ) § \ § q / . CD 2 0 w (n C: R J � k q k I I CD / 2 ¢ cn E / _E / 0 / CD 4�h \ co / 3 0 0 ;r,< 0 i yA, ), U" "�' / I 6 �G � f Permit Information Date 4/11/2013 - - - -- Permit Number 67 _ Project Name Scott Galvanizing Permit Type BLD J _ Site Address 6010 199th St Description New Commercial Project Cost 2000000.00 Square Feet 35024 Status Applied Permit Issued Permit Expires Phone 206-783-3101 v Email Occupancy Load Type of Construction 116 Proposed Use Industrial-Galvanizing Plant Number of Storiesl 1 Assigned To Amy Rusko Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# 2812 ARCHITECTS Adam Clark/Ross Jameson 425-252-2153 adam@2812architecture.com AIA/PE Bob Powers Sea Con 425-837-1585 CONTRACTOR Sea Con,LLC SEACOL"012R7 Dan Kosnik Kosnik Engineering, PC 425-357-9600 dan@kosnik.com AIA/PE Hadi Mirzai Scott Galvanizing 206-786-3101 OWNER Property Information Owner Information Parcel#:00746300000800 ARLINGTON LAND HOLDINGS LLC ARLINGTON LAND HOLDINGS LLC PO BOX 1600 6010 199TH ST NE ORTING,WA 98360 ;ReviewDate T e Description I ar et Date Completed Date Assigned To ___,_ Status pt�BL ilding Review ! D3 Chris Young In Review41/2013 BLD Building Review 4/25/2013 Tom Cooper In Review 4/11/2013 BLD Permit Tracking 4/25/2013 Funy Rusko In Review Notes Date Note 4111/2013 Tom-Large plan set was put in your inbox. r Uploaded Files I' Upload File 1 Date File 4/11/2013 It Galvanizing Site Plaa,ndf Delete 4/11/2013 Scolt Galvanizing ADolicatton.odf _ Delete u 1 I I COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS UNITS CONTAINING TOWNHOUSES OR THREE OR MORE UNITS. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: < �� m�✓ -�� s+ /�• Valuation Project Address: ES, Parcel ID#: 040 7070D400Pd Oy,OJ 19�G��Oveh Legal Description LJ,$ c,�f(►o�t. C �/q /��/ o� yo,� !12,00 air ,77, Owner: Phone Number: [ ZD6, *79? • 3j©Z Address. /J ZeI /�".lri. L<_k n City: (/'te oj4l{ State: w Zip Code:�?6119 J Engineer: 14r0V -1 GJh ire ey/ Phone Number: Cell Phone: Fax: • E-mail: 00 le .d'n • J, Address: / 195 -e d'F City: 6'--e ee State: 1�4,131 Zip Code: 94? o General Contractor: J'ei 40�7 - �• S /meow s Phone Number:&-25J Cell Phone: Fax:(• 229 Or 7 • /3-5; E-mail: Address:/61 Nz k1.%/'/ IJA`,1h lQ'City: 1'f ev State: 7410 Zip Code: Contractor's License Number: Expiration: Contact Person: 61/j 0,, C�� � ��o-rv" !�r(vY��/�•� Phone Number: CO2,5J 25-2, ;7-/S 3 Cell Phone: Fax: f&;,Jr fl , �0 o E-mail: g4/4oy C-) 2•/2a7•'r-1, le-tfe-0r •c—%j Address: City: C-1-V-e- State: Zip Code: 1&�2 o/ Proposed Scope of Work: /VO"oo' ,fn��J'�-ey �`i�t�i�y o� ;�� �c•r�s . 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 i ccordance with the laws, rules and regulation of the State of Washington. Appl�ant Signature Date Print Applicants Name RECEIVED FOR STAFF USE ONLY APR 0 9 2013 (01 �� -e - C/+ PRUIT GENTRED Ac Permit# cepte By Amount Received Receipt# atD a 93URFY Web Forms—146 Page 6 of 9 7/1 OCJY r I ■ ig■ � � . I COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Project Name/Tenant Site Address B(g/Unit/Suite IBC Construction Type )9- IBC Occupancy Type Description of Use Building Square Footage d 2 Number of Stories Square Footage Per Floor it Will there be any installation, modification or removal of the following? (Check all that apply) XAutomatic fire extinguishing systems ❑ Compressed gas systems K 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. R Printed Name of Occupant/Agent Signature pr Oc pant/Agent Date Web Forms—146 Page 7 of 9 7/10CJY \� I J • I ( ' COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3418 PRIOR TO ISSUANCE OF A PERMIT, THIS FORM MUST BE COMPLETED IN ITS ENTIRETY AND RETURNED TO THE CITY FOR APPROVAL. THE COMPLETED FORM MUST HAVE THE ORIGINAL SIGNATURES OF ACKNOWLEDGEMENT OF ALL PARTIES. Name of Project: Project Address: Owner: Al.-WI Phone Number: Address: /T2-0 v« ity: State: 4v4 Zip Code: 9d�/�Z Architect: a Gil /�rG�/ �c�/�Z'- _ Phone Number: C�r J) 2 Z • -Z Address: ;1 V/2 C-c 14 y City: State: (-t Zip Code 7r 9,V Ol �� 3�Engineer: �� ✓ � '!''1�r <�5 ✓�yc��-•���y Phone Number: L 3 S7• 5;7 L Address: ����� l�� �N4� ✓�� City: State: l//} %p Code: General Contractor: �Pe4 Co.,? Phnne Number: 937 • --Y_eS- Address: ~" �"' /�" �'✓ - City: 1 v-r 4�4 u 4, 4 State: 4-1-A Zip Code: DUTIES AND RESPONSIBILITIES 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 ((R'i Bolting in Concrete ® Pre-stressed Concrete (� Shotcrete (ED Structural Masonry Structural Steel and Welding �j High-Strength Bolting (0) Spray-Applied Fireproofing ® Smoke-Control Systems ([3 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. Web Forms-146 Page 8 of 9 7/10CJY i I� 1 i f COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX (360)403 3418 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. 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: General Contractor: Date: Architect:�L'"�`" ���Z �rc� f��"'"� Date: ? a13 Engineer: - Date: Special Inspection Agency: Date: City of Arlington Building Official: Date Web Forms—146 Page 9 of 9 7/10CJY a:. I Christopher Young From: Adam Clark <adam@2812architecture.com> Sent: Wednesday, April 24, 2013 12:22 PM To: Christopher Young Cc: 'Bob Power'; kazizeh@seaconllc.com; 'HADI MIRZAI'; ross@2812architecture.com Subject: RE: Plan Review for Scott's Galvanizing Chris, Thanks for the comments. I assume that the permit will not be ready for issuance until we get information from the city related to the civil. The stair is for access into the kettle pit on the north side of the wall. No mezzanines are proposed. I am working with the owner to answer Questions #2 and #3. Mechanical, Plumbing and Fire Sprinkler will be deferred as you have noted. Adam From: Christopher Young [mailto:cyoung@arlingtonwa.gov] Sent: Wednesday, April 24, 2013 12:00 PM To: adam@2812architecture.com Subject: Plan Review for Scott's Galvanizing Adam—attached is my comment letter for Scott's Galvanizing. The building plans (structure only) can be issued any time, however, we will need to review details for the proposed dipping operations, crane ways, etc. per the IBC, IFC, and NFPA 34. We can issue a phased permit—Phase I structure and Phase 2 dipping operations if that works. Let me know if you have any questions—thanks! Christopher Young Building Official City of Arlington 360-403-3432 cyoung@arlingtonwa.gov K) J® "The importance of a strong building code is most evident after a disaster." 1 General/Specialty Contractor A business registered as a construction contractor with LEtI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name SEA CON LLC UBI No. 601999210 Phone 4258379720 Status Active Address 165 Ne Juniper St Ste 100 License No. SEACOL"012R7 Suite/Apt. License Type Construction Contractor City Issaquah Effective Date 12/27/1999 State WA Expiration Date 8/9/2014 Zip 98027 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Other Associated Licenses Specialty Specialty Effective Expiration License Name Type 1 2 Date Date Status 'SEATTLE Construction SEATTCS11ONG CONSTRUCTION SRVCS Contractor General Unused 8/7/1989 8/10/2014 Active INC Business Owner Information Name Role Effective Date Expiration Date HOWIE, ROBERT A JR Agent 09/24/2010 SEATTLE CONST SERVICES INC Partner/Member 11/17/2003 VWS US CORP Partner/Member 11/17/2003 09/24/2010 BLINCOE, JOHN T Partner/Member 01/01/1980 11/17/2003 POWER, ROBERT W Partner/Member 01/01/1980 11/17/2003 HOWIE JR, ROBERT A Partner/Member 01/01/1980 11/17/2003 SPERRY, SUSAN G Partner/Member 01/01/1980 11/17/2003 HOLZADFEL, GEORGE Partner/Member 01/01/1980 11/17/2003 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date(Bond Amount(Received Date 3 DEVELOPERS SURETY �899866C 05/01/2004 Until Cancelled $12,000.0005/03/2004 Et INDEM CO Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 14 Landmark LHA136335 09/01/2012 09/01/2013 $1,000,000.00 08/30/2012 American Ins Co 13 Maiden NAX100029200 09/01/2011 09/01/2012 $1,000,000.0008/29/2011 Specialty Ins Co 12 NAXOS INS CO INAX000383100009/01/2010 09/01/2011 $1,000,000.0009/08/2010 11 Naxos Ins Co. INAX09101011 09/01/2010 09/01/2011 $1,000,000.0008/31/2010 10 SC0508718405 09/01/2008 09/01/2010 $1,000,000.0008/24/2009 CO ADFAST INS - I 9 1CTEO ADFASTINS SC0508718403 O9/0112006 109/01/2008 $1,000,000.001 10/04/2007 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period i Permit Information _ Date 4/11/2013 Permit Number 67 Project Name Scott Galvanizing Permit Type BLD Site Address 6010 199th St Description New Commercial Project Cost 2000000.00 _ Square Feet 35024 Status Applied Permit Issued Permit Expires Phone 206-783-3101 Email Occupancy Load Type of Construction IIB Proposed Use Industrial-Galvanizing Plant Number of Stories 1 Assigned To Amy Rusko Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# 2812 ARCHITECTS Adam Clark/Ross Jameson 425-252-2153 adam@2812architecture.com AIA/PE —_ Bob Powers Sea Con 425-837-1585 CONTRACTOR Sea Con,LLC 'SEACOL'012R7 Dan Kosnik Kosnik Engineering, PC 425-357-9600 dan@kosnik.com AIA/PE Hadi Mirzai I Scott Galvanizing 206-786-3101 1 OWNER _ Property Information Owner Information 1 Parcel#:00746300000800 ARLINGTON LAND HOLDINGS LLC ARLINGTON LAND HOLDINGS LLC PO BOX 1600 6010 199TH ST NE ORTING,WA 98360 Review Date Type Description Target Date Completed Date Assigned To Status 14/11/2013 BLD Building Review 412512013 Chris Young In Review 4/11/2013 BLD Building Review 4/25/2013 Tom Cooper In Review 4/11/2013 BLD Permit Tracking 4/25/2013 JAMy Rusko In Review Notes Date Note 4/11/2013 Tom-Large plan set was put in your inbox. Uploaded Files I Upload File I Date IFile 4/11/2013 Scot Galvanizin Site Plan. df Delete 4/11/2013 Scott Galvanizing Agolication.odf Delete COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 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 not be accepted. One (1) City of Arlington Commercial/Multi-Family Permit Application / \ (One permit application per building or structure is required) NR ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form KThree (3) Site Plans One (1) 11" x 17" Site Plan Three (3)Architectural Drawings One(1) 11 " x 17" Set of Building Elevations Three(3) Structural Drawings XThree(3) Structural Calculations One (1) Geotechnical Engineering Reports (if applicable) OVE] One (1) Project Specification Manuals (if applicable) One (1) NREC Code Compliance Forms W� ,❑ One (1) Special Inspection Requirements Forms 9 One(1) Occupant's Statement of Intended Use Form t4K❑ One(1) Letter of Verification of Water and Sewer Availability from City of Marysville(if applicable) 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 Pre App Appointment Request. I acknowledge that /l items designated above are included as part of this application. A1 Z a¢ - a'- - via g RECEIVED Signa ure Date �. APR 0 9 2013 C�OjA PERMIT CENTER Web Forms—146 Page 1 of 9 "" 7/10CJY i I i I • � • I 1 COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3418 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all tenant improvements projects. 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following International Codes 1. 2009 International Building Code(IBC) 2. 2009 International Residential Code(IRC) 3. 2009 International Mechanical Code(IMC) 4. 2009 International Fuel Gas Code(IFGC) 5. 2009 International Fire Code(IFC) 6. 2009 Uniform Plumbing Code(UPC) 7. 2009 International Property Maintenance Code(IPMC) 8. 2003 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 51-13 Washington State Ventilation and Indoor Air Quality Code 8. 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 three(3)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. Web Forms—146 Page 2 of 9 7/10CJY I COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3418 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. SITE PLAN— REQUIRED WITH ALL SUBMITTALS l^ (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 set backs,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. 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. 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. Web Forms—146 Page 3 of 9 7110CJY _ � I i COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 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. ❑ 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. ❑ 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. A 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. WASHINGTON STATE ENERGY CODE 1. Two 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 Web Forms—146 Page 4 of 9 7/10CJY � A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3418 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 permitceriter ci.arlinaton.wa.us. Application by courier or mail will not be accepted. Incomplete applications will not be accepted. acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. 4 Signature: 7z, A, Date: ®/ - oi— 1 '�v�.� Owner/Owner' epr entative Company: P S/Z AA C'G' Phone: of�J L s Z Web Forms—146 Page 5 of 9 7/10CJY r r U z W U) U a cu z z W W � F � ® z Q Wz w zu � zu F 04 O O Q Q a Z A m w W Z) A Z � Uri _z14-4 zw 1-4 u m U 6 V b zW Z O H w w � c+n x H ° PO � Hx � z x � � V ►.� z ° '� O O z ~ z A 00 v m H O Q a V x F Fireproofing Aggregates oe S h o t c r a t e Concrete March 24, 2014 Masonry A s p h a l t File No. 13-565 R o o f i n g P i l i n g Building Official A.A.R.TESTING S t e e I City of Arlington Building Department LABORATORY,INC. S o i I s 238 N. Olympic Ave. CC JSTRUCTION IN PECTION AND MATEF.L LTES. W o o d Arlington, WA 98223 V NTIONALLV ACCEPTED LASORATOF, Project: Scott Galvanizing Address: 6010 1991" St. N.E_ Permit: 130067 This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of our inspection reports have already been forwarded to you. 1. Reinforced concrete-CIP 2. Structural steel erection-high strength bolting 3. Epoxy grouting 4. Soil bearing verification To the best of our knowledge all work inspected conformed to City of Arlington Building Department approved plans, specifications, IBC and related codes and/or verbal or written instructions from the Engineer of Record. Sincerely, A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President CC: SEA CON-Nadi Mirzai, Dave Diven Tel: (425) 881-5812 Fax (425) 881-5441 0 7126 180th Ave. NE o P.O. Box 2523 o Redmond, WA 98073 i �I Field/Material Report Report#. 79944 PhQng 47j,,0,81.5812 FAx 4,24,4Q1.4441 Client Name: SEA CON Project Number: 13-565 Contact: Hadi Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 1/31/2014 Supplier: Smokey Point Air Temperature: 39 F Material Data: Concrete Concrete Temperature: 62 F ASTM C 1064 Plant Number: None Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8736 Time Sampled: 7:20:00 AM Ticket Number: 2115246 Added Water. 0 ByWhom: Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 11/70 Admixtures(oz/yard)): NCA 158 Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Slab on grade with grade beams. Foundation level. Grid Lines: A to B/4 to 8. Remarks: Fresh concrete placed by Ralphs boom pump method and mechanically consolidated throughout. Reinforcing steel checked and found satisfactory to Kosnik engineering revision drawing 1/1712013,K13.008. 66 Conforming to approved plans Inspector: Medearis,Jeff 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1400804 2/7/2014 7 4 X 8 12.63 1/1 64940 5140 C 1231 Cone Shear 1400805 2/28/2014 28 4 X 8 12.56 1/1 87940 7000 C 1231 Cone Split 1400806 2/28/2014 28 4 X 8 12.56 1/1 83540 6650 C 1231 Cone Split 140080T 2/28/2014 28 4 X 8 12.56 1/1 82590 6580 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Dais Ma#ad: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the Feld excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Field Report Report#: 05960 A.A:t Witfing LdMr8WM Inc.742'rs t80th Ave.N.E., Park 180, Suite C i01, Redmond, WA 48052 __ Rhgs�425.881.5812 Fax 425&$1 5441 Client: SEA CON Project Number: 13-565 165 N.E.Juniper St. Permit#: 130067 Issaquah,WA 98027 Project Name: Scott Galvanizing Contact: Hadi Mirzai Address: 6010 199th St.N.E. Inspection Performed: Structural Steel Date. 2/27/2014 Time: Temperature: Structural steel framing A325 bolting grids A-El2-15 per NUCOR drawings. Verified A325 bolts snug tight per AISC and per plan. Distribution: ❑ Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Inspector: Trow.Michael ❑ Distribute Municipality❑ Distribute Other Reviewed by: Michele Guerdni ❑ Distribute Architect ❑ Distribute Other All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full without the written consent of A.A.R.Testing is strictly forbidden Field/Material Report Report#: 082017 A.A.R.Testing laboratory, Inc.7128 180th Ave.N.E.,Park 180,Suite C101, Radrrmond, WA 98052 Phone 425.881.5812 Fax 425.881.5"1 Client Name: SEA CON Project Number: 13-565 Contact: Had!Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. bate: 1/24/2014 Supplier. Smokey Point Air Temperature: 42 F Material Data: Concrete Concrete Temperature: 60 F ASTM C 1064 Air Content: `yo ASTM C 231 Plant Number: Smokey Point Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8731 Time Sampled: 9:40:00 AM Ticket Number: 2115044 Added Water: 28 ByWhom: Contractor Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 165/409 Admixtures(oz/yard)): NCA 158 Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Grade beams and slab. East half of building. Grid Lines: B to D,9 to 17. Remarks: Resteel per sheet S1 and S3. Allowable water at 165 cubic yard mark,28.5 gallons. Concrete mechanically consolidated. ❑d Conforming to approved plans Inspector: Tangalan,Sllvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1400619 1/31/2014 7 4 X 8 12.63 2/3 66340 5250 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By; J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Field/Material Report Report#.- 082018 A.A.R Tasting Laboratory, Inc. 7126 18001 Ave.N.E.,Pa#*180.3Wt6 C101.Redmond, WA 98052 Phone 425.881.5812 Fax 425.681.5441 Client Name: SEA CON Project Number: 13.565 Contact: Had!Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 1/24/2014 Supplier: Smokey Point Air Temperature: 45 F Material Data: Concrete Concrete Temperature: 64 F ASTM C 1064 Plant Number: Smokey Point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8076 Time Sampled: 12:20:00 PM Ticket Number: 2115070 Added Water: 5 ByWhom: Contractor Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 330/409 Admixtures(oz/yard)); NCA 192 Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Grade beams and slab. East half of building. Grid Lines: B to D,9-17 Remarks: Resteel per sheet 81 and S3. Allowabel water at 330 cubic yard mark,32.4 gallons. Concrete mechacnilly consolidated. 0 Conforming to approved plans Inspector: Tangalan,Sllvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTMS C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1400623 1/31/2014 7 4 X 8 12.63 3/3 60080 4760 C 1231 Shear Distribution: ❑ Client ❑ Contractor ❑Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of R.A.R.Testing Laboratory is strictly forbidden, i Field/Material Repgo�.rtt Report#: 082016 �:M.IG�16tl[ 7. �� ' G:-/'T2 .''vOU(rl'�V6.T`f. :� 8fll'-IDV�JOIi@Yti 1�'t:'ReOfYYtllA'�OVS P , n�q,4Z $ 81 ,Fs�c,425.8>i1, 1 Client Name: SEA CON Project Number: 13-565 Contact: Had!Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date. 1/24/2014 Supplier: Smokey Point Air Temperature: 30 F Material Data: Concrete Concrete Temperature; 49 F ASTM C 1064 Plant Number: Smokey Point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4 " ASTM C 143 Truck Number: 8730 Time Sampled: 7:43:00 AM Ticket Number: 2115026 Added Water: 0 ByWhom: Number of Samples: 4 Air Entrainment(ozlyard): Yards placed: 33/409 Admixtures(ozlyard)) Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Grade beams and slab. Grid Lines: B to D,9 to 17. Remarks: Resteel per sheet S1 and S3. Allowable water at 33 cubic yard mark, 12 gallons. Concrete mechanically consolidated, Water stop RX-102 installed around pit walls by contractor. Anchor bolts installed by contractor. Conforming to approved plans Inspector: Tangalan,Silvestro 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1400615 1/31/2014 7 4 X 8 12.63 1/3 69960 5540 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J. Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. a I Earth Solutions NW, LLC in- LETTER OF TRANSMITTAL To: Scott Galvanizing c/o SeaCon Date: January 24, 2014 1520 NW Leary Way ESNW No.: ES- 2707.01 Seattle, WA 98107 Project: Scott Galvanizing Attn: Mr. Hadi Mirzai Email: No. of Copies Date Description 1 1/15/14 Daily Field Report(s)# 12 Comments: CC: 1: SeaCon—Dave Diven ATTN: -ddiven@seaconllc.com 2 SeaCon—Kristian Azizeh ATTN: kazizeh@seaconllc.com 3 City of Arlington—Chris Young ATTN: c oun arlingtonwa. ov 4 ATTN: Transmitted By: Earth Solutions NW,LLC PM: Kyle Campbell 1805 — 136"PI NE, Suite 201 Bellevue, WA 98005 (425) 284-3300 FAX(425)449-4711 Toll Free (866) 336-8710 Earth Solutions NW«c Field Rep. Project No. Page of Report No. SEK ES 2707.1 1 of 2 12 f t 1805 1361h Place NE, FAX: Time On Site Time Off Site Date Day of Week Suite 201 (425)449-4711 Bellevue,WA 98005 TOLL FREE: 9:15 am 9:45 am 1/15/14 WED (425)449-4704 (866)366-8710 DAILY FIELD REPORT Travel Time Weather 2 hrs Overcast 47°F Project Name Job Location Client/Owner Scott Galvanizing 199"St NE/601h Ave NE, Arlington Scott Galvanizing General Contractor General Contractor's Superintendent Received Onsite By SeaCon Dave Grading Contractor Grading Foreman Checked By Are approved Plans/Permits onsite EI YES ❑ NO Project No. Permit No. Test Reference Maximum Fill Test Dry %of Number Test Location Elevation Compaction Dry Density Moisture Density Maximum Curve lbs./cu.ft. % lbs./cu.ft. Dry Density East End building fill 84 East End building fill (see p.2) SG 4 126.6 7.8 126.3 99 85 East End building fill (see p.2) SG 4 126.6 7.9 131.3 103 86 East End building fill (see p.2) SG 4 126.6 7.9 129.2 102 87 East End building fill (see p.2) SG 4 126.6 7.6 125.5 99 Supplementary Report: As requested, an ESNW rep was on site to collect compaction tests on fill at the east end of the building for the slab, and observe footings for Pit 5. The contractor had placed a few feet of imported poorly graded sand with gravel on the east portion of the building for the slab and compacted prior to arrival. Compaction tests collected on the slab subgrade indicated adequate compaction of more than 95%of the modified proctor at the locations tested. Please see page 2 for approximate locations. The contractor was placing 3/4 inch clean rock on the pad as capillary break material. The contractor had excavated footing subgrade north and south of Pit 5. Compaction tests collected previously indicated adequate compaction of the footing subgrade excavated. Those locations that were not filled previously were observed using a 1/2 inch diameter steel rod to probe the subgrade. The subgrade was observed to be suitable for the allowable soil bearing capacity of 3000 psf. ESNW will return when requested_ a!-- C��- Shannon E Koon COPY TO: CONTINUED ON NEXT PAGE "1 14�- CL all a (� ilr,! il�'•N W + 4= i 1 Ii° �. 1 t:�� gII i �• 1r1t� �:�Y�. �� :�: let� 9Ef le 1) a =vi �2 Ro r r �s y �y N n its: s 1 t I k O "�!�Pt1PS1 lg:I i =?d dglT yr di3 f�151 'tit k w 1 7, ~ 'ip ' TI J {g{ Jill 1 If n$f' vx� tt�i�I qqI _ gp4g11 ,� t via HIS Al IF �x H1 I I Field/Material Report Report#: 082052 A.A'R:'UR g Laboratory,Inc.712618010fi Aver.;park ft, tt a 0'i,lRedmond, WA 96052 Phone 425.881.5612 Fax 4234881.5441 Client Name: SEA CON Project Number: 13-865 Contact: Hadl Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 1/9/2014 Supplier: Smokey Point Air Temperature: 36 F Material Data: Concrete Concrete Temperature: 58 F ASTM C 1064 Plant Number: smokey point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4.5 " ASTM C 143 Truck Number: 8093 Time Sampled: 9:30:00 AM Ticket Number: 2114620 Added Water. 0 ByWhom: Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 10/18 Admixtures(oz/yard)) Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: For deep tank pit#5,stem walls. Grid Lines: 11.6,13.3/B.3-C.7;porch walls 9.5-9.7/B.3-9.4;9.5-9.7/C.7--C.8;pocket pit walls at 10.7/B-B.3. Remarks: Resteel was inspected prior to pour. It was in conformance with the drawing S3,S5,by grade,size,location,lap splice and concrete cover. Concrete was placed via a pump,mechanically consolidate. No water on site was added. ® Conforming to approved plans Inspector: Shpdts,Yevgeniy 2nd Inspector: 3rd Inspector: Samples Tested In Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1400174 1/16/2014 7 4 X 8 12.63 1/2 67550 5350 C 1231 Cone Shear Distribution: ❑ Client ❑ Contractor ❑ Owner Daft AlIbMa C ❑ Municipality ❑ Engineer ❑ Architect Tested By: Mike Jarbeau ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Field/Material Report Report#: 082053 A.A.R.Testing Laboratory,Inc.7126 1Both Ave-N.E.,f'ark 180,Suite C1ol,Redmohd, WA 98052 Phone 425.881.5812 Fax 425.881.5441 Client Name: SEA CON Project Number: 13-565 Contact: Hadi Mlrzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 1/9/2014 Supplier: cnw Air Temperature: 37 F Material Data: Concrete Concrete Temperature: 60 F ASTM C 1064 Plant Number: 125 Air Content: % ASTM C 231 Mix Number: 0160A Slump: 4.25 " ASTM C 143 Truck Number: 0144 Time Sampled: 11:45:00 AM Ticket Number: 149613 Added Water: 0 ByWhom: Number of Samples: 3 Alr Entrainment(ozlyard): Yards placed: 10.5/10.5 Admixtures(ozlyard)) Design Strength: 4000 Inspection Performed: Concrete Location: Sand filter pad Grid Lines: Remarks: Concrete was tailgated from the truck,manually consolidated. Conforming to approved plans Inspector: Shpdts,Yevgeniy 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 140017E 1/14/2014 5FC 4 X 8 12.63 212 42140 3340 C 1231 Shear 1400179 FCH 4 X 8 12.63 2/2 51200 4050 C 1231 Shear Distribution: ❑ Client ❑ Contractor ❑ Owner Dabs Named: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests In accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minlmum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. i Field/Material Report Report iv. 081484 Reiiritdndj WA 980f52 PWOM8$1,1812 FGA 42§6601.. O Client Name: SEA CON Project Number: 13-565 Contact: Hadi Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 1/7/2014 Supplier: Smokey Point Air Temperature: 38 F Material Data: Concrete Concrete Temperature: 57 F ASTM C 1064 Plant Number: Smokey Point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4 ASTM C 143 Truck Number: 8093 Time Sampled: 10:00:00 AM Ticket Number: 2114567 Added Water: ByWhom: Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 818 Admixtures(oz/yard)) Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Slab. Pit#5,footings slab northwest and southwest corner of pit#5. Grid Lines: 10-11/A-B and C.5-D. Remarks: Refer to report#57730 this day for resteel inspection information. Allowable water at 8 cubic yard mark,8.4 gallons. Concrete mechanically consolidated. Conforming to approved plans Inspector: Tangalan,Silvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1400148 1/14/2014 7 4 X 8 12.63 1/1 58300 4620 C 1231 Shear 1400149 2/4/2014 28 4 X 8 12.63 1/1 80350 6360 C 1231 Cone 1400150 2/4/2014 28 4 X 8 12.63 1/1 79870 6320 C 1231 Cone Split 1400151 2/4/2014 28 4 X 8 12.63 111 78580 6220 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Dab MaMod.• ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory Is strictly forbidden. I Field/Material Report Report#: 081484 A.,a.fz_ 'feWfi'§' Uii atory,�iio. BjfeD&i'1Eiie. .; ''rt e G�i b`8m'�ft ;'�fVJd i S3 Qhon*425.881.5812 Fax 425,881.5441 Client Name: SEA CON Project Number: 13-585 Contact: Had!Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 1/7/2014 Supplier: Smokey Point Air Temperature: 38 F Material Data: Concrete Concrete Temperature: 57 F ASTM C 1064 Plant Number: Smokey Point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4 " ASTM C 143 Truck Number: 8093 Time Sampled: 10:00:00 AM Ticket Number: 2114567 Added Water: ByWhom Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 8/8 Admixtures(oz/yard)) Design Strength: 4000 Inspection Performed: Reinforced Concrete Location. Slab. Pit#5,footings slab northwest and southwest comer of pit#5. Grid Lines: 10-11/A-B and C.5-D. Remarks: Refer to report#57730 this day for resteel inspection information. Allowable water at 8 cubic yard mark,8.4 gallons. Concrete mechanically consolidated. © Conforming to approved plans Inspector: Tangalan,Silvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Slze Area Set# Total Load PSI Method Fracture Type 1400148 1/14/2014 7 4 X 8 12.63 1/1 58300 4620 C 1231 Shear Distribution: ❑ Client ❑ Contractor ❑ Owner pate M@Mp C ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a ma)imum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Field Report Report 57730 K 'TeSHngt;i6">ratory, Inc 7126 1801n Ave.N E , Park 180,'` Phone 425.881.5812 Fax 425.881.5441 Client: SEA CON Project Number: 13-565 165 N.E.Juniper St. Permit 13-0067 Issaquah,WA 98027 Project Name: Scott Galvanizing Contact: Hadi Mirzai Address: 6010 199th St.N.E. Inspection Performed: Epoxy Date: V712014 Time: Temperature: Epoxy dowels at pit#5 north west footings and south west footings. Horizontal#5 two rows 16"on center. 8"horizontal embedment into existing concrete location: 10- 11/A-B and C.5 to D, Holes blown brushed re-blown prior to injection epoxy. Epoxy Hilti Hy150 max SD, lot#1170201-G, expires 8/2014. Resteel for slab per S5 and S3. Resteel work by Rich Brothers concrete construction. Refer to report#081484 this day for concrete. Distribution: ❑ Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Inspector: Tangalan,Silvestre ❑ Distribute Municipality❑ Distribute Other Reviewed by: Mike Blackwell ❑ Distribute Architect ❑ Distribute Other All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full without the written consent of A.A.R.Testing is strictly forbidden Field/Material Report Report#: 081289 A.A'.11'ffttf'tA6 'W'ry, Inc. 7126 180th Ave.N.E.,Park 180,Suite C101y RodtFW04i WA DO052 Phone 425.881.5812 Fax 423.881.5441 Client Name: SEA CON Project Number: 13-565 Contact: Had!Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N_E Date: 12/23/2013 Supplier: Smokey Point Air Temperature: 49 F Material Data: Concrete Concrete Temperature: 55 F ASTM C 1064 Plant Number: 8738 Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8738 Time Sampled: 9:16:00 AM Ticket Number. 2114252 Added Water: 10 ByWhom: Contractor Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 5/67 Admixtures(oz/yard)): Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Pre-treatment pit#5,wails. Grid Lines: Remarks: Resteel at the above noted locations was inspected previously. Note AAR field report#059519. Water added at job site was within allowable. Mix was mechanically well vibrated. Covered cylinders. ❑�/ Conforming to approved plans Inspector: Jacobson,Dennis 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1309449 12/30/2013 7 4 X 8 12.63 1/1 69890 5530 C 1231 Cone 1309460 1/20/2014 28 4 X 8 12.63 1/1 84400 6680 C 1231 Cone Split 1309451 1/20/2014 28 4 X 8 12.63 111 79590 6300 C 1231 Cone Split 1309452 1/20/2014 28 4 X 8 12.63 1/1 84100 6660 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑owner Date Mailed: ❑ Municipality [_J Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. i i � r Field/Material Report Report#: 081289 A.A.R. Testing Laboratory, Inc. 7126 180th Ave.N.E., Park 180,Suite C101,Redmond, WA 98052 Phone 425.881.5812 Fax 425.881.5441 JI Client Name: SEA CON Project Number: 13-565 Contact: Had!Mlrcai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 12/23/2013 Supplier: Smokey Point Air Temperature: 49 F Material Data: Concrete Concrete Temperature: 55 F ASTM C 1064 Plant Number: 8738 Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8738 Time Sampled: 9:15:00 AM Ticket Number: 2114252 Added Water: 10 ByWhom: Contractor Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 5/67 Admixtures(oz/yard)) Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Pre-treatment pit#5,walls. Grid Lines: Remarks: Resteel at the above noted locations was inspected previously. Note AAR field report#059519. Water added at job site was within allowable. Mix was mechanically well vibrated. Covered cylinders. ❑d Conforming to approved plans Inspector: Jacobson,Dennis 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1309449 12/30/2013 7 4 X 8 12.63 1/1 69890 5530 C 1231 Cone Distribution: ❑ Client ❑ Contractor ❑ Owner Date Mailed. ❑ Municipality ❑ Engineer ❑ Architect Tested By: J. Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory Is strictly forbidden. r Field/Material Report Report#: 081477 A.A.R. Testing C101,Redmond, WA 98052 ;honf'425;AFL1,5812 FaX 425.081.5441 Client Name: SEA CON Project Number: 13-565 Contact: Had!Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 12/13/2013 Supplier: Cemex Air Temperature: 43 F Material Data: Grout Concrete Temperature: 52 F ASTM C 1064 Plant Number. Everett Air Content: % ASTM C 231 Mix Number: 1188420 Slump: 6 " ASTM C 143 Truck Number: 4923 Time Sampled: 12:00:00 PM Ticket Number: 25073303 Added Water: -0- ByWhom: Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 5 of 5 Admixtures(oz/yard)): WRDA64 20.0 Design Strength: 4000 Inspection Performed: Masonry Location: CMU wall. Grid Lines: North elevation,5 course height,103'-4"LF,grid DAine 3 to line 7. Remarks: Rebar per sheet S1,detail No.10. (1)No.5 continuous at 1st,3rd and 5th course with 4'-0"horizontal lap. Grout mechanically consolidated. Allowable water at 5 cubic yard mark,12 gallons. © Conforming to approved plans Inspector: Tangalan,Sllvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 617 C 1019 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1309327 12/20/2013 7 3 X 3 X 6 11.73 111 31160 2660 C 617 Columnar 1309328 1/10/2013 28 3 X 3 X 6 11.22 1/1 48680 4360 C 617 Shear 1309329 1/10/2013 28 3 X 3 X 6 10.47 1/1 45540 4350 C 617 Shear 1309330 1/10/2013 28 3 X 3 X 6 10.96 1/1 47240 4310 C 617 Shear Distribution: ❑ Client ❑ Contractor ❑ Owner Date Ma17eaC ❑ Municipality ❑ Engineer ❑ Architect Tested By: Mike Jarbeau ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens In the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. i i Field/Material Report Report#: 081478 AW 'Wn— t ab�ry,inc fi$d fi$btTi A've f�I. :,=park` 0; 4ke'C1Q� FCe �t fiii<y,'VIi�►�8b52 Phone 425.881.5811,F ,,4,25�b1,5441 Client Name: SEA CON Project Number: 13-565 Contact: Had!Mirzal Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 1991h St.N.E. Date: 12/16/2013 Supplier: Smokey Point Air Temperature: 39 F Material Data: Concrete Concrete Temperature: 61 F ASTM C 1064 Plant Number: 1 Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4 " ASTM C 143 Truck Number: 8067 Time Sampled: 9:30:00 AM Ticket Number: 2114052 Added Water: -0- ByWhom: Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 22 of 251 Admixtures(oz/yard)) Design Strength: 4000 Inspection Performed; Reinforced Concrete Location: Slab and wall. Grid Lines: Pit No.4 and No.5,B-13/11-14,B-D/9-11 and B-0/12-15. Remarks: Reber per sheet S2.2 and S4. Allowable water at 22 cubic yard mark,16.4 gallons. Concrete mechanically consolidated. ® Conforming to approved plans Inspector: Tangalan,Silvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1309315 12/23/2013 7 4 X 8 12.63 1/2 66910 5300 C 1231 Cone Split 1309316 1/13/2014 28 4 X 8 12.63 112 87720 6950 C 1231 Cone Split 1309317 1/13/2014 28 4 X 8 12.63 1/2 85050 6730 C 1231 Cone Split 1309318 1/13/2014 28 4 X 8 12.63 1/2 81900 6480 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Dads MaOsd.• ❑ Municipality ❑ Engineer ❑Architect Tested By: Mike Jarbeau ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1,2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. i, I I I Field/Material Report Report#: 79889 inc.7iwimWx0,gft�1t�WtU-4i'mO"iA6dK6hd --*A 9# 52 Phone Client Name: SEA CON Project Number: 13-565 Contact: Hadi Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 12/16/2013 Supplier: Smokey Point Air Temperature: 48 F Material Data: Concrete Concrete Temperature: 62 F ASTM C 1064 Plant Number: 1 Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8073 Time Sampled: 1:25:00 PM Ticket Number: 2114078 Added Water: 7 ByWhom: Contractor Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 176 of 251 Admixtures(oz/yard)): Design Strength: 4000 Inspection Porformod: Reinforood Concrete Location: Slab and wall. Grid Lines: Pit No.4 and No.5,B-D/11-14,B-D/9-11 and B-D/12-15. Remarks: Rebar per sheet S2 and S4. Water stop at slab:Green Streak,4"wide.Water stop at wall,RX-101. Water stop installation by contractor. Allowable water at 176 cubic yard mark,18.8 gallons. Concrete mechanically consolidated. Concrete by Rich Brothers Concrete Construction. Conforming to approved plans Inspector: Tangalan,Silvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area set# Total Load PSI Method Fracture Type 1309319 12/23/2013 7 4 X 8 12.63 2/2 57800 4580 C 1231 Shear 1309320 1/13/2014 28 4 X 8 12.63 2/2 79660 6310 C 1231 Cone Split 1309321 1/13/2014 28 4 X 8 12.63 2/2 74060 5860 C 1231 Cone Split 1309322 1/13/2014 28 4 X 8 12.63 2/2 80340 6360 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑Owner Dolt Aleffoc: ❑ Municipality ❑ Engineer ❑ Architect Tested By: Mike Jarbeau ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. i Field Report Report#: 059519 A-A.R. Testing Labort'tazry,inc.-1126 180th Ave.N.E., Park 180.Suite C101, Redmond.WA 9861$ Phone 425.881_5812 Fax 425.881.5441 Client: SEA CON Project Number: 13-565 165 N.E.Juniper St. Permit M 13-0067 Issaquah,WA 98027 Project Name: Scott Galvanizing Contact. Hadi Mirzai Address: 6010 199th St.N.E. Inspection Performed: Rested Date:12/18/2013 Time: Temperature: AAR field representative as scheduled arrived on site and provided the below referenced field inspection: Ground level pit#5 walls for there installed#5 reinforcing steel per plan view S.3 and wall detail S-5, gridline B.25-C.80/10.75-14.10 line. Reinforcing steel verticals, horizontals, corner bars and secure,was found satisfactory to structural approved drawings. Distribution: ❑ Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Inspector: Medearis,Jeff ❑ Distribute Municipality❑ Distribute Other Reviewed by: Mike Blackwell ❑ Distribute Architect ❑ Distribute Other All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full without the written consent of A.A.R.Testing Is strictly forbidden ._ I I Field/Material Report Report#: 081478 I.A.R.T+aft is burvtc ry,Inc. 7126 1801h Avo.N E.,11—* 410, Suite C 101,Redmond, WA 9e052 - Phone 425.881.5812 Fax 425.a81.WI Client Name: SEA CON Project Number: 13-S65 Contact: Hadi Mirzal Permit S 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 19M St.N.E. Date: 12/16/2013 Supplier: Smokey Point Air Temperature: 39 F Material Data: Concrete Concrete Temperature: 61 F ASTM C 1064 Pont Number: 1 Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4 " ASTM C 143 Truck Number: 8067 Time Sampled: 9:30:00 AM Ticket Number: 2114052 Added Water: -0- ByWhom: Number of Samples: 4 Air Entrainment(ozlyard): Yards placed: 22 of 251 Admixtures(oz/yerd)): Design Strength: 4000 Inspection Performed: Reinforced Conoroto Location: Slab and wall. Grid Lines: Pit No.4 and No,S,B-0/11-14,B-D/9-11 and B-D/12-15. Remarks: Rebar per sheet 52.2 and S4. Allowable water at 22 cubic yard mark,16.4 gallons. Concrete mechanically consolidated. © Conforming to approved plans Inspector: Tangalan,Silvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1309315 12/23/2013 7 4 X 8 12.63 1/2 66910 6300 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory Is strictly forbidden. Field/Material Report Report#: 79889 A.I►:C—T4lsVnQ Laboratory,Inc. 7126 180th Ave.N.E., Park 160.Sulfa C101,Redmond, WA 98052 f Phone 425.881.5812 Fax 425.881.5441 Client Name: SEA CON Project Number: 13-565 Contact: Had!Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name. Scott Galvanizing Issaquah,WA 98027 Address: 6010199th St.N.E. Date: 12/16/2013 Supplier: Smokey Point Air Temperature: 48 F Material Data: Concrete Concrete Temperature: 62 F ASTM C 1064 Plant Number: 1 Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number. 8073 Time Sampled: 1:25:00 PM Ticket Number. 2114078 Added Water: 7 ByWhom: Contractor Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 176 of 251 Admixtures(oz/yard)): Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Slab and wall. Grid Lines: Pit No.4 and No.5,B-D/11-14,B-D/9-11 and B-D/12-15. Remarks: Reber per sheet S2 and S4. Water stop at slab:Green Streak,4"wide.Water stop at wall,RX-101. Water stop installation by contractor. Allowable water at 176 cubic yard mark,18.8 gallons. Concrete mechanically consolidated. Concrete by Rich Brothers Concrete Construction. ® Conforming to approved plans Inspector: Tangalan,Silvestro 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1309319 12/23/2013 7 4 X 8 12.63 2/2 57800 4580 C 1231 Shear DistributlOn: ❑ Client ❑ Contractor ❑ Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of file client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. I Field/Material Report Report#: 79900 A.A.R. Testing Laboratory. Inc.7128 180th Ave,N.E.,Park 180, Suite C101,Redmond, WA 98052 f Phone 425,881.5812 Fax 425,881.544 1 Client Name: SEA CON Project Number: 1V985 Contact: Had!Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 11/22/2013 Supplier: Smokey Point Air Temperature: 28 F Material Data: Concrete Concrete Temperature: 60 F ASTM C 1064 Plant Number: Smoky Pt. Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8082 Time Sampled: 6:05:00 AM Ticket Number: 2113560 Added Water: ByWhom Number of Samples: 5 Air Entrainment(oz/yard): Yards placed: 33/418 Admixtures(oz/yard)): NCA 68 Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Slab on grade beams. Grid Lines: A to D/1 to 8 Remarks: Resteel per sheet S1,S4,S5. Anchor bolts and bollard set by contractor. Allowable water at 33 cubic yard mark. Concrete mechanically consolidated. Test cylinders covered for overnight protection. Conforming to approved plans Inspector: Tangalan,Silvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1308685 11/26/2013 4FC 4 X 8 12.63 1/3 33750 2670 C 1231 Shear 1308686 12/2/2013 10 4 X 8 12.63 1/3 74210 5880 C 1231 Cone Split 1308687 12/20/2013 28 4 X 8 12.63 1/3 86050 6810 C 1231 Cone Shear 1308688 12/20/2013 28 4 X 8 12.63 1/3 85170 6740 C 1231 Cone Shear 1308689 12/20/2013 28 4 X 8 12.63 1/3 86550 6850 C 1231 Cone Split Distribution: U Client C' Contractor ❑ Owner Dab Afalllsd- ❑ Municipality ❑ Engineer ❑Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell Ail tests in accordance with the requirements of ASTM C 31 for costing and curing concrete specimens in the field excluding Section 10.1.2(required use of a ma)dmum-minimum thermometer).Al reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. :,� `� I Field/Material Report Report#: 79904 A.A.R Testing Laboratory,Inc, 7128 160th AvA.N.E., Park 180.Suite C101,Redmond, WA 98052 Phone 425.881,5812 Fax 425.881.5441 Client Name: SEA CON Project Number: 13-555 Contact: Had!Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 11/22/2013 Supplier: Smokey Point Air Temperature: 30 F Material Data: Concrete Concrete Temperature: 60 F ASTM C 1064 Plant Number: smokey point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8068 Time Sampled: 8:00:00 AM Ticket Number: 2113578 Added Water: 15 ByWhom: Contractor Number of Samples: 5 Air Entrainment(oz/yard): Yards placed: 154/418 Admixtures(oz/yard)): NCA 113 Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Slab grade beams. Grid Lines: A to D/1 to 8. Remarks: Warehouse slab.Concrete mechanically consolidated. Allowable water at 154 cubic yard mark,21.9. Test cylinders covered for night protection. ❑d Conforming to approved plans Inspector. Tangalan,Silvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1308691 12/2/2013 10 4 X 8 12.63 213 67710 5360 C 1231 Shear 1308692 12/20/2013 28 4 X 8 12.63 2/3 78680 6230 C 1231 Cone Shear 1308693 12I20/2013 28 4 X 8 12.63 2/3 76360 6050 C 1231 Cone Shear 1308694 12/20/2013 28 4 X 8 12.63 2/3 80630 6380 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ owner Dab Maned., ❑ Municipality n Engineer ❑Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. I I I I Field/Material Report Report#: 79905 A.A.R. Costing Laboratory, Inc.7126 180th Ave.N.E.,Bark 180, Suitt)C101, Redmond, WA 98052 Phone 425.881.5812 Fax 425.881.5441 Client Name: SEA CON Project Number: 13.565 Contact: Had!Mirzai Permit# 13-0007 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 11/22/2013 Supplier: Smokey Point Air Temperature: 40 F Material Data: Concrete Concrete Temperature: 60 F ASTM C 1064 Plant Number: smokey point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8068 Time Sampled: 10:15:00 AM Ticket Number: 2113599 Added Water: 0 ByWhom. Number of Samples: 5 Air Entrainment(oz/yard): Yards placed: 308/418 Admixtures(ozlyard)): NCA 113 Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Slab grade beams. Grid Lines: A to D/1 to 8 Remarks. Warehouse slab. Allowable water at 308 cubic yard mark,28.3. concrete mechanically consolidated. Test cylinders covered for overnight protection. © Conforming to approved plans Inspector: Tangalan,Sllvestre 2nd Inspector: 3rd Inspector. Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1308696 12/2/2013 10 4 X 8 12.63 313 75830 6000 C 1231 Cone Shear 1308697 12/20/2013 28 4 X 8 12.63 3/3 87130 6900 C 1231 Cone Split 1308698 12/20/2013 28 4 X 8 12.63 313 89030 7050 C 1231 Cone Split 1308699 12/20/2013 28 4 X 8 12.63 3/3 91460 7240 C 1231 Cone Shear Distribution: ❑ Client ❑ Contractor ❑ Owner Dam Named, ❑ Municipality ❑ Engineer ❑Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minlmum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. c+ �, Field/Material Report Report#: 79900 A.A.R.Tasting Laboratory,Inc.7126 1801h Ave N.E., Park t60,Suitt Ct01,Redmond, WA9>1tF52 I Phone 425.881.5812 Fax 425.881.5441 Client Name: BEACON Project Number: 13.505 Contact: Hadl Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010199th St.N.E. Date: 11/22/2013 Supplier: Smokey Point Air Temperature: 28 F Material Data; Concrete Concrete Temperature: 60 F ASTM C 1064 Plant Number: Smoky Pt. Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8082 Time Sampled: 6:05:00 AM Ticket Number: 2113560 Added Water: ByWhom: Number of Samples: 5 Air Entrainment(oz/yard): Yards placed: 33/418 Admixtures(oz/yard)): NCA 68 Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Slab on grade beams. Grid Lines: A to D/1 to 8 Remarks: Resteel per sheet S1,S4,S5. Anchor bolts and bollard set by contractor. Allowable water at 33 cubic yard mark. Concrete mechanically consolidated. Test cylinders covered for overnight protection. ® Conforming to approved plans Inspector: Tangalan,Silvestro 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1308685 11/26/2013 4FC 4 X 8 12.63 113 33750 2670 C 1231 Shear 1308686 12/2/2013 10 4 X 8 12.63 1/3 74210 5880 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑Owner Dab UnDed: ❑ Municipality ❑ Engineer ❑ Architect Tested By. J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory.Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. i Field/Material Report Report#: 79904 A A R.Tasting Latwratoy.Inc. 7126 180th Ave.N.E.,Park 160,Sulfa C101,Redmond, WA 98052 Fziorzv425.881.5812 Fax 425.881.5441 Client Name: SEA CON Project Number: 13-565 Contact: Hadi Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 11/22/2013 Supplier: Smokey Point Air Temperature: 30 F Material Data: Concrete Concrete Temperature: 60 F ASTM C 1064 Plant Number: Smokey point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8068 Time Sampled: 8:00:00 AM Ticket Number: 2113578 Added Water: 15 ByWhom: Contractor Number of Samples: 5 Air Entrainment(oz/yard): Yards placed: 154/418 Admixtures(oz/yard)): NCA 113 Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Slab grade beams. Grid Lines: A to D/1 to 8. Remarks: Warehouse slab.Concrete mechanically consolidated. Allowable water at 154 cubic yard mark,21.9. Test cylinders covered for night protection. ® Conforming to approved plans Inspector: Tangalan,Silvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1308691 12/2/2013 10 4 X 8 12.63 2/3 67710 5360 C 1231 Shear Distribution. ❑ Client ❑ Contractor ❑ Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: Mike Blackwell ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the chant and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Field/Material Report Report0: 79905 A.A.R. Testing Laboratory,Inc 7126 180th Ave:N.E.,Park 180,Suite C101,RedMond, WA 98052 Phono 425.881.5812 Fax 425.881.5441 Client Name: SEA CON Project Number: 13-065 Contact: Had!Mirzai Permit# 13-0007 Client Address: 165 N.E.Juniper St, Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 11/22/2013 Supplier: 5mokey Point Air Temperature: 40 F Material Data: Concrete Concrete Temperature: 60 F ASTM C 1064 Plant Number: smakey point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8068 Time Sampled: 10:16:00 AM Ticket Number: 2113699 Added Water: 0 Bywhom: Number of Samples: 5 Air Entrainment(oz/yard): Yards placed: 3081418 Admixtures(oz/yard)): NCA 113 Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Slab grade beams. Grid Lines: A to D/1 to 8 Remarks: Warehouse slab. Allowable water at 308 cubic yard mark,28.3. concrete mechanically consolidated. Test cylinders covered for overnight protection. Conforming to approved plans Inspector: Tangalan,Slivestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1308696 12/2/2013 10 4 X 8 12.63 3/3 75830 6000 C 1231 Cone Shear Distribution: ❑ Client ❑ Contractor ❑ owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: Mike Blackwell ❑ Distribute other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. i �� i Field/Material Report Report#: 082452 A.A,R.Testing Laboratory,Inc. 7126 180th Ave,N.E.,Park 180,Suite C101,RtMmatd,WA 88052 Phone 425.881.5812 Fax 425,881.5441 Client Name: SEA CON Project Number: 13-M5 Contact: Had!Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010199th St.N.E. Date: 11/8/2013 Supplier: Smokey Point Air Temperature: 46 F Material Data: Concrete Concrete Temperature; 58 F ASTM C 1064 Plant Number: Arlington Air Content: % ASTM C 231 Mix Number; 01600 Slump: 4 1/4 " ASTM C 143 Truck Number: 8072 Time Sampled: 9:30:00 AM Ticket Number: 2113193 Added Water: -0- ByWhom: Number of Samples: 4 Air Entralnment(oz/yard): Yards placed: 44 of 173 Admixtures(oz/yard)): Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Dryer pit walls. Grid Lines: Remarks: Resteel was inspected previously. Inspected resteel(Pos.28 and 23)and clearances prior to pour. Inspected Items were in conformance with the drawing. Concrete was placed via pump and mechanically consolidated. EZ Conforming to approved plans Inspector: Shprlts,Yevgenly 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1308154 11/15/2013 7 4 X 8 12.63 112 68700 5440 C 1231 Cone Split 1308155 12/6/2013 28 4 X 8 12.63 1/2 85440 6760 C 1231 Cone Split 1308156 12/6/2013 28 4 X 8 12.63 112 79460 6290 C 1231 Cone Split 1308157 12/6/2013 28 4 X 8 12.63 1/2 84310 6680 C 1231 Cone Split Distribution_ ❑ Client ❑ Contractor ❑Owner Data Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: Mike Jarbeau ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete speolmens In the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing laboratory is strictly forbidden. Field/Material Report Report 0- 082453 A.A.R.Testing Laboratory, Inc 7126 180th Avo,N.E.,Pai* 180, Sulto C101,Redmond, WA 98052 Phone 425.881,5812 Fax 425.88,1.544= Client Name: SEA CON Project Number: 13-565 Contact: Hadi Mirzai Permit 0 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St N.E. Date: 11/8/2013 Supplier: Smokey Point Air Temperature: 51 F Material Data: Concrete Concrete Temperature: 58 F ASTM C 1064 Plant Number: Arlington Air Content: % ASTM C 231 Mix Number: 01600 Slump: 41/4 " ASTM C 143 Truck Number. 8073 Time Sampled: 11:45:00 AM Ticket Number: 2113204 Added Water: -0- ByWhom: Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 109 of 173 Admixtures(oz/yard)): Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Dryer pit walls. Grid Lines: Remarks: Second set of cylinders. Conforming to approved plans Inspector: Shpdts,Yevgeniy 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1308158 11/15/2013 7 4 X 8 12.63 2/2 66620 5270 C 1231 Shear 1308159 12/6/2013 28 4 X 8 12.63 2/2 85420 6760 C 1231 Cone Split 1308160 12/6/2013 28 4 X 8 12.63 2/2 88910 7040 C 1231 Cone Split 1308161 12/6/2013 28 4 X 8 12.63 2/2 86870 6880 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: Mike Jarbeau ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10'A 2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Field/Material Report Report#: 082452 :d.il� Ala lrig Latwrat�'ry,Ind:7126'�t Iv�iAX,Park 180,'StA4 C110 Redmond, WA 98bg Phi 42;fI 8 .5 7Z Fax 4Z',P>t'_4,7 Client Name: SEA CON Project Number: 13-565 Contact: Had!Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address. 6010199th St.N.E. Date: 11/8/2013 Supplier: Smokey Point Air Temperature: 46 F Material Data: Concrete Concrete Temperature: 58 F ASTM C 1064 Plant Number: Arlington Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4 114 " ASTM C 143 Truck Number: 8072 Time Sampled: 9:30:00 AM Ticket Number: 2113193 Added Water: -0- ByWhom: Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 44 of 173 Admixtures(oz/yard)): Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Dryer pit walls. Grid Lines: Remarks: Resteel was inspected previously. Inspected resteel(Pas.28 and 23)and clearances prior to pour. Inspected items were in conformance with the drawing. Concrete was placed via pump and mechanically consolidated. ❑ Conforming to approved plans Inspector: Shprits,Yevgenly 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1308154 11/15/2013 7 4 X 8 12.63 1/2 68700 5440 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. e I Field/Material Report Report#: 082453 A.A.R."restIi4USSO dijt;Inc'.I'm OWKIN'ay. X..;"� �b�;°09-t1i�;" �I�Vi�',�1�k�88'52 P Of14A,'6 k• 51. $�,2 Fax 4?.5.891,5441 Client Name: SEACON Project Number. 13-565 Contact: Hadl Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 0010 199th St.N.E. Date: 11/8/2013 Supplier: Smokey Point Air Temperature: 51 F Material Data: Concrete Concrete Temperature: 58 F ASTM C 1064 Plant Number: Arlington Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4 1/4 " ASTM C 143 Truck Number: 8073 Time Sampled: 11:45:00 AM Ticket Number: 2113204 Added Water: -0- ByWhom: Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 109 of 173 Admixtures(oz/yard)): Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Dryer pit walls. Grid Lines: Remarks: Second set of cylinders. Conforming to approved plans Inspector: Shpdts,Yevgeniy 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1308158 11/15/2013 7 4 X 8 12.63 2/2 66620 5270 C 1231 Shear Distribution: ❑ Client ❑ Contractor ❑Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except In full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Field Report Report#: 060169 A.A.R.Testing Laboratory, Inc. 7126 180th Ave.N.E., Park 180, Suite C101, Redmond, WA 98052 Phone 425.881.5812 Fax 425.881.5441 Client: SEA CON Project Number: 13-565 165 N.E.Juniper St. Permit#: 13-0067 Issaquah,WA 98027 Project Name: Scott Galvanizing Contact: Hadi Mirzal Address: 6010 199th St.N.E. Inspection Performed: Resteel Date: 11/5/2013 Time: Temperature: On site for resteel inspection for north wall of the dryer pit within grids B.4-C.8/9.6-10.6. Resteel was in conformance with the drawing by grade, size, location, concrete cover and lap splice(S3, S5). Key note numbers 23 and 28 are suppose to be inspected prior to concrete placement from the top of the wall. Distribution: ❑ Distribute Client ❑ Distribute Contractor ❑ Inspector: Shprlts,Yevgeniy Distribute Engineer ❑ Distribute Owner ❑ Distribute Municipality❑ Distribute Other Reviewed by: Mike Blackwell ❑ Distribute Architect ❑ Distribute Other All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R.Testing Is strictly forbidden R� Field Report Report#: 2523 A.A.R.Testing Laboratory, Inc. 7126 180th Ave.N.E., Park 180, Suite C101, Redmond,WA 98052 1 Phone 425.881.5812 Fax 425.881.5441 Client: SEA CON Project Number: 13-565 165 N.E.Juniper St. Permit#: 13-0067 Issaquah,WA 98027 Project Name: Scott Galvanizing Contact! Had!Mirca! Address: 6010 199th St.N.E. Inspection Performed: Resteel Date: 10/31/2013 Time: Temperature: On site for resteel inspection for the south east and west walls of the future dryer pit at grids 9.6- 10.6/13.8-13.4. Keynotes 23 and 28 needs to be verified by placement inspector prior to concrete placement. Distribution: ❑ Distribute Client ❑ Distribute Contractor Inspector: Subcontractor ❑ Distribute Engineer ❑ Distribute Owner ❑ Distribute Municipality❑ Distribute Other Reviewed by: Mike Blackwell ❑ Distribute Architect ❑ Distribute Other All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full without the written consent of A.A.R.Testing is strictly forbidden Field/Material Report Report#. 082706 _ .- _ A.A.R.Testing Laboratoryi Inc. 126 180th AVe Ia.,Poffic 80:906i 661-Rodifio-nd W_A 98-0-572' Phone 425.881,5612 fax 425.8111,15441 Client Name: SEA CON Project Number: 13-565 Contact: Had!Mirzai Permit 0 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 10/17/2013 Supplier: Smokey Point Air Temperature: 40 F Material Data: Concrete Concrete Temperature: 57 F ASTM C 1064 Plant Number: smokey point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5.6 " ASTM C 143 Truck Number: 8073 Time Sampled- 11:20:00 AM Ticket Number: 2112532 Added Water: 0 ByWhom: Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 55/129 Admixtures(oz/yard)) Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Pit wall and dry pit,foundation foot and slab. Grid Lines; Remarks: Once resteel clearance in southwest corner of pit slab and footing was corrected,resteel was per plans and specification. Concrete placed by pump and consolidated. Water stop was placed. Conforming to approved plans Inspector: Otto, Bob 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1307454 10/2412013 7 4 X 8 12.63 1/1 60780 4810 C 1231 Cone Split 1307455 11/14/2013 28 4 X 8 12.63 1/1 721340 5770 C 1231 Cone Split 1307456 11/14/2013 28 4 X 8 12.63 1/1 77960 6170 C 1231 Cone Split 1307457 11/1412013 28 4 X 8 12.63 1/1 74030 5860 C 1231 Cone Split Distribution: L] Client ❑ Contractor ❑ Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Earth Solutions NWLLC Field Rep. Project No. Page of Report No. Wendy ES-2707.1 1/1 1 r 1805 136'Place NE, FAX: Time On Site Time Off Site Date Day of Week 6NWUC Suite 201 (425)449-4711 L Bellevue,WA 98005 TOLL FREE: 1:00 2:30 10/15/13 Tues (425)449-4704 (866)366-8710 DAILY FIELD REPORT Travel Time Weather 1.5 hr Cloudy Project Name Job Location Client/Owner Scott Galvanizing 199" St NE/60"Ave NE, Arlington Scott Galvanizing General Contractor General Contractor's Superintendent Received Onsite By SeaCon Dave 1 Grading Contractor Grading Foreman Checked B � y Are approved Plans/Permits onsite FYES ❑ NO Project No. _ Permit No. — As requested by client, ESNW was onsite to observe earthwork activities. The following was observed: This was ESNW's initial site visit. During the visit, the contractor walk the site with ESNW describing the scope of the site and what work had already been completed. ESNW observed two pits had already been poured and are in their curing stage. A third pit had already had its floor poured and the framers were currently framing the sides of the pit. A fourth pit had been excavated and workers were currently placing the steel grids for the slab. There were several stock piles of excavated material around the site that originated from the pit excavations. ESNW collected three proctor samples from three various piles, one at the west end of the site(proctor#1), one from the central area of the site(proctor#2), and finally one from the east end of the site(proctor#3). ESNW will return when requested Wendy Jones FOP TO' CONTINUED ON NEXT PAGE i i Earth Solutions NWLLC Field Rep, Project No. Page of Report No. Wendy ES-2707.1 1/3 1805 1361'Place NE, FAX: Time On Site Time Off Site Date Day of Week Suite 201 (425)449-4711 Bellevue,WA 98005 TOLL FREE: 1:00 2:30 10/15/13 Tues (425)449-4704 (866)366-8710 DAILY FIELD REPORT Travel Time Weather 1.5 hr Cloudy r Project Name Job Location Client/Owner Scott Galvanizing 199" St NE/60t"Ave NE, Arlington Scott Galvanizing General Contractor General Contractor's Superintendent Received Onsite By SeaCon Dave - Grading Contractor Grading Foreman Checked By Are approved Plans/Permits onsite ❑ YES NO Project No, Permit No. J Test Reference Maximum Fill Test Dry %of Number Test Location Elevation Compaction Dry Density Moisture Density Maximum Curve lbs./cu.ft. % Ibs-/cu.ft. Dry Density 1 Pit Backfill -6- 1 118.5 7.4 112.5 Q 2 See attached plan for approx. -6- 1 118.5 6.9 115.8 1-1 3 Test locations. -7- 1 118.5 6.4 113.6 4 Pit Backfill -5 1 118.5 7.3 112.3 5 Pit Backfill -4 1 118.5 6.3 117.6 6 Pit Backfill -4 1 118.5 7.0 117.3 7 Pit Backfill -4 1 118.5 6.9 112.6 8 Pit Backfill -4 3 122.9 6.1 118.1 9 Pit Backfill -3 1 118.5 8.1 117.9 91 10 Pit Backfill -4 1 118.5 7.6 115.6 --7 11 Pit Backfill SG 1 118.5 6.8 116.7 12 Pit Backfill SG 1 118.5 7.3 116.2 13 Pit Backfill SG 1 118.5 6.3 116.2 14 Pit Backfill SG 1 118.5 9.2 112.5 9-9 15 Pit Backfill -1 3 122.9 6.8 119.7 9-7 16 Pit Backfill -1 1 118.5 6.8 116.9 17 Pit Backfill -3 1 118.5 7.0 116.2 18 Pit Backfill -3 1 118.5 5.7 115.4 19 Pit Backfill -5 1 118.5 7.6 117.6 20 Pit Backfill -2 1 118.5 7.3 115.8 21 Pit Backfill -3 1 118.5 6.8 117.1 22 Pit Backfill -4 3 122.9 6.2 118.3 23 Pit Backfill -2 1 118.5 7.4 116.8 24 Pit Backfill -3 3 122.9 7.4 120.9 i Supplementary Report: As requested by client, ESNW was onsite to observe earthwork activities.While onsite the following was observed: Contractor backfilled the two western most pits using native fill material. Backfill was placed in 12"loose lifts and compacted using a hoe pack. COnpaction tests were collected and indicated adequate compaction of at least 95% or greater at tested loactions. ESNW will return when requested. Wendy Jones COPY TO: - - - -CONTINUED ON NEXT PAGE i i Earth Solutions NW«C Field Rep, Project No. Page of Report No. EarthWend ES-2707.1 1/1 1805 136`n Place NE, FAX: Time On Site Time Off Site Date Day of Week Suite 201 (425)449-4711 6L Bellevue,WA 98005 TOLL FREE: 9:45 10:15 10/22/13 Tues (425)449-4704 (866)366-8710 DAILY FIELD REPORT Travel Time weather 1.5 hr I Cloudy Project Name Job Location Client/Owner Scott Galvanizing 199"St NE/60th Ave NE,-Arlington Scott Galvanizing General Contractor General Contractors Superintendent Received Onsite By SeaCon Dave _- Grading Contractor Grading Foreman Checked By IAJ2l� Are approved Plans/Permits onsite F1 YES ❑ NO Project No, Permit No. As requested by client, ESNW was onsite to observe earthwork activities.The following was observed: Contractor placed crushed rock cap break over recently backfilled area and proposed slab on grade area. ESNW used a '/z' steel rod to probe areas and areas were observed to be dense to very dense. The areas are considered suitable for slab support. Contractor had also cut footings for outer wall along the backfilled pits. ESNW used a'/2" steel rod to probe footings. The footings were observed to be dense to very dense and are considered suitable for footing design support. ESNW will return when requested. Wendy Jones COPY TO: CONTINUED ON NEXT PAGE it l Field/Material Report Report#: 082469 r A.A.R.Testing Wi'orifwy,Inc. 7126 180th Ave. Phone 425.881.58 ==1% Client Name: SEA CON Project Number: 13-565 Contact: Hadi Mirzai Permit# Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 10/9/2013 Supplier: Smokey Point Air Temperature: 38 F Material Data: Concrete Concrete Temperature: 59 F ASTM C 1064 Plant Number: 1 Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4.75 " ASTM C 143 Truck Number: 8067 Time Sampled: 8:47:00 AM Ticket Number: 57268 Added Water: 10 ByWhom: Rich Bros. Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 30174.5 Admixtures(oz/yard)) Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Walls and raised slab. Walls for pit slab in grid area,2 to 3 x C.75 to B.S. Walls for Quench pit slab. Elevated slabs for Kettle pit. Grid Lines: Remarks: Resteel for walls conform to details and keynotes on S4 of plans. Resteel for elevated pit slab conform to detail 6/S4 and keynote#7 on S2 of plans. Covers and clearances properly set. Concrete placed by pump and consolidated using a vibrator. ® Conforming to approved plans Inspector: Matthews,Bill 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1307232 10/16/2013 7 4 X 8 12.63 1/1 68150 5400 C 1231 Cone Split 1307233 11/6/2013 28 4 X 8 12.63 1/1 92090 7290 C 1231 Cone Split 1307234 11/6/2013 28 4 X 8 12.63 1/1 93080 7370 C 1231 Cone Split 1307235 11/6/2013 28 4 X 8 12.63 1/1 91870 7270 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens In the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. i Field Report Report#: 58339 A.A.R. Testing Laboratory, Inc. 7126 180th Ave.N.E., Park 180, Suite C101, Redmond, WA 98052 Phone 425.881.5812 Fax 425.881.5441 Client: SEA CON Project Number: 13-565 165 N.E.Juniper St. Permit#: 13-0067 Issaquah,WA 98027 Project Name: Scott Galvanizing Contact: Hadi Mirzai Address: 6010 199th St.N.E. Inspection Performed: See below Date: 10/4/2013 Time: Temperature: On site to confirm bearing for pit#4(dryer pit)slab and footing area. Probe and visual inspection found native cut material to be firm and unyielding to conform to foundation requirements on page 5 of soils report. Also, inspected rebar for pit#1 walls, in grid area, "2 to 3" by"C.75 to B.5"lines. Rebar for walls conform to keynotes and details "1 and 2"on "S4"of plans. Also, called structural engineer(Kosnik)to verify detail 2/Slwith diagonal#5 corner bars, is suppose to reference detail for double mat walls and is not needed for single mat walls. Distribution: ❑ Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer Inspector: Matthews,Bill g ❑ Distribute Owner ❑ Distribute Municipality❑ Distribute Other Reviewed by: Mike Blackwell ❑ Distribute Architect ❑ Distribute Other All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full without the written consent of A.A.R.Testing is strictly forbidden j Field/Material Report Report#: 80215 A.A.R.Testing Laboratory, Inc. 7126 180th Ave.N.E., Park 180, Suite C101, Redmond, WA 98052 Phone 425.881.5812 Fax 425.881.5441 Client Name: SEA CON Project Number: 13-565 Contact: Had!Mirza! Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E Date: 10/1/2013 Supplier: Smokey Point Air Temperature: 50 F Material Data: Concrete Concrete Temperature: 64 F ASTM C 1064 Plant Number: 1 Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4.25 " ASTM C 143 Truck Number: 8024 Time Sampled: 9:57:00 AM Ticket Number: 2111951 Added Water: 10 ByWhom: QC Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 30/109 Admixtures(oz/yard)) Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Footings and slab. (3)pit slabs Grid Lines: Pit slab in grid area 2 to 3 x C.75 to B.5 Quench pit in grid area 3 to 5 x B.25 to B.5. Kettle pit in grid area 5 to 7.5 x B.75 to A Remarks: Resteel for slabs conforms to note 2A on S2 of plans. Resteel for footings conform to keynotes and details on S4. Water stop in place at required. Covers and clearances properly set. Concrete placed by pump and consolidated using a vibrater. Conforming to approved plans Inspector: Matthews,Bill 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1307035 10/8/2013 7 4 X 8 12.63 111 69160 5480 C 1231 Cone Split 1307036 10/29/2013 28 4 X 8 12.56 1/1 82580 6570 C 1231 Shear 1307037 10/29/2013 28 4 X 8 12.56 1/1 77760 6190 C 1231 Cone Split 1307038 10/29/2013 28 4 X 8 12.56 1/1 81100 6460 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: Mike Blackwell ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory Is strictly forbidden. Field Report Report#: 58401 A.A.R.T.:sting Laboratory.Inc.7126 130th Ave.N.E., Park 180, Suite C101.Redmond,WA 93052 I Phone 425.881.5812 Fax 425.881.5441 Client: SEA CON Project Number: 13-565 165 N.E.Juniper St. Permit#: Civil#40 Issaquah,WA 98027 Project Name: Scott Galvanizing Contact: Had!Mirzai Address: 6010 199th St.N.E. Inspection Performed: See below Date: 9/26/2013 Time: Temperature: On site for soil inspection using 1/2"T-Probe. All native soil cut areas were found to be firm and unyielding with no visible deflection. ,Areas inspected starting from pit west of quench pit, quench pit and kettle pit. Distribution: ❑ Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Inspector: Chandler,Loren ❑ Distribute Municipality❑ Distribute Other Reviewed by: Mike Blackwell ❑ Distribute Architect ❑ Distribute Other All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R.Testing is strictly forbidden (�to CONFIRMATION : FIELD MATERIAL TEST REPORT Material report Number; A.A.R.TESTING LABORATORY, INC. File No: , L " - Date: P.O. Box 2523 Project: 5 9 C VA tJ + r`y i Redmond, WA Phone (425) 881-5812 Address: 15' IA IF 98073 Fax (425) 881-5441 City: 40P. �z. I OW CLIENT: FncdinPer: R _C I`/Y. ATTN: Permit No.: D Contractor: V7701,1 Inspection Performed/Location Inspection Type TIME: Location 'I f /T' WA-1 z S !It We, 11�1 �L1/Y[� A Ti !l N�'J'r< "_r, !1%I> ✓ C'�d,!�(91�' ' (' 14,11` / ' ?''- llelf 4v- Remarks: MATERIAL DATA-FIELD: - CONCRETE/MASONRY: C JASTM C31 1 ASTM C143 J ASTM C172 ASTM C138 ASTM C231 ASTM C173 ASTM C140 ASTM C1019 ASTM C1064 CONFORMING TO APPROVED PLANS A YES ❑ NO Explain if"NO"_ MATERIAL DATA-LABORATORY: CONCRETE: ASTM C78 ASTM C39 ASTM C192 ASTM C617 ASTM C1231 ASTM C42 SUPPLIER y , "q`/Al ` REPORTED BATCH DATA AGES/(FC) �? ,�' MATERIAL TYPE CEMENT TYPE PLANT NO #OF SAMPLES MIX NUMBER SET NUMBER j e( y i DESIGN(LBS.) AC UAL TRUCK NO:# 1 , % SIZE / x CEMENT J � '� 6 TICKET NO.# '1 J YARDS PLACED FLY ASH AIR SPECIFICATION i,J L�C DESIGN STRENGTH SAND SLUMP SPEC, AMBIENT TEMP J��q AGGREGATES( ) rsJ r AIR CONTENT io �l CONCRETE TEMP. ..� SLUMP '1 �� CURING AGGREGATES( ) d WATER INSPECTOR: �' � f �, ADMIXTURES ADMIXTURES REVIEWER: AIR ENTRAINMENT ADDED WATER wi-nrn: All RC D(1QTC�RQ(`(1I Cln CDCl1(`(I.ICIfl D1.ITI AI Ahln/.QQ-uc non��nT.r n�nl Ic•,-nnin n nn r�rrl..+ .nnw.�w n.. •.w .,�......�..-.�,... �-...-"..-.. - - � ' ' - _ - ' - - - - - _ - - - - - - - - - - - - - - - - I .. - - - I� ' - - - - _ - - - - - - - :, � - ! - � _ - - - - � �� ' - � I - _ - - - - CONFIRMATIOi, FIELD MATERIAL TEST REPORT Material Report Numbew A.A.R.TESTING LABORATORY, INC. File No: J6 Date: P,O, Box 2523 Project: C 0-1-7- 6" / z J( . Redmond, WA Phone (425) 881-5812 Address: 0 / i - N 98073 Fax 425 881-5441 City: I A16-7 f,� CLIENT. Engineer: ) . 2de ATTN: permit No.: 2, - A-b Contractor: inspection Performed/Location Inspection Type , ' TIME: Location A 1 �'�l A 1.L Grids Remarks MATERIAL DATA-FIELD: - - CONCRETE/MASONRY: ASTM C31 ASTM C143 J ASTM C172 ASTM C138 ASTM C231 ASTM C173 ASTM C140 ASTM C1019 ASTM C1064 CONFORMING TO APPROVED PLANS ❑ YES ❑ NO Explain if"NO" MATERIAL DATA-LABORATORY: CONCRETE: ASTM C78 ASTM C39 ASTM C192 ASTM C617 ASTM C1231 ASTM C42 SUPPLIER R'bd'K REPORTED BATCH DATA AGESi1FC; MATERIAL TYPE CEMENT TYPE PLANT NO. reff` jAIUh I #OF SAMPLES r�f�B L� SET NUMBER MIX NUMBER ✓ TRUCK N0.# SIZE hI DESIGN (LBS.) ACTUAL TICKET NO.# `• r�•VLi YARDS PLACED CEMENT AIR SPECIFICATION! �� DESIGN STRENGTH n FLY ASH AMBIENT TEMP. !t SAND SLUMP SPEC. n AIR CONTENT% l CONCRETE TEMP. AGGREGATES! ) ' 9C) SLUMP ' t%ta CURING AGGREGATES ( ) 11 WATER INSPECTOR: ADMIXTURES ADMIXTURES REVIEWER: AIR ENTRAINMENT ADDED WATER s ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE 7HE PROPERTY OF CLIENT AND AAR TESTING. LABORATORY INC.REPRODUCTION EXCEPT IN - - � - � ' .- � - - - - - ' � � ' _ - r�. I - - - 1 I CONFIRMATION tt: r:•jwEp "..'. FILE NO: J" we-'-.: 0/ A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425)881-5812 PROJECT: j L ' �- REDMOND,WA 98073 FAX: (425) 881-5441 ADDRESS: C17Y: C /l J 1 CLIENT: ENGINEER: D, ' / ATTN: ARCHfTECT- ADDRESS, CONTRACTOR: C F A C 62- OWNER: PERMIT NO: }~ TIME: TEMP: AIM 7711 L L " 7 & AJ 6;k uy.. K1 t TJ`f i�r µ �4,6° '` A146 t { ' 7//F L, INSPECTOR ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R.TESTING LABORATORY,INC. REPRODUCTION EXCEPT IN FULL,WITHOUT THE WRITTEN CONSENT OF A.A.R.TESTING IS STRICTLY FORBIDDEN. — � - - - - - _ s. _ � I Truck Driver User Disp Ticket Num Ticket ID Time Date 8073 2054 user 2112532 57559 10 : 48 10/17/1- Load Size Mix Code Returned Qty Mix Age Seq Load ID 11. 00 CYDE 01600 D 59064 Mat@rial Design Qty Required Batched %Var%Moisture Actual Wat RMROCK 1780 lb 19776 lb 19790 lb 0.02% 1.00%M 23 gl RMSAND 1350 lb 15324 lb 15350 lb 0.17% 3,19%A 57 gl SILOI 564 lb 6204 lb 6185lb -0.31% WATER 30.0 gl 0 gl .0 gl H2O 100.0 % # 279.7 gl 279.0 gl -0.27% 279,0 gl Actual Num Batches: 1 Load Total. Design WIC: 0.444 Water/Cement: 0.485 A )esign Water. 330.0 gl Actual Water: 359.4 gt Allowable Water: 0.0 gl Slump: 5.00 OTTO R03ENAU& ASSOCIATES, INC. CONSTRUCTION INSPECTION REPORT 270766 Job Number: Permit Number; Date: Project: ( , Client: n 6 ILL '-' 'i ) Address; � ( Engineer: 6 Inspector: Contractor: j Inspection Performed(Please Check all that Apply) Steel Decking Other(specify): Structural Steel Fabrication Structural Steel Erection Remarks 04d I t I ijk 2 b Reference Standard(s)Used: Conforms Does Not Conform Is this a re-inspection? El Yes Original inspection date: Inspected by: Reviewed by: Start Time: Finish Time: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau&Associates, Inc. Reproduction of this report, except in full,without written permission from our firm is strictly prohibited. Page of 6747 M.L. King Way S., Seattle,Washington 98118-Phone(206)725-4600 or 1-888-OTTO-4-US-Fax(206)723-2221 Form No.:INSP-63-06(Rev 01113) CONFIRMATIO. FIELD MATERIAL TEST REPORT Material Report Number: A.A.R.TESTING LABORATORY, INC. File No: Date: P.O. Box 2523 Project: Redmond, WA Phone (425) 881.5812 Address: 98073 Fax 425) 881-5441 City: CLIENT: Engineer: ATTN: Permit No.: v Contractor: Inspection Performed/Location Inspection Type TIME Location Grids Remarks `4 44 MATERIAL DATA-FIELD: CONCRETE/MASONRY: ASTM C31 ASTM C143 ASTM C172 ASTM C138 ASTM C231 ASTM C173 ASTM C140 ASTM C1019 ASTM C1064 CONFORMING TO APPROVED PLANS ❑ YES ❑ NO Explain if"NO" MATERIAL DATA-LABORATORY: CONCRETE: ASTM C78 ASTM C39 ASTM C192 ASTM C617 ASTM C1231 ASTM C42 SUPPLIER ��rl I `lcc-�V i> t REPORTED BATCH DATA AGESi(FC) �' �- �' - � MATERIAL TYPE CEfliEi•l YPE r >� PLANT NO. #OF SAMPLES MIX NUMBER > ' in SET NUMBER DESIGN(LBS.) ACTUAL f0 TRUCK NO: Sri% SIZE '"�>: CEMENT TICKET NO.# ^_— -: YARDS PLACED r •a " FLY ASH AIR SPECIFICATION DESIGN STRENGTH AMBIENT TEMP. �i SAND SLUMP SPEC. r = � ' �C.AIR CONTENT% CONCRETE TEMP AGGREGATES AGGREGATES( ) SLUMP �' i:- CURING WATER,( ,,) ; 3O INSPECTOR: , ADMIXTURES ADMIXTURES REVIEWER: AIR ENTRAINMENT ADDED WATER -" BY WHOM: ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF CLIENT AND AAR TESTING. LABORATORY INC.REPRODUCTION EXCEPT IN ■ f - - 17 CONFIRMATIC FIELD MATERIAL TEST REPORT Material Report Number: A.A.R.TESTING LABORATORY, INC. File No: Date: P.O. Box 2523 Project: t s , .. " Redmond, WA Phone (425) 881-5812 Address: j� r l f7 t "1 611— �1-_ N,i 98073 Fax 425) 881-5441 City: A } Engineer: CLIENT; ATTN; Permit No.: Contractor: Inspection Performed/Location Inspection Tvoe TIME: Location ) J ; r Grids C J r 1 =- S V 6v rUua 44 ri Remarks -!a c .-w- _ f err MATERIAL DATA-FIELD: CONCRETE/MASONRY: ASTM C31 ASTM C143 ASTM C172 ASTM C138 ASTM C231 ASTM C173 ASTM C140 ASTM C1019 ASTM C1064 CONFORMING TO APPROVED PLANS ❑ YES ❑ NO Explain if"NO MATERIAL DATA-LABORATORY: CONCRETE: ASTM C78 ASTM C39 ASTM C192 ASTM 0617 ASTM C1231 ASTM C42 SUPPLIER, r1 ,� �,� REPORTED BATCH DATA AGES/'FC) MATERIALTYPEF--]CEMEN;TYPE PLANT NO. 1� #OF SAMPLES L MIX NUMBER 7 () SET NUMBER I f TRUCK NO.# 7�(/ DESIGN-(LBS:} ACTUAL SIZE _ CEMENT TICKET NO.# YARDS PLACED .gyp 7 if z. — AiR SPECIFICATION J DESIGN STRENGTH ,� f FLY ASH SLUMP SPEC. AMBIENT TEMP. SAND _� �l AIR CONTENT%_ CONCRETE TEMP AGGREGATES �— SLUMP -��� CURING c f r AGGREGATES( ) WATER(`" INSPECTOR: � ADMIXTURES ----• j r•��2 ADMIXTURES REVIEWER: AIR ENTRAINMENT ADDED WATER ALL REPORTS ARE CONSIDERED CONFIDENTIAL.AND ARE THE PROPERTY OF CLIENT AND AAR TESTING LABORATORY INC-REPRODUCTION EXCEPT W ■ 1 r • - 1 - !1 7 - 1 ■ 1 1 - I II i CONFIRMATION #: FILE NO: `Di0.TE, ;''rl C J_ A.A.R. TESTING LABORATORY, INC. PROJECT- P.O. BOX 2523 Phone:(425) 881-5812 '"? REDMOND,WA 98073 FAX: (425)881-5441 ADDRESS: CITY: CLIENT: ENGINEER: ATTN: ARCHITECT: ADDRESS: CONTRACTOR: OWNER: PERMIT NO: TIME: TEMP: i � f v i 5 0 i 1 tN- ytl 13 lO yr Pit t 1 I Ai S c) ! t'l Svc E c ii' d �' +CJ G { it{.► �� S � 'C`���t � �t' +� � �� I .ai''�' �V''�)£ Wt�,-L 1.+J4! , PEC70R ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R.TESTING LABORATORY,INC. REPRODUCTION EXCEPT IN FULL,WITHOUT THE WRITTEN CONSENT OF A.A.R.TESTING IS STRICTLY FORBIDDEN CONFIRMATIO, FIELD MATERIAL TEST REPORT Material Report Number: A.A.R.TESTING LABORATORY, INC. File No: .. ti Date: - - P,O, Box 2523 Project: .5C'u -t _, r, ' Redmond, WA Phone (425) 881-5812 Address: P 0/0 ; ` q I'll, S t 98073 Fax (425) 881-5441 City: r I r-)", CLIENT. Engineer: " ; ti • }✓. ;+ ATTN: Permit No.: [ 49&r Contractor. , (',• Inspection performed/Location Inspection Type TIME: Location Grids -.J 4•D " G . Ci t, it � . ;ti " 't�,�f:,. `j F•, • s 1 vvil Az? Remarks l • . '�_ 3 r ,:l r 1 ;s / 'll Cont Atom; i MATERIAL DATA-FIELD: CONCRETE/MASONRY: ASTM 031 ASTM C143 ASTM C172 ASTM C138 ASTM C231 ASTM C173 ASTM C140 ASTM C1019 ASTM C1064 CONFORMING TO APPROVED PLANS ,� ( 'YES El NO Explain if "NO" MATERIAL DATA-LABORATORY: CONCRETE: ASTM C78 ASTM C39 ASTM C192 ASTM C617 ASTM C1231 ASTM C42 SUPPLIER 7 REPORTED BATCH DATA AGES/(FC) ! MATERIAL TYPE CEMENT TYPE PLANT NO. f z OF SAMPLES MIX NUMBER SET NUMBER TRUCK NO.# J �} SIZE DESIGN(LBS.) ACTUAL TICKET NO.# ) c YARDS PLACED ��, �� CEMENT AIR SPECIFICATION f DESIGN STRENGTH r FLY ASH -� G SLUMP SPEC. 11 AMBIENT TEMP. SAND AIR CONTENT% CONCRETE TEMP. r .L- AGGREGATES-( ) If t i, AGGREGATES(t )" `) SLUMP % CURING WATER(I�; ) - ..�r�e� (:� •' 1 INSPECTOR: O - ADMIXTURES } �Y �� y 1 sX,1, 1 �� ADMIXTURES REVIEWER: AIR ENTRAINMENT ------ .ADDED WATER BY WHOM: r ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF CLIENT AND AARTESTING. LABORATORY INC.REPRODUCTION EXCEPT IN FULL.WITHOUTTHE WRITTEN CONRrNT OF:AAR TFCTIHn M CT4 V`TIY­­n %, CONFIRMATION#: AIR ... ,yry�} ,h L\ J,NrNG {}L• J.v �;'{.}}^j i.:?. ... ....\•:{i.......S.v J....: iit ..:: kfcd:SS fc ... rev? .c ^fit F 'f• rfc .sati+ca.c,7 }la ,--- S .. i � '.,} ��,o..: L �� .,,, i >:r,t' �:'< FILE NO: DATE: (J� A.A.R. TESTING LABORATORY, INC. PROJECT: P.O. BOX 2523 Phone:(425) 881-5812 REDMOND,WA 98073 FAX:(425)881-5441 ADDRESS: CITY %{ CLIENT: ENGINEER: ATTN: ARCHITECT: ADDRESS: CONTRACTOR: OWNER: P..ERMrr:NO: '- L r TIME`. TEMP: `i w l all I INSPECT i ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A,A.R•TESTING LABORATORY,INC. REPRODUCTION EXCEPT IN FULL,WITHOUT THE WRITTEN CONSENT OF A.A.R.TESTING IS STRICTLY FORBIDDEN. _ ' i - - - - I - - - _ � - _ � - - - _ - - � , :•. - - - - - _ - - - ., ` .-_ - � _ - '1 l Surface Preparation Surface preparation is the most important step in the application of any coating. The galvanizing process has its own built-in means of quality control because zinc will not react with an unclean steel surface. The surface preparation step in the galvanizing process consists of three steps: • Degreasing/Caustic Cleaning—A hot alkaline solution removes dirt, oil, grease, shop oil, and soluble markings. • Pickling—Dilute solutions of either hydrochloric or sulfuric acid removes surface rust and mill scale to provide a chemically clean metallic surface. • Fluxing—Steel is immersed in a zinc ammonium chloride solution to remove oxides and to prevent oxidation prior to dipping into the bath of molten zinc. In the dry galvanizing process,the item is separately dipped in a liquid flux bath, removed, allowed to dry, and then galvanized. In the wet galvanizing process, the flux floats atop the molten zinc and the item passes through the flux immediately prior to galvanizing. Galvanizing During the true galvanizing step of the process,the article is completely immersed in a bath of molten zinc between 815-850 F (435-455 C). The chemistry of the bath is at least 98%pure zinc in accordance with ASTM B6. While immersed in the kettle, the zinc reacts with the iron in the steel to forma series of metallurgically bonded zinc-iron alloy layers, commonly topped by a layer of impact-resistant pure zinc. As the steel is withdrawn slowly from the galvanizing bath, excess zinc is removed by draining, vibrating, and/or centrifuging. The metallurgical reaction will continue after the articles are withdrawn from the bath, as long as it remains near bath temperature. Galvanized items are cooled either by quenching in a passivation solution or water or by being left in open air. Inspection The inspection of hot-dip galvanized steel is simple and fast. The two properties most closely scrutinized are coating thickness and appearance/surface condition. A variety of simple physical tests can be performed to ensure conformance with the long-established specifications of ASTM. The galvanizing process has existed for more than 250 years and has been a mainstay of North American industry since the 1890s. Galvanizing is used throughout various markets to provide steel with unmatched protection from the ravages of corrosion. A wide range of steel products from nails to highway guardrail to the Brooklyn Bridge's suspension wires to NASA's launch pad sound suppression system benefit from galvanizing's superior corrosion protection properties. Characteristics of Zinc Galvanizing's primary component is zinc. This vital metal is silvery, blue-gray in color, makes up an estimated 0.004% of the Earth's crust, and ranks 27th in order of abundance. It is essential for the growth and development of almost all life: Between 1.4 and 2.3 grams of zinc are found in the average adult, and the World Health Organization has recommended a daily intake of 15 milligrams. Numerous consumer products including cold remedies, sunscreens, diaper creams, and nutritional supplements contain beneficial amounts of zinc, primarily in the form of zinc oxide. To the eye, galvanized steel is blue-gray, but it is also "green." The zinc and galvanizing industries work to promote sustainable development by enhancing zinc's contribution to society and ensuring its production and use are in harmony with the natural environment and the needs of society, now and in the future. Zinc, as it is used in galvanizing, is a healthy metal, completely recyclable. The energy used to melt zinc is inversely related to the amount of zinc recycled. Galvanizing delivers incredible value in terms of protecting our infrastructure. Less steel is consumed and fewer raw materials are needed because galvanizing makes bridges, roads, buildings, etc., last longer. Over time, galvanizing helps maintain steel fabrications' structural integrity: galvanized structures are safer. Additionally, because galvanized steel requires no maintenance for decades, its use in public construction is an efficient use of our taxes. Selecting galvanized steel for private projects makes a significant contribution to a company's profitability. High Temperature Galvanizing Production Process High-temperature galvanizing is very similar to batch hot-dip galvanizing at a conventional temperature (8300F). The steel is run through a batch process beginning with multiple chemical pretreatment tanks used to clean residues from the steel. The pretreatment of the steel begins with a degreasing to remove dirt and oils from the steel. This stage is then followed by an immersion in an acid pickling tank that removes oxides and mill scale from the surface of the steel. After the steel has been adequately cleaned, it is submerged in a tank containing a flux solution, which provides protection against oxidation prior to entering the galvanizing kettle. The difference between this process and the normal hot-dip galvanizing process exists in the galvanizing kettle. Not only is it run at higher temperatures, typically 1020 to 1040OF (550 to 560°C), but also the vessel holding the zinc is usually much smaller than the conventional process. Due to the high temperatures that the holding vessel is operated at, it must also be constructed of ceramics. Due to the poor heat conductivity of the ceramic, the vessel is normally top-heated using fossil fuel burners, electric radiant elements, induction heating, or immersion burners. The high temperature galvanizing process is commonly used for small hardware items such as nuts and bolts. The coatings produced are extremely uniform and allow for easy assembly without zinc buildup on the threads. Another advantage of the high temperature process is the i I ,I I ability to control coating thickness on silicon-rich or reactive steels. The coatings produced on these steels are thinner and more tightly adherent than coatings produced in the conventional galvanizing process. Size limitations on steel that can be galvanized at high temperatures exist due to the smaller size of the galvanizing kettle. Coating Characteristics The coating produced by high temperature galvanizing is very similar to that of the conventional hot-dip galvanizing process, but with the absence of the Eta layer. The coatings produced are typically duller than conventional galvanized coatings because the reaction between iron and zinc goes to completion, mostly forming a coating of intermetallic iron-zinc alloy. The thickness of the coating is highly dependent on the temperature. Coatings produced at temperatures of approximately 1030°F (555°C) are typically 4 mils thick, depending on the immersion time in the galvanizing bath. The corrosion performance of this coating is similar to the coatings produced by conventional galvanizing and is strictly dependent on the coating thickness. To view a service-life chart on the performance of zinc coatings, click here. Surface preparation for galvanizing consists of three steps: •Degreasing-A hot alkali solution, mild acidic bath, or biological cleaning bath removes organic contaminants such as dirt, paint markings, grease, and oil from the metal surface. Epoxies,vinyls, asphalt, or welding slag,which cannot be removed by degreasing, must be removed before galvanizing by grit-blasting, sand-blasting, or other mechanical means. •Pickling—A dilute solution of heated sulfuric acid or ambient hydrochloric acid removes mill scale and iron oxides(rust)from the steel surface. As an alternative to or in conjunction with pickling,this step can also be accomplished using abrasive cleaning or air blasting sand, metallic shot, or grit onto the steel. • Fluxing—The final surface preparation step in the galvanizing process, a zinc ammonium chloride solution, serves two purposes. It removes any remaining oxides and deposits a protective layer on the steel to prevent any further oxides from forming on the surface prior to immersion in the molten zinc. Page I of 1 Copyright by National Fire Protection Association(NFPA).NFPA 34 is licensed,by agreement for individual use.No other reproduction or transmission in any form permitted without written permission of NFPA.For inquiries or to report unauthorized use,contact licensing ti:nfp.r.m . Print Table 5.7.4 Minimum Size of Drain Pipe Tank Capacity Nominal Pipe Diameter L gal mm in. 1900 to 2850 500 to 750 75 3 2851 to 3800 751 to 1000 100 4 3801 to 9500 1001 to 2500 125 5 9501 to 15,000 2501 to 4000 150 0 >15,000 >4000 200 8 http://codesontine.nfpa.org/imagepop.php?idrtab_NFPA-34_5.7.4 4/16/2013 Page 1 of 1 Copyright by National Fire Protection Association(NFPA).NFPA 34 is licensed,by agreement for individual use.No other reproduction or transmission in any form permitted without written permission of NFPA,For inquiries or to report unauthorized use,contact ticvnsi,\aratnfoa.ors, rin 1525 mm 915 mm 1525 mm(5 ft) Point beyond which object Is Conveyor rail (3 it) (5 it) no longer a vapor source 915 mm (3 it) 1525 mm 915 mm (5 it) 915 mm (3 ft) (3 it) Dlptank • ' •Floor Pit ; 915)—' Drainboard (�� �-Ta 916 mm(3 it) 1525 mm 1525 mm 6100 mm(20 ft) . 1525 mm (5 it) (5 tt) . -6100 mm(20 ft) (5 it) Class I,Division 1 or Zone 0 0 Class I,Division 1 or Zone 1 0 Class I,Division 2 or Zone 2 FIGURE 6.4(a) Electrical Area Classification for Open Dipping and Coating Processes Without Vapor Containment or Ventilation. http://codesonline.nfpa.org/imagepop.php?id=g34-11 4/16/2013 1 Page I of 1 Copyright by National Fire Protection Association(NFPA).NFPA 34 is licensed,by agreement for individual use.No other reproduction or transmission in any form permitted without written permission of NFPA.For inquiries or to report unauthorized use,contact licensinge—nfpa+.org. Print 915 mm Saturated ft} Peripheral vapor vapor blanket ventilation V ' 1 0, r 915 )m Exhaust • •J •• •• !/ plenum f • •' j" Vapor- condensing / coils Liquid Vapor containment I Ventilation inlet at floor level Pit ' Class 1, Division 1 or Zone 0 0 Class 1, Division 1 or Zone. 1 0 Class 1, Division 2 or Zone 2 Definitions Freeboard: The distance from the maximum solvent or coating material level to the top of the tank Freeboard ratio: The freeboard height divided by the smaller of the interior length or Interior width of the tank FIGURE 6.4(b) Electrical Area Classification for Open Dipping and Coating Process with Peripheral Vapor Containment and Ventilation—Vapors Confined to Process Equipment. http://codesonline.nfpa.org/imagepop.php?id=g34-12 4/16/2013 i i I Page 1 of 1 Copyright by National Fire Protection Association(NFPA).NFPA 34 is licensed,by agreement for individual use.No other reproduction or transmission in any form permitted without written permission or NFPA.For inquiries or to report unauthorized use,contact flcemine�nMfun.oru. Print Heat detector W -- - Fusible link r Cable to safe location for Manual release manual release of weight Conveyor mechanism Liquid overflow level Min. Weir 150 mm (6 in.) Overflow r Drainboard drain !i -Vent with v v flame arrester Normal liquid level 1 s Trap Process tank O581Y 2850 L(750 gal) locked open Trap Or to safe i ,+ , ,F: Quick opening i t '�j1^:,,���;�yik"'•'dump valve location i - :e•: <:, .r: :. i i Ground line ; Note:Trap can be omitted when dump line �),•�l +"►,n Or to safe terminates in salvage or separator tank. :•4• �'" : Pt line 13 local{one Pump out To fusible link and--- manual release Dump line O Woi ht Salvage tank 9 : . 3800 L(1000 gal) • t.. i. Notes A is greater than 8, Side view of quick-opening dump valve but discharge is at (in closed position) Key; least 3660 mm(12 it) Automatic sprinkler '&Carbon dioxide or foam nozzle above ground. FIGURE C.1(c) Typical Process Tank Installation http://codesonline.nfpa.org/imagepop.php?id=g34-16 4/16/2013 5.2 General Requirements.LZM�1 5.2.1 Dipping and coating equipment shall be constructed of steel, reinforced concrete, masonry, or other noncombustible material and shall be securely and rigidly supported. Supports for dipping and coating tanks that exceed either 1900 L(500 gal)capacity or 1 m2(10 ft2)of liquid surface shall have a fire resistance rating of at least 1 hour. 5.4 Overflow Prevention.�� To prevent the overflow of burning liquid from the dipping or coating tank if a fire in the tank actuates automatic sprinklers, one or more of the following shall be done: • (1)Drainboards shall be arranged so that sprinkler discharge will not flow into the tank • (2)Tanks shall be equipped with automatic-closing covers. • (3)Tanks shall be equipped with overflow pipes. (See Section 5i6.) ra 5.6 Overflow Pipes.Lr4-4 5.6.1 Dipping or coating tanks that exceed 570 L(150 gal)capacity or 1 m2(10 ft2) of liquid surface shall be equipped with a trapped overflow pipe leading to a safe location. 5.6.2 Depending on the area of the liquid surface and the length and pitch of pipe, overflow pipes for dipping or coating tanks that exceed 570 L(150 gal)capacity or 1 m2(10 ft2) of liquid surface shall be capable of handling either the maximum rate of delivery of process liquid or the maximum rate of automatic sprinkler discharge,whichever is greater. The overflow pipe shall be at least 75 mm (3 in.) in diameter. 5.6.3 Piping connections to drains and in overflow lines shall be designed to permit access for inspection and cleaning of the interior of the piping. 5.6.4 The connection of the overflow pipe to the tank shall be made at a point that is at least 150 mm (6 in.) below the top of the tank. r 5.7 Bottom Drains.`-' Dipping or coating tanks that exceed 1900 L(500 gal)capacity shall be equipped with bottom drains arranged to drain the tank in the event of fire. Exception No. 1:Bottom drains shall not be required for tanks that are equipped with automatic-closing covers meeting the requirements of Section 9.66. Exception No. 2:Bottom drains shall not be required if the viscosity of the liquid at normal atmospheric temperatures makes this impractical. 5.7.1 Bottom drains shall be both manually and automatically operable. Manual operation shall be from a safe and accessible location. 5.7.2 Where gravity flow is impractical, automatic pumps shall be provided. 5.7.3 Drains shall be trapped and shall discharge to a closed,vented salvage tank (see Section LJ6 or to a safe location. 5.7.4 The diameter of the bottom drain pipe or pipes shall be sized to empty the dipping or coating tank within 5 minutes, but in no case shall the pipe diameter be less than that indicated in Table 5.7.4. :. I 5.10 Control of Liquid Temperature.(9=0101& 5.10.1 Where dipping or coating liquids are heated, either directly or by the workpieces being processed,the requirements of 5.10.1.1 through 5.10.1.4 shall be met to prevent excess temperature, vapor accumulation, and possible autoignition. For the purposes of this section, excess temperature shall mean any temperature above which the ventilation required by Section 773 cannot safely confine the vapors generated. In no case shall this temperature exceed the boiling point of the liquid or a temperature that is 55°C(100°F) less than the autoignition temperature of the liquid. 5.10.1.1 The dipping or coating tank shall be equipped with a listed, manual reset, high temperature limit control designed to shut down the conveyor system, if any, and the heating system if excess temperatures are reached. 5.10.1.2 Heating and cooling units for liquids shall be of an approved type and shall be controlled, serviced, and maintained in accordance with the manufacturers' instructions. 5.10.1.3 Workpieces shall not be dipped or coated if their surface temperature exceeds a temperature that is 55°C (1007) less than the autoignition temperature of the liquid. 5.10.1.4 Heating systems shall be automatically shut down if the level of liquid in the dipping or coating tank exceeds or falls below the manufacturers'recommended operating level. ,I Commercial Plan Review OWNER: 5-22p&S' ADDRESS: 177. - USE: CONSTRUCTION TYPE: (Type V Provision) Yes j No^� SCOPE OF WORK: Amv ��6/���GG•'3r�, REVIEWED BY: � - — DATE: /,� GENERAL INFORMATION 302 Occupancy Class(A2 <50 occupants= B) I F-/ -r Ambulatory Care Provision Yes No / Chapter 4 Special Use/Occupancy Provisions /v0 T503 Building Area (OK? If not,go to Section 506) Ok 504.1 Building Height(OK? If not, go to Section 504.2) 505 Mezzaninel Yes No 505.2 Area Limitation _ Yes No 1/ 505.3 Egress L Yes No 505.4 Openness Yes No 506.3 Sprinkler Increase (300%or 200%) Yes pe' No 507 Unlimited Building Yes No 508.2 Incidental Use Area Yes No 508.3.1 Accessory Occupancy - Yes INo u 508.3 Mixed Use 1yes No 508.3.2 INon-separated Use Yes INo T/ 508.3.3 Separated Use Yes No T601 Construction Type Yes j7-8 No T602 Distance Separation Yes No 603 Combustible Construction Yes No 705 Fire Walls Yes No 706 Fire Barriers Yes No 706.4 Continuity i Yes No t/ 707 Shaft Enclosure Yes No 708 Fire Partition Yes No 709 Smoke Barrier Yes No ✓ 710 Smoke Partition 1 Yes No 715 Opening Protectives Yes No 717.2 Fire Blocking Yes No 717.2.6 Architectural Trim (20 feet) Yes No 717.3 Draftstopping(1,000sf/3,000sf) Yes No r/ 719 Thermal&Sound Yes No r/ 801 Interior Finishes Yes No f/ Fire Systems 901 Fire Protection Yes ✓ No 903 Sprinklers 1Yes No 903.2.13 Additional Requirements Yes No It Fire Systems Continued 904 IAlternative Systems IYes No 905 Standpipes Yes No 907 Fire Alarm/Detection Yes No ✓ 908 Emergency Alarms Yes No Vol 909 _ Smoke Control Yes No V- 910 Smoke and Heat Vents Yes No 1/ 911 (Fire Command Center) IYes No Means of Egress T1004.1.1 Occupant Load AI IA 1004.5 Convergence Yes No I // T1005.1 Egress Width 1/ 1006 Egress Illumination Yes V' No 1007 Accessible Means of Egress Yes No 1007.6 Areas of Refuge l/ 1008 Doors/Turnstiles Yes ✓ No 1008.1 Doors Yes ✓ No 1008.1.1 Door Size Yes No 1008.1.2 Door Swing Yes No 1008.1.7 Door Arrangement Yes No 1008.1.8 Door Operation (locks) Yes _ No ✓ 1008.1.9 Panic Hardware Yes No 1009 Stairs I Yes ✓ No 1009.1 Stair Width iYes No 1009.2 Headroom Yes No 1009.3 Treads/Risers (7" max, 11" min.) Yes _ �/ No 1009.7 Vertical Rise 12 feet max. _ Yes 1/ No 1010 Ramps Yes No [/ 1011 Exit Signs Yes 1/ No 1012 Handrails(both sides, extensions, etc.) Yes (/ No 1013 Guards 42-inches Yes No dt 1013.5 Mechanical Equipment: 10 feet Yes No y 1013.6 Roof Access: 10 feet t! Yes No 1014 Exit Access I Yes ►/ No 1014.2 Intervening Spaces Yes No 1014.4 Aisles Yes No 1015 Exit and Exit Doo_rw_ay_s Yes No T1016.1 Travel Distances I Yes v No 1015.2 Remoteness (1/2 or 1/3) Yes 1017 Aisles I Yes No 1018 )Corridors Yes No 1018.1 Corridor Ratings Yes No 1018.2 Corridor Width Yes No 1018.4 Dead Ends Yes No 1018.5.1 Corridor Ceilings Yes No 1019 Egress Balconies Yes No 1020 Exits Yes No 1021 Number and Continuity I IYes jNo Means of Egress Continued 1022 (Vertical Enclosures IYes No 1023 Exit Passageways Yes No 1024 Luminous Egress Markings Yes No 1025 Horizontal Exits Yes No 1026 Exterior Exit Ramps Yes No 1027 Exit Discharge 1yes No 1028 Assembly Yes No 1029 Emergency Escape and Rescue Yes No Accessibility 1103 Scoping Requirements Yes No 1104 Accessible Route i Yes No 1104.4 Vertical Accessibility>3,OOOsf I Yes No _ 1105 Accessible Entrances Yes No 1106 Parking and Loading Yes No 1107 Dwelling and Sleeping Units Yes No 1108 Special Occupancies Yes No 1109 Other Features and Facilities _ Yes No 1110 Signage T Yes No Interior Environment 1203 Ventilation Yes No 1204 Temperature Control Yes No 1205 Lighting (also see WSEC) Yes No 1206 Yards and Courts Yes No 1207 Sound Transmission Yes No 1208 Interior Spaces Yes No _ 1209 Access to Unoccupied Spaces Yes No 1210 Surrounding Material=, Yes No Exterior Walls 1403 Weather Protection (Condos-see WAC) Yes No 1404 Materials I Yes No 1405 Installation of Wall Coverings Yes No 1405.6.2 Veneers Yes No 1406 Exterior Combustible Materials Yes No 1407 Metal Composite Material (MCM) Yes No 1408 EIFS I Yes No Roof Assmeblies and Structures 1503 Weather Protection- Drainage Yes No 1504 Performance Requirements-Wind Yes _ No 1505 Fire Classification Yes No 1506 Materials i _ Yes No 1507 Roof Coverings Yes _ _ _ _ No 1508 Roof Insulation Yes No 1509 Roof Top Structures- Penthouses Yes No 1510 Re-Roofing Yes No Structural Design i I 1604 lGeneral Design Requirements (Eng.) Yes No Chapter 17: Special Inspections Required Yes No 1803 Geotechnical Data Yes No 1807 Foundation Walls- Prescriptive Yes No 1808 1 Foundations- Prescriptive Yes No 1809 IShallow Foundations Yes No 1810 Deep Foundations Iyes No 1905 Concrete IYes No 2103 Masonry Yes No 2110 Glass Unit Masonry Iyes No 2205 (Structural Steel Yes No 2303 Wood Construction Yes No 2308 Conventional Construction- 1-story max. Yes No 2403 Glass and Glazing Yes No 2406 Safety Glazing Yes No 2505 Gypsum Board and Plaster Yes No 2603 Foam Plastic _ Yes No 2902 Plumbing Fixtures Yes No 3001 Elevators Yes No 3103 Special Construction Yes No 2009 Washingt­ State Energy Code Compliance Forms for Nor--sidential and Multifamily • • M�0,1111 I i-11 III POTIM 161 FeTIN E ' • 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised August 2010 Project Info Project Address Scott Galavanizing Date 4/8/2013 199th Street NE and 66th Avenue NE For Building Department Use Arlington Washington 98223 Applicant Name: Hadi mirzai Applicant Address: 1529 Leary way, Seattle Wa 98107 Applicant Phone: (206) 783 3101 Project Description El New Building ❑ Addition ❑ Alteration ❑ Change of Use ❑✓ Prescriptive ❑ Component Performance ❑ Seattle EnvStd Compliance Option (See Decision Flowchart(over)for qualifications) ❑ Systems Analysis Occupancy Group OO Nonresidential O Multifamily Residential(>3 stories) Climate Zone Climate Zone 1 O Climate Zone 2 (See WSEC 302.3 for county list) Total Fenestration Electronic version: these values are automatically taken from ENV-UA-1 Fenestration Area Gross Exterior (rough opening) Calculation vertical&overhd divided by Wall Area times 100 equals %Fenestration 1155 . 0 — 27651 .0 X 100 = 4 •2% 0 es Allowable if project meets all requirements as defined in section 1310.2 Only allowed as Semi-Heated Path y prescriptive path and must be calculated separately from other conditioned spaces Limited to O no reduced wall insulation levels Requires other fuel heating and qualifying thermostat. Envelope Requirements(enter values as applicable) Envelope Requirements(continued) Minimum Insulation R-values Maximum U-factors Roofs-Insulation Above Deck R-30 Vertical Fenestration Roofs-Metal Building Non-Metal Frame Roofs-Single Rafter Metal Frame U-0.40 Roofs-Attic and All Others Entrance Door Walls-Mass Skylights-Without Curb Walls-Metal Building Skylights-With Curb 'Walls-Steel Framed R-21 Opaque Doors-Swinging U=0.40 Walls-Wood Framed and Other Opaque Doors-Non-Swinging Floors-Mass Maximum SHGC(or SC) Floors-Steel Joist Vertical Fenestration Floors-Wood Framed and Other Non-North Maximum F-factors North Slabs-on-Grade-Unheated R-10 Skylights Slabs-on-Grade-Heated R-10 Notes: /F I-_rb RECEIVED APR 0 9 2013 COA PERMIT CENTER 8u) 6 1 �� � . � - .,. , . ., - �.:', '� � .. � , �. � �� �w � •._.t r 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily • • ' • • • AWMI RIM • 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised August 2010 Project Address Scott Galavanizing Date 04/08/2013 Occupancy Group Nonresidential O Multifamily residential Clear For Building Department Use Climate Zone OO Zone 1 Q Zone 2 Fenestration Area as%gross exterior wall area 4.296 Max.Target: 40.096 Notes: 1: If fenestration area exceeds maximum allowed,then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form 2: U-factors shall come from chapter 10 or calculated per 1332. Building Component Proposed UA Target UA Provide assembly ID&page/plan#for each bldg.element U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) R= ID: 0.034 R= ID: Above Deck Insulation U-0.034 0 R= ID: y v R=30.0 ID:A2.1,A4.1 0.031 3904 121.0 0.031 3904 121.0 0 R= ID: Metal Building U 0.031 R= ID: R= ID 0.027 t R= ID: Single raft,attic,other U-0.027 O R= ID: E R= ID:R=21 0.057 13248 755.1 0.064 13248 847.9 LL R= ID: Steel frame/metal bldg U-0.064 R= ID: o R= ID: Q s R= ID: 0.057 y R= ID: Wood Frame,other U-0.057 o R= ID: R= ID: 'v R= ID: 0.150 N R= ID: Mass Wall U-0.15 m R= ID: R= ID: Proposed assembly U-factor from Tables 10-5 thru 10-5B N R= ID: 0.150 ocu R= ID: Assumed to be Mass Wall U 0.15 m R= ID: Proposed assembly U-factor from Tables 10-5 thru 10-513. Do NOT use Table 10-1. a� U=0.400 ID:A5.1 0.400 13248 5299.2 0.600 13248 7946.8 Cr m o U= ID: All Doors U-0.60 0 U= ID: E2 R= ID: 0.029 _$ R= ID: Floors U-0.029 LL R= ID: F-factor x Perimeter =UA(U x A) F-factor x Perimeter= UA(U x A) a� R= ID: 0.540 a R= ID: Slab-On-Grade F-0.54 cp j R= ID: R=10.0 ID: 0.540 552 298.1 0.360 552 198.7 1° a = R= ID: Heated Slab-On-Grade F-0.36 `2 Proposed assembly F-factors can use the unheated values in Table 10-2 'Zone 1 CMU walls meeting Table 13-1 Footnote 1 can be entered Area UA Area UA with U-value of 0.15 rather than Table 10-5b values. Plans must 30952 6473 30952 9116 r.laarly ctata fnntnnta raniiiramantc Pagel K , . ,�, f _ ). 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Project Address Scott Galavanizing Date 4/8/2013 Fenestration Area as%gross exterior wall area 4.2% Max.Target: 40.0% For Building Department Use Notes: 1: If fenestration area exceeds maximum allowed,then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form 2:Provide NFRC or Table 10-6 U-factor(See Section 1312.1)for fenestration assemby(combined frame and glazing performance). Building Component Proposed UA Target UA Provide assembly ID&page/plan#for each bldg.element U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) E U= ID: 0.400 �i U= ID: Metal Frame m U= ID: U-0.40 o °� g U= ID: E U= ID: 0.3201 Cn ate`) Q U= ID: Non-Metal Frame LL o U= ID: U-0.32 Z U= ID: U=0.400 ID: 0.400 1155 462.0 0.600I 1155 693.0 U= ID: Metal Entance Door a U= ID: U-0.60 U= ID: U= ID: 0.500 v U= ID: Without Curb U-0.50 0 U= ID: o, U= ID: Y U= ID: 0.600 �j U= ID: Including Curb y U= ID: U-0.60 U= ID: *Zone 1 CMU walls meeting Table 13-1 Footnote 1 can be Area UA Area UA entered with U-value of 0.15 rather than Table 10-5b Page 2 Total 1155 462 1155 693 values. Plans must clearly state footnote requirements. Page 1 Total 30952 6473 30952 9116 To comply: Total 32107 6935 32107 9809 1)Proposed Total UA shall not exceed Target Total UA. 2)Proposed Total Area shall equal Target Total Area. �y � � � � 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Buildinq 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised August 2010 Project Address Scott Galavanizing Date 4/8/2013 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability I Code Location Building Department (yes,no,na) Section Component Information Required on Plans Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1301 IScope I Unconditioned spaces identified on plans if allowed 1310.2 Semi-heated spaces Semi-heated spaces identified on plans if allowed A2.1 1310.3 Cold Storage/refrigerate All refrigerated spaces identified on plans. ENV-RFG completed 1311 Insulation 1311.1 General installation Indicate installation nethod,densities and clearances to achieve intended R-value of all insulation materials 1311.2 Roof/ceiling insul- Indicate R-value on roof sections for attics and other roofs; A4.1,A.2 Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts 1311.3 Wall insulation Indicate R-vaiue and framing material on wall sections; A4.1 Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate mass of masonry walls if mass wall claimed Indicate loose-fill core insulation for masonry walls as necessary Indicate frequency of grouted cores and bond beams as necessary 1311.4 Floor insulation Indicate R-value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24"o.c.; Indicate that insulation does not block airflow through foundation vents, 1311.5 Slab-on-grade floor Indicate R-value on wall section or foundation detail; A4.1 Indicate slab insulation extends down vertically 24"from top; Indicate above grade exterior insulation is protected 1311,6 Radiant floor Indicate R-value on wall section or foundation detail; Indicate slab insulation extends down vertically 36"from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd.by Official 1312 Glazing and doors Provide calculation of vertical and overhead glazing area as percent of gross wall area 1312.1 U-factors Indicate glazing and door U-factors on glazing and door y schedule(provide area-weighted calculations as necessary); Indicate if values are NFRC or default,if default then specify frame type,glazing layers,ga width,low-e coatings,gas fillip 1312.2 SHGC&SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule(provide area-weighted calculations by orientation as necessary) 1313 Moisture control 1313.1 Vapor retarders Indicate vapor retarders applied to warm side of insulation A4.1 1313.2 Roof/ceiling vap.ret. Indicate vapor retarder on roof section;or list exception Indicate vap.retard.with sealed seams for non-wood structure 1313.3 Wall vapor retarder Indicate vapor retarder on wall section 1313,4 Floor vapor retarder Indicate vapor retarder on floor section 1313.5 Crawl space vap,ret_ Indicate required grade ground cover with required overlapping. 1314 Air leakage 1314.1 Bldg.envel.sealing Indicate sealing,caulking,gasketing,and weatherstripping 1314.2 Glazing/door sealing Specify maximum air leakage rates for fenestration and door products 1314.3 Assemb-as ducts Indicate sealing,caulking and gasketing 1314.4 Recessed Lighting Fixtur Indicate IC rating,ASTM E283 cert.,and gasketing or caulking to ceiling 1314.5 Loading Dock Seal Indicate weatherseal at cargo and loading dock doors 1314.6 Continuous Air Barrier Indicate air barrier sealing on all roof,wall &floor details Indicate leakage testing method. Provide testing results to building official. Max.leakage of 0 40 cfm/ft2 at 0.3 inch w g PRESCRIPTIVE PERFORMANCE Sections 1320-1323 ENV-SUM Form Completed and attached. 1323 Glazing Indicate number of glazing panes and location of emissivity coating or exception taken COMPONENT PERFORMANCE Sections 1330-1338 ENV-SUM,ENV-UA, Completed and attached. &ENV-SHGC Forms If"no"is shown for any question,provide explanation: 2009 Washin 2ton State Energy Code Compliance Forms for Nonresidential and Multifamily �*009Washington State Energy Code Compliance Forms for Nonresidential and Multifamil Revised August 2010 FENESTRATION,SKYLIGHTS, &DOORS.Per Energy Code Section 1312,1, • U factors shall be "determined,certified,and labeled in accordance with RS-31 by a certified independent agency licensed by the National Fenestration Rating Council(NFRC)." If using this approach,provide manufacturer, model number and NFRC rating on the drawings. • "Unlabeled glazing and doors shall be assigned the default U factor in Table 10-6.". If using this approach, provide all glazing characteristics on the drawings:list number of glazing layers,gap width,low-e coating,gas fill,frame material,thermal break details per footnote 2 to Table 10-6B. OPAQUE ASSEMBLIES:Per Energy Code Section 1332, • "The U factors for typical construction assemblies are included in Chapter 10. These values shall be used for all calculations." For example:see Table 10-5A for metal stud walls and metal building walls/roofs,see Table 10-7A to E for steel truss ceilings,etc. FURTHER INFORMATION:Refer to the Northwest Energy Efficiency Council website at:www.neec.orQ Below are examples of how the Component Information on ENV-UA-1 are to be completed Building Component Proposed UA Typical Example List ID&page#,code table#or calculation pane# U-factor x Area A Roofs nfi..IR=38 ID:R3 Al.5, T.10-7 default 0.031 532 IZ-38 blown-in attic insulation per default n--,,I R=40 ID:R2 Al.5, T.10-7G default 0.025 9885 R-40 uniform thickness rigid insulation per default Walls R=13+7.5 ID:Wl Ai.6, T.10-5A(1) default 0.064 7587 R-13 cavity+R-7.5 rigid ins.over metal studs per default Cr R=5 ID:W2/Al.6, T.10-5B(2) default 0.157 923 R-5 rigid ins.at edge of intermediate concrete floors per def a R= ID: O R= ID: C7 R=ll ID:W4/Al.6, T.10-5(1) default 0.094 512 R-1 I cavity ins.between wood studs on cone.wall per def. CO R= ID: Doors U=0.6 ID:Dl Al.3, T.10-6 default 0.60 120 Non-NFRC lire-rated exit door per default U=1.2 ID;D2/A1.3, T.10-6 default 1.20 40 Non-NFRC warehouse door per default Floors and Slabs Floor R=30 ID:Fi Al.7, T.10-4A default 0.031 10417 R-30 continuous ins. under concrete floor slab per default R= ID: Rinh R=10 ID:F /A , TAU-2 deau u. iu 12 R-10 slab ed a ins.for 2 feet without thermal break per def. Fenestration and Skylights ID:Wi Al.3, NFRC certified 0.36 12307 Curtainwall rated,certilicd,and labeled per NFRC c`0i ID:W2/A1.3, T.10-6 default 0.50 5240 Non-NFRC curtainwall,2 layer,0.05emis,argon,TB,fixed ID:W3/A1.3, T.10-6 default 0.65 282 Non-NFRC curtainwall,2 layer,0.05emis fixed > ID:W3/A1.3, T.10-6 default 0.78 282 Non-NFRC curtainwall 2layer,0.05emis operable > t ID:S1/Al.3, NFRC certified 0.50 453 Sloped glazing rated,certified,and labeled per NFRC Y p� � � ID:S2/A1.3, T.10-6 default 0.54 118 Non-NFRC atrium sloped glazing per default ( �` ' � ' . ,J 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily CalculationSHGC • Non-RedRential ENV-SHGC 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised August 201I Project Address Scott Galavanizing Date 04/08/2013 0 4.2� 40% Max.Tar et For Building Department Use Fenestration Area as /o gross exterior wall area Prop. 9 Prescriptive PF Credit O Yes O No Vertical North Facing Credit (1323.3 Exp. 2) O Yes O No Notes:To comply the Proposed total SHGC x A for all fenestration(vertical&skylights)shall not exceed Target total SHGC x A If the north facing credit is used then the north and non-north must comply separately with skylights being included with the non-north vertical fenestration. Skylights Proposed SHGC Target SHGC List ID&page#, NFRC or glass only SHGC' x Area(A) =SHGC x SHGC x Area(A)= SHGC x A ID: 0.350 ID: Criteria SHGC ID: All 0.35 ID: ID: Note: Manufacturer's SC may be used in lieu of SHGC. Totals Totals _T Non-residential compliance is based upon combined skylight and vertical fenestration performance. Residential compliance is based upon skylight only. All Non-North Vertical Fenestration++ Proposed SHGC Target SHGC List ID&page#, NFRC or glass only SHGC PF PF Adjusted x Area(A) =SHGCxA SHGC x Area(A)= SHGC x A Mult* SHGC ID:A3.1 0.40 1.00 0.40 1155 462 0.400 1155 462.0 ID: Criteria SHGC ID: All 0.40 ID: Prescriptive PF 0.45 ID: ID: ID: ID: ID: ID: ++Note: If projection factors or north vertical glazing credit are used Totals 1155.0 462.0 Totals 1155.0 462.0 then vertical fenestration must be entered according to orientation. If neither are used then ventical fenestration can be entered in either section Non-North Total 462.0 462.0 +Note: Manufacturer's SC may be used in lieu of SHGC. " Note: Multipliers only apply if prescriptive PF credit not used North Vertical Fenestration++ Proposed SHGC Target SHGC List ID&page#, NFRC or glass only SHGC PF PF Adjusted x Area(A) =SHGCxA SHGC x Area(A)= SHGC x A Mult" SHGC ID: 0.45 1.00 0.45 ID: Criteria Mixed North ID: Orientation Separate ID: All 0.40 0.45 ID: Prescrpt PI 0.45 0.50 ID: North Total For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A. If north glazing credit is used then north facing vertical fenestration must comply Area SHGC x A Area SHGC x A separately from non-north vertical fenestration and skylights. rand Total1155.0 462.0 nd 1155.0 462.0 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily TargetArea AdjustmenRalculations 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised August 77 Project Address Scott Galavanizing Date 04/08/2013 If the total fenestration area as a%of gross exterior wall area(calculated on ENV-SUM)exceeds the maximum allowed in Table 13-1. then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. SKY=Skylight. Refered to as overhead glazing in WSEC 1333&1334 and equations 13-1 &13-2. VF=vertical fenestration. Refered to as vertical glazing in WSEC 1333&1334 and equations 13-1 & 13-2 NW=net wall(excludes fenestration, BG,and doors.) DBG=Doors and below grade wall. Total Fenestration=SKY+VF. Gross Exterior Wall Area=VF+NW+DBG Proposed Areas Above Grade Walls Doors&BG Walls Fenestration-> SKY= VF= 1155.0 0 Opaque > NW= 13248.0 DBG; 13248.0 Gross Exterior Max Fenestration% Maximum Target Wall Area (Table 13-1) Fenestration Area 27651.0 1 )( 40.0% — 100 = 11060.4 Total Fenestration Maximum Target Excess Fenestration 0 Excess Fenestration 1155.0 — 11.060.4 = —9905.4 — II lesser — —9905.4 Total Fenestration Excess Fenestration Target Fenestration Total Fenestration Target VF Multiplier Apply to all Proposed 1155.0 — = 1155.0 — 1155.0 = 1.00 Fenestration Areas to get Target Fenestration Area Net AG Wall Area Excess Fenestration Target Net Wall Area Net Wall Target Net Wall Mult. Apply to all Proposed 13248.0 + = 13248.0 _ 13248.0 = 1.00 Opaque AG Wall Areas to get Target Area Vertical Fenestration Proposed Area Target VF Mult. Target Area metal frame X non-metal frame X metal entrance 1155.0 X 1.00 = 1155.0 Skylight Proposed Area Target VF Mult. Target Area _ Target values in shaded without curb X — boxes are used in the with curb X I = applicable Target UA calculations on the front. AG Wall Proposed Area Target Net Wall Mult. Target Area Steel Frame/metal 13248.0 X 1.00 = 13248.0 Wood/Other frame X Mass X = Sum of Proposed 14403.0 Sum of Target 14403.0 Sum of Proposed must equal Sum of Target. SHGC Calculation Proposed Area Target VF Mult. Target Area North Vertical Fenestration X SHGC target values in shaded boxes are used in Non-North Vertical Fenestration X = the applicable Target El SHGC calculations Skylights(all) X = ___ _ Field Rep. Project No. Page of Report No Earth Solutions NWILLC Wendy ES-2707.1 1/1 1 1 1805 136`�'Place NE, FAX: Time On Site Time Off Site Date Day of Week NWLLc Suite 201 (425)449-4711 6,L Bellevue,WA 96005 TOLL FREE: 9:45 10:15 10/22/13 Tues (425)449-4704 (866)366-8710 DAILY FIELD REPORT Travel Time weather 1.5 hr Cloudy Project Name Job Location Client/Owner Scott Galvanizing 199th St NE/601h Ave NE, Arlington Scott Galvanizing General Contractor General Contractors Superintendent Received Onsite By SeaCon Dave - Grading Contractor Grading Foreman I Checked By Are approved Plans/Permits onsite YES F NO Project No Permit No. As requested by client, ESNW was onsite to observe earthwork activities.The following was observed: Contractor placed crushed rock cap break over recently backfilled area and proposed slab on grade area. ESNW used a '/z' steel rod to probe areas and areas were observed to be dense to very dense.The areas are considered suitable for slab support. Contractor had also cut footings for outer wall along the backfilled pits. ESNW used a%" steel rod to probe footings. The footings were observed to be dense to very dense and are considered suitable for footing design support. ESNW will return when requested. Wendy Jones COPY TO: v CONTINUED ON NEXT PAGE ,1 r CITY OF ARLING iON SCOTT GALVANIZING FIFE #PLN20130001 SECTION 15 TOWNSHIP 31 N, RANGE u5 PROJEOT ORITERIA J WM CONC.. w i f 7 ... - y':- / ;L_). �. ::-`JI I`J'J. I !1• _ 1 PROJECT ADDRESS: SE CORNER Ig9TH 5T NE 8 66TH AVE NE F :IRL, (ZONED 61) ARLINGTON, WA 98223 (ZONED (51)/ + TAX ACCOUNT NO.: 00146300000800, 00146300000g00 N z F (ZONED 61) / (ZONED 61) • / / - — --� LEGAL DESCRIPTION: cl cl Lu LOT 8, T06ETHER WITH THE WEST 60 FEET OF LOT q, PLAT OF a 0 r REMOVE EXIST. 1 I�jq 14 r "rri" AIRPORT 31, A5 PER PLAT RECORDED IN VOLUME 46 OF PLATS, PAGE `� z w N `^: •• --J WATER£tI5ZJ1 \ 253 AND 254, RECORDS OF 5NOHOM15H COUNTY; a- W � F- + — - N.E. -c 24J2'W'- -- U J,r WA ERLt(a ►3f) s `p `w o z D, ��-- �0' TYPE(15'. P ELEC o x I gGTH S �r SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WA5HIN6TON. � m J w� 504EENLN&AL �.5Be66i — GMAIN LINK FENCE - `' PER DET.10 PM_A5.I LOT q OF AIRPORT 31, AGCORDIN6 TO THE PLAT RECORDED IN VOLUME 15 � - — - - --- - - - -- y i.,l //' 46 OF PLATS AT PA6E(5) 253 AND 254, AS AMENDED IN PLAT — N - - r.. •�:' I TAQ_-. _ - - - _ - - _ - - --— 2C19• j { ^,+ i REVISION RECORDED UNDER RECORDIN6 NO. 200004215002, IN > v z w N o w a I�,.. P10 Al F-_. 5NOHOM15H COUNTY, WASH[NGTON; cc z o a 6.8 �J \ BUILDING SETBACK i( uL1 II y EvA}2 3 ANI 0 0 • u \ b IY 16- __ _ MAIN STREET EXCEPT THE WEST 60 FEET THEREOF. o 0 • sl I t0 C .cL�I•NE. �.{T" `9-- ^t ENTRANCE FOR f,H it D }4 - I14 5F XRA5T ENCLOSURE J CUSTOMERS AND _ 041 "v S_ . . EMPLOYEES BU I LD I N6 CRITERIA I I �'''-I •' . .1 R! f I� o FOUNDAl' 6 -0, COPE: O0( N0j K)FT J&6.49 APPROX. LOCATION ZONN6: 66ERAL INDUSTRIAL) 90'-0• > PARKING LIGHTING OCCUPANCY: H-4 b OF EXISTING — I ' PER DET.9 DW6.A5.1 CONSTRUCTION TYPE, IIB (FIRE 5PRINKLERED AND X -O' I PARKING LIGHTING GHAINLINK FENCE 1 ALARMED) wPER DET.q DW6.A5.1 PER MAX. BLD6. HE16HT: 50' (PER ZONING CODE) LA = n pl [ ._ EXTRUDED 6' 5' TYPE A OPAQUE I' I ,., �_ Igo SF TEMPORARY MODULAR CURB AT SCREENING ALONG LOT AREA: 3.83 ACRES (166,855 50.FT.) �_SM[TARY OFFICE BUILDING PERIMETER PER IVIL PROPERTY LINE H LTA• • ';.I,;N DRAWINGS ADJACENT TO LOT 10 PROP05ED BUILDIN6 AREA: <^ MAIN BUILDING: 35,0245.F. EASEML T H.F "ICA�'5I6N PER SEWER / f';%F D NAk-L k OFFICZ AND STAFF 9UILDIN6: 2,400 5 F LINE PER - ASPHALT PER VET.I IjI I;_I7 F5 F. F`:1E.f=i TOTAL BUILDING AREA: 31,024 5.F Q -t DET. DW6.A5.1 _ CIVIL Z DWG.AS I ^LAl A.:.I:r TaN � F'�R a N DRAWIN65 "•s nr:^ 3N DOMESTIC \. o , r `)`1`)t�.._.[ N m HATER FER� LINE - - - - - _ — - — c _ RARK I NG GALGULAT I ON5 x N N CIVIL• \ ASPHALT PER DET.I t0, I •� a m N ►" REQUIRED PARK[N6: N w v ct }, tiDRAWINY�'S DW6.--A5.1 �, •N LOT q �;! �� 4.200 - MANUFAGTURIN6 I PARKING STALL / 2 EMPLOYEES AT MAXIMUM SHIFT = 13UI l)LDIN6`SETBAGK ( ; 1 STALL / 2 EMPLOYEES x 30 EMPLOYEES = IS STALLS // 7 fl 4it1�ii .1 I I Inl ' 1 I III I- LfNE PROVIDED PARKING: LOT 10 35 STALLS PROVIDED I1 �` EXTRUDED Ib' 001-f ETE �.' I \• I 111IIII I CURB A4,�"�(SPHALT { PHASE 11 / _ I PER[ME PER G[N[L I / o�I a \ I�I L.AkpSGAPE SGREETI N6 R50UIREMENTS• •, \ 1 / .0 I I 10' TYPE B SEMI-OPAQUE SCREEN ALONG R[6HT-OF-WAY• 20RANIN(55 \ I PHASE ( .; I f 4 '` I� (5' IN R16HT-OF-WAY 6 5' IN51DE PROPERTY LINE) N 1{ 5' TYPE A OPAQUE SCREEN ALONG PROPERTY LINE WITH LOT 6. GLA55 B ASPHALT I i/ I / 5' TYPE A OPAQUE SCREEN ALON6 PROPERTY LINE WITH LOT 10. 10' '6 OP E I.I I PER G[VIL pRAWINl�S - 153'-1' 5' BUILDIN6 NO SCREENING REQUIRED ALON6 PROPERTY LINE WITH LOT 15. SC. I OP G I I / SETBACK ALONG _ _� i I \ ___ INTERIOR LOT LINE 5TRF T I - ___ I 1� 1 — •�� � / ./ DRAWING INDEX AI-I SITE PLAN, PROJECT CRITERIA, VICINITY MAP •` _ - �'' "I a I?i 16 I - , ! L I.I LANDSCAPE PLAN t\ - _ - � /� I FLOOR PLAN W- CA4.1 HALL SECTIONS • BrJ< r f �I A3.1 EXTERIOR ELEVATIONS I CQNC FNAlUf•I Iti FENSE - + A4.2 WALL SECTIONS A4.3 WALL SECTIONS _ - -- - - •, - . ..._ TRUCK TURNING A4.4 WALL SECTIONS m Y 2h4.7S t8" p [US A5.1 DETAILS rXIST,� / -. I...)_�. , .. i F: i `I_IIJI•. f.v';P. - ,t A5.2 BATHROOM ELEVATIONS RECEIVED METER - NO SCREENING/REQUIRED'^ 51 STRUCTURAL NOTES AND TYPICAL DETAILS '.T'fa1GX TURNI - �k 5' TYPE A OPAQUE ALONG PROPERTY LINE \ 52 FOUNDATION PLAN f!, •^ 1 '•' •• " SCREEN I N6 ALONG ADJACENT TO LOT 15 'I'." ,I_F APR 0.9 2 013 •. •, LOT 12 PROPERTY LINE LOT 15 dl.%4 -LEV: 117. ` (ZONED G 1) ADJACENT TO LOT 8 - (ZONED GI) )V;; X l,J.. .N iVJORTH, �,_,� ,osnF,�, COA PERMIT CENTER f r SITE PLAN ON g m :wry ee,..vau:o,w„e �.N^ ►+-�.c�... W < SCALE: I" 50'-0' - a NORTH ) Z = e ft z > DES I ON TEAM ,s »n N z > ' emANE - � h, Akl•NIV.res LL Z w of W Jr � ff +n+{n Jbv(fitR 90f ARCHITECT: 2812 ARCHITECTURE r ar] d ., s .....m..r+ - ^'Y11"' J ; w F, EVERETT, WA5HINGTON g8201 • 0J +""��`�`� e..s SITE/ m (may U V N d f >p+Nc]0 LL < N Nm U (425) 252-2153 odom@2812orchitecture.com ... 1. g r^ a F < w STRUCTURAL ENGINEER; K05NIK ENGINEERING a 10511 I qTH AVENUE 5E r rr �, u �, r., 0 �+ Iu O z EVERETT, WA5HIN6TON gb208 u im[y oze]�o s+ = Al ,[ ],[ sm ] i v ? O m (425) 351-g600 :pLasine s FF2uu a dan®kosn 1 k,eom M 9h+wxe Lu Z �U///1•� p w ■■■■ DIN— e M 17.300•]S00 17.9A 1P+ -"• Q V J J fA Q !n 7&W- 100 a] -ozs]�o u.]as -frsov,r roa ��� soa r'< CIVIL ENGINEER: IN5IGHT EN6INEERIN6 GO. `` I P.O. BOX 1418 Drawing: EVERETT, WA5HIN6TON g8201 (425) 505-11365 ALLOWABLE BU I LD I N6 AREA: V I O I N I TY MAP ® A 1 . 1 infooinsighteng[nooring.net NOT TO SCALE NORTH 11 c-3239 ry ^ I N I II ROT'Il)INi S.. MIII-E-T-A-L—�II— 45[D.I=FI N:1 N6N 6(Ur-t-rE->u1R1- )FINMETL IDI N6 L �m T.O.RtVW OIII U NZ Q? 3Zf7R' m JHD_ n WKI- LU 0. , lw I II III I m ivs __ � � ` I I � . iD .,,- �' eIh I'IP'��I �ins%� ♦♦\ —2 0'Y WID � Z LL SD -_ FtCTI. I_�T Liei tgrt LN l vNmm r iI � ____-_Lr- �r�-- ���I-ItI r I -I -----�1 ♦�-\\. I r j - ZX \ \. \ L16HT I•U ExTE4t04 LI6H-I I45 o N— ©�m0 It \ 7.0. 5B.I y PHASE II PHA5E 1 PHASE [1 �6 SOUTH ELEVATION � E ID I I I Q I I 1 Q Q C a UsN._ PREFIN. METAL a N N 51DIN6(UPPER) I I I AK 3 3 m T.0 RI06@ I I _ --- I T O R106f N m N II I I I ii i ' I I: I I I. Ali III IIII 1� I, I III .L, _..' NS II I I I I� I T.O. T.O BE QB�ff N W I{ II 2 'II�'' I', I �!I ; I I 1 i ! I:III' •;�,li I' �.�._ _ I J I ! 1.11 II'I,., 2 �O SIDING 'I I II i1 Q0. SIDI Nb� �O. SIDIN6 '`I I.I. T.0 OINTY E7ITBalOR PRE F IN. METAL L16NTI! Llb?1TIN5 I. I:,�I 5[DIN6(BA5E) N. WIAL II 911DIN6(uppm •I T.O.B@(i� EXTERIOR PREFIN15HED PER I� LI6HTI N6 METAL DOOR all PP-FIN15HED AGrum F METAL DOOR 1-0_g.0.'SLAB —I—I— It- — ------- -----T—_` T.O. SLAB �.0."SLAB f__�1---_�-----�_ -- ---I- T�0.x5L II II U II �Jl _- I� �1-===---===  -- � EAST ELEVATION NEST ELEVATION I/Ib� - 1��°• I/16� = I��• RECEIVED 16 15 APR 0 9 2013 tlN METAL 1 I . METAL SIDI% IN6 I COA PERMIT CENTER 50 0 I I I I ROOF I I I I I I I SIDIN6 RIo6e-- nl1l Ills I I I I IIII :: III II' I iI 1G1 . 11li iI IIIiI II fi I I II III l ' I u-0 �� �, — -- 382._0. —SID-IN6_ __V\♦BQ8tI0R / II♦♦—�♦_`, _ / _._....,._.... yp_.....,....._—..__ -I _...._ 1I I IIIIII,. IlIi l 1 I I I rI Iill I �II j I 9�� 1N A 1 l�i�iI I „I 111� 'lll ' i I (I � Z w 0 V a BO SIDIN6'' __ — . .... H 'I IIII III' PC'i♦;SK.•J ICI I I I I olc P4^J'N!S.IE9 iTl IOR N LIBNsEl ♦'\ �♦ ras�ara _.. ._ ;Gnv�wrs _ ♦ � z ~ U m C m m a J N Z F H LL♦ N / / 0 ;I i'�.aI�III�II'III'!i 1.IL11�I oI.I U. o' 0 5 a T 0 SLAB ir•_ III II I I III II _- - __ -_-_ T.O. SLAB R' O) a — __I ___ 11111ullllulhl Illldhtl III. lltllll �__ II }� ��—_—_-- �— — � � � W -- -- - L--------------III III'I--- --v---�ITr-z�'=---- ,1=-=- -zs- --L_._r----�'- _ - ---- --- - - III - _ �->-- _ 3 CD w o � IIU II II II II ILIL_--__---- 11 II r------ _ - - ------ PHASE If PHASE I 1------ f—A _—_—~ r----PHASE 1[ 2 Oco O Z 0 NORTH ELEVATION Gal U) � ¢� w Drawing: A 3.1 11 c-3239 Christopher Young From: Christopher Young Sent: Wednesday, April 02, 2014 8:23 AM To: 'Kristian Azizeh' Cc: David Diven (ddiven@seaconllc.com) Subject: RE: Scott Galvanizing -Quench Tank Height Variance Request Kris—I reviewed Mr. Mirzai's letter requesting a variance from the standard guard height requirement of the Building Code, however, the applicable variance request would be through OSHA. The Building Code, Section 1013.2 regarding guard height requirements does not specifically apply to this situation, although protection is recommended. The Building Code typically regulates guard protection where the public would be accessing/walking while OSHA regulates the safety of the employees. Since only employees would be accessing this area it would constitute an OSHA violation if something occurred and not a Building Code violation. CFR 29,Section 1910.23 (c)(3) specifically requires guards adjacent to these tanks. There are similar variances granted by OSHA where there is a combined ledge and height associated with the tanks, which provides adequate safety. That being said—the variance request should go through OSHA. Please let me know if you have any questions—thanks! Christopher Young Building Official City of Arlington 360-403-3432 cyoung@arlingtonwa.eov J0 "The importance of a strong building code is most evident after a disaster." From: Kristian Azizeh [mailto:kazizeh(cbseaconlic.com] Sent: Tuesday, April 01, 2014 2:24 PM To: Christopher Young Subject: Scott Galvanizing - Quench Tank Height Variance Request Hello Christopher, First off,thank you for all your help on the Scott Galvanizing project. Both Dave Diven and myself greatly appreciate the time you have put into this project. Attached you will find a variance request from the owner of Scott Galvanizing with regards to the height of his quench tank. This is the tank filled with water that they dip the steel in after it has been galvanized, and is the tank that sits at the SW corner of the building. Currently the top of the tank is around 35", which is obviously less than the 42" that is required by code. Please have a look at the letter and let us know your thoughts. Let me know if you have any questions. Thanks. Kris Azizeh Project Manager SEA CON LLC 1 ` Please be aware that responses to your requests may take a little longer then usual as the IgGC code changes have been submitted and going through the process to ready for the hearings. As some of you may know we have the cdpAccess program where everything can be done online and we are ironing out any issues that may arise as well. If you have any questions regarding the status of your reply to your code opinion question, please contact me by either phone or email. Sincerely, Lis Vaidemarsen Senior Secretary International Code Council,Inc. Los Angeles District Office 5360 Workman Mill Rd Whittier, CA 90601-2298 Phone: (562)699-0541 ext 3201 Fax: (562)699-4522 Ivaidernarsen@iccsafe.org www.iccsafe.orq Our usual response time is up to a week depending on the issues for email code opinions Reminders are sent out once a week(7 days)from date engineer is assigned to keep us on track with items on the in box For written(letter)request: Response time is up to 2 weeks(14 business days). Codes&Standards Forum: The Code Council has revisited how best to provide an online, professional Discussion Forum and area within the website that has a sense of community—where Members and nonmembers can provide input and exchange ideas with their peers in the industry.The new Codes&Standards Discussion Forum does just that, as it allows Registered Website Users and ICC Members to discuss the I-Codes in an online community. Note to Non-Members: If you join the ICC you can have access to important building safety information! Link: www.iccsafe.oM/ICCFORUMS Feed: Codes, Standards &Guidelines: Request Code Opinion Posted on: Monday, March 10, 2014 1:34 PM Author: Christopher Young Subject: Christopher Young Requestor Full Name: Christopher Young Job Title: Building Official Phone Number: 360-403-3432 Requestor email address: cyoung@arlingtonwa.gov Requestor Address: City of Arlington 18204 59th Ave. NE Arlington, WA 98223 USA Code Reference: IBC 2012 Code Edition: 2012 Code Section: 1013.2 page 260 Questions: I have a large Galvanizing Plant being constructed and several of the composite tanks extend 36- inches above the adjacent concrete walking surface. Because the tanks are deeper than 30-inches (14 feet) would they be required to extend 42-inches above the adjacent walking surface per the Guard requirements or wouldn't this section apply?The commentary states that guards would be required "where the difference in elevation between the higher walking surface and the surface below is greater than 30-inches". If the tanks are used for processing and full of product would it be considered a surface? Status: New View article... 2 . i r ` Join us in Memphis for ICUs 2014 Committee Action Hearings in April. Experience cdpACCESS in action and help ensure the 2015 International Green Construction Code achieves the best in energy, water and cost efficiencies from sustainable construction. Register Now. 3 Seattle Galvanizing Co., Inc. Scott Galvanizing 1520 NW Leary Way Seattle WA 98107 206-783-3100 March 31, 2014 Christopher Young City of Arlington Building and Permits Division 18204 59th Avenue NE Arlington,WA 98223 Mr.Young, Seattle Galvanizing is requesting a variance from the standard height requirement for the quench tank that will be located at our facility located at 6010199th St. NE,Arlington WA. The quench tank contains only water. It does have a 12" lip,and no personnel will be leaning over or toward it. Parts will be submerged and removed with the overhead monorail system. Your time and consideration for this request are very much appreciated. We are excited to be a part of the Arlington business community. Respectfully, �- Hadi Mirzai President/CEO Christopher Young From: Doug Connell <DConnell@iccsafe.org> Sent: Monday, March 17, 2014 9:05 AM To: Lis Valdemarsen Cc: Christopher Young Subject: RE: 12 IBC 1013.2 (DC-3/11) March 17 2014 Subject: 12 IBC 1013.2 and 101.3 Q: I have a large Galvanizing Plant being constructed and several of the composite tanks extend 36-inches above the adjacent concrete walking surface. Because the tanks are deeper than 30-inches (14 feet) would they be required to extend 42-inches above the adjacent walking surface per the Guard requirements or wouldn't this section apply? The commentary states that guards would be required "where the difference in elevation between the higher walking surface and the surface below is greater than 30-inches". If the tanks are used for processing and full of product would it be considered a surface? A: The height of the tank above the walking surface is 36" and you cannot require the tank to be higher, but you can require a guardrail to a height of 42" above the walking surface. You will have to use the intent provisions in Section 101.3 to require the protection, since open industrial tanks are not specifically mentioned in Section 1013.2. OHSHA should have requirements also. Falling into a tank of liquid regardless of the height could be extremely dangerous; therefore the height of the liquid surface is irrelevant. Code opinions issued by ICC staff are based on ICC published codes and do not include local, state or federal codes, policies or amendments. This opinion is based on the information which you have provided. We have made no independent effort to verify the accuracy of this information nor have we conducted a review beyond the scope of your question. This opinion does not imply approval of an equivalency, specific product, specific design, or specific installation and cannot be published in any form implying such approval by the International Code Council. As this opinion is only advisory, the final decision is the responsibility of the designated authority charged with the administration and enforcement of this code. ICC Plan Review Service is available now. Call 1-800-422-7233 X33809 for details. James D. Connell, P.E. Team Leader, A & E Services International Code Council, Inc. Birmingham District Office 900 Montclair Road Birmingham, AL 35213 888-ICC-SAFE (422-7233), X5226 phone dconnell ,iccsafe.orq www.iccsafe.org From: Lis Valdemarsen Sent: Tuesday, March 11, 2014 5:55 PM To: Doug Connell Cc: cyoung@arlingtonwa.gov Subject: 12 IBC 1013.2 (DC-3/11) Christopher, I have forwarded your request to Doug Connell 1 i I i_q.za 3(c)(3) 1910.23(c)(3) Regardless of height, open-sided floors, walkways, platforms, or runways above or adjacent to dangerous equipment, pickling or galvanizing tanks, degreasing units, and similar hazards shall be guarded with a standard railing and toe board. November 29, 1979 Mr. Ernest Demetriades Vice President Oaks Corners Galvanizing Division of Elderlee, Inc. Cross Road Oaks Corners, New York 14518 Dear Mr. Demetriades: Assistant Secretary Eula Bingham has asked me to respond to your letter dated November 3, 1978, requesting a variance from Section 1910.23(c)(3) Protection of Open-Sided Floors, Platforms and Runways, of the Occupational Safety and Health Standards. Your application for variance has been reviewed and discussed with our appropriate technical staffs. The 50" sides on the pickling tank exceed the height requirement for a standard guardrail, and, therefore, are in compliance with the standard. The 31" height from the working platform to the top of the galvanizing tank is less than that required for a standard guardrail. However, the 30" ledge width combined with the 31" height creates a situation where employees are effectively protected from the hazard covered by the standard. Therefore, this situation would be considered de minimis and no abatement would be required. For these reasons, no variance from Section 1910.23(c)(3) is necessary for either your pickling tanks or your galvanizing kettle, and no further action will be taken on your variance application. Any further questions on this should be directed to the Rochester Area Office, Joseph Rufolo, Area Director, U.S. Department of Labor - OSHA, Federal Office Building, Room 600, 100 State Street, Rochester, New York 14614, telephone: (716) 263-6755. Sincerely, James J. Concannon Director Office of Variance Determination I Christopher Young From: accounting at seattlegalvanizing.com <accou nti ng @seattlega Ivan izing.corn Sent: Tuesday, April 22, 2014 12:46 PM To: Christopher Young Subject: Certificate of Occupancy Good Day Mr. Young, Hadi Mirzai asked me to contact you about our(temporary)permit 20130067. This one has Arlington Land Holdings listed, whom the building was purchased from. Will the new one have Seattle Galvanizing, or Mina Properties LLC listed? Could it possibly say both? Thanks much for your time. Lisa LaGumina Seattle Galvanizing i r Christopher Young From: Christopher Young Sent: Friday, April 18, 2014 9:43 AM To: Tom Cooper Subject: Scott's Galvanizing Tom—I conducted the sprinkler and alarm acceptance test this am out at Scott Galvanizing. Her are the highlights; Sprinkler flow at 92psi with 80psi residual (better than calculated) Accelerator activated and flow within 45 seconds to most remote area All tampers, flow switches, and air pressure activated alarm Alarm appliances activated C AV's operated G FACP confirmed annunciation of all appliances Central Station verified Repeat of appliance activation confirmed Address and call back number confirmed 8 fire extinguishers mounted and identified with signs per NFPA 10 Any questions let me know. Christopher Young Building Official City of Arlington 360-403-3432 cyoune@arlinetonwa.Qov ©4WID "The importance of a strong building code is most evident after a disaster." i ✓ U � z U .o w U t-I ° x O N Z p U 4 x o z � vu 1-4 ¢ Q A w j ® z z z �°�' A :. p O ® 0-.4z , � o W �' �° bz 1r. U z o 14-4 z IJ W Q 0 z bL p p � Z o O r "Z C) N O Z ° oU U i Field/Material Report Report#: 082016 A.'A.f .Te ttrir� Chboratiiry,'InC`71163 1$0fli vt?:�I.F;;F�tatfic > iiiYe C1`{}1',Rtiit�rYrt itd; YVA9@�62 Ph9n@,4, #J,209.1;.E� ,U-08t 1 Client Name: SEA CON Project Number: 13-565 Contact: Hadi Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 1/24/2014 Supplier: Smokey Point Air Temperature: 30 F Material Data: Concrete Concrete Temperature: 49 F ASTM C 1064 Plant Number: Smokey Point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4 " ASTM C 143 Truck Number: 6730 Time Sampled: 7:43:00 AM Ticket Number: 2116026 Added Water: 0 ByWhom: Number of Samples: 4 Air Entrainment(oz/yard): Yams placed: 331409 Admixtures(oz/yard)): Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Grade beams and slab. Grid Lines: B to D,9 to 17. Remarks: Resteel per sheet S1 and S3. Allowable water at 33 cubic yard mark,12 gallons. Concrete mechanically consolidated, Water stop RX-102 installed around pit walls by contractor. Anchor bolts installed by contractor. © Conforming to approved plans Inspector: Tangalan,Silvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1400615 1/31/2014 7 4 X 8 12.63 1/3 69960 5540 C 1231 Cone Split 1400616 2/21/2014 28 4 X 8 12.56 1/3 95180 7580 C 1231 Cone Split 1400617 2/21/2014 28 4 X 8 12.56 1/3 91760 7310 C 1231 Cone Split 1400618 2/21/2014 28 4 X 8 12.56 1/3 96430 7680 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑owner D*ft McMod: ❑ Municipality ❑ Engineer Architect Tested By: J. Hoover n Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Field/Material Report Report#: 082017 u..A.R. l oetlrt ' dt C i;�h41 ' "f 0if9'dAvi :'�! `; �tiE"rF'8b' rtl eiithoii V�At^�8052 Phone 425, $1,;5$1Z f ax.42�S,86i•5^�49 Client Name: SEA CON Project Number: 13-565 Contact: Hadi Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 1/24/2014 Supplier: Smokey Point Air Temperature: 42 F Material Data: Concrete Concrete Temperature: 60 F ASTM C 1064 Plant Number: Smokey Point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 ASTM C 143 Truck Number: 8731 Time Sampled: 9:40:00 AM Ticket Number: 2115044 Added Water: 28 ByWhom: Contractor Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 165/409 Admixtures(oz/yard)): NCA 158 Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Grade beams and slab. East half of building. Grid Lines: B to D.9 to 17. Remarks: Resteel per sheet S1 and S3_ Allowable water at 165 cubic yard mark,28.5 gallons. Concrete mechanically consolidated. Conforming to approved plans Inspector: Tangalan,Silvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1400619 1/31/2014 7 4 X 8 12.63 2/3 66340 5250 C 1231 Cone Split 1400620 2/21/2014 28 4 X 8 12.56 2/3 91910 7320 C 1231 Cone Split 1400621 2/21/2014 28 4 X 8 12.56 2/3 86860 6920 C 1231 Cone Split 1400622 2121/2014 28 4 X 8 12.56 2/3 91900 7320 C 1231 Cone Split Distribution: f Client ❑ Contractor ❑ Owner Delia Nei9Md. ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the Feld excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Field/Material Report Report#: 082018 &'Ate:'4`e�Eingtabiiratory,in7'1Oit�gaic'�Ir$2F, �t`t£@�C101;�Re�m�/t�`d,' �8� i Phone Vk8,81AW Fak42M.814441 Client Name: SEA CON Project Number: 13-565 Contact: Had!Mirza! Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 1/24/2014 Supplier: Smokey Point Air Temperature: 45 F Material Data: Concrete Concrete Temperature: 64 F ASTM C 1064 Plant Number: Smokey Point Air Content: %, ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8076 Time Sampled: 12:20:00 PM Ticket Number: 2115070 Added Water: 5 ByWhom: Contractor Number of Samples: 4 Air Entrainment(ozlyard): Yards placed: 330/409 Admixtures(oz/yard)): NCA 192 Design Strength: 4000 Inspection Performed. Reinforced Concrete Location: Grade beams and slab. East half of building. Grid Lines: B to D,9-17 Remarks: Resteel per sheet S1 and S3. Allowabel water at 330 cubic yard mark,32.4 gallons. Concrete mechacnilly consolidated. 0 Conforming to approved plans Inspector: Tangalan,Silvestre 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1400623 1/31/2014 7 4X8 12,63 3/3 60080 4760 C1231 Shear 1400624 2/21/2014 28 4 X 8 12.56 3/3 79740 6350 C 1231 Cone Shear 1400625 2/21/2014 28 4 X 8 12.56 3/3 79410 6320 C 1231 Cone Split 1400626 2/21/2014 28 4 X 8 12.56 3/3 81280 6470 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Date Maud: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer),All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Field/Material Report Report#: 79944 A.A.R.Testing Laboratory..I=.7126 180th Ave.N.E4, Sut�°�7C'101.Redmond, WA 98052 Phone g�S.8 1,5612 fax 420.80.1,5111 Client Name: SEA CON Project Number: 13-565 Contact: Hadi Mirzai Permit# 13-0067 Client Address: 165 N:E.Juniper St, Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 1/31/2014 Supplier: Smokey Point Air Temperature: 39 F Material Data: Concrete Concrete Temperature: 62 F ASTM C 1064 Plant Number: None Air Content: % ASTM C 231 Mix Number: 01600 Slump: 5 " ASTM C 143 Truck Number: 8736 Time Sampled: 7:20:00 AM Ticket Number: 2115246 Added Water: 0 ByWhom: Number of Samples: 4 Air Entrainment(oz/yard): Yards placed: 11/70 Admixtures(oz/yard)): NCA 158 Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: Slab on grade with grade beams. Foundation level. Grid Lines: A to B/4 to 8. Remarks: Fresh concrete placed by Ralphs boom pump method and mechanically consolidated throughout. Reinforcing steel checked and found satisfactory to Kosnik engineering revision drawing 1/17/2013,K13.008. 0 Conforming to approved plans Inspector. Medearis,Jeff 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1400804 2/7/2014 7 4 X 8 12.63 111 64940 5140 C 1231 Cone Shear Distribution: ❑ Client ❑ Contractor ❑ Owner Date Mailed: ❑ Municipality ❑ Engineer ❑ Architect Tested By: J.Hoover Distribute Other Reviewed. Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory, Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory Is strictly forbidden. Field/Material Report Report#: 082052 AAR.iiiing Laboratory,Inc:ti26180tn Ave.NJf_. Park 180,1 Sufft-10 .Redmbntl, WA 9dit! Phoge 425.8i 1.5$12 Fax 425.881.5441 Client Name: SEA CON Project Number: 13-565 Contact: Hadi Mirzai Permit# 13-0067 Client Address: 165 N.E.Juniper St. Project Name: Scott Galvanizing Issaquah,WA 98027 Address: 6010 199th St.N.E. Date: 1/9/2014 Supplier: Smokey Point Air Temperature: 36 F Material Data: Concrete Concrete Temperature: 58 F ASTM C 1064 Plant Number: smokey point Air Content: % ASTM C 231 Mix Number: 01600 Slump: 4.5 " ASTM C 143 Truck Number: 8093 Time Sampled: 9:30:00 AM Ticket Number: 2114620 Added Water: 0 ByWhom: Number of Samples: 4 Air Entrainment(ozlyard): Yards placed: 10/18 Admixtures(oz(yard)) Design Strength: 4000 Inspection Performed: Reinforced Concrete Location: For deep tank pit#5,stem walls. Grid Lines: 11.6,13.3/B.3-C.7;porch walls 9.5-9.7/B,3-13.4;9.5-9.7/C.7—C.8;pocket pit walls at 10.7/B-B.3. Remarks: Resteel was inspected prior to pour. It was in conformance with the drawing S3,S5,by grade,size,location,lap splice and concrete cover. Concrete was placed via a pump,mechanically consolidate. No water on site was added. ❑� Conforming to approved plans Inspector: Shpdts,Yevgeniy 2nd Inspector: 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 1400174 1/16/2014 7 4 X 8 12.63 112 67650 5350 C 1231 Cone Shear 1400175 2/6/2014 28 4 X 8 12.63 1/2 83690 6630 C 1231 Cone Split 1400176 2/6/2014 28 4 X 8 12.63 1/2 90810 7190 C 1231 Cone Split 1400177 2/6/2014 28 4 X 8 12.63 1/2 86220 6830 C 1231 Cone Split Distribution: ❑ Client ❑ Contractor ❑ Owner Date Ma&led. ❑ Municipality ❑ Engineer ❑Architect Tested By: J.Hoover ❑ Distribute Other Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2(required use of a maximum-minimum thermometer).All reports are considered confidential and are the property of the client and A.A.R.Testing Laboratory,Inc. Reproduction except in full,without the written consent of A.A.R.Testing Laboratory is strictly forbidden. Christopher Young From: James Kelly Sent: Thursday, November 14, 2013 12:00 PM To: Christopher Young; Amy Rusko Subject: RE: Utility Fees for Scott Galvanized Trailer/Office= 1 ERU (5/8" Meter) $4,300.00—Water Connection $8,400.00—Sewer Connection $720.00—5/8" Meter $720.00—5/8" Irrigation Meter(new request asked of Earl in the field) $180.00—Side Sewer Inspection Total—$13,600.00 Warehouse/Manufacturing=1 ERU (1"Meter) 10,750.00—Water Connection 8400.00—Sewer Connection 1,080.00—1" Meter 180.00—Side Sewer Inspection Total-$20,410.00 Updated Connection Fees for Scott Galvanizing-$34,730.00 Thanks-Jim James X.Kelly,PE Public Works Director City of Arlington From: Christopher Young Sent: Thursday, November 14, 2013 7:59 AM To: James Kelly; Amy Rusko Subject: RE: Utility Fees for Scott Galvanized Jim - they needed to upsize due to the addition of urinals with flushometer valves. The plans stayed the same with male/female and lunchroom. I researched the need for process water and very little is used for the operation. Water is used in the pickling tank and topped off from time to time due to evaporation. No water will used and discharged for the process. Thanks, Christopher Young Building Official City of Arlington 360-403-3432 cyoung@arlingtonwa.eov i u I "The importance of a strong building code is most evident after a disaster." From: James Kelly Sent: Thursday, November 14, 2013 6:41 AM To: Amy Rusko Cc: Christopher Young Subject: RE: Utility Fees for Scott Galvanized Amy— I will re-run the calcs as a 5/8" service at office trailer and a V service at the large bldg. (whse). Just to make sure we're fair with connection fees, is the water consumption in the large bldg. still M/F restrooms with a lunch area? Or are they adding water consuming facilities related to production? Thanks-Jim James X.Kelly,PE Public Works Director City of Arlington From: Amy Rusko Sent: Wednesday, November 13, 2013 4:09 PM To: James Kelly Cc: Christopher Young Subject: Utility Fees for Scott Galvanized Jim, I have attached the utility connection fee estimate that you provided to us back in the beginning of August for reference. The plumbing permit has come in for the warehouse portion that is listed in the attachment. When Chris looked at what was going in, it was discovered that they will need larger than a 5/8" meter that was predicted. From comments in IWorq's they are adding urinals with flushometer valves, which has pushed them over the 5/8" meter limit on fixtures. They will need to install a 1" meter to accommodate this increase in fixtures. I was hoping we could have your approval for this increase in meter size on a new worksheet. Thank you, t A* City of Arlington Permit Technician 360-403-3550 arusko@arlingtonwa.gov In JloaISO 2 SNOHOMISH HEALTH DISTRICT WWW.SNOHD.ORG Environmental Health Division April 3, 2014 Tahnya Shafer Best Western Plus 3721 172"d St NE Arlington, WA 98223 Subject: Proposed Best Western Plus Arlington/Marysville, 3721 172"d St NE, Arlington Dear Ms. Shafer: Your plans have been reviewed with the Rules and Regulations of the State Board of Health, and with the policies of the Snohomish Health District. With the addition of the following conditions,the plans are approved. 1. The conditional approval of the plans for Best Western Plus Arlington/Marysville was based upon the plans, menu and HACCP submitted March 14, 2014.Any changes to these items will void this approval. 2. The Health District operating permit application process must be completed prior to opening for business. This facility will be classified as a medium risk food establishment with 51-150 seats. 3. Three-compartment sinks must be listed by the National Sanitation Foundation (NSF) or equivalent listed with integral drainboards at both ends. The basins of the three-compartment sink must be large enough to fit the largest item needing to be washed. 4. An indirect waste drain (an air gap) is required for the food preparation sink, three-compartment sink, mechanical dishwasher, and any equipment in which food is placed. 5. Each food preparation sink must be NSF or equivalent listed with at least one integral drainboard. 6. Only one food preparation sink is indicated on the floor plan. Because of this, only fruit/vegetable preparation will be allowed at this sink. No rinsing or thawing under running water of raw meat, poultry, and/or seafood will be allowed without the installation of an additional and separate food preparation sink. If installed, the location of any additional food preparation sink must be approved prior to installation, be NSF listed or equivalent, and have at least one integral drainboard. 7. A horizontal separation of at least 16 inches or a vertical partition 16 inches in height is required between the handwash sink and the food preparation sink. 8. Water heaters must be of sufficient size to provide hot water to dishwasher and/or scullery sinks and at the same time provide hot water to all handwash sinks. 9. Hot water must be available to all handwash sinks within 15 seconds. The hot water for the facility must not be used, at any plumbing fixture, for a minimum of 6 hours prior to the preoperational inspection. This is required so that proper testing of the 15-second time requirement for hot water availability can be completed. 10. All food service equipment, both new and used, must be listed by the National Sanitation Foundation(NSF) or equivalent for its intended use. Used and new refrigeration must be capable of holding food at temperature of 41 OF or below. 11. Used equipment is subject to onsite inspection to determine acceptability for use in the proposed food service establishment. Used equipment must be clean, in proper operating condition, and in good repair. Used refrigeration must be capable of holding at a temperature of 41 OF or below. 12. This facility has only one 2-door upright food storage refrigerator(43.5 cubic feet). This does not meet the Health District minimum refrigeration requirement of 144 cubic feet of refrigerated storage. Based upon the information submitted on March 28, 2014 and menu submitted March 14, 2014, a variance to allow a reduced amount of refrigeration has been granted. This variance is for the current operation only and is non-transferable. If during routine inspections it is found that the current amount of refrigeration is inadequate for the refrigerated storage needs of the facility, then the number of menu items must be reduced to a level 3020 Rucker Avenue, Suite 104 0 Everett, WA 98201-3900 0 tel: 425.339.5250 ■ fax: 425.339.5254 acceptable for the facility's amount of refrigeration. The menu item reduction will remain in effect until such time as additional refrigeration is installed and approved by the Health District. Changes in the food preparation process may also be required if deemed a contributing factor for inadequate refrigeration. 13. This facility has a limited amount of reach-in refrigeration equipment. No advanced preparation of foods that require cooling will be allowed unless a walk-in refrigerator or blast chiller(rapid temperature pull down refrigerator) is installed or other Health District approved cooling method is in place. Approval of cooling methods other than in a walk-in refrigerator must be approved prior to final plan approval. Any proposed cooling method must be included in required description of the food preparation process. Please note that if any approval for cooling of food is given, the risk classification for the establishment will change to a high-risk food establishment and an additional permit fee for the classification change will be charged. 14. Extra wall protection is required on walls behind all sinks, including restroom handwash sinks, and food preparation counters and tables. A 16-inch high backsplash of plastic laminate, fiberglass-reinforced plastic or equal is acceptable. A backsplash higher than 16 inches is required on the wall behind counter top equipment taller than 16 inches. Floor to ceiling protection is required on the wall behind dishwashers. Wall protection behind mop sinks must cover the entire splash zone. Plastic coated hardboard is not acceptable. 15. All floors in the kitchen, food preparation, food service, food storage, and dishwashing areas must be surfaced with a durable, nonabsorbent, easily cleanable material. Expansion joints, seams, saw cuts and the like in concrete floors in all areas, including customer seating areas, must be filled and sealed so as to provide a smooth and cleanable surface. 16, The ceiling above the food preparation areas must be non-perforated, nonabsorbent, smooth and easily cleanable. 17. Cabinet shelving must be nonabsorbent, smooth and easily cleanable. (Self stick vinyl or other type surfaces are not acceptable) 18. All light fixtures in food preparation and storage areas must be provided with covers and shatterproof bulbs. Hot hold unit heat lamps must be provided with shatterproof bulbs. 19. The ventilation system shall be installed and operated to meet applicable building, mechanical, and fire codes. 20. All food available for customer self service in the breakfast area must be protected from potential contamination by the use of packaging, display cases, covers, serving line sneeze guard protectors, dispensers or by other effective means. A preoperational inspection is required prior to operating permit issuance and approval to open for business.At the time of inspection the construction of the food service establishment must be complete and all equipment must be in place and in proper operating condition. Incomplete construction or equipment operation will result in a $168.00 re-inspection fee. Contact the Food Program office a minimum of one week in advance to schedule an appointment for the preoperational inspection.The preoperational inspection will ensure compliance with the Rules and Regulations of the State Board of Health for Food Service Sanitation. Changes or additions to the approved plans or equipment require pre-approval from the Snohomish Health District prior to implementation of the changes. Please contact me if you have any questions. My office number is 425.339.8742 and my email address is ehagedorn(a_)snohd.orq. Sincerely, , Elaine Hagedorn, RS Environmental Health Specialist Food Establishment Plan Review EH/sm Enclosure: Permit application and current fee schedule cc: City of Arlington Building Department Mike Shumway, Environmental Health Specialist ',; Chapter 296-835 WAC DIPPING AND COATING OPERATIONS (DIP TANKS) WAC 296-835-130 Additional requirements for dip tanks used for specific 296-835-100 Scope. processes. 296-835-1 10 General requirements. HARDENING OR TEMPERING CONSTRUCTION 296-835-13005 Meet specific requirements if you use a hardening or 296-835-1 1 005 Construct safe dip tanks. tempering tank. VENTILATION ELECTROSTATIC EQUIPMENT 296-835-1 1010 Provide proper ventilation for the vapor area. 296-835-13010 Meet specific requirements if you use electrostatic 296-835-1 1 0 1 5 Take additional precautions if you recirculate ventila- equipment. tion system exhaust air into the workplace. FLOW COATING 296-835-11020 Take additional precautions when using an exhaust hood. 296-835-13015 Meet specific requirements ifyou use a flow coating INSPECTION process. 296-835-1 1025 Periodically inspect your dip tanks and associated ROLL COATING equipment and correct any deficiencies. 296-835-13020 Take additional precautions if your roll coating opera- FIRST AID tion uses a liquid that has a flashpoint below 1407 (60oC). 296-835-1 1030 Make sure employees working near dip tanks know VAPOR DEGREASING appropriate first-aid procedures. CLEANING 296-835-13025 Provide additional safeguards for vapor degreasing tanks. 296-835-1 1 035 Prepare dip tanks before cleaning. SPRAY CLEANING OR DEGREASING CYANIDE 296-835-13030 Control liquid spray over an open surface cleaning or 296-835-1 1040 Safeguard cyanide tanks. degreasing tank. WELDING 296-835-140 Definitions. 296-835-11045 Protect employees during welding,burning,or other C.WAC 296-835-100 Scope. work using open flames. P LIQUIDS HARMFUL TO SKIN IMPORTANT: A dip tank is a container holding a liquid other than 296-835-11050 Protect employees that use liquids that may bum,irri-tale,or otherwise harm the skin. plain water that is used for dipping or coating.An object may 296-835-120 Additional requirements for dip tanks using flammable be completely or partially immersed(in a dip tank)or it may or combustible liquids. be suspended in a vapor coming from the tank. CONSTRUCTION Exemption: Dip tanks that use a molten material(mol- 296-835-12005 Include additional safeguards when constructing dip ten metal,alloy,salt,etc.)are not covered by this chapter. tanks. This chapter applies to: 296-835-1201 Provide overflow pipes. 296-835-1201 5 Provide bottom drains. • A dip tank that uses a liquid other than plain water,or FIRE PROTECTION the vapor of the liquid,to: —Clean an object 296-835-12020 Provide fire protection in the vapor area. —Coat an object 296-835-12025 Provide additional fire protection for large dip tanks. ELECTRICAL WIRING AND EQUIPMENT AND SOURCES OF —Alter the surface of an object OR IGNITION 296-835-12035 Prevent static electricity sparks or arcs when adding liq- —Change the character of an object. uids to a dip tank. • Draining or drying an object that has been dipped or 296-835-12040 Control ignition sources. coated. 296-835-12045 Provide safe electrical wiring and equipment where the liquid can drip or splash. Examples of covered dipping and coating operations HOUSEKEEPING include,but are not limited to: —paint dipping 296-835-12050 Keep the area around dip tanks clear of combustible —El material and properly dispose of waste. ting —Anodizing ectro ectropla la HEATING LIQUID —Pickling 296-835-12055 Make sure heating the liquid in your dip tanks does not —Quenching cause a fire. —Tanning HEAT DRYING —Degreasing 296-835-12060 Make sure a heating system used for drying objects does —Stripping not cause a fire. —Cleaning CONVEYORS —Dyeing 296-835-12065 Make sure conveyor systems are safe —Flow coating (1/24/07) [Ch.296-835 WAC—p.I ti 296-835-110 Dipping and Coating Operations(Dip Tanks) —Rol I coating. VENTILATION Reference: You have to do a hazard assessment to iden- tify hazards or potential hazards in your workplace and deter- WAC 296-835-11010 Provide proper ventilation for mine if PPE is necessary to protect your employees. See per- the vapor area. sonal protective equipment(PPE), WAC 296-800-160,in the You must: core rules,chapter 296-800 WAC. • Make sure mechanical ventilation meets the require- [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- ments of one or more of the following standards: 102,§296-835-100,filed 7/17/02,effective 10/1/02.1 — NFPA 34-1995, Standard for Dipping and Coating Processes Using Flammable or Combustible Liquids WAC 296-835-110 General requirements.Summary. —ACGIH's "Industrial Ventilation: A Manual of Rec- Your responsibility: ommended Practice" (22nd ed., 1995) Safeguard employees working with dip tanks. —ANSI Z9.1-1971,Practices for Ventilation and Opera- You must: tion of Open-Surface Tanks and ANSI Z9.2-1979, Funda- CONSTRUCTION mentals Governing the Design and Operation of Local Construct safe dip tanks Exhaust Systems. WAC 296-835-1 1005 Note: Some,or all,of the consensus standards(such as ANSI and VENTILATION NFPA)may have been revised.If you comply with a later version of a consensus standard,you will be considered to Provide proper ventilation for the vapor area have complied with any previous version of the same con- WAC 296-835-11010 sensus standard. Take additional precautions if you recirculate ventilation You must: system exhaust air into the workplace • Limit the vapor area to the smallest practical space by WAC 296-835-11015 using mechanical ventilation. Take additional precautions when using an exhaust hood • Keep airborne concentration of any substance below WAC 296-835-11020 twenty-five percent of its lower flammable limit(LFL). INSPECTION •Make sure mechanical ventilation draws the flow of air Periodically inspect your dip tanks and associated equip- into a hood or exhaust duct. ment and correct any deficiencies • Have a separate exhaust system for each dip tank if the WAC 296-835-11025 combination of substances being removed could cause a: FIRST AID —Fire Make sure employees working near dip tanks know —Explosion appropriate first-aid procedures OR WAC 296-835-11030 —Potentially hazardous chemical reaction. CLEANING Reference: You need to keep employee exposure within Prepare dip tanks before cleaning safe levels when the liquid in a dip tank creates an exposure WAC 296-835-11035 hazard. See Air contaminants, WAC 296-62-075 through CYANIDE 296-62-07515. Note: You may use a tank cover or material that floats on the sur- Safeguard cyanide tanks face of the liquid to replace or assist ventilation. The WAC 296-83 5-1 1 040 method or combination of methods you choose has to main- WELDING tain the airborne concentration of the hazardous material Protect employees during welding, burning or other and the employee's exposure within safe limits [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- work using open flames 102,li 296.835-1 1 01 0,filed 7/17/02,effective 10/1/02.] WAC 296-835-11045 LIQUIDS HARMFUL TO SKIN WAC 296-835-11015 Take additional precautions if Provide additional protection for employees working you recirculate ventilation system exhaust air into the near dip tanks that use liquid that may burn,irritate,or other- workplace. wise harm the skin You must: WAC 296-83 5-1 1 050. •Only recirculate air that contains no substance at a con- [Statutory Authority: RCW 49.17.010,149 17].040,and[49.171,050.0245- centration that could pose a health or safety hazard to 102,§296-835.110,riled 7/17/02,effective 10/l/02.] employees. • Make sure any exhaust system that recirculates air into CONSTRUCTION the workplace: —Passes the air through a device that removes contami- WAC 296-835-11005 Construct safe dip tanks. nants You must: —Sounds an alarm and automatically shuts down the dip • Make sure dip tanks, including any drain boards, are tank operation,if the vapor concentration of any substance in strong enough to support the expected load. the exhaust air exceeds twenty-five percent of its LFL [Statutory Authority: RCW 49.17.010.[49.17].040,and[49 17]050 02-15- —Monitors the concentration of vapor from flammable 102,§296-835-11005.riled 7/17/02,effective 10/1/02.] or combustible liquids with approved equipment. [Ch.296-835 WAC—p.21 (1/24/07) Dipping and Coating Operations(Dip Tanks) 296-835-11045 Note: •The LFL concentration in the air must be determined after Reference: There are additional requirements that may the air passes through the air-cleaning device and before the air reenters the workspace. include providing emergency washing facilities and •Most substances will pose a health hazard at a concentra- employee training. See first aid, WAC 296-800-150, and tion far below twenty-five percent of its LFL. employer chemical hazard communication, WAC 296-800- [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- 170, in the safety and health core rules, chapter 296-800 102,§296-835-1 101 5,filed 7/17/02,effective 10/l/02.1 WAC. WAC 2 96-835-1 1 020 Take additional precautions [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- when using an exhaust hood. 102,§296-835-11030,filed 7/17/02,effective 10/1/02.] You must: CLEANING • Make sure each room with an exhaust hood has a source of outside air that: —Enters the room in a way that will not interfere with the WAC 296-835-11035 Prepare dip tanks before clean- function of the hood ing• — Replaces at least ninety percent of the air taken in You must: through the hood. (1)Drain the contents of the tank and open any cleanout [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- doors. 102,§296-835-1 1 020,filed 7/17/02,effective 10/l/02.] (2) Ventilate the tank to clear any accumulated hazard- INSPECTION ous vapors. Reference: There may be requirements that apply before an employee enters a dip tank. See chapter 296-809 WAC 296-835-11025 Periodically inspect your dip WAC,Confined spaces. tanks and associated equipment and correct any deficien- cies. [Statutory Authority: RCW 49.17.010,49.17.040,49.17.050,49.17.060.07- 03-163,§296-835-11035,filed 1/24/07,effective 4/l/07.Statutory Author- You must: ity: RCW 49.17.010,[49,17],040,and[49.17].050.02-15-102,§296-835- •Inspect or test your dip tanks and associated equipment 11035,filed 7/17/02,effective 10/1/02.] periodically, including: —Covers CYANIDE —Overflow pipes —Bottom drains and valves WAC 296-835-11040 Safeguard cyanide tanks. — Electrical wiring, equipment, and grounding connec- You must: tions —Ventilating systems •Provide a dike or other safeguard(s)to prevent cyanide —Fire extinguishing equipment from mixing with an acid if a dip tank fails. • Inspect the hoods and ductwork of the ventilation sys- Note: This would also apply to spills or other means by which tern for corrosion and damage and make sure the airflow is cyanide could come in contact with an acid in sufficient quantity to produce a hazardous gas. adequate: —At least quarterly during operation [Statutory Authority: RCW 49.17.010,[49.171.040,and[49.17].050.02-15- —Prior to operation after a prolonged shutdown 102,§296-835-1 1040,filed 7/17/02,effective 10/1/02.1 • Promptly fix any deficiencies found. WELDING Note: • To assist you in tracking your inspections and actions taken from those inspections,you may want to keep a writ- ten record. WAC 296-835-11045 Protect employees during weld- - It is recommended that inspections be at least quarterly even if the system is not operating.Depending on the chem- ing,burning,or other work using open flames. icals in use more frequent inspection may be required. You must' [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- • Make sure the dip tank and the area around it are thor- 102,§296-835-11025,filed 7/17/02,effective 10/l/02.1 oughly cleaned of solvents and vapors before performing FIRST AID work involving: —Welding WAC 296-835-11030 Make sure employees working —Burning near dip tanks know appropriate first-aid procedures. OR You must: —Open flames • Make sure your employees know the appropriate first- Reference: There are additional requirements for this aid procedures for the hazards of your dipping and coating type of work.See Welding,cutting and brazing,chapter 296- operations. 24 WAC, Part I,and Respiratory protection,chapter 296-842 Note: •First-aid procedures are contained in the Material Safety WAC. Data Sheet(MSDS)for the chemicals used in the dip tank. •First-aid supplies appropriate for the hazards of the dip- [Statutory Authority: RCW 49.17.010,49.17.040,49.17.050,49.17.060.05- ping or coating operation need to be located near the dip 03-093,§296-835-11045,filed 1/18/05,effective 3/l/05.Statutory Author- tank to be considered"readily available" as required by ity: RCW 49.17.010,[49.17].040,and(49.171.050.02-15-102,§296-835- WAC 296-800-15020. 11045,filed 7/17/02,effective 10/1/02.] (1/24/07) [Ch.296-835 WAC—p.31 296-835-11050 Dipping and Coating Operations(Dip Tanks) LIQUIDS HARMFUL TO SKIN WAC 296-835-12020 Provide additional fire protection for large dip tanks WAC 296-835-11050 Protect employees that use liq- WAC 296-835-12025 uids that may burn,irritate,or otherwise harm the skin. ELECTRICAL WIRING AND EQUIPMENT AND SOURCES You must: OF IGNITION (1)Make sure washing facilities,including hot water,are Prevent static electricity sparks or arcs when adding liq- available for every ten employees that work with dip tank liq- uids to a dip tank uids. WAC 296-835-12035 (2) Satisfy medical requirements: Control ignition sources in the vapor area and adjacent • Make sure an employee with any small skin abrasion, area cut,rash,or open sore receives treatment by a properly desig- WAC 296-835-12040 nated person. Provide safe wiring and electrical equipment where the •Make sure an employee with a sore,burn,or other skin liquid can drip or splash lesion that needs medical treatment, has a physician's WAC 296-835-12045 approval before they perform their regular work. HOUSEKEEPING • Make sure employees who work with chromic acid Keep the area around dip tanks clear of combustible receive periodic examinations of their exposed body parts, material and properly dispose of waste especially their nostrils. WAC 296-835-12050 Note: • Periodic means on a yearly basis unless otherwise indi- HEATING LIQUID cated. •Any time chromic acid spills onto an employee's skin or Make sure heating the liquid in your dip tanks does not theirclothing is saturated,a physician should be responsible cause a fire for evaluating and monitoring the area where chromic acid WAC 296-835-12055 made contact with the skin. You must: HEAT DRYING (3)Provide lockers or other storage space to prevent con- Make sure a heating system used for drying objects does tamination of street clothes. not cause a fire Reference: You have to do a hazard assessment to iden- WAC 296-835-12060 tify hazards or potential hazards in your workplace and deter- CONVEYORS mine if PPE is necessary to protect your employees.See Per- Make sure the conveyor system for dip tanks is safe sonal protective equipment(PPE),WAC 296-800-160,in the WAC 296-835-12065. safety and health core rules,chapter 296-800 WAC. [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- [Statutory Authority: RCW 49.17.010,[49.17].040,and[49 17]050.02-15- 102,§296-835-120,filed 7/17/02,effective 10/1/02.] 102,§296-835-1 1 050,filed 7/17/02,effective 10/l/02.] CONSTRUCTION WAC 296-835-120 Additional requirements for dip tanks using flammable or combustible liquids.Summary. WAC 296-835-12005 Include additional safeguards IMPORTANT• when constructing dip tanks. This section applies to: You must: • Flammable and combustible liquids (flashpoint below (1) Make sure the dip tank, drain boards (if provided), 200°F) and supports,are made of noncombustible material. • Liquids that have a flashpoint of 200°F (93.3°C) or (2)Make sure piping connections on drains and overflow higher if you: pipes allow easy access to the inside of the pipe for inspection —Heat the liquid and cleaning. —Dip a heated object in the tank [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- Reference: Store flammable and combustible liquids as 102,§296-835-12005,filed 7/17/02,effective 10/l/02.] required by Flammable and combustible liquids, WAC 296- 24-330, in the general safety and health standards. WAC 296-835-12010 Provide overflow pipes. Your responsibility: You must: Safeguard employees working with dip tanks containing • Provide an overflow pipe on dip tanks that: flammable or combustible liquids —Hold more than one hundred fifty gallons of liquid You must: OR CONSTRUCTION —Have more than ten square feet of liquid surface area Include additional safeguards when constructing dip •Make sure the overflow pipe is: tanks —Properly trapped WAC 296-835-12005 —Able to prevent the dip tank from overflowing Provide overflow pipes —Three inches or more(7.6 cm) in diameter WAC 296-835-12010 —Discharged to a safe location. Provide bottom drains Note: Discharged to a safe location could be a: WAC 296-835-12015 —Safe location outside the building FIRE PROTECTION OR —Closed, properly vented salvage tank or tanks that can Provide fire protection in the vapor area hold more than the dip tank. [Ch.296-835 WAC—p.41 (1/24/07) i Dipping and Coating Operations(Dip Tanks) 296-835-12035 You must: • Make sure automatic fire extinguishing systems or •Make sure the bottom of the overflow pipe is at least six automatic dip tank covers meet the requirements of Table 1. inches(15.2 cm)below the top of the tank. Exemption: An automatic fire extinguishing system or Note: The overflow pipe should be large enough to remove water an automatic dip tank cover is not required for a hardening or applied to the liquid surface or the dip tank from automatic tempering tank that: sprinklers or other sources in the event of fire.Smaller dip tanks should be equipped with overflow pipes,if practical. •Holds less than five hundred gallons [Statutory Authority: RCW 49.17,010,[49.17].040,and[49.171.050.02-15- OR 102,§296-835-12010,filed 7/17/02,effective 10/1/02.] • Has less than twenty-five square feet of liquid surface area. WAC 296-835-12015 Provide bottom drains. Exemption: A bottom drain is not required if: Table 1: Automatic Fire Protection System Require- - The viscosity of the liquid makes it impractical to ments empty the tank by gravity or pumping IF YOU PROVIDE: THEN YOU MUST: OR An automatic fire extin- •Use extinguishing materi- -The dip tank has an automatic closing cover that meets guishing system als suitable for a fire fueled the requirements of WAC 296-835-12025. by the liquid in the tank You must: •Make sure the system pro- - Provide a bottom drain on all dip tanks that hold more tects the: than five hundred gallons of liquid. —Tanks •Make sure the bottom drain: —Drain boards —Is properly trapped —Stock over drain boards. Will empty the dip tank during a fire A dip tank cover •Make sure the cover is: —Has pipes large enough to empty the tank within five —Closed by approved auto- minutes matic devices in the event of —Uses automatic pumps if gravity draining is not practi- fire cal —Able to be manually acti- -Is capable of both manual and automatic operation vated —Discharges to a safe location. —Kept closed when the tank Note: Discharges to a safe location could be a: is not being used Made of noncombustible —Safe location outside the building OR material or tin-clad material —Closed, properly vented salvage tank or tanks that can with locked metal'Dints. hold more than the dip tank. You must: Reference: Automatic fire extinguishing systems have •Make sure manual operation of the bottom drain is per- specific requirements. See: formed from a safe and easily accessible location. — WAC 296-24-622 for automatic dry chemical extin- [Statutory Authority: RCW 49.17.010,49.17.040,49.17.050,49.17.060.07- guishing system requirements 03-163,§296-835-12015,filed 1/24/07,effective 4/i/07.Statutory Author- —WAC 296-24-623 for automatic carbon dioxide extin- ity: RCW 49.17.010,[49.17].040,and[49.17].050.02-15-102,§296-835- guishing system requirements 12015,fled 7/17/02,effective 10/t/02.] — WAC 296-24-627 for automatic water spray extin- FIRE PROTECTION guishing system and automatic foam extinguishing system requirements. WAC 296-835-12020 Provide fire protection in the [Statutory Authority: RCW 49.17.010,49.17.040,49.17.050,49.17.060.07- 03-163,§296-835-12025,filed 1/24/07,effective 4/l/07.Statutory Author- ity: RCW 49.17.010,[49.17].040,and[49.17].050.02-15-102,§296-835- You must: 12025,filed 7/17/02,effective 10/l/02.] • Provide a manual fire extinguisher near the tank that is suitable for putting out flammable and combustible liquid ELECTRICAL WIRING AND EQUIPMENT AND fires. SOURCES OF IGNITION [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- 102,§296-835-12020,fled 7/17/02,effective 10/1/02.] WAC 296-835-12035 Prevent static electricity sparks WAC 296-835-12025 Provide additional fire protec- or arcs when adding liquids to a dip tank.you must: tion for large dip tanks. You must: • Make sure any portable container used to add liquid to • Provide at least one automatic fire extinguishing sys- the tank is: tem or an automatic dip tank cover if the tank: —Electrically bonded to the dip tank —Holds one hundred fifty gallons or more of liquid —Positively grounded. OR [Statutory Authority: RCW 49.17.010,[49,17].040,and[49.171.050.02-15- -Has four square feet or more of liquid surface area. 102,§296-835-12035,filed 7/17/02,effective 10/l/02] (1/24/07) ICh.296-835 WAC—p.51 i 296-835-12040 Dipping and Coating Operations(Dip Tanks) WAC 296-835-12040 Control ignition sources. [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.171.050,02-15- YOu must: 102,§296-835-12055,filed 7/17/02,effective 10/l/02.] (1) Make sure the vapor areas and adjacent areas do not HEAT DRYING have any: •Open flames. • Spark producing devices. WAC 296-835-12060 Make sure a heating system • Heated surfaces hot enough to ignite vapors. used for drying objects does not cause a fire. (2) Use explosion-proof wiring and equipment in the You must: vapor area. • Make sure the heating system used in a drying opera- Reference: Electrical wiring and equipment has to meet tion that could cause ignition: the requirements of the applicable hazardous (classified) — Has adequate mechanical ventilation that operates location. See Hazardous (classified) locations, WAC 296- before and during the drying operation 24-95613. Electrostatic equipment has specific electrical — Shuts down automatically if a ventilating fan fails to requirements. See WAC 296-835-13010. maintain adequate ventilation You must: —Is installed as required by NFPA 86-1999,Standard for (3)Prohibit smoking in any vapor area: Ovens and Furnaces. • Post an easily seen "NO SMOKING" sign near each dip Note: Some,or all,of the consensus standards(such as ANSI and tank. NFPA)may have been revised.If you comply with a later version of a consensus standard,you will be considered to [Statutory Authority: RCW 49,17.010,[49.171.040,and[49.17].050.02-15- have complied with any previous version of the same con- 102,§296-835-12040,filed 7/17/02,effective 10/1/02.] sensus standard. [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- WAC 296-835-12045 Provide safe electrical wiring 102,§296-835-12060,filed 7/17/02,effective 10/l/02.] and equipment where the liquid can drip or splash. You must: CONVEYORS • Make sure all electrical wiring and equipment in the vapor area is approved for areas that have: WAC 296-835-12065 Make sure conveyor systems —Deposits of easily ignited residue are safe. —Explosive vapor You must: Exemption: This does not apply to wiring that is: • Make sure the conveyor system shuts down automati- -In rigid conduit,threaded boxes or fittings cally if- -Has no taps,splices,or terminal connections. —The ventilation system fails to maintain adequate ven- tilation [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- OR 102,§296-835-12045,filed 7/17/02,effective 10/1/02.] —There is a fire. HOUSEKEEPING [Statutory Authority: RCW 49.17.010,[49.17].040,and[49,171.050.02-15- 102,§296-835-12065,filed 7/17/02,effective 10/1/02.] WAC 296-835-12050 Keep the area around dip tanks clear of combustible material and properly dispose of WAC 296-835-130 Additional requirements for dip waste. tanks used for specific processes.Summary. You must: Your responsibility: Safeguard employees working (1)Make sure the area surrounding dip tanks is: with dip tanks used for specific processes —Completely free of combustible debris You must: —As free of combustible stock as possible. HARDENING OR TEMPERING (2)Provide approved metal waste cans that are: Meet specific requirements if you use a hardening or —Used for immediate disposal of rags and other material tempering tank contaminated with liquids from dipping or coating operations WAC 296-835-13005 —Emptied and the contents properly disposed of at the ELECTROSTATIC EQUIPMENT end of each shift. Meet specific requirements if you use electrostatic [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17],050.02-15- equipment 102,§296-835-12050,Fled 7/17/02,effective 10/1/02.] WAC 296-835-13010 FLOW COATING HEATING LIQUID Meet specific requirements if you use flow coating WAC 296-835-13015 WAC 296-835-12055 Make sure heating the liquid in ROLL COATING your dip tanks does not cause a fire. Take additional precautions if your roll coating opera- You must: tion uses a liquid that has a flashpoint below 140°F(60°C) •Keep the temperature of the liquid in the dip tank: WAC 296-835-13020 —Below the liquid's boiling point VAPOR DEGREASING —At least]00°F below the liquid's autoignition tempera- Provide additional safeguards for vapor degreasing tanks ture. WAC 296-835-13025 [Ch.296-835 WAC—p.61 (1/24/07) ., i I Dipping and Coating Operations(Dip Tanks) 296-835-13010 SPRAY CLEANING OR DEGREASING • Make sure high voltage leads to electrodes are effec- Control liquid spray over an open surface cleaning or tively: degreasing tank —Supported on permanent,suitable insulators WAC 296-835-13030. —Guarded against accidental contact or grounding. [Statutory Authority: RCW 49.17.010,[49 17].040,and[49.17].050.02-15- (2)Make sure transformers,powerpacks,control appara- 102,§296-835-130,filed 7/17/02,effective 10/l/02.] tus,and all other electrical parts of the equipment: —Are located outside the vapor area HARDENING OR TEMPERING OR —Meet the requirements of WAC 296-835-12040. WAC 296-835-13005 Meet specific requirements if Exemption: High voltage grids and their connections you use a hardening or tempering tank. may be located in the vapor area without meeting the require- You must: ments of WAC 296-835-12040. (1)Provide an automatic fire extinguishing system or an PAINT DETERRING automatic dip tank cover for any hardening and tempering ou must tank that uses flammable or combustible liquids and: y Safeguard paint detearing operations. —Holds five hundred gallons(1893 L)or more of liquid OR • Use approved electrostatic equipment in paint detear- -Has twenty-five square feet(2.37 mz)or more of liquid ing operations. surface area. (4)Make sure goods being paint deteared are: (2)Prevent fires. —Supported on conveyors •Make sure hardening and tempering tanks are: —Not manually handled. —Not located on or near combustible flooring. (5) Keep a minimum safe distance (twice the sparking —Located as far away as practical from furnaces. distance) between goods being paint deteared and the elec- - Equipped with noncombustible hoods and vents (or trodes or conductors of the electrostatic equipment at all equally effective devices)for venting to the outside. times by: • Treat vent ducts as flues and keep them away from —Arranging the conveyors to provide the necessary dis- combustible material,particularly roofs. tance (3)Make sure air under pressure is not used to: — Supporting the goods to prevent swinging or move- -Fill the tank ment,if necessary OR • Post a sign that shows the minimum safe distance •Agitate the liquid in the tank. (twice the sparking distance) near the equipment, where it (4) Equip each tank with an alarm that will sound when can be easily seen. the temperature is within 50°F (10'C) of the liquid's flash- (6) Keep paint detearing operations separate from stor- point(alarm set point). age areas and people by using fences,rails or guards that are: (5)Make sure a limit switch shuts down conveyors sup- —Made of conducting material plying work to the tank when the temperature reaches the —Adequately grounded. alarm setpoint,if operationally practical. (7) Protect paint detearing operations from fire by (6)Have a circulating cooling system if the temperature installing: of the liquid can exceed the alarm set point. —Automatic sprinklers Note: The bottom drain of the tank may be combined with the oil OR circulating system if the requirements for bottom drains in —An approved automatic fire extinguishing system. WAC 296-835-12015 are satisfied. [Statutory Authority: RCW 49.17.010,[49.171.040,and[49.17].050.02-15- (8)Collect and remove paint deposits by: 102,§296-835-13005,filed 7/17/02,effective 10/1/02.] —Providing removable drip plates and screens —Cleaning these plates and screens in a safe location. ELECTROSTATIC EQUIPMENT AUTOMATIC DISCONNECT REQUIREMENT You must: WAC 296-835-13010 Meet specific requirements if (9) Make sure electrostatic equipment has automatic you use electrostatic equipment. controls that immediately disconnect the power supply to the ELECTRICAL high-voltage transformer and signal the operator,if. You must: • Ventilating fans or equipment stop or fail for any rea- (1)Provide safe electrical equipment. son • Make sure electrodes in your equipment are: •Conveyors do not work properly —Substantial •A ground(or imminent ground)occurs anywhere in the —Rigidly supported high-voltage system —Permanently located OR —Effectively insulated from ground by insulators • Goods being paint deteared come within twice the •Make sure the insulators are: sparking distance of the electrodes or conductors of the —Nonporous equipment. —Noncombustible [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- -Kept clean and dry 102,§296-835-13010,filed 7/17/02,effective 10/1/02.] (1/24/07) ICh.296-835 WAC—p.71 I 296-835-13015 Dipping and Coating Operations(Dip Tanks) FLOW COATING (4)Take special precautions to keep solvent vapors from mixing with the combustion air of the heater if chlorinated or WAC 296-835-13015 Meet specific requirements if fluorinated hydrocarbon solvents (for example,trichloroeth- you use a flow coating process. ylene or freon)are used in the dip tank. You must: (5) Keep the temperature of the heating element low (1) Make sure all piping is substantial and rigidly sup- enough to keep a solvent or mixture from: ported. •Decomposing (2)Make sure the paint is supplied by a: OR • Gravity tank that does not hold more than ten gallons •Generating excessive vapor. (38 L) [Statutory Authority: RCW 49,17.010,[49.17].040,and[49.17].050.02-15- OR 102,§296-835-13025,filed 7/17/02,effective 10/1/02.] •Direct low-pressure pumping system. (3) Have an approved heat-actuated device that shuts SPRAY CLEANING OR DEGREASING down the pumping system if there is a fire. Note: The area of the sump,and any areas on which paint flows, WAC 296-835-13030 Control liquid spray over an should be included in the area ofdip tank. open surface cleaning or degreasing tank. [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- You must: 102,§296-835-13015,filed 7/17/02,effective 10/l/02.] •Control the spray to the greatest extent feasible by: ROLL COATING —Enclosing the spraying operation as completely as pos- sible — Using mechanical ventilation to provide enough WAC 296-835-13020 Take additional precautions if inward air velocity to prevent the spray from leaving the your roll coating operation uses a liquid that has a flash- vapor area. point below 140°F(60°C). Note: Mechanical baffles may be used to help prevent the dis- IMPORTANT: charge of spray. This section applies to the processes of roll coating,roll Reference: Spray painting operations are covered in spreading, or roll impregnating that use a liquid having a Spray finishing using flammable and combustible materials, flashpoint below 140°F (60°C). Material may be passed WAC 296-24-370, and Spray-finishing operations, WAC directly through a tank or over the surface of a roller that 296-62-11019. revolves partially submerged in the liquid. [Statutory Authority: RCW 49.17.010,[49.17].040,and[49.17].050.02-15- You must: 102,§296-835-13030,filed 7/17/02,effective 10/1/02.] • Prevent sparks from static electricity by: Bonding and grounding all metallic parts (including WAC 296-835-140 Definitions. ACGIH: American rotating parts)and installing static collectors Conference of Governmental Industrial Hygienists. OR Adjacent area: Any area within twenty feet(6.1 m)of —Maintaining a conductive atmosphere(one with a high a vapor area that is not separated from the vapor area by tight relative humidity,for example) in the vapor area. partitions. [Statutory Authority: RCW 49.17.010,[49.171.040,and[49.17].050.02-15- ANSI: American National Standards Institute. 102,§296-835-13020,tiled 7/17/02,effective 10/l/02.] Approved: Approved or listed by a nationally recog- nized testing laboratory. Refer to federal regulation 29 CFR VAPOR DEGREASING 1910.7,for definition of nationally recognized testing labora- tory. WAC 296-835-13025 Provide additional safeguards Autoignition temperature: The minimum temperature for vapor degreasing tanks. required to cause self-sustained combustion without any You must: other source of heat. (1) Make sure, if the tank has a condenser or a vapor- Combustible liquid: A liquid having a flashpoint of at level thermostat,that it keeps the vapor level at least: least 100°F (37.8°C) and below 200°F (93.3°C). Mixtures • Thirty-six inches (91 cm) below the top of the tank if with at least ninety-nine percent of their components having the width of the tank is seventy-two inches or more flashpoints of 2007 (93.3°C) or higher are not considered OR combustible liquids. •One-half the tank width below the top of the tank if the Detearing: A process for removing excess wet coating tank is less than seventy-two inches wide. material from the bottom edge of a dipped or coated object or (2)Make sure,if you use gas as a fuel to heat the tank liq- material by passing it through an electrostatic field. uid, that the combustion chamber is airtight(except for the Dip tank: A container holding a liquid other than plain flue opening)to prevent solvent vapors from entering the air- water that is used for dipping or coating. An object may be fuel mixture. immersed (or partially immersed) in a dip tank or it may be (3) Make sure the exhaust flue: suspended in a vapor coming from the tank. • Is made of corrosion-resistant material Flammable liquid: Any liquid having a flashpoint •Extends to the outside below 1007 (37.8°C), except any mixture having compo- •Has a draft diverter if mechanical exhaust is used. nents with flashpoints of 1007 (37.8°C)or higher, the total 1Ch.296-835 WAC—p.81 (1/24/07) i Dipping and Coating Operations(Dip Tanks) 296-835-140 of which make up ninety-nine percent or more of the total volume of the mixture. Flashpoint: The minimum temperature at which a liq- uid gives off a vapor in sufficient concentration to ignite when tested by any of the measurement methods described in the definition of flashpoint in the safety and health core rules, WAC 296-800-370. Lower flammable limit: The lowest concentration of a material that will propagate a flame. The LFL is usually expressed as a percent by volume of the material in air (or other oxidant). NFPA: National Fire Protection Association. Vapor area: Any area in the vicinity of dip tanks,their drain boards or associated drying,conveying,or other equip- ment where the vapor concentration could exceed twenty- five percent of the lower flammable limit(LFL)for the liquid in the tank. You: Means the employer. See the definition of employer in the safety and health core rules, WAC 296-800- 370. [Statutory Authority: RCW 49.17.010,[49.17].040,and[49,171,050.02-15- 102,§296-835-140,filed 7/17/02,effective 10/l/02.] (1/24/07) [Ch.296-835 WAC—p.91 I " Li = 1=1 F3tJfLD/NG SYSTEMS GROtlf' Version 2012.08.06.1(816112)by DJE 1050 North Watery Lane Ph:(435)919-3100 Brigham City,UT 84302 Fax:(435)919-3101 March 5,2013 SEA CON LLC Project Name: SCOTT GALVANIZING 165 NE JUNIPER ST,SUITE 100 Buildings: A->80'-0"x400'-0"x46'-8"(RC(3,1.0:12);B->16'-0"x52'-0"x18'-0" ISSAQUAH,WA 98027 (1,CS,1.0:12);C->16'-0"x102'-0"x30'-8"(LCS,1.0:12) Attn.: RON TURNER Project Location: ARLINGTON,WA 98223 N B S Project t/: U13R0049A This Letter of Design Certification ensures that the materials supplied by Nucor Building Systems are designed in accordance with the information specified to Nucor on the order documents and summarized by the loading information listed below.The Project Engineer of Record(not Nucor Building Systems)is responsible for verifying that the building code and design loads meet any and all applicable local requirements. The Professional Engineer whose seal appears on this Letter of Certification is employed by Nucor Building Systems,a Member of MBMA,and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. DESIGN LOAD CRITERIA: Structural Loads Applied in General Accordance with: IBC 2009 MBMA Occupancy Importance Classification: 11-Standard Buildings PROJECT-WIDE LOADING TNFORMATION: Ground Snow Load: 25.0 psf Snow Exposure Factor,Ce: 1.00 Snow Imp.Factor,Is: 1.00 Roof Live Load: 20.0 psf Not Reducible Per Code. Wind Velocity: 85 mph Wind Exposure: C Is Roof to meet UL 90 Requirements?: Yes Wind Importance Factor,Iw: 1.00 Seismic Criteria: Ss: 1.042 S1:0.354 •No ground snow included in seismic calculations. Design Sds/Still: 0.752/0.399 Analysis Procedure: Equiv.Lat.Force Procedure Scis_Imp.Factor,le: 1.00 Basic SFRS: Ord.Steel Mom.Frames& Seis.Design Category: D Site Class: D Ord.Steel Cone.-Br.Frames BUILDING-SPECIFIC LOADING INFORMATION: Roof Dead Collateral Dead 1 Snow Wind Seismic Bldg»a.. ...... sf�*._.....t. Pri s. .... ....Sec. sfl....�.........Ct.......... Cs Ps(J�sfl.J...Enclosure. �. .....GCPi._.. .... R... .. ...Cs... 1 _ _... ... ..._ .... Ate` 4.0 3.0 3.0 1 1.2 1.00 25.00 ' Enclosed f 0.18 3.25 0.223 179.0 B ;_ 4.0 i 3_0 3.0 1.2 1.00 T 25.00 Enclosed t 0.18 3.25 0.232 3.0 C 4.5 t 3.0 3.0 € 1.2 1.00 25.00 1 Enclosed t 0.18 1 3.25 0.232 6.5 Mezzanine Information: *Primary Structural Not Included Floor Dead Load: N/A Floor Collateral Load:N/A Floor Live Load: NA Crane Information: (3)15 TON TRDG,(6)7.5 TON MONO CRANES c�C.�1 R. .5,1• WA. Roof-Too Unit Information No roof-top units on building. r s C ll t4 Il ` � The design of structural members supporting roof gravity loads is controlled by the more critical A tr effect of roof live load or roof snow applied in accordance with the governing building code. DESIGN STANDARDS REFERENCED: 1 Design Engineer: Brooks Blackmer •AISC Specification for Structural Steel Buildings-Steel Construction Manual, 13th Edition,(0 2005. •AISI North-American Specification for the Design of Cold-Formed Steel Structures,Latest Edition. •MBMA Low Rise Building Systems Manual, Latest Edition. •AWS Latest Edition of Structural Welding Code. •IBC codes are designed using the latest version ofASCE 7.•No buyout structural components provided on this project. RECEIVED ED Excellence from the ground up APR 0�9 ZOl3 "`AC472E° COA PERMIT CENTER 9L)b L-7 1 � ' r � ,. 3s • ir. Geotechnical Engineering Geology Environmental Scientists Construction Monitoring t- a� 1! re 1 _-r c4Lr 4T..}i t• a-'`.W-. n" y JL GEOTECHNICAL ENGINEERING STUDY — SCOTT GALVANIZING 199TH STREET NORTHEAST AND 60TH AVENUE NORTHEAST ARLINGTON, WASHINGTON ES-2707 c RECEIVEDCOA PERMIT CENTER MY L (fit �✓ C.0 �- �� . f .,; ��� PREPARED FOR SCOTT GALVANIZING CO., INC. c/o 2812 ARCHITECTURE March 12, 2013 Keven D. Hoffmann, E.I.T. Staff Engineer a. cA& qA o iti sbr�t° <t" Kyle R. Campbell, P.E. Principal GEOTECHNICAL ENGINEERING STUDY SCOTT GALVANIZING 1991" STREET NORTHEAST AND 60TH AVENUE NORTHEAST ARLINGTON, WASHINGTON ES-2707 Earth Solutions NW, LLC 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: 425-449-4704 Fax: 426-449-4711 Toll Free: 866-336-8710 i Impoplant Infopmation Geolechnicalinee n pin a or Geotechnical Services Are Performed for • elevation,configuration,location,orientation,or weight of the Specific Purposes, Persons, and Projects proposed structure, Geotechnical engineers structure their services to meet the specific needs of • composition of the design team,or their clients.A geotechnical engineering study conducted for a civil engi- • project ownership. neer may not fulfill the needs of a construction contractor or even another civil engineer.Because each geotechnical engineering study is unique,each As a general rule,always inform your geotechnical engineer of project geotechnical engineering report is unique,prepared solelyfor the client.No changes—even minor ones—and request an assessment of their impact. one except you should rely on your geotechnical engineering report without Geotechnical engine.nrs cannot accept responsibility or liability forproblems first conferring with the geotechnical engineer who prepared it.And no one that occur because their reports do not consider developments of which —not even you—should apply the report for any purpose or project they were not informed. except the one originally contemplated. Subsurface Conditions Can Change Read the Full Report A geotechnical engineering report is based on conditions that existed at Serious problems have occurred because those relying on a geotechnical the time the study was performed. Do not rely on a geotechnical engineer- engineering report did not read it all.Do not rely on an executive summary. ing reportwhose adequacy may have been affected by:the passage of Do not read selected elements only. time;by man-made events,such as construction on or adjacent to the site; or by natural events,such as floods,earthquakes,or groundwater fluctua- A Geotechnical Engineering Report Is Based on tions.Always contact the geotechnical engineer before applying the report A Unique Set of Project-Specific Factors to determine if it is still reliable.A minor amount of additional testing or Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems. tors when establishing the scope of a study.Typical factors include:the client's goals,objectives,and risk management preferences;the general Most Geotechnical Findings Are Professional nature of the structure involved,its size,and configuration;the location of Opinions the structure on the site;and other planned or existing site improvements, Site exploration identifies subsurface conditions only at those points where such as access roads,parking lots,and underground utilities,Unless the subsurface tests are conducted or samples are taken.Geotechnical engi- geotechnical engineer who conducted the study specifically indicates oth- neers review field and laboratory data and then apply their professional erwise,do not rely on a geotechnical engineering report that was: judgment to render an opinion about subsurface conditions throughout the • not prepared for you, site.Actual subsurface conditions may differ—sometimes significantly— not prepared for your project, from those indicated in your report.Retaining the geotechnical engineer • not prepared for the specific site explored,or who developed your report to provide construction observation is the • completed before important project changes were made. most effective method of managing the risks associated with unanticipated conditions. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: A Report's Recommendations Are Not Final • the function of the proposed structure,as when it's changed from a Do not overrely on the construction recommendations included in your parking garage to an office building,or from a light industrial plant report. Those recommendations are not final,because geotechnical engi- to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical engineers can finalize their recommendations only by observing actual i i� _ i. 'subsurface conditions revealed during construction. The geotechnical have led to disappointments,claims,and disputes.To help reduce the risk 1 engineer who developed your report cannot assume responsibility or of such outcomes,geotechnical engineers commonly include a variety of liability for the report's recommendations if that engineer does not perform explanatory provisions in their reports.Sometimes labeled "limitations" construction observation. many of these provisions indicate where geotechnical engineers'responsi- bilities begin and end,to help others recognize their own responsibilities A Geoteehnieal Engineering Report Is Subject to and risks.Read these provisions closely.Ask questions. Your geotechnical Misinterpretation engineer should respond fully and frankly. Other design team members'misinterpretation of geotechnical engineering reports has resulted in costly problems.Lower that risk by having your geo- Geoenvironmental Concerns Are Not Covered technical engineer confer with appropriate members of the design team after The equipment,techniques,and personnel used to perform a geoenviron- submitting the report.Also retain your geotechnical engineer to review perti- mental study differ significantly from those used to perform a geotechnical nent elements of the design team's plans and specifications.Contractors can study.For that reason,a geotechnical engineering report does not usually also misinterpret a geotechnical engineering report.Reduce that risk by relate any geoenvironmental findings,conclusions,or recommendations; having your geotechnical engineer participate in prebid and preconstruction e.g.,about the likelihood of encountering underground storage tanks or conferences,and by providing construction observation. regulated contaminants. Unanticipated environmental problems have led to numerous project failures.If you have not yet obtained your own geoen- Do Not Redraw the Engineer's Logs vironmental information,ask your geotechnical consultant for risk man- Geotechnical engineers prepare final boring and testing logs based upon agement guidance. Do not rely on an environmental report prepared for their interpretation of field logs and laboratory data.To prevent errors or someone else. omissions,the logs included in a geotechnical engineering report should neverbe redrawn for inclusion in architectural or other design drawings. Obtain Professional Assistance To Deal with Mold Only photographic or electronic reproduction is acceptable,but recognize Diverse strategies can be applied during building design,construction, that separating logs from the report can elevate risk. operation,and maintenance to prevent significant amounts of mold from growing on indoor surfaces.To be effective,all such strategies should be Give Contractors a Complete Report and devised for the express purpose of mold prevention,integrated into a com- Guidanee prehensive plan,and executed with diligent oversight by a professional Some owners and design professionals mistakenly believe they can make mold prevention consultant.Because just a small amount of water or contractors liable for unanticipated subsurface conditions by limiting what moisture can lead to the development of severe mold infestations,a num- they provide for bid preparation.To help prevent costly problems,give con- ber of mold prevention strategies focus on keeping building surfaces dry. tractors the complete geotechnical engineering report,butpreface it with a While groundwater,water infiltration,and similar issues may have been clearly written letter of transmittal,In that letter,advise contractors that the addressed as part of the geotechnical engineering study whose findings report was not prepared for purposes of bid development and that the are conveyed in-this report,the geotechnical engineer in charge of this report's accuracy is limited;encourage them to confer with the geotechnical project is not a mold prevention consultant;none of the services per- engineer who prepared the report(a modest fee may be required)and/or to formed in connection with the geotechnical engineer's study conduct additional study to obtain the specific types of information they were designed or conducted for the purpose of mold preven- need or prefer.A prebid conference can also be valuable.Be sure contrac- tion. Proper implementation of the recommendations conveyed tors have sufficient time to perform additional study.Only then might you in this report will not of itself he sufficient to prevent mold from be in a position to give contractors the best information available to you, growing in or on the structure involved. while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Rely, an Your ASFE-Member Geotechncial Engineer for Additional Assistance Read Responsibility Provisions Closely Membership in ASFE/The Best People on Earth exposes geotechnical Some clients,design professionals,and contractors do not recognize that engineers to a wide array of risk management techniques that can be of geotechnical engineering is far less exact than other engineering disci- genuine benefit for everyone involved with a construction project.Confer plines.This lack of understanding has created unrealistic expectations that with you ASFE-member geotechnical engineer for more information. ASFE The lest Peelle as Eerle 8811 Colesville Road/Suite G106,Silver Spring,MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail:info@asfe.org www.asfe.org Copyright 2004 by ASFE,Inc.Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever is strictly prohibited,except with ASFE's specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission ofASFE,and only for purposes of scholarly research or book review.Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report Any other firm,individual,or other entity that so uses this document without being an ASFE member could be committing negligent or intentional(fraudulent)misrepresenlation. IIGER06045,0M Earth Solutions NWLLC March 12, 2013 Earth Solutions NW LLC ES-2707 • Geotechnical Engineering • Construction Monitoring • Environmental Sciences Scott Galvanizing Co., Inc. c/o 2812 Architecture 2812 Colby Avenue Everett, Washington 98201 Attention: Mr. Adam Clark Dear Mr. Clark: Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, Scott Galvanizing, 199`h Street Northeast and 60th Avenue Northeast, Arlington, Washington". In general, the site is underlain by recessional outwash and Marysville sand member (Qvrm) deposits. In our opinion, the proposed industrial buildings can be supported on conventional continuous and spread footing foundations bearing on competent native soils, re-compacted native soils, or new structural fill. In general, competent native soils suitable for support of foundations should be encountered at a depth of one to two feet below existing grades. Where loose or unsuitable soil conditions are exposed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with a suitable structural fill material will be necessary. Recommendations for foundation design, site preparation, drainage, and other pertinent development aspects are provided in this study. We appreciate the opportunity to be of service to you on this project. If you have questions regarding the content of this geotechnical engineering study, please call. Sincerely, EARTH SOLUTIONS NW, LLC Keven D. Hoffmann, E.I.T. Staff Engineer 1805- "136th Place N.E.,Suite 201 • Bellevue,WA 98005 0 (425)449-4704 • FAX(425)449-4711 i I TABLE OF CONTENTS ES-2707 PAGE INTRODUCTION ................................................................... 1 General ...................................................................... 1 Proiect Description....................................................... 2 SITE CONDITIONS. ................................................................ 2 Surface........................................................................ 2 Subsurface................................................................... 2 Topsoil............................................................... 2 NativeSoil .......................................................... 3 Geologic Setting.................................................. 3 Groundwater................................................................. 3 DISCUSSION AND RECOMMENDATIONS.................................. 3 General........................................................................ 3 Site Preparation and General Earthwork........................... 4 Site Stripping Recommendations................................ 4 Temporary Erosion Control.......................................... 4 Subgrade Preparation......................................... 4 StructuralFill................................................................. 5 ImportedSoils............................................................... 5 Foundations ................................................................ 5 Seismic Design Considerations...................................... 6 Slab-On-Grade Floors........... ...................................... 6 Retaining Walls............................................................ 6 Drainage ........................................ ........................................ 7 Preliminary Infiltration Design..................................... 7 Excavations and Slopes. ........................................................ 8 Pavement Sections........................................................ 8 Utility Support and Trench Backfill................................... 9 LIMITATIONS........................................................................ 9 Additional Services....................................................... 9 Earth Solutions NW,LLC .�; ,, I I TABLE OF CONTENTS Cont'd ES-2707 GRAPHICS PLATE 1 VICINITY MAP PLATE 2 TEST PIT LOCATION PLAN PLATE 3 RETAINING WALL DRAINAGE DETAIL APPENDICES APPENDIX A SUBSURFACE EXPLORATION TEST PIT LOGS APPENDIX B LABORATORY'TEST RESULTS Earth Solutions NW,LLC ��� I GEOTECHNICAL ENGINEERING STUDY SCOTT GALVANIZING 1991" STREET EAST AND 60TH AVENUE EAST ARLINGTON, WASHINGTON ES-2707 INTRODUCTION General This geotechnical engineering study was prepared for the industrial development to be completed on the existinY, undeveloped lot located southeast of the intersection between 199th Street Northeast and 60 Avenue Northeast in Arlington, Washington. The purpose of this study was to provide geotechnical recommendations for the currently proposed development. Our scope of services for completing this geotechnical engineering study included the following: • Reviewing subsurface explorations included in a previous report prepared for the site by Earth Consultants Inc. (ECI); • Reviewing laboratory testing of soil samples performed by ECI; • Conducting engineering analyses, and; • Preparation of this report. The following documents/maps were reviewed as part of our report preparation: • Geotechnical Engineering Study prepared by Earth Consultants Inc., Project No. E-7062-1, dated January 9, 1996; • Geotechnical Engineering Study prepared by Earth Consultants Inc., Project No. E-7062-5, dated February 4, 2000; • Stormwater Management in Western Washington prepared by the Washington State Department of Ecology, Publication No. 05-10-31, dated February 2005; • Site Plan sheet A1.1 prepared by 2812 Architecture, dated January 8, 2013; • Geologic Map of the Arlington West 7.5 Minute Quadrangle, 1985, and; • Snohomish County NRCS Soil Conservation Survey (SCS). Scott Galvanizing Co., Inc. ES-2707 c/o 2812 Architecture Page 2 March 12, 2013 Project Description The subject site is located southeast of the intersection between 199th Street Northeast and 60th Avenue Northeast in Arlington, Washington. The site comprises approximately five and one- half acres, with current project plans indicating construction of a new industrial building and associated improvements. A total of approximately 37,000 square feet of building space is proposed for construction, including both the main fabrication building encompassing the southern-central portion of the site and the office and staff building in the northwest site corner. At the time of report preparation, a grading plan was not available for review. On-site infiltration will be pursued as part of the stormwater management development plan. If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations in this report. ESNW should review the final design to confirm that our geotechnical recommendations have been incorporated into the plans. SITE CONDITIONS Surface The subject site is located southeast of the intersection between 199th Street Northeast and 60th Avenue Northeast in Arlington, Washington. The approximate location of the property is illustrated on Plate 1 (Vicinity Map). The site is rectangular in shape and is bordered to the north by 199th Street Northeast and several commercial or industrial buildings, to the east by an industrial building, to the south by Gripen Aeronautics and a Snohomish County solid waste transfer station, and to the west by 60th Avenue Northeast and an industrial development. Vegetation across the site primarily consists of Scotch broom and moss. Several pine trees are located near the eastern-central portion of the site. Existing topography is generally level across the site, with a total elevation change of five feet or less. A small three to four-foot depression is evident near the pine trees. Subsurface The logs of test pits included in the referenced ECI report were reviewed. The approximate locations of the test pits are depicted on Plate 2 (Test Pit Location Plan). Please refer to the test pit logs provided in Appendix A for a more detailed description of the subsurface conditions. Topsoil Topsoil was primarily limited to the upper eight inches of existing grades. The topsoil was characterized by dark brown color and the presence of fine organic material. Roots were consistently identified within the topsoil. Earth Solutions NW,LLC i i Scott Galvanizing Co., Inc. ES-2707 c/o 2812 Architecture Page 3 March 12, 2013 Native Soil Underlying the gravel surface and topsoil, native soils consisted primarily of medium dense to dense poorly graded sand with gravel (Unified Soil Classification SP). Isolated areas of medium dense poorly and well graded gravel (GP and GW, respectively) were also encountered. These native soils were encountered extending to the maximum exploration depth of 12 feet below existing grades. Geologic Setting The referenced geologic map resource identifies recessional outwash and Marysville sand member (Qvrm) deposits across the site and surrounding areas. As reported on the geologic map, these deposits consist mainly of well-drained, stratified to massive outwash sand, some fine gravel, and some areas of silt and clay. The referenced NRCS soil survey identifies Everett gravelly sand as being present on the site. Everett series soils formed in glacial outwash. Subsurface explorations on the subject site as reported by ECI are consistent with these sediment descriptions. Groundwater Groundwater seepage was not reported at the test pit locations at the time of the field work (January 1996) conducted by ECI. Due to the recessional outwash layers underlying the site, groundwater seepage should not be encountered in excavations at this site. Perched groundwater may exist within silty fine sand lenses as reported by ECI. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater flow rates are higher during the wetter, winter months. DISCUSSION AND RECOMMENDATIONS General In our opinion, construction of the industrial development at this site is feasible from a geotechnical standpoint. The proposed industrial buildings can be supported on conventional continuous and spread footing foundations bearing on competent native soils, re-compacted native soils, or structural fill. Slab-on-grade floors should be supported on dense native soil or new structural fill. Competent native soils suitable for support of foundations should be encountered at a depth of one to two feet below existing grades, directly beneath existing topsoil. If loose soil is exposed at foundation subgrade elevations, compaction of the soils to the specifications of new structural fill, or overexcavation and replacement with a suitable structural fill material will likely be necessary. Organic material exposed at subgrade elevations must be removed and grades restored with structural fill. Recommendations for foundation design, site preparation, drainage, and other pertinent geotechnical recommendations are provided in the following sections of this study. Earth Solutions NW,LLC I Scott Galvanizing Co., Inc. ES-2707 c/o 2812 Architecture Page 4 March 12, 2013 This study has been prepared for the exclusive use of Scott Galvanizing Co., Inc. and their representatives. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. Site Preparation and Earthwork Site preparation activities will likely be limited to those cuts and fills needed to establish subgrade elevations. We anticipate site preparation will include installing temporary erosion control measures and removing existing vegetation. Site Stripping Recommendations Stripping will likely be limited to the topsoil encountered at existing surface grades. Topsoil and organic-rich soil was reported generally within the upper eight inches at the test pit locations. Topsoil and organic-rich soil is not suitable for foundation support, nor is it suitable for use as structural fill. Topsoil or organic-rich soil can be used in non-structural areas if desired. Overstripping the site should be avoided. Temporary Erosion Control We anticipate that the primary construction entrance will be off the 60th Avenue Northeast frontage, where new paving areas are likely to be constructed in association with finished site entrances. The referenced plan sheet also identifies a second anticipated finished site entrance off the 199th Street Northeast frontage. All roadways surrounding the site are surfaced with asphalt. Temporary construction entrances and drive lanes, consisting of at least 12 inches of quarry spalls can be considered in order to minimize off-site soil tracking and to provide a stable access entrance surface. Erosion control measures should consist of silt fencing placed around the site perimeter. Soil stockpiles should be covered or otherwise protected to reduce soil erosion. Temporary sedimentation ponds or other approaches for controlling surface water runoff should be in place prior to beginning earthwork activities. Subgrade Preparation After stripping is completed, areas to receive fill must be observed by a representative of ESNW to identify loose or soft areas. Proofrolling of the subgrade with a loaded dump truck or other construction equipment may be necessary in order to identify loose and/or unstable areas. Loose or unstable areas of subgrade must be compacted in place or the affected soil removed and replaced with compactable soil. Once loose or unstable areas are compacted or stabilized, placement of structural fill can commence. The fill must be placed and compacted in accordance with the recommendations provided in the following section. Earth Solutions NW,LLC i Scott Galvanizing Co., Inc. ES-2707 c/o 2812 Architecture Page 5 March 12, 2013 Structural Fill Structural fill is defined as compacted soil placed in foundation, slab-on-grade, and roadway areas. Fills placed to construct permanent slopes and throughout retaining wall and utility trench backfill areas are also considered structural fill. Soils placed in structural areas should be placed in loose lifts of 12 inches or less and compacted to a relative compaction of 90 percent, based on the laboratory maximum dry density as determined by the Modified Proctor Method (ASTM D1557). Soil placed in the upper 12 inches of slab-on-grade, utility trench, and pavement areas should be compacted to a relative compaction of at least 95 percent. Additionally, more stringent compaction specifications may be required for utility trench backfill zones, depending on the responsible utility district or jurisdiction. Imported Soils Imported soil intended for use as structural fill should consist of a well-graded granular soil with a moisture content that is at or near the optimum level. During wet weather conditions, imported soil intended for use as structural fill should consist of a well-graded granular soil with a fines content of five percent or less defined as the percent passing the Number 200 sieve, based on the minus three-quarter inch fraction. Foundations The proposed industrial structures can be supported on conventional spread and continuous footings bearing on competent native soils, re-compacted native soils, or new structural fill. Based on the soil conditions encountered at the test sites, competent native soils suitable for support of foundations should be encountered at a depth of one to two feet below existing grades. Where loose or unsuitable soil conditions are exposed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill, may be necessary. Organic material exposed at foundation subgrade elevations must be removed and grades restored with structural fill. Provided foundations will be supported as described above, the following parameters can be used for design: • Allowable soil bearing capacity 3,000 psf • Passive earth pressure 300 pcf (equivalent fluid) • Coefficient of friction 0.4 A one-third increase in the allowable soil bearing capacity can assumed for short-term wind and seismic loading conditions. The above passive pressure and friction values include a factor-of- safety of 1.5. With structural loading as expected, total settlement in the range of one inch and differential settlement of about one-half inch is anticipated. The majority of the settlements should occur during construction, as dead loads are applied. Earth Solutions NW,LLC I Scott Galvanizing Co., Inc. ES-2707 c/o 2812 Architecture Page 6 March 12, 2013 Seismic Design Considerations The International Building Code (IBC) specifies several soil profiles that are used as a basis for seismic design of structures. Based on the soil conditions observed at the test pit locations, Site Class D should be used for design. If the 2009 IBC is applicable to this project, Table 1613.5.2 yields the appropriate site class. If the 2012 IBC is applicable, Section 1613.3.2 recognizes Chapter 20 of the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7), where Table 20.3-1 yields the appropriate site class. In our opinion, the site is not susceptible to liquefaction. The field explorations that identified the medium dense sands and gravels above an established groundwater table were the primary basis for this opinion. Slab-On-Grade Floors Slab-on-grade floors for the proposed industrial buildings constructed at this site should be supported on a firm and unyielding subgrade. Where feasible, the existing native soils exposed at the slab-on-grade subgrade level can be compacted in place to the specifications of structural fill. Unstable or yielding areas of the subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior to construction of the slab. A capillary break consisting of a minimum of four inches of free-draining crushed rock or gravel should be placed below the slab. The free-draining material should have a fines content of five percent or less (percent passing the Number 200 sieve, based on the minus three-quarter inch fraction). In areas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. If a vapor barrier is to be utilized it should be a material specifically designed for use as a vapor barrier and should be installed in accordance with the manufacturer's specifications. Retaining Walls Retaining walls must be designed to resist earth pressures and applicable surcharge loads. The following parameters can be used for retaining wall design: • Active earth pressure (yielding condition) 35 pcf(equivalent fluid) • At-rest earth pressure (restrained condition) 55 pcf • Traffic surcharge for passenger vehicles 70 psf(rectangular distribution) (where applicable) • Passive earth pressure 350 pcf(equivalent fluid) • Coefficient of friction 0.4 • Seismic surcharge (active condition) 6H (where H equals retained height) • Seismic surcharge (at-rest condition) 14H Earth Solutions NK LLC i Scott Galvanizing Co., Inc. ES-2707 c/o 2812 Architecture Page 7 March 12, 2013 The above design parameters are based on a level backfill condition and level grade at the wall toe. Revised design values will be necessary if sloping grades are to be used above or below retaining walls. Additional surcharge loading from adjacent foundations, sloped backfill, or other loads should be included in the retaining wall design. Retaining walls should be backfilled with free-draining material that extends along the height of the wall, and a distance of at least 18 inches behind the wall. The upper one foot of the wall backfill can consist of a less permeable soil, if desired. A perforated drain pipe should be placed along the base of the wall, and connected to an approved discharge location. A typical retaining wall drainage detail is provided on Plate 3. If drainage is not provided, hydrostatic pressures should be included in the wall design. Drainage Perched groundwater should be anticipated in site excavations at depth, such as utility trench areas, depending on the time of year grading operations take place. Temporary measures to control surface water runoff and groundwater during construction would likely involve interceptor trenches and sumps. ESNW should be consulted during preliminary grading to identify areas of seepage and to provide recommendations to reduce the potential for instability related to seepage effects. Finish grades must be designed to direct surface drain water away from structures and slopes. Water must not be allowed to pond adjacent to structures or slopes. In our opinion, based on the presence of coarse free-draining soils underlying the site, perimeter footing drains can be omitted. ESNW should evaluate the soil conditions to determine the need for footing drains on a case-by-case basis. If imported soil is necessary to achieve final site grades, ESNW should be consulted to evaluate the soil type. Foundation drains may be necessary based on the type of soil imported. Preliminary Infiltration Design On-site infiltration will be pursued as part of the stormwater development plan. Infiltration testing was not including in the scope of services for preparing this geotechnical engineering study. The referenced geotechnical engineering study conducted by ECI in 2000 reports having completed infiltration testing and recommendations for nearby lots. We reviewed these test pit logs and infiltration recommendations from the referenced report for similar soil types and applicability of infiltration recommendations. For the nearby site, three test pits were excavated by ECI (January 2000) southwest of the cul- de-sac that is the southern terminus of 60th Avenue Northeast for the purpose of accessing on- site infiltration feasibility. Beneath approximately two feet of loose silty sand, poorly and well graded gravel as well as poorly graded sand (GP, GW, and SP, respectively) were encountered extending to the maximum exploration depth of 13 feet. Fines contents were reported below 5 percent at all test pit locations. Earth Solutions NW,LLC Scott Galvanizing Co., Inc. ES-2707 c/o 2812 Architecture Page 8 March 12, 2013 These soil descriptions for the nearby site are consistent with those reported on the subject site. Poorly and well graded gravel, as well as poorly graded sand with gravel, were all reported at the test pits excavated on the subject site (January 1996). Fines contents ranging from 1 to 3 percent were reported at the test pits on the subject site. It is our opinion that the data reported from the subsurface exploration conducted on the nearby site and presented in the referenced geotechnical report remains applicable to this project as a means of providing preliminary infiltration design recommendations. From Table 3.7 of the referenced stormwater manual, an estimated long-term infiltration rate of 10 inches per hour can be used for preliminary design of infiltration facilities. This value is based on the gravel and sand layers that will allow rapid infiltration of the surface water. ESNW can provide additional infiltration recommendations, including field explorations, as requested. In addition, ESNW should be contacted to review final infiltration design plans. Excavations and Slopes The Federal Occupation Safety and Health Administration (OSHA) and the Washington Industrial Safety and Health Act (WISHA) provide soil classification in terms of temporary slope inclinations. Based on the soil conditions reported at the test pit locations by ECI, the medium dense sand and gravel underlying the site is classified as Type C by OSHA and WISHA. Temporary slopes over four feet in height in Type C soils must be sloped no steeper than 1.5H:1V (Ho rizontal:Vertical). The presence of perched groundwater may cause caving of the temporary slopes due to hydrostatic pressure. ESNW should observe site excavations to confirm the soil type and allowable slope inclination. If the recommended temporary slope inclination cannot be achieved, temporary shoring may be necessary to support excavations. Permanent slopes should maintain a gradient of 2HAV, or flatter, and should be planted with vegetation to enhance stability and to minimize erosion. A representative of ESNW should observe temporary and permanent slopes to confirm the slope inclinations are suitable for the exposed soil conditions, and to provide additional excavation and slope recommendations, as necessary. Pavement Sections The performance of site pavements is largely related to the condition of the underlying subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be compacted to the specifications detailed in the "Site Preparation and Earthwork" section of this report. It is possible that soft, wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Areas containing unsuitable or yielding subgrade conditions will require remedial measures such as overexcavation and thicker crushed rock or structural fill sections prior to pavement. For lightly loaded pavement areas subjected primarily to passenger vehicles, the following preliminary pavement sections can be considered: Earth Solutions NW,LLC i� I T Scott Galvanizing Co., Inc. ES-2707 c/o 2812 Architecture Page 9 March 12, 2013 • Two inches of asphalt concrete (AC) placed over four inches of crushed rock base (CRB), or; • Two inches of AC placed over three inches of asphalt treated base (ATB). For relatively high volume, heavily loaded pavements subjected to occasional truck traffic, the following pavement sections can be considered: • Three inches of asphalt concrete (AC) placed over six inches of crushed rock base (CRB), or; • Three inches of AC placed over four inches of asphalt treated base (ATB). The AC, ATB and CRB materials should conform to WSDOT specifications. All soil base material should be compacted to at least 95 percent of the maximum dry density. Final pavement design recommendations can be provided once final traffic loading has been determined. City of Arlington road standards may supersede the recommendations provided in this report. Utility Support and Trench Backfill Utility improvements will be necessary to accommodate the proposed level of development. In our opinion, the soils anticipated to be exposed in utility excavations should generally be suitable for support of utilities. Organic or highly compressible soils encountered in the trench excavations should not be used for supporting utilities. Utility trench backfill should be placed and compacted to the specifications of structural fill provided in this report, or to the applicable City of Arlington specifications. Backfill in utility trenches should be placed and compacted at moisture levels at least two percent over the optimum level (as determined in accordance with ASTM D1557). LIMITATIONS The recommendations and conclusions provided in this geotechnical engineering study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test locations may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical engineering study if variations are encountered. Additional Services ESNW should have an opportunity to review the final design with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services during construction. Earth Solutions NW,LLC i 1 1 lAI N SIi1,1V.f I_f'r _I - V 4 JBURK �' �t$U�(E 0AV �.. p�<11510-N S l E _ lulu a „ �1.r` Ir1 Y ` � � •'���tMT.; P r•Q s iAM ��11 x �+►s 4d-�F'-'VArA'A4 ye. t' W Y''•' :� II �Li JI :tq ' :as fa a—. x cut• . "' ztsirr.�e is ~w .G }�a7 ry Wr.�:.,•J r At z q ` rtr r ' a I/ ••�¢ 'moo~ yY /trwl.e..a( w olef 2, qr �•- ¢� X +y dCfJ'_GYt IA7 _ Sl 3a' � �r1�'rc t'..St .}�. ;:u-/1.,t It_•,�•Et fla3:�. -y'1 _RAW-''.Kh to i N OOP antic v"1} , Ir r a47 Carr..., �sv.rnY v �wl:«r�n�• � :� 5T M..•c 1. I � f'. `� I i P X4'« CEtiS 71T1rYx SITEr i F r I Ing ..�.. �,� ��•: e _ tR�_ I�. ter. • r. �j. r J1 allEartli •(, i �t?�E1'A :'S :2C y�� F ���� I I I�u'a.lie F1ELD1 S,r 11)tl Itm Reference: NORTH t f Snohomish County, Washington 6L Map 317 By The Thomas Guide Vicinity Map Rand McNally Scott Galvanizing 32nd Edition il 0 Arlington, Washington NOTE:This plate may contain areas of color.ESNW cannot be Drwn. GLS Date 03/12/2013 Proj. No. 2707 responsible for any subsequent misinterpretation of the information resulting from black&white reproductions of this plate. Checked KDH Date Mar. 2013 Plate 1 i Commercial Industrial Buildings 199TH STREET N.E. —ITTP-117 --I TP-6 I TP-10�— I —I TP-7 w I 8 i g 10 uw z ' I TP-9 I I TP-8 Commercial W I TP-12 I r TP-5 I Buildings I Z W W � Q Commercial North Snohomish Buildings County Solid Waste Q Transfer Station � O � NORTH LEGEND TP-6—T—Approximate Location of ECI Test Pit, Project No. E-7062-1, Jan. 1996 I - Subject Site Not - To - Scale L _ NOTE:The graphics shown on this plate are not intended for design r . purposes or precise scale measurements,but only to illustrate the ; approximate test locations relative to the approximate locations of existing and I or proposed site features.The information illustrated is largely based on data provided by the client at the time of our Test Pit Location Plan study.ESNW cannot be responsible for subsequent design changes Scott Galvanizing or interpretation of the data by others. Arlington, Washington NOTE:This plate may contain areas of color.ESNW cannot be Drwn. GLS Date 03/12/2013 Proj. No. 2707 responsible for any subsequent misinterpretation of the information resulting from black&white reproductions of this plate. Checked KDH Date Mar. 2013 Plate 2 18" Min. o 0 0 0 0/ o a ° 0 00 , 0'0 o0 a o00 o° °0(>00o`� 6 a ° ° , 000 0 0 '000 o o ° o '0 o „o ` oo 00 80 %'° ' ° jo0 ' 0ooa� ,° � 0 00 , o° 00 o Sheet Drain / 0 0 o o /o 000 . 0 (See Note) / ,, .-0 o 0 0 00o 1 Structural � 000° � a0�00000° � O O o 0 Fill 0106 00000. oo G0 0 0 8 0 Floor Slab (Where Applicable)ble oo °� ��.0 0. 91 0 o/ o ` °00 G a o 0 o0p �b �° a o0 °09, 00 � 0 III ti.ti 1': Perforated Drain Pipe NOTES: (Surround In Drain Rock) • Free Draining Backfill should consist of soil having less than 5 percent fines. Percent passing#4 should be 25 to 75 percent. • Sheet Drain may be feasible in lieu SCHEMATIC ONLY- NOT TO SCALE of Free Draining Backfill, per ESNW NOT CONSTRUCTION DRAWING recommendations. • Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1" Drain Rock. LEGEND: o0 0o o Free Draining Structural Backfill 1 inch Drain Rock .r.r•f,r. RETAINING WALL DRAINAGE DETAIL Scott Galvanizing Arlington, Washington Drwn. GLS Date 03/12/2013 Proj. No. 2707 Checked KDH Date Mar. 2013 Plate 3 �. J APPENDIX A SUBSURFACE EXPLORATION TEST PIT LOGS ES-2707 A total of 12 test pits were excavated across the subject site by ECI in January 1996. The approximate test pit locations are illustrated on Plate 2 of this report. The test pit logs are provided in this Appendix. The test pits were excavated to a maximum depth of 12 feet below existing grades. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Solutions NW,LLC M� I MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION SYMBOL SYMBOL GW gW Well-Graded Gravels,Gravel-Sand Gravel O o O o O o And Clean Gravels Mixtures, Little Or No Fines Gravelly (little or no fines) r GP Poorly-Graded Gravels,Gravel- Coarse Soils ' ' • • gp Sand Mixtures,Little Or No Fines Grained Soils More Than GM Silty Gravels,Gravel-Sand- 50% Coarse Gravels With gm Silt Mixtures Fraction Fines(appreciable Retained On amount of fines 1 GC Clayey Gravels, Gravel-Sand- No.4 Sieve 9C Clay Mixtures Sane oo 'o SW Well-Graded Sands, Gravelly And d Clean Sand ' o o' o SW Sands, Little Or No Fines Sandy (little or no fines) q• t SP Sp More Than Poorly-Graded Sands, Gravelly 50% Material Soils 6p44. Sands, Little Or No Fines Larger Than More Than No.200 Sieve u SM Silty Sands Sand- Silt Mixtures 50/ Coarse Sands With s Sm Size is ''s `':y Fraction Fines(appreciable Passing No.4 Sieve amount of fines) SC SC Clayey Sands, Sand-Clay Mixtures ML Inorganic Silts&Very Fine Sands,Rock Flo1.r,Silty- rpl Clayey Fine Sands;Clayey Silts w/Slight Plasticity Fine Silts Liquid Limit 1 CL Inorganic Clays 01 Low To Medium Plasticity, Grained And Less Than 50 CI Gravelly Clays, Sandy Clays, Silty Clays, Lean Soils Clays III I I QL Organic Silts And Organic III 1 I I of Silty Clays Of Low Plasticity MH Inorganic Silts, Micaceous Or Diatomaceous Fire More Than mh Sand Or Silty Soils 50% Material Silts Liquid Limit Smaller Than Inorganic Clays Of High No.200 Sieve And Greater Than 50 CH Ch Plasticity, Fat Clays Size �171 ez Z Z] OH Organic Clays Of Medium To High Oh Plasticity, Organic Silts Peat, Humus, Swamp Soils Highly Organic Soils `t pt With High Organic Contents Topsoil y y Humus And Duff Layer Fill Hlyhly Variable Constituents The discussion In the text of this report Is necessary for a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS are used to Indlcaie borderline soil classification. C TORVANE READING,tsf I 2"O.D.SPLIT SPOON SAMPLER qu PENETROMETER READING,tsf W MOISTURE,%dry weight 24"I.D.RING OR SHELBY TUBE SAMPLER P SAMPLER PUSHED i • SAMPLE NOT RECOVERED 1 WATER OBSERVATION WELL pcf DRY DENSITY,lbs.per cubic ft. LL LIQUID LIMIT,% SL DEPTH OF ENCOUNTERED GROUNDWATER PI PLASTIC INDEX DURING EXCAVATION Z SUBSEQUENT GROUNDWATER LEVEL W/DATE � Earth Consultants Inc. LEGEND (iaoux Imir al lingii scars,Uwlogisls&lv,vlru�un,nlal SrluuLsls Proj. No.7062-1 Date Jan. '96 Plate Al Test Pit Log Project Name: Sheet of Airport 37 Industrial Park Lots 8,9&10 1 1 - - Job No. Lo9eed by: - Date:2 Test Pk No.: 7062-1 RAC ` 1/ 96 TP-1 Excavation Contactor: Ground Surface Elevation: Kevin Vletzke f 100' Notes: c t ! y o Surface Conditions: Depth of Topsoil&Sod 8":Scotchbroom and gravel W a .13 } E U E surface LL M 7 7 0 W w H CIP-Ghl Brown poorly graded GRAVEL with slit, extensive roots to 8" _ 15.4 1 SP Gray poorly graded medium to coarse SAND with gravel, medium p C dense, moist 4.4 °uA' 2 l7 ,p a 3 0 lz v ° 0 4 -becomes dense � ? 5 5.4 o u;a 6 0 c„ 7 c 0 0` 8 ' no;q 4 -grades to poorly graded fine to medium sand,trace gravel 10 ;'p£c 11 Test pit terminated at 11.0 feet below existing grade. No groundwater seepage encountered during excavation. Note:Test pit elevations relative to test pit TP-1 with assumed elevation of 100'. P m -a Test Pit Log Earth Consultants Inc. Airport 37 Industrial Park Lots 8,9&10 n CO01eaw"n*tiecm'°"' &Ewh mnntw Arlington,Washington ti Proj.No. 7062-1 Dorn. GLS Date Jan.'96 Checked SDD Date 1/10/96 Plate A2 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. i Test Pit Log Project Name: Sheet of Airport 37 Industrial Park Lots 8,9&10 1 1 Job No. I Logged by: Date: Test Pit No.: 7062-1 RAC 1/2196 TP-2 Excavation Contactor: Ground Surface Elevation: Kevin Vletzke f 100' Notes: o r a V1 o surface Conditions: Depth of Topsoil&Sod 8":Scotchbroom and gravel w n . a + a U a surface O to Q V! N t7 3P-GA1 Poofi graded GRAVEL with silt, some roots to 8" G, t SP Gray poody graded medium to coarse SAND with gravel,medium ° n dense, moist 2 . U C 3.3 0 0 c a. 3 'o o: 22.3 °° 4 a G a -6"silty fine sand lens p 5 a o 0 6 i Q OG •O G 7 -8'silty fine sand lens u 8 �o 0 A P<, g G O a e� 3.6 °o 10 -grades to fine to medium sand,trace gravel P 12 Test pit terminated at 12.0 feet below existing grade. No groundwater seepage encountered during excavation. P m Test Pit Log Earth Consultants Inc. Airport 37 Industrial Park Lots 8,9&10 °eoieft EnghwM Cto'°a�IL BrwftonweiM Scky ms Arlington,Washington F Pro].No. 7062-1 Dwn. GLS Date Jan. '96 Checked SDD Date 1/10/96 Plate A3 Subsurface conditions depIcted represent our observations at the time and loostion of this exploratory hole,modified by engineering tests, analysis and Judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or Interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Airport 37 Industrial Park Lots 8,9&10 1 1 Job No. Logged by: Date: Test Pit No.: 7062-1 1 RAC ./2/96 TP-3 _ Excavation Contactor: Ground Surface Elevation: Kevin Vletzke t 100' Notes: o .c ! N o Surface conditions: Depth of Topsoil and Sod 4':Scotchbroom and gravel /W a LL E LL t E N E surface OD N N N yltT "P-G Brown poorly graded GRAVEL with slit, some roots to 4' SP Gray poorly graded fine to medium SAND,trace gravel, medium dense, t most C 8.2 0 2 n p 0 ° a 3 G 0• p o 4 d -grades to poorly graded medium to coarse sand with gravel a 5 o n O. 4.6 0� 7 a 8 p, p' ,o O T° 10 Test pit terminated at 10.0 feet below existing grade. No groundwater seepage encountered during excavation. 011 Test Pit Log Earth Consultants Inc. Airport 37 Industrial Park Lots 8,9&10 ceoww"EnehmmGed°g°""Brntwoneirdd SdMdMArlington,Washington CL J Proj.No. 7062-1 Dwn, GLS Date Jan. checked SDD Date 1/10/96 Plate A4 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. � � I I Test Pit Log Project Name: Sheet of Airport 37 Industrial Park Lots B.9&10 1 1 Job No. Logged by: Date: Test Pit No.: 7062-1 I�AC 1 2/96 TP-4_ Excavation Contactor: Ground Surface Elevation: Kevin Vletzke f 100, _ Notes: — o t ! y o surface Conditions: Depth of Topsoil and Sod W:Scotchbroom and gravel w n D n + a surface M • � • � : � a o (a o M (a SM Brown silty fine to medium SAND with gravel t SP Gray poorly graded medium to coarse SAND with gravel, medium o ; dense, moist 0 ,0 2 n O 5.7 3 . uU v 4 C � Q �" J 5 C n C .` i? 7 v.,o ,1 B o J •o o` 0 , y to Test pit terminated at 10.0 feet below existing grade.No groundwater seepage encountered during excavation. (a o m Test Pit Log Earth Consultants Inc. Airport 37 Industrial Park Lots 8,9&10 c°°'°d'•°°'°�w'�'.�°'°�"`�"'` "'�+�� Arlington,Washington J a Proj.No. 7062-1 Dwn. GLS Date Jan. '96 Checked SDD Date 1/10/96 Plate A5 Subsurface conditions depicted represent out observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or Interpretation by others of information presented on this log. i Test Pit Log Project Name: - Sheet of Airport 37 Industrial Park Lots 8,9&10 1 1 Job No. Logged by: Date: Test Pk No.: 7062-1 1 RAC _ 1/2/96 TP-5 Excavation Contactor: Ground Surface Elevation: Kevin Vietzke _ f 100, — Notes: Surface Conditions: Depth of Topsoil and Sod 8":Scotchbroom and gravel W a A a } d u a surface L. (a dl N SM - Brown slit y fine to medium SAND with ravel, roots to 8' SP Gray poorly graded medium to coarse SAND with gravel, medium n 4 dense, moist o ; p Z gyp.G. 5.2 0 3 o'a a ca 4 O G.O 5 -becomes dense,4"to 6"cobbles 7 4,a 8 e Jc g 0- C'�' to Test pit terminated at 10.0 feet below existing grade. No groundwater seepage encountered during excavation. to P m ti Test Pit Log Earth Consultants Inc. Airport 37 Industrial Park Lots 8,9&10 m ceoadwdc'©'ona`°.°`mogi" lkErwkaw"Msae"a' Arlington,Washington Proj.No. 7062-1 Dorn. GLS Date Jan. '96 Checked SDD Date 1/10/96 Plate A6 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of Information presented on this log. .� I I Test Pit Log Project Name: Sheet of Airport 37 Industrial Park Lots 8,9&10 r 1 1 Job No. Dogged by: Date: Test Pit No.: 7062-1 1 RAC 1/2/96 TP-6 _ Excavation Contactor: Ground Surface Elevation: Kevin Vietzke _ f 100' Notes: o r ! N Surface Conditions: Depth of Topsoil and Sod 8": Scotchbroom and gravel w a. n + o .00surface 7 e � M 7 7 OM Mc aP-OM Brown poorly graded GRAVEL with silt,some roots to 8` SP Gray poorly graded medium to coarse SAND with gravel, medium a o v dense, moist Q 4.1 2 v o 3 J 1 4 GP Gray poorly graded GRAVEL with slit, medium dense, moist :.� 5 . 1 . � • s 4.9 . i . 1 . 8 r � •�� . 1 . 9 i r 10 . 1 . .rrr 11 Test pit terminated at 11.0 feet below existing grade. No groundwater seepage encountered during excavation. o m Test Pit Log Earth Consultants Inc. Airport 37 Industrial Park Lots 8,9&10 m Ceoftd"k'H'slneM CoOkO'"'M„`''`°"'Y'"Sdff""° Arlington,Washington J F Proj.No. 7062-1 Dorn. GLS Date Jan. '96 Checked SDD Date 1/10/96 Plate A7 Subsurface conditions depicted represent our observations at the time and location of thin exploratory hole,modified by enginoering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. i Test Pit Log Project Name: Sheet of Ai rt 37 Industrial Park Lots 8,9&10 1 1 Job No. Logged by: Date: Test Pk No.: 7062-1 1 RAC L 1 2 96 TP-7 Excavation Contactor: Ground Surface Elevation: Kevin Vletzke t 100' Notes: u o _ ' N o surface Conditions: Depth of Topsoil and Sod 3%Scotchbroom and gravel W d .0 'a } a u surface %� 0 1 0 M 7 3. N N N 13P-Ghl Brown poorly graded GRAVEL with slit, some roots to 3" 0 0;i t GW Gray well graded GRAVEL with sand, medium dense, moist > Qc o,o 000 2 > Q 4.2 o 3 0 Q O�G 4 p 0 O Q K o, 5 o 000 4.1 O O 6 , 0 , 7 fQ o,o 000 s op -4"to 6"cobbles OoO s 10 Test pit terminated at 10.0 feet below existing grade. No groundwater seepage encountered during excavation. o, Test Pit Log Earth Consultants Inc. Airport 37 Industrial Park Lots 8,9&10 Arlington,Washington J a Pro].No. 7062-1 Dwn. GLS Date Jan.'96 Checked SDD Date 1110196 Plate A8 Subsurface conditions deppicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and Judgment. They are not necessarily representative of other times and locations.we cannot accept responsibility for the use or interpretation by others of information presented on this log. i Test Pit Log Project Name: Sheet of Airport 37 Industrial Park Lots 8,9&10 1 1 Job No. Logged by: Date: Test Pit No.: 7062-1 1 RAC 1/2/96 TP-8 Excavation Contactor: Ground Surface Elevation: Kevin Vietzke _ _ f 100' Notes: o t ! N o surface conditions: Depth of Topsoil and Sod 3': Scotchbroom and gravel W a. E LL t E N E surface sLL _OP-Ml Brown poody graded GRAVEL with silit,some roots to 3" o , t SP Gray poorly graded fine to medium SAND with traces of gravel,medium n dense, most J 2 n ° a c •n ° 3 -grades to poorly graded medium to coarse sand with gravel c° 4 �,p o n 5 8 4.3 U c a 7 n oa 0 8 ' c o ° a g 0 to a h o� 10 Test pit terminated at 10.0 feet below existing grade. No groundwater seepage encountered during excavation. o m ., Test Pit Log Earth Consultants Inc. Airport 37 Industriial Park Lots 8,9&10 Arlington,Washington Proj.No. 7062-1 own. GLS Date Jan. '96 Checked SDD Date 1/10/96 Plate A9 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.we cannot accept responsibility for the use or interpretation by others of Information presented on We log. Test Pit Log Project Name: Sheet of Airport 37 Industrial Park Lots 8,9&10 1 1. Job No. Logged by: bats: Test Ph No.: 7062-1 1 RAC I 1/2/96 - TP-9 - Excavation Contactor: Ground Surface Elevation: Kevin Vietzke t 100, -- Notes: c r ! W a Surface Conditions: Depth of Topsoil and Sod 4": Scotchbroom and gravel W E a. U surface M ] : 7 E L N 0 rn N 13-G Brown poofly_graded GRAVEL with silt, some roots toe 717 1 GP Gray poorly graded GRAVEL with sand, medium dense, moist 2.2 2 1 Vb ;;• 3 ► 1 _ 4 SP Gray poorly graded fine SAND with gravel, medium dense, moist 0 �0 5.8 ° o la: 5 — 0 o'A a B O o Q o 7 4. O O U •O O 8 h. O e U G U G ` 9 •O Q. 0 p- s- 10 -- Test pit terminated at 10.0 feet below existing grade. No groundwater seepage encountered during excavation. o m Test Pit Log LO Earth Consultants Inc. Airport 37 Industrial Park Lots 8,9&10 m c000 "'p`Enonme,Geabo°'"'B" 'Od""`0' Ariington,Washington J F Proj.No. 7062-1 Dwn. GLS Date Jan. '96 Checked SDD Date 1/10/96 Plate Al Subsurface conditions dappictod represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and Judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. I I I Test Pit Log Project Name: Sheet of Airport 37 Industrial Park Lots 8,9&10 1 1 Job No. Logged by: Date: Test Pit No.: 7062-1 1 RAC 1/2/96 _ TP-10 Excavation Contactor: Ground Surface Elevation: Kevin Vletzke t 100'_ Notes: a C ! H o Surface Conditions: Depth of Topsoil and Sod 6": Scotchbroom and gravel W a a + a u .0 surface LL W to 0 ,'P-GM Brown poorly graded GRAVEL with slit, some roots to 6' SP Gray poorly graded medium to coarse SAND with gravel, medium r o dense, moist a ,o a 2 4.7 0 ° 'o 0 4 G 0 5 — a 4.9 ff o J 7 IpL � O O G O 8 lr ` Irro..V fJ'. p 10 Test pit terminated at 10.0 feet below existing grade. No groundwater seepage encountered during excavation. o m Test Pit Log Earth Consultants Inc. Airport 37 Industrial Park Lots 8,9&10 \ ceobadat u,O,nern.c:r Ik Envimmoo Seim " Arlington,Washington Proj.No. 7062-1 Dwn. GLS Date Jan. '96 Checked SDD Date 1/10/96 Plate Al Subsurface oondltllone dVicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. ii Test Pit Log Project Name: Sheet of Alrport 37 Industrial Park Lots 8,9&10 1 1 Job No. Lo9ged by: Date: Test Pit No.: 7062-1 RAC �1/2/96 TP-11 - Excavation Contactor: Ground Surface Elevation: Kevin Vietzke f 1001 Notes: o L ! v, o Surface Conditions: Depth of Topsoil and Sod 4%Scotchbroom and gravel /w a E e. t EL (i E (i E surface l%) a 0 '` A 7 LT 3P-GA11 Brown poorly� graded GRAVEL with silt, some roots to 4' SP Gray.to brown poorly graded medium to coarse SAND with gravel, u J >p o t medum dense, moist 0 2 �v o C 4-. 8.2 3 -12"poorly graded fine sand lens 4 5 . 00 -12"poorly graded fine sand lens 6 0 ° 7 — A aQ o'o n P 8 u 9 e 4.2 .� 6 10 p 12 Test pit terminated at 12.0 feet below existing grade. No groundwater seepage encountered during excavation. W o m Test Pit Log Earth Consultants Inc. Airport 37 industrial Park Lots 8,9&10 °PD1°dF"n nnonftM GCOWOM onftM GCOWOM&LB'"UWMeFtd&Mr"'° Arlington,Washington a. Prcj.No. 7062-1 Dwn. GLS Date Jan. '96 Checked SDD Date 1/10/96 Piate Al2 Subsurface conditions cl picted represeM out observation at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. i I Test Pit Log Project Name: Sheet of — Airport 37 Industrial Park Lots 8,9& 10 1 1 Job No. Logged by: Date: Test Pit No.: 7062-1 1 RAC 1/2/96 TP-12 Excavation Contactor: Ground Surface Elevation: Kevin Vietzke t 100' Notes: o r ! o surface conditions: Depth of Topsoil and Sod 8": Scotchbroom and gravel w a .0 d } a ai a surface M • a • L x 3 a 3P-GM Brown o_ Orly graded GRAVEL with silt, roots to 8" _ GW Gray to brown well graded GRAVEL with sand,medium dense, moist 7CJC oe o 4.5 O 0 2 O OC 9 -becomes gray , Oo 7 CJ 0°n 4 ° 0 -4"to 6"cobbles p 5' O O , Oo s SP Gray poorly graded medium to coarse SAND with gravel, medium a dense, most 6 7 0 o,0 0 8 OO C, a n g C, -grades to poorly graded fine to medium sand c a 10 a e P 4 u °6 t1 Test pit terminated at 11.0 feet below existing grade.No groundwater seepage encountered during excavation. ED Test Pit Log to Earth Consultants Inc. Airport 37 Industrial Park Lots 8,9&10 Geowdf1cdEnor"m Cc�`awha ""Sda N Arlington,Washington J F Proj.No. 7062-1 Dwn. GLS Date Jan. '96 Checked SDD Date 1/10/96 Plate Al Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the uee or Interpretation by others of Information presented on this log. APPENDIX B LABORATORY TEST RESULTS ES-2707 Earth Solutions NW,LLC i ' rr � III II IIIIII IIIII IIIIII II I III r r 1111 111111� 11 I I 1 1 II I III ,. rr 1 11111111�1 .rr li 1111�11 11/11111 11 1 11111�111 1 ��11loiII1 I��:���ill mammon■■■■■■■■■■■■■■■■■■■�■moE■■oE■■■■om■osso■moo■ ... • ■■■■.■■■r,■■■�■■■.■■■.�■�■■■. ■■■■.■■.■■■■■■■■■■■■■■.■ r r ■■■■■■■■ ■■■ ■■■■■■ ■■■�■■■■■■■■■■■-■■■-■■■■-■ ■■ :r r '■■■E■■■■■■■■■■■■■■-■�■■■--■■■�'■■■r�= ■�■�-■■■■■■:■■ • ' III II I IIIII II II IIIIIiI I I IIIIIIII III IIIIIIIIIIIIIIIIIII 1111111111111111111111111ZO' rd dd 111'1�11111111111111111 11111111 IIIII 1111111111 • IIIII IIIIIIIIIII ., II IIIIIIIII IIi� IIIIIIIIIIII I son e■■■■■some■■ No oil ■■■■■ oe■■ ■se■■om■■■�: • 1111111111111111111111111111�111 Illlll11 HIM ■■■E e ■EN■�■tN■EN■N ■ SON MEN an ■■■o■SE/ EX . 1111111111111111111�1�11 11�11 �111111_ � . IIIIIIIIII HIIIIIr1 11111 1�:1:1111111 .; � _�i � . 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Ililllllllllllllll Illlllllli r = • � • GRAIN SIZE ANALYSES I III IIIIIIII III ,, � � Earth Co port i �' REPORT DISTRIBUTION ES-2707 EMAIL ONLY Scott Galvanizing Co., Inc. c/o 2812 Architecture 2812 Colby Avenue Everett, Washington 98201 Attention: Mr. Adam Clark Earth Solutions NW,LLC y or KOSNIK ENGINEERING, PC Scott Galvanizing Metal Building Foundation System Arlington, Washington Structural Calculations �\EL • KO pP�Of WAsy, � o cc 20744 ass/r�RAI ANAL Project No. K-13-008 First issue 04-05-13 RECEIVED APR 0 9 2013 COA PERMIT CENTER 10511 19T"Ave SE, Suite C, Everett,WA 98208 ♦ (425)357-9600 (phone) ♦ dan@kosnik.ccom �� I LT is Scott Galvanizing Metal Building Foundation System Project No. S-13-008 STRUCTURAL CALCULATIONS INDEX Sheet Design Criteria 01 Perimeter Footing Design 02-08 Pit Wall Design 09- 11 APENDIX—Metal Bldg Frame Reactions R1 -R10 i ', � - C, Scott Galvanizing Metal Building Foundation Svstem DESIGN CRITERIA Code: 2009 IBC as adopted by the City of Arlington, WA Foundation Design: Foundation design is based on the following values presented in the geotechnical report by Earth Solutions NW dated 03-12-2013. Allowable Bearing Pressure: 3,000 psf Lateral Earth Pressures on Retaining Walls: Active Condition 35 pcf EFW At Rest Condition 55 pcf EFW Passive Condition 350 pcf EFW upper wall Seismic Addition: E = 8H psf Uniform Coefficient of Friction: 0.40 Saturated Soil Density: 125 pcf Surcharge: 250psf min for backfill equipment. Material Requirements: Rebar: Grade 60 Concrete: f c= 4000 psi max w/c ratio = 0.50 I� I I I Kosnik Projectd ! �V Y Sheet - Engineering - -- Date � A Professional Service Corporation Job No IYT 21 y I l'Nf� WI N v - 27 ., I I Kosnilk Project L V- Sheet Engineering owe ' A Professlonal Servloe Corporetlon Job No 7 � � 2Iv t 1 i i Kosnik Project �(/(/1� 'L'T(/f VV ' Shoot Engineering - Date A Professional Service Corporation Job No 1) 'n? AV: n� VWOP MAtl F-6pl f T�-[64 rldOJ y C s 1 I V BENTLEY `�• '� ' �� Kosnik Engineering a Current Date: 4/5/2013 11:17 AM Units system: English File name: Geometry data Nodes Node X Y Z Rigid Floor [ftl Ift] Iftl ------------------------------------------------------------------------------------------------------------------- 1 0.00 0.00 000 0 2 25.00 0.00 0.00 0 3 50.00 0.00 0.00 0 4 75.00 0.00 000 0 Restraints Node TX TY TZ RX RY RZ ______----------------. 1 1 1 1 1 1 1 2 0 1 1 0 0 0 3 0 1 1 0 0 0 4 1 1 1 1 1 1 Members Member NJ NK Description Section Material d0 dL Ig factor [in] [in] --- - ----------------------------------------------------------------------------------------- 1 1 2 RcBeam 20x34in C 4-60 0.00 0.00 0.00 2 2 3 RcBeam 20x34in C 4-60 0.00 0.00 0.00 3 3 4 RcBeam 20x34in C 4-60 0.00 0.00 0.00 — ----------------------------------------------- -----------------------•---------------------------------------------- -------- 1 Kosnik Engineering13o Current Date: 415/201 3 1 1:17 AM Units system. English File name: Load data GLOSSARY Comb Indicates if load condition is a load combination(1=load combination.0=load case) Load conditions Condition Description Comb. Category c1 dl-cl-cl 0 LIVE -------------------- Distributed force on members v1TflTn V2 d2 Condition Member Dirt Vail Va12 Dist1 % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] c1 1 Y -8.25 -8.25 0.00 No 4.00 No Y -8.25 -8.25 21.00 No 25.00 No 2 Y -8.25 -8.25 0.00 No 4.00 No Y -8.25 -8.25 21.00 No 25.00 No 3 Y -8.25 -8.25 0.00 No 4.00 No Y -8.25 -8.25 21.00 No 25.00 No I I Kosnik Engineering Current Date: 4/5/2013 11:34 AM Units system: English File name: Load data GLOSSARY Comb Indicates if load condition is a load combination(1=load combination.0=load case) Load conditions Condition Description Comb. Category ---------------------------—-----------—----------------------------------------------------------------------- cl dl-cl-cl 0 LIVE Distributed force on members V1 V2 a1 a2 Condition Member Di o r7 Val1 Val2 Dist1 /° Dist2 [Kip/ft] [Kip/ft] [ft] [ft] --------------------------------------------------—--------------------_______----------- ------------------------------------------------ cl 1 Y -8.25 -8.25 0.00 No 6.00 No Y -8.25 -8.25 19.00 No 25.00 No 2 Y -8.25 -8.25 0.00 No 6.00 No Y -8.25 -8.25 19.00 No 25.00 No 3 Y -8.25 -8.25 0.00 No 6.00 No Y -8.25 -8.25 19.00 No 25.00 No BENTLEY `� • �' I� Kosnik Engineering Current Date: 4/5/2013 11:16 AM Units system: English File name: �►- �� a- .r-fZ,h'N Analysis Results Member forces at fixed stations r rv, CONDITION c7=dl-cl-cl M33 V2 M22 V3 Axial Torsion [Lb"ft] [Kip] [Lb"ft] [Kip] [Kip] [Lb"ft] -------------------------------------------------------------------------------------------------_____---------------------------- MEMBER 2 0% -58960.00 -33.00 0.00 0.00 0.00 0.00 5% -22680.57 -22.14 0.00 0.00 0.00 0.00 11% -684.38 -11.29 0.00 0.00 0.00 0.00 16% 7028.57 -0.43 0.00 0.00 0.00 0.00 21% 7040.00 0.00 0.00 0.00 0.00 0.00 26% 7040.00 0.00 0.00 0.00 0.00 0.00 32% 7040.00 0.00 0.00 0.00 0.00 0.00 37% 7040.00 0.00 0.00 0.00 0.00 0.00 42% 7040.00 0.00 0.00 0.00 0.00 0.00 47% 7040.00 0.00 0.00 0.00 0.00 0.00 53% 7040.00 0.00 0.00 0.00 0.00 0.00 58% 7040.00 0.00 0.00 0.00 0.00 0.00 63% 7040.00 0.00 0.00 0.00 0.00 0.00 68% 7040.00 0.00 0.00 0.00 0.00 0.00 74% 7040.00 0.00 0.00 0.00 0.00 0.00 79% 7040.00 0.00 0.00 0.00 0.00 0.00 84% 7028.57 0.43 0.00 0.00 0.00 0.00 89% -684.38 11.29 0.00 0.00 0.00 0.00 95% -22680.57 22.14 0.00 0.00 0.00 0.00 100% -58960.00 33.00 0.00 0.00 0.00 0.00 --------------------------------------------------------------------------------------------------------------------------------------- Pagel 1 I I aBENTLEY `�• ° �' Kosnik Engineering Current Date: 4/5/2013 11:27 AM Units system: English File name: - p b t 6-1, -95P(, L Analysis Results Member forces at fixed stations CONDITION cl=dl-cl-cl M33 V2 M22 V3 Axial Torsion [Lb"ft] [Kip] [Lb"ft] [Kip] [Kip] [Lb*ft] MEMBER 2 -� 0% -124740.00 -49.50 0.00 0.00 0.00 0.00 5% -66750,04 -38.64 0.00 0.00 0.00 0.00 11% -23043.32 -27.79 0.00 0.00 0.00 0.00 16% 6380.15 -16.93 0.00 0.00 0.00 0.00 21% 21520.39 -6.08 0.00 0.00 0.00 0.00 26% 23760.00 0.00 0.00 0.00 0.00 0.00 32% 23760.00 0.00 0.00 0.00 0.00 0.00 37% 23760.00 0.00 0.00 0.00 0.00 0.00 42% 23760.00 0.00 0.00 0.00 0.00 0.00 47% 23760.00 0.00 0.00 0.00 0.00 0.00 53% 23760.00 0.00 0.00 0.00 0.00 0.00 58% 23760.00 0.00 0.00 0.00 0.00 0.00 63% 23760.00 0.00 0.00 0.00 0.00 0.00 68% 23760.00 0.00 0.00 0.00 0.00 0.00 74% 23760.00 0.00 0.00 0.00 0.00 0.00 79% 21520.39 6.08 0.00 0.00 0.00 0.00 84% 6380.15 16.93 0.00 0.00 0.00 0.00 89% -23043.32 27.79 0.00 0.00 0.00 0.00 95% -66750.04 38.64 0.00 0.00 0.00 0.00 100% -124740.00 49.50 0.00 0.00 0.00 0.00 -------------------------------------------------------------------------------------------------------------------------------------- Pagel I I� I 105 CLR. _fin x a 101 G s U) LU a 102 102 2&5 4 CV 105 Co's —1 N U CV � 104 103 CC) 2'-1011 gu 11-411 r 4'-10° -r 7'� TYP PIT RETAINING WALL SECTION 52 SCALE 1/2��=1'-0�� :u• �I SITE STRUCTURES Project Scott Galvanizing sheet 10511 19th Ave SE, Suite C date 4/5/13 Everett, WA, (425)-357-9600 prj. no. K-13-008 8.0' RETAINING WALL REINFORCING Active Pressure+ Surcharge H from top Ms Mu As Wall thick 8 in 1 41 65 0.003 Concrete cover 1.5 in 2 187 299 0.012 Rebar size 5 3 473 756 0.030 Concrete Strength fc 4000 psi 4 933 1493 0.058 5 1604 2567 0.100 Depth to rebar center 6.19 6 2520 4032 0.158 Comp block depth 0.45 7 3716 5945 0.232 8 5227 8363 0.327 9 7088 11340 0.443 10 9333 14933 0.583 11 11999 19199 0.750 12 15120 24192 0.945 13 18731 29969 1.171 EFWa(pcf) 35 14 22867 36587 1.430 Surcharge(psf) 250 15 27563 44100 1.723 Soil Density(pcf) 125 As 0.312 _. LF surcharge 1:6 =: .:8 0.312 Vertical Reinforcing: bar size: 4 5 spacing: 12 "o/c As= 0 31.sq in Z OM: Footint to Wall Dowels: bar size: # 5 spacing: 12 "o/c As= 0;31 sq in Z 0.31 tension controlled cracking: p 5 pt: p= 0.0032 Pt= 0.0181 development length: 23.7 " in 3000psi co_nc Extend Dowels: 2.0 ft minimum into wall—*go to end hook development: 8.3 " in 3000psi conc Embed Dowels: 8.4 in min into footing go to I1 in into 14 in ftg Horizontal Reinforcing: bar size: 5; spacing: 16 " o/c each face: v p= 0.0048 z 0.0020 I I SITE STRUCTURES Project Scott Galvanizing sheet 10511 19th Ave SE, Suite C date 4/5/13 Everett, WA, (425)-357-9600 prj. no. K-13-008 8.0' RETAINING WALL STABILITY Active Pressure+ Surcharge Ha(ft)= 9..17 EFWa(pcf)= 3:5 :. Tw(in)= 8 Tftg(in)= 14.00 Hp(FT)= LIT EFWp(pcf)= 350 Hw(ft)= 8 Wftg(ft)=4.83 FSpassive=.100. D(wall)pcf-- 150 .Lheel(ft)= 2.83 CoeFrict= 0:40 Dsoil(pcD=`125:U0: Ltoe(ft)= 1.33 Surchg(psf)= 25010¢. D(ftg)pcf-- 150 W(surchg)= 707.5 W1(heel)= 2831 Fsrchg(lbs)= 642 Allowalbe Bearing Pressure 3000_psf W2(wall)= 800 Fa(lbs)= 1472 LF oveturn= M: W3(toe)= 1 Fp(lbs)= 240 Ms-ot(ft-lb)= 7348 W4(ftg)= 845 Ffrict(lbs)= 2074 Mu-ot(ft-lb)= 11022 Wtotal= 5184 FS sliding= 1.09' FS slide reqd= 150:. D key(ft)=0.00 Net Sliding= -200 Xcw(ft)= 1.85 Ecc-s(ft)= 1.42 Xresult-s(ft)= 3.27 Tr-s(ft)= 1.56 Ecc-u(ft)= 2.13 Xresult-u(ft)= 3.97 Tr-u(ft)= 0.86 3rd point= 1.61 CASE= Service RESULTANT OUTSIDE MIDDLE 3rd Tr(ft)= 1.56 Lbrg(ft)= 4.69 Q 1(psf)= 2209 <3000 psf Q2(psf)= 0 CASE=Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr(ft)= 0.86 Lbrg(ft)= 2.57 Q1(psf)= 4038 <1.5 x 3000=4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover(in)= 2.: W(surchg)+W(heel)+W(heel DL)(lbs)= 4034 Top bar size= 5.: : Subgrade Reaction(lbs)= 1708 Top bar spacing(in)= 1:6 Load Factor= 1.5 Depth to Reinf d(in)= 11.69 Mu= 7029 ft-lbs @ wall Comp Block a(in)= 0.34 As reqd= 0.14 sq in per ft d-a/2(in)= 11.52 As min= 0.47 sq in per ft As provided(sq in)= 0.23 1.33 x As reqd= 0.18 sq in per ft TOE REINFORCING DESIGN Bot bar cover(in)= 3 Toe Reaction(lbs)= 3986 Bot bar size= 5 W(toe)+W(toe DL)(lbs)= 234 Bot bar spacing(in)= 16 Load Factor-- 15 Depth to Reinf d(in)= 10.69 Mu= 5159 ft-lbs @ wall Comp Block a(in)= 0.34 As reqd= 0.11 sq in per ft d-a/2(in)= 10.52 As min= 0.43 sq in per ft As provided(sq in)= 0.23 1.33 x As reqd= 0.15 sq in per ft i �� APPENDIX U13R0049A-SCOTT GALVANIZING R1 of 10 vSUILOMG SYSTEMS GRDUP version2012.08,06.1 (816112)by DJE 1050 North Watery Lane Ph:(435)919-3100 Brigham City,UT 84302 Fax: (435)919-3101 REVISED Page: RI of 2:16 pm, Mar 05, 201 Date: 3/5/2013 GENERAL INFORMATION FOR COLUMN BASE REACTIONS p FOR REVIEW QQ FOR CONSTRUCTION Project Name: SCOTT GALVANIZING NBS Project Number: U13R0049A Customer: SEA CON LLC Nucor Engineer: Brooks Blackmer Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject,per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets marked"FOR REVIEW"are subject to change and are usually provided at the request of the customer,although the Nucor Engineer believes he/she is working with undefined,incomplete.or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBAL X GLOBAL Y GLOBAL Z (+to right) (+upward) (+counter-clockwise) -� +X +Y ( +Z Anchor bolt diameter,grade,location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. Excellence from the ground up ACCREDUED AC472 BWB R1 of 10 i� I U13R0049A-SCOTT GALVANIZING R2 of 10 NUCOR BUILDING SYSTEMS Job #: U13R0049A Page: Frame : FRAME LINES 11-15 MAIN By: BWB Date: 03-05-13 Job Name: Scott Galvanizing File: F11 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** D rY ao.0o 4Z�M r 12.00 1:OD r— 12.00 1.00 i0.00 46.67 46.67 0.08 0.08 COL01 COL02 X Y Z X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) -�-------------- --'» '-------'---^---"----�.._«--'_----LOAD CASE CASE 1 - DEAD I LOAD CASE 14 LONG. WIND 3 TO BACK COL01 2 11 0 1 COL01 -1 3 0 COL02 -2 12 0 1 COL02 -2 4 0 LOAD CASE 2 - COLLATERAL I LOAD CASE 15 - LONG. WIND 3 TO FRONT COL01 2 5 0 1 COL01 1 4 0 COL02 -2 6 0 1 COL02 2 3 0 -BA »�___ «_«_« " LOADD CASE '» 3 - ROOF LIVE I-LOAD CASE 16---LONG.»WIND-9-TO-BACK COL01 6 21 0 1 COL01 3 -19 0 COL02 -6 26 0 1 COL02 -7 -16 0 ------»------------------'------ -------------------- -------- _—------»�. LOAD CASE 4 - SNOW I LOAD CASE 17 - LONG. WIND 4 TO FRONT COL01 6 22 0 1 COL01 6 -15 0 COL02 -6 36 0 1 COL02 -1 -20 0 "------------------------------------------------------------------------------------' LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 18 - SEISMIC TO RIGHT COL01 7 27 0 1 COL01 -9 -10 0 COL02 -7 32 0 1 COL02 -10 10 0 ---------------------------------- __»_«--------------------------- LOCK LOAD CASE 6 - WIND CASE 1 TO RIGHT I LOAD CASE 19 - SEISMIC TO LEFT COL01 -13 -7 0 1 COL01 9 10 0 COL02 -4 6 0 1 COL02 10 -10 0 --� ---------------------"--'-___..------ ------------------------------------------- LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 20 - ALTERNATE SNOW 1 COL01 2 7 0 1 COL01 5 22 0 COL02 12 -7 0 1 COL02 -5 13 0 -BABA------- ' LOAD CASE 8 - WIND CASE 2 TO RIGHT I LOAD CASE 21 - ALTERNATE SNOW 2 COL01 -8 -26 0 1 COL01 5 13 0 COL02 -6 -17 0 1 COL02 -5 22 0 —__"'----------------__------------------__--'----------'__«..«—'_"_»------------------------------------- LOAD CASE 9 - WIND CASE 2 TO LEFT I LOAD CASE 22 - CRANE 1 ON LEFT COL01 7 -13 0 1 COL01 3 46 0 COL02 10 -28 0 1 COL02 -3 27 0 _« LOAD CASE 10 - LONG. WIND 1 TO BACK .I LOAD CASE. 23 -,CRANE 1 ON,RIGHT, COL01 -3 -4 0 1 COL01 3 27 0 COL02 1 -4 0 1 COL02 -3 46 0 -'--"'--BABA -'-" -BABA"' LOAD CASE 11 - LONG. WIND 1 TO FRONT I LOAD CASE 24 - CRANE 1 LATERAL TO LEFT COL01 -1 -2 0 1 COL01 3 3 0. COL02 3 -5 0 1 COL02 3 -3 0 «"'____-----—......__ LOAD CASE 12 - LONG. WIND 2 TO BACK I LOAD CASE 25 - CRANE 1 LATERAL TO RIGHT COL01 1 -24 0 1 COL01 -3 -3 0 COL02 -6 -23 0 I COL02 -3 3 0 LOAD CASE 13 - LONG. WIND 2 TO FRONT COL01 5 -21 0 1 COL02 1 -27 0 1 BWB R2 of 10 i RS U13R0049A-SCOTT GALVANIZING R3 of 10 NUCOR BUILDING SYSTEMS Job #: U13ROO49A Page: Frame : FRAME LINES 1,16-17 MAIN By: BWB Date: 03-05-13 Job Name: Scott Galvanizing File: F12 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** t y 60.00 Z"]�x 112.00 12.00� 1.0D� -�1.00 90.00 46.67 46.67 .05 0.034 ODL01 ODLO2 X Y Z X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) -------_.u�-----_-....-«--..a-------------------—-------- - _ LOAD CASE 1 - DEAD I LOAD CASE 19 LONG. WIND 3 TO BACK«--- — -- COL01 2 12 0 I COL01 1 4 0 COL02 -2 12 0 I COL02 -1 4 0 -«_—_ ....----_------------------------------------- LOAD CASE 2 - COLLATERAL I LOAD CASE 15 LONG. WIND 3 TO FRONT COL012 5 0 I COL01 1 4 0 COL02 -2 5 0 I COL02 -1 4 0 i ------ ------------------------------------------------------- ------------ --------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 16 LONG. WIND 4 TO BACK COL01 6 21 0 I COLO1 -4 -17 0 COL02 -6 22 0 I COL02 4 -17 0 ----- «. ------------------------ ---------------—--------------------------------- LOAD CASE 4 - SNOW I LOAD CASE 17 - LONG. WIND 4 TO FRONT COL01 6 23 0 I COL01 -4 -17 0 COL02 -6 23 0 I COL02 4 -17 0 -------------------- ----------------------------------------- -- «- —---------------------- LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 18 SEISMIC TO RIGHT COL01 7 27 0 1 COL01 -9 -9 0 COL02 -7 27 0 1 COL02 -9 9 0 ----------��__— «-_-_- -------- ----------LOAD CASE 6 - WIND CASE 1 TO RIGHT I LOAD CASE 19 - SEISMIC TO LEFT COL01 -3 -4 0 1 COL01 9 9 0 COL02 -2 4 0 1 COL02 9 -9 0 -------------------------------- -_-"-"«---_"- LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 20 ALTERNATE SNOW 1 COL01 2 4 0 1 COL01 5 22 0 COL02 3 -4 0 1 COL02 -5 13 0 ....--« —--------------------------------------------------------- LOAD CASE 6 - WIND CASE 2 TO RIGHT I LOAD CASE 21 ALTERNATE SNOW 2 COL01 -7 -23 0 1 COL01 5 13 0 COL02 3 -16 0 1 COL02 -5 22 0 -«--«----------------------_ ---«-----__--- ------------------------------------- LOAD CASE 9 - WIND CASE 2 TO LEFT LOAD CASE 22 - CRANE 1 ON LEFT COL01 -3 -16 0 I COL01 3 46 0 COL02 7 -23 0 I COL02 -3 27 0 -....-«-«-«- --_--------------------— ---------------------------------- LOAD CASE, 10 -,LONG. WIND,1 TO BACK I LOAD CASE 23 - CRANE 1 ON RIGHT COL01 -1 -3 0 I COL01 3 27 0 COL02 1 -3 0 COL02 -3 46 0 --— LOAD CASE 11 - LONG. WIND 1 TO FRONT I LOAD CASE 24 CRANE 1 LATERAL TO LEFT COL01 -1 -3 0 I COL01 3 3 0 COL02 1 -3 0 I COL02 3 -3 0 --------------«----- — ---------------------------------------------------------- LOAD CASE 12 - LONG. WIND 2 TO BACK I LOAD CASE 25 CRANE 1 LATERAL TO RIGHT COL01 -5 -23 0 COL01 -3 -3 0 COL02 5 -23 0 I COL02 -3 3 0 - --------------------------------------i------«------- ----------«--- LOAD CASE 13 - LONG. WIND 2 TO FRONT COL01 -5 -23 0 I coL02 5 -23 0 I ---------------------—----—------------------------------------------------------- -.«--- - BWB R3 of 10 i U13R0049A-SC07T GALVANIZING R4 of 10 NUCOR BUILDING SYSTEMS Job #: U13R0049A Page: Frame : FRAME LINES 9-10 MAIN By: BWB Date: 03-05-13 Job Name: Scott Galvanizing File: F13 -'1 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE i D a y 80.00 x F S2:Do 1.2.00 1.00 1.OD $0.00 46.67 45.67 0.06 O.08 COL01 COL02 X Y L X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) «___.—-------------- -----------------------^-^-^_M�___»___«__�___�_ LOAD CASE 1 - DEAD I LOAD CASE 14 LONG. WIND 3 TO BACK COL01 3 24 0 1 COL01 -2 -7 0 COL02 -4 19 0 1 COL02 -3 5 0 »—_--«------------------------------------« _»»-»_------ LOAD CASE 2 - COLLATERAL I LOAD CASE 15 - LONG. WIND 3 TO FRONT COL01 1 5 0 1 COL01 -1 -6 0 COL02 -1 5 0 I COL02 1 4 0 l ------------------------ LOAD CASE 3---ROOF LIVE I LOAD CASE 16 - LONG. WIND 4 TO BACK COL01 6 30 0 I COL01 2 -28 0 COL02 -6 26 0 I COL02 -B -15 0 —-------------------------— -__»-----»-----»—»-- LOAD CASE 4 - SNOW I LOAD CASE 17 - LONG. WIND 4 TO FRONT COL01 5 30 0 COL01 5 -24 0 COL02 -7 37 0 COL02 -3 -19 0 ___----------------_____«««_«««««_ -^--------------- LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 18 - SEISMIC TO RIGHT COL01 6 3B 0 1 COL01 -14 -16 0 COL02 -B 34 0 1 COL02 -15 16 0 ------------------------------------------------------ »�»»__»_�___________________ LOAD CASE 6 - WIND CASE 1 TO RIGHT I LOAD CASE 19 SEISMIC TO LEFT COL01 -15 -13 0 I COL01 14 16 0 COL02 -6 8 0 I COL02 15 -16 0 —----—----«---------------------------------------«------M----------_------------------------------ LOAD CASE 7 - WIND CASE 1 TO LEFT LOAD CASE 20 - ALTERNATE SNOW 1 COL01 4 6 0 COL01 4 30 0 COL02 14 -9 0 COL02 -6 14 0 »_______«» ___—________________________________________________________________________ LOAD CASE B - WIND CASE 2 TO RIGHT I LOAD CASE 21 ALTERNATE SNOW 2 COL01 -10 -35 0 1 COL01 4 16 0 COL02 -B -15 0 1 COL02 -6 23 0 -----------------------«_--__—«--------------------------------------- LOAD CASE 9 - WIND CASE 2 TO LEFT I LOAD CASE 22 - RIGIDITY COL01 B -17 0 COL01 -1 -1 0 COL02 10 -29 0 I COL02 -1 1 0 _-----------------»_'------------------------------^«________________«----^----------------------- LOAD CASE 10,- LONG. WIND 1 TO BACK I LOAD CASE 23 CRANE 1 ON LEFT COL01 -4 -13 0 1 COL01 8 64 0 COL02 -2 -2 0 1 COL02 -11 43 0 ------------------«------------------------«_--------------------------- LOAD CASE 11 - LONG. WIND 1 TO FRONT LOAD CASE 29 CRANE 1 ON RIGHT COL01 -2 -11 0 COL01 7 39 0 COL02 2 -4 0 COL02 -10 63 0 «-------...- ---------------� -------- LOAD CASE 12 - LONG, WIND 2 TO BACK I LOAD CASE 25 CRANE 1 LATERAL TO LEFT COL01 -1 -34 0 I COL01 5 5 0 COL02 -7 -22 0 1 COL02 5 -5 0 LOAD CASE 13 - LONG, WIND 2 TO FRONT I LOAD CASE 26 CRANE 1 LATERAL TO RIGHT COL01 3 -30 0 I COL01 -7 -7 0 COL02 -1 -26 0 COL02 -7 7 0 ««««-»---------------------------^»----------------- --- «_^ BWB R4 of 10 U13R0049A-SCOTT GALVANIZING R5 of 10 NUCOR BUILDING SYSTEMS Job #: U13ROO49A Page: Frame : FRAME LINES 4-7 MAIN By: BWB Date: 03-05-13 Job Name: Scott Galvanizing File: F14 / *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** r! 0 y 90.00 Y x 12.00 1.00 r- 12.00 1 1.00 �0.00 46.67 46.67 .05 0106 COL01 COL02 X Y Z X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) -------- _«..___��.--------"-----------------------^-------------- LOAD CASE 1 - DEAD I LOAD CASE 14 - LONG, WIND 3 TO BACK COL01 3 21 0 1 COL01 -1 -6 0 COL02 -4 16 0 1 COL02 -1 4 0 —....--------—__---------------------- ------____���'----- LOAD CASE 2 - COLLATERAL I LOAD CASE 15 LONG. WIND 3 TO FRONT COL01 1 4 0 1 COL01 -1 -6 0 COL02 -2 5 0 1 COL02 -1 4 0 - «—-- ------------- ----------------- -- ` LOAD CASE 3 - ROOF LIVE I LOAD CASE 16 - LONG. WIND 4 TO BACK COL01 5 29 0 1 COL01 4 -25 0 COL02 -6 27 0 1 COL02 -3 -18 0 __----------------------- -- -------------- LOAD CASE 4 - SNOW I LOAD CASE 17 - LONG. WIND 4 TO FRONT COL01 5 30 0 1 COL01 4 -25 0 COL02 -6 39 0 1 COL02 -3 -18 0 --^-------^- _-------- --------------LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 18 - SEISMIC TO RIGHT COL01 6 38 0 1 COL01 -9 -11 0 COL02 -8 35 0 1 COL02 -10 11 0 ------------------- --^------ -- - LOAD CASE 6 - WIND CASE 1 TO RIGHT LOAD CASE 19 SEISMIC TO LEFT COL01 -14 -13 0 COL01 9 11 0 COL02 -6 7 0 I COL02 10 -11 0 ___._-----^-------------------^_------------------ LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 20 - ALTERNATE SNOW 1 COL01 3 5 0 1 COL01 4 31 0 COL02 13 -7 0 1 COL02 -6 14 0 ..��......�^ --------------------------^_-.� LOAD CASE 6 - WIND CASE 2 TO RIGHT I LOAD CASE 21 ALTERNATE SNOW 2 COL01 -10 -35 0 I COL01 4 17 0 COL02 -9 -15 0 I COL02 -5 23 0 ----------------------------------------------- -------------— -------- LOAD CASE 9 - WIND CASE 2 TO LEFT I LOAD CASE 22 - RIGIDITY COL01 7 -18 0 1 COL01 -1 -1 0 COL02 10 -28 0 1 COL02 -1 1 0 r--------------^---------------------------------—_W ^_—-------^^^-^ ^-^-------- LOAD CASE 10 - LONG. WIND 1 TO BACK .1 LOAD CASE 23 - CRANE 1 ON LEFT COL01 -3 -12 0 1 COL01 6 32 0 COLD2 2 -4 0 1 COL02 -9 24 0 _��-------------------------------------- LOAD CASE 11 - LONG. WIND 1 TO FRONT I LOAD CASE 24 - CRANE 1 ON RIGHT COL01 -3 -12 0 1 COL01 5 21 0 COL02 2 -4 0 1 COL02 -8 31 0 —---------- ------—-------w---»_—-------------- LOAD CASE 12 - LONG. WIND 2 TO BACK I LOAD CASE 25 - CRANE 1 LATERAL TO LEFT COL01 3 -31 0 1 COL01 3 3 0 COL02 -2 -25 0 1 COL02 3 -3 0 LOAD CASE 13 - LONG. WIND 2 TO FRONT I LOAD CASE 26 - CRANE 1 LATERAL TO RIGHT COL01 3 -31 0 1 COLD1 -4 -5 0 COL02 -2 -25 0 1 COL02 -4 5 0 .._ ------__—-------------------------—-------»-----^---------------—---------------------` BWB R5 of 10 i U13R0049A-SCOTT GALVANIZING R6 of 10 NUCOR BUILDING SYSTEMS Job #: U13R0049A Page: Frame : FRAME LINE 2 By: BWB Date: 03-05-13 Job Name: Scott Galvanizing File: F15 1 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** B y T 50.00 Q 4Zx 12.00 1.2.00 1.OD $0.00 46.67 46.67 0.05 0.08 COL01 COL02 X Y Z X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) _____ _ - -----»-- -------------------------------------------------- LOAD CASE 1 - DEAD I LOAD CASE 14 - LONG. WIND 3 TO BACK COL01 3 17 0 1 COL01 1 4 0 COL02 -3 18 0 II COL02 -1 4 0 --_----------------------------»_—-------------------------—----------------------------- LOAD CASE 2 - COLLATERAL I LOAD CASE 15 - LONG. WIND 3 TO FRONT COL01 2 5 0 1 COL01 1 4 0 COL02 -2 5 0 1 COL02 -1 4 0 �----- ---- ----------------------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 16 - LONG. WIND 4 TO BACK COL01 6 21 0 I COL01 -4 -17 0 COL02 -6 22 0 1 COL02 4 -17 0 ------------------^ ------------- --- ---------------------------------------- LOAD CASE 4 - SNOW LOAD CASE 17 - LONG. WIND 4 TO FRONT COL01 6 23 0 COL01 -4 -17 0 COL02 -6 23 0 I COL02 4 -17 0 LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 18 - SEISMIC TO RIGHT COL01 7 27 0 I COL01 -9 -9 0 COL02 -7 27 0 I COL02 -9 9 0 ---------—--------------»---—_»»---- ---------- ---------- ------ ----------------------------- LOAD CASE 6 - WIND CASE 1 TO RIGHT I LOAD CASE 19 - SEISMIC TO LEFT COL01 -3 -4 0 1 COL01 9 9 0 COL02 -2 4 0 1 COL02 9 -9 0 -----—-------------------_-------------------------------------------- LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 20 - ALTERNATE SNOW 1 COL01 2 4 0 1 COL01 5 22 0 COL02 3 -4 0 1 COL02 -5 13 0 »--------»--------------------------------------- ------------------------------------------- LOAD CASE 8 - WIND CASE 2 TO RIGHT I LOAD CASE 21 - ALTERNATE SNOW 2 COL01 -7 -23 0 I COL01 5 13 0 COL02 3 -16 0 I COL02 -5 22 0 LOAD CASE 9 - WIND CASE 2 TO LEFT I LOAD CASE 22 - CRANE 1 ON LEFT COL01 -3 -16 0 1 COL01 9 55 0 COL02 7 -23 0 1 COL02 -9 41 0 LOAD CASE. 10 - LONG. WIND_1 TO BACK I LOAD CASE 23 - CRANE 1 ON RIGHT COL01 -1 -3 0 I COL01 9 35 0 COL02 1 -3 0 I COL02 -9 61 0 LOAD CASE 11 - LONG. WIND 1 TO FRONT I LOAD CASE 29 CRANE 1 LATERAL TO LEFT COL01 -1 -3 0 I COL01 6 6 0 COL02 1 -3 0 COL02 6 -6 0 »------------- _ ------------- LOAD CASE 12 - LONG. WIND 2 TO BACK I LOAD CASE 25 - CRANE 1 LATERAL TO RIGHT COL01 -5 -23 0 I COL01 -6 -6 0 COL02 5 -23 0 I COL02 -6 6 0 LOAD CASE 13 - LONG. WIND 2 TO FRONT COL01 -5 -23 0 I COL02 5 -23 0 ---------------------------------------------------------`--._„_. BWB R6 of 10 i U13R0049A-SCOTT GALVANIZING R7 of 10 NUCOR BUILDING SYSTEMS Job #: U13R0049A Page: Frame : FL 8 Jacked Out Frame By: BWB Date: 03-05-13 r Job Name: Scott Galvanizing File: F49 .D k.� DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** y L 30.00 Q x r iz.00 1 100� 12.00 --11.00 -- ------------ 90.00 �\ 46.67 46.67 0.09 MI-02 X Y 8 x Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) -----------------------_--- _ _------- ----—---------- LOAD CASE 1 - DEAD LOAD CASE 14 - LONG. WIND 3 TO BACK I COL02 -3 14 0 I COL02 -2 -4 0 _—----------W-----------— ------ —------------_-------—_»..__-_______ LOAD CASE 2 - COLLATERAL LOAD CASE 15 - LONG. WIND 3 TO FRONT COL02 -1 4 0 I COL02 -2 -4 0 / LOAD LOAD CASE 3---_ROOF F LIVE--------__�--- --------- -— CASE16----LONG.LONG--WINDWIND-----4 TO-BACK---- CASE l CASE 3 - LIVE I LOAD I COL02 -6 29 0 I COL02 -3 -12 0 ------ --------- LOAD CASE 4 - SNOW I LOAD CASE 17 - LONG. WIND 4 TO FRONT I COL02 -6 26 0 I COL02 -3 -12 0 —___. __---------------------- LOAD CASE 5 - USER OVERRIDE SNOW LOAD CASE 18 - SEISMIC TO RIGHT COL02 -7 30 0 I COL02 -1 1 0 ____ -_— __—_____» __ --------------- LOAD CASE 6 - WIND CASE 1 TO RIGHT I LOAD CASE 19 - SEISMIC TO LEFT I COL02 -1 -6 0 ( COL02 1 -1 0 _— _— -------_......_—------------------------------ ------------------------------ LOAD CASE 7 - WIND CASE 1 TO LEFT ( LOAD CASE 20 - ALTERNATE SNOW 1 I COL02 7 -9 0 I COL02 -5 15 0 -------------- ----------- WWII-- -------------------------- ----- LOAD CASE 8 - WIND CASE 2 TO RIGHT ) LOAD CASE 21 - ALTERNATE SNOW 2 I COL02 -1 -13 0 ( COL02 -5 25 0 ___ —------------------ ------------- -------— -- LOAD CASE 9 - WIND CASE 2 TO LEFT I LOAD CASE 22 CRANE 1 ON LEFT 1 COL02 6 -17 0 ( COL02 -7 25 0 LOAD CASE 10 - LONG. WIND 1 TO BACK I -LOAD CASE 23 - CRANE 1 ON RIGHT I COL02 1 -11 0 1 COL02 -7 33 0 ---------------------------- ---------------- LOAD CASE 11 - LONG. WIND 1 TO FRONT I LOAD CASE 24 - CRANE 1 LATERAL TO LEFT I COL02 1 -11 0 ( COL02 1 -1 0 --_ ��_�_---"_�LOAD CASE 12 - LONG. WIND 2 TO BACK I LOAD CASE 25 - CRANE 1 LATERAL TO RIGHT I COL02 -2 -18 0 I COL02 -1 1 0 w�_«..�--------�- �---------�____�----'�--'------------- - -----------------------_—_- LOAD CASE 13 - LONG. WIND 2 TO FRONT I COL02 -2 -18 0 ( BWB R7 of 10 I i U13R0049A-SCOTT GALVANIZING R8 of 10 NUCOR BUILDING SYSTEMS Job #: U13R0049A Page: Frame : EQUIPMENT BLDG LEAN-TO'S By: BWB Date: 03-04-13 Job Name: Scott Galvanizing File: F21 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** Y 4ZA Q 12.00 1.00�— IE.04 19.39 0.08 COL01 COLCZ X Y Z X Y L Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) LOAD CASE 1 - DEAD LOAD CASE 11 LONG. WIND 1 TO FRONT COL01 1 2 0 COL01 1 -3 0 -------------------------------------------- ------- LOAD CASE 2 - COLLATERAL I LOAD CASE 12 LONG. WIND 2 TO BACK COL01 0 1 0 1 COL01 2 -4 0 ------------ ---" ----------------------------�-----� LOAD CASE 3 - ROOF LIVE I LOAD CASE 13 - LONG. WIND 2 TO FRONT COL01 1 7 0 1 COL01 2 -4 0 ----------------- _ _------ ----------- LOAD CASE 4 - SNOW LOAD CASE 14 - LONG. WIND 3 TO BACK COL01 1 14 0 COL01 1 -1 0 ____.._M-------- --^ ---------- LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 15 - LONG. WIND 3 TO FRONT COL01 1 B 0 1 COL01 1 -1 0 -------------------- LOAD CASE 6 - WIND CASE 1 TO RIGHT LOAD CASE 16 - LONG. WIND 4 TO BACK COL01 -2 -2 0 COL01 2 -3 0 -----------------------"-- �_— LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 17 - LONG. WIND 4 TO FRONT COL01 1 -1 0 1 COL01 2 -3 0 ---------------------------------- ---------—------------------------------------------- LOAD CASE S - WIND CASE 2 TO RIGHT 1 LOAD CASE 18 - SEISMIC TO RIGHT COL01 -1 -4 0 1 COL01 0 1 0 ------------- ----..__---------------- --"---- ----------------- LOAD CASE 9 - WIND CASE 2 TO LEFT I LOAD CASE 19 - SEISMIC TO LEFT COL01 1 -3 0 I COL01 0 -1 0 -------—------w ----- —_------------------------------------------------------ LOAD CASE 10 - LONG. WIND 1 TO BACK COL01 1 -3 0 1 BWB R8 of 10 it i I .� I it U13R0049A-SCOTT GALVANIZING R9 of 10 NUCOR BUILDING SYSTEMS Job #: U13R0049A Page: Frame : STORAGE LEAN-TO'S By: BWB Date: 03-04-13 Job Name: Scott Galvanizing File: F31 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** r' + T 16.67 Z X 12.00 1.00 r- ------------------------ 30.67 32.05 iLl,09 ML01 COL02 X Y Z X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) _»------------------------------- - ------—-----------—-- ------------------- LOAD CASE 1 - DEAD LOAD CASE 11 LONG. WIND 1 TO FRONT COL01 0 2 0 COL01 2 -3 0 LOAD CASE 2 - COLLATERAL I LOAD CASE 12 - LONG. WIND 2 TO BACK COL01 0 1 0 1 COL01 3 -4 0 -»---- ------------------------------- .._»......_ LOAD CASE 3 - ROOF LIVE I LOAD CASE 13 LONG. WIND 2 TO FRONT COL01 1 5 0 1 C01,01 3 -4 0 —---»---------------------._.. ----- »___ —--------—-------------»_---- I LOAD CASE 4 - SNOW LOAD CASE 14 LONG. WIND 3 TO BACK ` COL01 1 12 0 COL01 2 -1 0 .. -----------------------------» ------ -------»»-------^------------- LOAD CASE 5 - USER OVERRIDE SNOW LOAD CASE 15 - LONG. WIND 3 TO FRONT COL01 1 7 0 COL01 2 -1 0 ------------ ---------------------»--..--..-_..»---_»------------------ LOAD CASE 6 - WIND CASE 1 TO RIGHT LOAD CASE 16 - LONG. WIND 4 TO BACK COL01 -3 -2 0 COL01 3 -3 0 - ----------------------------------- -------------------------- —--- ------------------------ LOAD CASE T - WIND CASE 1 TO LEFT LOAD CASE 17 - LONG. WIND 4 TO FRONT COL01 1 -1 0 COL01 3 -3 0 -» »_»-»-»---------------------«----—---»---------_-__---______»�-------'.-------- LOAD CASE B - WIND CASE 2 TO RIGHT I LOAD CASE 18 SEISMIC TO RIGHT COLD1 -2 -4 0 COL01 0 1 0 _—---------—------------------»- ----------------�__-�_��.._......»- -- --------------------- LOAD CASE 9 - WIND CASE 2 TO LEFT LOAD CASE 19 - SEISMIC TO LEFT COL01 3 -3 0 COL01 0 -1 0 ---------------------------------------------------) ""»M__»»»--------------------------------- LOAD CASE 10 - LONG. WIND 1 TO BACK COL01 2 -3 0 BWB R9 of 10 i �� 0 0 ) 0 0 W U p _U O U U Z _ 0 g m J 0 - y J ❑ 0 rC E V w Z Z w z Z w w V) co U) Cl) m U U U U m 0 _ Q m a WLO W W M ^ O N c- N M Lo Y_ > w cn W d _Z Y M W co z N W p U l0 N O r —r � am E 7 N N m mQ of of ai (7 ai a. 'n r 1vvvvvvv W Z Z �. Z O 'rn rIj M a v 2 c ❑ ❑ ❑ ❑ m m m m a ¢ a Jo.c- (6 luCL Cl) L 0 CL M ? 2 om A; 0 U N CD N m co a x � J 3 vi Q C 0 m o o E In O Z w J 7 E O Y o U O -- O t N 'C N C N O N D) t O N O U d Z (p N y Z C a p J U l0 0 �> � k D7 O U U w Z N m ` 0 0 U13R0049A-SCOTT GALVANIZING � lL DIA/G SYSTEMS GItfO>tlp Version2012.08.06.1(8/6/12)byDJB 1050 North Watery Lane Ph:(435) 91 9-3100 Brigham City,UT 84302 Fax: (435) 91 9-3101 STRUCTU RAL DESIGN CALCULATIONS FOR SEA CON LLC 165 NE JUNIPER ST, SUITE 100 ISSAQUAH,WA 98027 PROJECT SCOTT GALVANIZING 199TH ST NE ARLINGTON,WA 98223 NBS Project No. U13R0049A Design Engineer=Brooks Blackmer Stamping Engineer=Scott A.Russell,PE PROJECT DATA Structural Design Calculations-Pages 1 to 362 Column Base Reactions-Pages R1 to 9 gGp,S'S A R Us��l .�y Name: Scott A. Russell,PE .J -47 57_ 61 Title: Professional Engineer Affiliation: Nucor Building Systems 1i1' Date: August 15,2013 Professional seal The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems, a Member of MBMA,and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. MB.M,R Excellence from the ground zip RECEIVED n AC472Eo BWB SEP 3 0 2013 Al of 362 COA PERMIT CENTER U13R0049A-SCOTT GALVANIZING Input Data 2� Seismic Considerations:IBC/ASCE 7-05 Spreadsheet Revision Number 2/29/2012 Equivalent Lateral Force Procedure(per ASCE 7-Section 12.8) Latest Revision Ilare. Project No.' U13R0049A Brnldutg A Dcseription MAIN BUILDING Building Data Innlit: BWB Engineer Standard Burldmgs Date g/W_013 ASCE 7-05 Nature of Occupancy M67 Gable/Single Slope Building Width t Building Length t Distance to Ridge Roof Slope,s'12 tLow Eae Height(Front SW) lHigh Eave Height(Back SW) t Mean Roof Heigh[ Flexuhle -Note:V&-r 7.0 stale&"Where diaphragms arr lax flexible,tl>,dasigrfshotl include the vent In Roof Level Diaphragm moment plus the accidental torsional ntotnanis caused by an assumed 5%displacement in Mezzanine Level Diaphra�rt Y41w r either diraencm of llte bwldurg masses. Irtc ro the configtnmtion of rigid frame mewl buildings.is xcuicmal torsion todct is UD i rigidity yalwl)onl ill lhe y be appl cd In ter"st'sna" oho longitudinal sc'ivpic acmdcmal torsion due to dtaplu y cales :S_L6 is D Ss= 1.642 **Note:ASCE 7.05•Section 114.2,.uales"\\'licrc the soil properties me nM knmvn in suffktem demo Short period response acceleration,Ss to demine is terle site class,$Ile('lass D shall be used unless the aulltt+nly In"mg lurisdi or 1-second period response acceleration,Si S1=o 354 10 ectmucal deln demo nntnes Site Class E or F soils are present m the site' As a lesult,Site Class D will be used on nearly all buildings Site Classification 2n°ii of flat roof snow load used in set smic dead laxl calcu st lations per NRS arrdarols when Oat *»No1e Roof LO : roof snow load is greater than 3 din 0 psf. DO NOT include snow drift loads m seismic dea(I load 8 00 sf ScRoo fight(SW) 4,00 psf Roof Dead Load(RDL) 3.00 � f •*•*i\ate:Full Herght tlarclwnll is applied at mean roof height(mrh)at Endwalls. Enter the bright Roof Collateral Load(CDL) 3.00 sf requnctl to account for the foil dead load of the wall. Roof Snow (Pf) Exterior Wall#3(Right EW)Loads: Exterior Wall#1(Left EW)Loads: O Fail Height Wall w1 Parapet O Full Height Wall O Full Height Wall O Full Height Wall wl Parapet Partial Height Hardwall O Partial Height Hardwall w/Parapet p Partial Height Hardwall O Partial height Hardwall w/Parapet �Exclude Wallin Latei al Seismic Calculations.(Shear Wall Supports Self Weight) []Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) Wall Length 80.00 feet g0 00 feet qg 33 fCM "•� Wall Length 48.33 feet rra�� Top Elevation 3 f Top Elevation ? Wf Upper Wall Weight Upper Wall Weight 310 feet 3�00 feel Top of Masonry Elevation 0;00 Top of Masonry Elevation Lower Wall Weight Lower Wall Weight 0 00 sf Exterior Wall#4(Back SW)Loads: Exterior Wall#2(Front SW)Loads: O full Ilcwhl Wall wl Parapet O. Frill Height Wall p Full I'Ieight Wall O Full Height Wall w/Parapet O Partial Height Hardwall O paninl Height Hardwall w/Parapet O Partial Ileigin Hardwall p partial Height Hardwall w/Parapet �Exclude Wall in Longitudinal Seismic Calculations.(Shea[Wall Supports Self Weight) �Exclude Wall in Longitudinal Seismic Calculations.(Shear Wall Supports Self Weight 46.67 feet Top Elevation ?� { Top Elevation MOO f67 feet Wall Weight Wall Weight Vote the wai{dtt of a concnhc or mnxomy will may be excluded ii um the scimtc load calcttlauons Interior Wall#5(Partition)Loads: for Inrcrnt'litngmrdural setsmic force testsuall sva mo; pmvtd d[tint detail pemnit us unrestrained movement of seismic force resisting I sgstctn od.ttve tr+dte shell ( bl p Full Height Wall O Full Height Wall wd Parapet excluwaiduesnot apply to metal pallet malls steel slues,loud.E) p or other "Skh"null p Partial Height Hardwall O Partial I leisht Hardwall%v/Parapet sysicilta that arc munched to etc balding frammF at several lxsuns} Per�IIdMA"Se�anc lksir(loin'fur Mclal Budding Systems, Exclude Wall in Lateral Seismic CalCulat ons,(Shear Wall Supports S...U'eight) 4913 Top Elevation Wall Weighs xrcdzn I s A2 of 362 Ngc I nr BWB U13R0049A-SCOTT GALVANIZING Seismic Considerations:IBC/ASCE 7-05-(Continued) 1itr t Data Equivalent Lateral Force Procedure(per ASCE 7-Section 12.8) Spreadsheet Revision Number: 2.9 Latest Revision Date: 2/29/2012 Project No-: U13ROO49A Description: MAIN BUILDING Engineer: BWB Date: 8/6/2013 Mezzanine#1 Loads: Mezzanine#2 Loads: Floor Dead lloo(Dead Floor Live •••• floor love Elevation Elcvalirm ****Note:1)Use 25%percent of Floor Live Load when mezzanine is designed for Storage.(Typical storage loads are 125 psf or greater.) 2)Use 10 psf(or actual weight if greater)for partition walls on mezzanine Crane Loads:Aisle#1 Crane Loads:Aisle#2 Number of Aisles with this crane info. 1 Number of Aisles with this crane info, Crane Type:(TR/UH/Mono) TRDG Crane Type:(TR/UN/Mono) Mono Crane Beam+Channel 73.00 Of Crane Beam+Channel 11900 pif Independent Crane Column Irulependntt Crane Column Rail Wt b0.00 Ib Rail Wt o.00 IbAd 20Oo If 0,00 plf Bridge Wi 43GW"a Bridge Wl O Ibs I lout&Trollry 3JOO 1bs Hoist&Trolley 2400 Ibs Elevation 37 00 feet Elevation 48 33 feel Crane Loads:Aisle#3 Number of Aisles with this crane info. 1 Crane Type:(TR/UH/Mono) TRDG Crane Beam+Channel 73,00 plf Independent Crane Column Rail Wt 60,00 lb1 d. 20.00 pir Bridge WI 43600 Itx Man&Trolley 3400 Ibs Elevation 3700 fool Pabc 2 of 5 N/G/21113 BWB A3 of 362 U13R0049A-SCOTT GALVANIZING Lateral Seismic Calculations:IBC/ASCE 7-05 LaIcral Calcs.(I) Equivalent Lateral Force Procedure(per ASCE 7-Section 12.8) Spreadsheet Revision Number; 2.9 Latest Revision Date_ 2/29/2012 Frame Description/Location I FRAME LINES 1.10 •- - Project No: L113R.0049A Building Data input Echo: DuddirtgA Description: MAIN BUILDING Engineer: BWB ASCE 7-05 Occupancy Category II Date: 8/6/2013 Seismic Force Resisting System Rigid Frame Gable/Single Slopc Gahle Width 80.on feet Length 327,00 feet Distance to Ridge 40.00 feet Roof Slope,s:12 1-00 :12 Low Eave Height 46,67 feet High Eave Height 46.67 feet Mean Roof Height 48.33 feet Bay Width 25.00 feet Frame Located at Bay: 0 Left Endwall Interior Frame 0 Right Endwall 0 Int.Frame w/Partition Ilardwall fSW)lofnrutation: Roof Concentrated Load Information: Wall Length Exterior Wall 42(Front SW): 25 00 feet Wall Length Exterior Wall 94(Back SW): 25 00 feet Roof concentrated loads: Mezzanine Information: Crane Information: Loading Area-Mezzanine HI: Quantity of Cranes/Bay-Aisle f11 t ) Concentrated Loads-Mezzanine 91. Length of Runway-Aisle 81; 25 00 feet Loading Area-Mezzanine 42: Quantity of Ci aues/Bay-Aisle 42. 4 Concentrated Loads-Mezzanine UZ Length of Runway-Aisle 92_ 5000 feel Seismic Dain It111111 Echo: Quantity of Cranes/Bay-Aisle U: Length of Runway-Aisle#3: *' Short period response acceleration,Ss Ss= 1,042 1-second period response acceleration,SI S I= 0,354 *Note: Enter quantity of cranes for one aisle only.DO NO'f increase the crane quantities when crane inf'orm.anon r5 used for more than one aisle. Sclstnic Datsl outpul: -Note Enter runway length,DO NOT double nmv:ay length as other seismic Occupancy Importance Factor,le 1.00 sheets have asked you to do previously Site Coefficient Fat Fa=1.08 Site Coefficient Fv: Fv=1.69 "**Note: ASCE 7-05-Sections 12,21 122 3 1 and 12.2 3-2 states,"Where different seismic force-resisting Max spectral response for shnrt periods(Fq 11 4-1)• Sms=1 129 systems are used In combination to resist seismic forces in the same direction of stnictural response, Max spectral response for I-second period(Eq 11.4-2): Sm 1=0.599 other than those combinations considered as dual systems.the more stringent system limitation Design spectral response for short periods(Eq 1 1.4-3): Sds=0.752 contained in Table 12.2-1 shall apply-" III summary,the response modification coefficient,R,used Desi Lln spectral response for]-second periods(Eq 11.44): Sd1=0.399 for d-1go in the direction under consderation shall not be vicater L'han the[cast value of R for anv Seismic Design Category: D of the systems utilized in that same direction- Likewise,the deflection amplification factor,C,i,and Response Modification Coefficient,R- 3.5 the system overstrenetb factor,DO,in the direction under consideration shall not be less than the System Overstrength Factor,00: 2.5 **• largest value of(his factor for any of the systems used in that same direction Deflection Modification Factor,C,i: 3 "6 Building Period Coefficient,CC 0.028 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.623 Seismic Load OuUml: Seismic Base Shear,V(Eq 12.8-1) 18.48 kips Seismic Response Coefficient-Cs(Eq 12 8-1 to 12.8-6) 0 183 Distribution Exponent,k 000 Alt.Roof Weight: All.Panel Load: \lultiston Distribution 16.74 Pvf 0.o776ipx/ft Sebmic Con.ideratimu ER Seismit Weight Elevation Vertical Dist. Seismic Force Banc sl orn cnt Frame Unirorm Loads Ws b, Factor.C',. F, M Roof Weight: Panel Load: Roof Loads 30104 Ibs 48.33 feet 30104 5 51 kips 266 42 ft-kips 15.05 .yf 0.069 ki.i/_ft 0lbs - Frame Concentrated Loads Interior"'all 45(Partition)Loads Load Elevation 3500lbs 2'+,33 feet 3500 064kips 14.95ft-kips Exterior Wait 42(Front SW)Loads I/.370 kip, 45.73 feet 3500 lbs 23 33 feet 3500 0 64 kips 14.95 fl-kips Exterior Null d4(Back SW)Loads ll..i-T//kips 4i.3?jest Crane Aisle 41 51650 Ibs 37,00 feet 51650 946 kips 349 91 ft-kips 9.46 kips 37.00 feel Crane Aisle 42 15550 Ibs 48.33 feet 15550 2.85 kips 137 61 f1-kips 2.85 kips 48.33 feet Crane Aisle 91 0 Ibs 37 00 feet 37.IRI feel Mezzanine Nl 0lbs _ Mezzanine 02 0 Ibs -- - Totals 104304 Ibs 104304 19.10 kips 783.85 ft-kips 1-rione trove.Yhear: 18.4176 ki is Pa_ec 3 of 5 8/620 13 BWB A4 of 362 U13R0049A-SCOTT GALVANIZING Lateral Seismic Calculations:IBC/ASCE 7-05 Lateral Cal-(2) Equivalent Lateral Force Procedure(per ASCE 7-Section 12 8) Spreadsheet Revision Number: 2.9 Latest Revision Date' 2/29/2012 Frame Description/Location: FRAME LINES 11-17 Project No,: U13R0049A Builllins DafA Inaat Echo: Building r Description: MAIN BUILDING Engineer: BWB ASCE 7-05 Occupancy Category tl Date; 8/6/2013 Seismic Force Resisting System Rigid Frame Gable/Single Slope Gable Width 80.00 feet Length 327.00 feet Distance to Ridge 40,00 feet Roof Slope,s:12 1.00:12 Low Eave Height 46,67 feet High Eave Height 46 67 feet Mean Roof Height 48.33 faei Bay Width 25.OD feet Frame Located at Bay: O Left Endwall Interior Frame O Right Endwall O lot.Frame w/Partition llardwall(SW)Information: Roof Concentrated Load Information: Wall Length Exterior Wall#2(Front SW): 25.00 feet Wall Length Exterior Wall#4(Back SW): 25.00 feet Roof concentrated loads: Mezzanine Information: Crane Information: Loading Area-Mezzanute#l: Quantity of Cranes/Bay-Aisle 91: Concentrated Loads-Mezzanine#t: Length of Runway-Aisle#1: Loading Area-Mezzanine#2. Quantity of Cranes/Bay-Aisle 92: Concentrated Loads-Mezzanine#2: Length of Runway-Aisle 42: SCi%it1ic Data(nyol Echo: Quantity of Cranes/Bay-Aisle 93: 1 Length of Runway-Aisle#3: 25 ll0 feet •• Short period response acceleration,Ss Ss- 1.042 1-second period response acceleration,Sl S1= 0.354 *Note' Enter quantity of ci anes for one aisle only,DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Oulpat: **Note: Enter runway length,DO NOT double runwav length as other seismic Occupancy Importance Factor,le 1.00 sheets have asked you to do previously Site Coefficient Fa: Fa=1,08 Site Coefficient Fv: Fv=1.69 ***Note. ASCG:7-05-Sections 12.2.3,12.2.3.1 and 12.2.3.2 states,"WI ere different seismic force-resisting Max spectral response for short periods(Eq 1 1.4-1): Sms=1.129 systems are used in combination to resist seismic forces in the same direction of Arucwral response, Max spectral response for I-second period(Eq 1 1.4-2): Sin 1=0.599 other than those combinations considered as dual systems•the more strinL_ent system limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Table 12.2-1 shall apple." [it summary,the response modification coefficient_R,used Design spectral response for 1-second periods(Eq 1 1.4-4): ScH=0.399 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: D of die systems utilized in that same direction Likewise,the deflection amplification factor,Ca,and Response Modification Coefficient,R 3,5 *** the system overstren,lh factor,no,,in the direction under consideration shall not be less than the System Overstrength Factor,4o: 2.5 *** largest value of this factor for any of the systems used in that same direction. Deflection Modification Factor,C,i: 3 *"* Building Period Coefficient,Ct: 0.028 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.623 Seismic load Outnul: Seismic Base Shear,V(Eq 12.8-11 15.63 kips Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0,183 Distribution Exponent,k 000 Alt.Roof Wei_¢ht: All.Panel Load: MultistoryMoribution 16.74paf n.o nkip.ti�i Seismic Considerations Ef.Seismic Weight Elevation Vertical Dist. SeismicForce Seismic test moment Frame Uniform Loads W, b. Factor.t:. F� 1111 Roof Weight: Panel Load: Roof Loads 30104 Ibs 48 33 leer 30104 5 51 kips 266,42 It-kips 15.05 p.tf IL 069 kit slfi Olbs -- - •• •• FrinstClhtliiitedLoads Interior Null#5(Partition)Loads Load Elevation 3500 Ibs 23.33 feel 3500 0 64 kips 14 95 ft-kips s Exterior Wall#?(Front SW)Loads P p 11.3311 kips 45.33/eer 3500 Ibs 23.- feet 3500 0 64 kips 14.95 fl-kips Exterior Wall 94(Back SW)Loads 0 330 kips 45.33 feet Crane Aisle91 Olbs 37.00 feet 3Z00 eel Crane Aisle 92 0 Ibs dl&33 feet -- 48.33 deer Crane Aisle 93 51650lbs _ 37.00 feet 51650 9.46 kips 349.91 ft-kips 9.46 kips 3Z 00 feet _Mezzanine Nl 0 bs NI-vir me 42 0 Ibs Totals 88754 Ills 88754 16.25 kips 646.24 ft-kits Franre 8rue Shcar: 1 6291 ijo, Page a of s X4,20 13 BWB A5 of 362 U13R0049A-SCOTT GALVANIZING Longitudinal Seismic Calculations:IBC/ASCE 7-05 Longitudinal Cates. Equivalent Lateral Force Procedure(per ASCE 7-Section 12,8) Spreadsheet Revision Number, 2.9 Latest Revision Date: 2/29/2012 Rnildiue Data IutLul Wlaa. Building A Pl ojclt No_ U13 R0049A Description: MAIN BUILDING ASCE 7-05 Occupancy Category 11 Engineer: BWB Low SW Force Resisting System X-Braeins Date- 8/6/2013 High SW Force Resisting System X-B aci V Gable/Single Slope Gable Widlh 80.00 feet Len�Oth 327.00 feet Distill-to R7dgn 40.00 feet Roof Slope,s:12 1.00 :12 Low Eave Height 46.67 feet Iligh Gave height 46.67 feet Mean Roof Height 48.33 feet Harthvall Information: Roof Concentrated Load Information: Wall Length Exterior Wall H2(Front SW) 327 00 feet Wall Length Exterior Wall 44(Back SW) 327 00 fat Roof concerti a Led loads: 0/y.- Wall Lengdl Interior Wa/l=5(Portnion): 8000 feet Mezzanine Information: Crane Information: Loading Area-Mezzanine H1: Quantity of Cranes-Aisle 91: 2 Concentrated Loads-Mezzanine 01 Length of Runway-Aisle H 1: 20000 feet Quantity of Ind Crane Columns-Aisle H1 Loading Area-Mezzanine H2: Concentrated Loads-Mezzanine 92: Quantity of Cranes-Aisle H2 6 Length of Runway-Aisle H2: 43500 feet Seismic MI.,]Inoul Echo-, Quantity of Ind-Crane Columns-Aisle 92 Short period response acceleration,Ss Ss= 1.042 Quantity of CI anes-Aisle 03. 1 I-second period response acceleration,SI S1= 0 354 Length of Runway-Aisle H3: 50.00 feet Quantity of Ind Crane Columns-Aisle 93: Seismic Datll Oulout: *Note- Enter quantity of cranes for one aisle only.DO NOT increase the Occupancy Importance Factor,le 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa: Fa=1 08 Site Coefficient Fv: Fv=1_69 Max spectral response for short periods(Eq 11.4-1): Sms=1,129 **Note, ASCII 7-05-Section,12.2.3, 122 3.1 and 12 2-32 states,"Where different seismic force-resisting Max spectral response for 1-second period(Eq 11.4-2): Sml=0.599 systems are used in combination to resist seismic forces in the same direction of slniCtural response, Design spectral response for short periods(Eq 11.4-3): Sds=0,752 other than chose combinations considered as dual systems,the more stringent system limitation Design spectral response for I-second periods(Eq 11.4-4): Shc=0.399 contained in Table 12.2-1 shall apply" In summary,the response modification coefficient,R.used Seismic Design Category: D for design in the direction under consideration shall not be greater than the least value of R for ally Response Modification Coefficient,R: 3.25 ** of the systems util ized in that same direction. Likewise,the deflection amplification factor,Cd,and System Oversircng'h Factor,Cw: 2 ** the system overstren,gth factor,WO,in the direction under consideration shall not be less than the Deflection Modification Factor,Ca: 3.25 largest value of this factor for any of the systems used in that same direction. ** Building Period Coefficient,Ct 0,03 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.550 Seismic Load Oulout: Seismic Base Shear,V(Eq 12.8-1) 156.33 kips Seismic Response Coefficient,Cs(Eq 12 8-1 to 12 8-6) 0.223 Distribution Exponent.k 000 Muhistory Distribution Sei9miCConslderations Eff.Seismic WeiRht Elevalioo Vertical list. Seismic Force "'ehmie BAse Moment %N, h, ►actor,C„ F, 1l Roof Loads 393760 Ibs 4833 feet 393760 87 97 kips 4252 08 ft-kips Hiradult_Uniform Loads Exterior Wall 91(Left EW)Loads 3920 Ibs 40,20 feet 3920 0.88 kips 3520 ft-kips Roof Snow: 75.00 ps O lbs 16.00 feet Seismic Dead W: /5.30 ac Exterior Wall 93(Right EW)Loads 3920lbs 4020 feet 3920 0.88 kips 75,20 ft-kips Total Seismic W. _ 1 i,30psf Olbs 16.00 feet Seismic Factor: 0.224 lmenor IVoII 5(Parvilion)Londe II lbs 24.18 feel - - -- Bracing Concentrated Loath == Load Elevation Exterior Wall H_(From SW)Loads p�+� 46.67 J 45780 Ibs 23,33 feet 45780 10 23 5 11d k kips 238 66 ft-kips i eel Exterior Wall H4(Back SW)Loads 45780lbs 23 33 feet 45780 10,23 kips 238.66 ft-kips i 114 kips 46.67 feel _ Crane Aisle d 1 131200 Ibs 37.00 feet 131200 29,31 kips 1084 57 ft-kips 37.r10 eer Crane Aisle 92 66165 Ibs 48,33 feet 66165 14,75 kips 714.49 ft-kips 14.78 kips 48.33 feet Crane Aisle H3 56300 Ibs 37.00 feet 56,00 12 58 kips 465 41 fl-kips l2.58 Aids 37.00 feet Mezzanine HI 0lbs -_ _ _ _ Mezzanine t12 O Ibs Totals 746825lbs 746825 166.86 kips 7064.27 It-kips Bracing 6u.<e Shear: 156.333 kips Page i of i 9/6/2111? BWB A6 of 362 U13R0049A-SCOTT GALVANIZING Seismic Considerations: IBC/ASCE 7-05 Inpnl Data Equivalent Lateral Force Procedure(per ASCE 7-Section 12.8) Spreadsheet Revision Number. Z9 Latest Revision Date: 2/29/2012 Buildine Data Input: Build,,A ProjectNo.: 113R0049A Description; E UIPMENT BUILDING ASCE 7-05 Nature of Occupancy Standard Buildings Engineer; BWB Gable/Single Slope Single Sl Date: 7/31/2013 Building Width 16.00 feet Building Length 102 00 feet Distance to Ridge Roof Slope,s:12 -1.00 :12 Low Eave Height(Front SW) 18.00 fact High Eave Height(Back SW) 1933 feet 18 Mean Roof Height 67 feet Roof Level Diaphragm Floxible *Note:ASCE 7-05 states"Where diaphragins uc not flexible,the design shall include the torsion Mezzanine Level Diaphragm None moment plus the accidental torsional moments caused by'an assumed 5%displacement in either direction of the building masses Due to the configuration of rigid IFame metal buildings,accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal Seismic cries. Seismic Mill Innut: Short period response acceleration,Ss Ss= 1.042 -Note:ASCE 7-05-Section 1 1.4.2,states"1kgiere the soil properties are not known in sufficient detail I-second period response acceleration,SI Sl=0 354 to determine the site class,Site Class D shall be used unless the authority having;urisdrr•tion or geotechnical data determines Site Class F or 17 soils are present at the site." As a i esult,Site Site Classification "�� Class D will be used on nearly all buildings. ! ! Roof Loading' ***Note 20%of flat roof snow load used in seismic dead load calculations per N13S slanrlards when Flat roof snow load is greater than 30 psf. DO NOT include snow drift loads in seismic dead load. sdr—ighl(SW) 5 00 sf Roof Dead Load(RDL) 4.00 f Roof Collateral Load(CDL) ?(10 ****Note:Full Height Hardwall is applied at mean roof height(mrh)at Endwalls. Enter the height Roof Snow(Pf) 25.00 sf required to account for the full dead load of the wall. Exterior Wall#1(Left EW)Loads: Exterior Wall#3(Right EW)Loads: p Full Height Wall p Full Height Wall w/Parapet p Full Height Wall p Full]Height Wall w/Parapet p Partial Height Hardwall p Partial Height Hardwall w/Parapet p Partial Height Hardwall p Partial Height Hardwall w/Parapet ❑Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) ❑Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) Wall Length 16,00 feet Wall Length 16.00 feet Top Elevation 18 67 feet "** Top Elevation 18.67 feet '*** Wall Weight 3 00 psf Wall Weight 3,M psf Exterior Wall 42(Front SW)Loads: Exterior Wall#4(Back SW)Loads: S Full Height Wall p Full Height Wall w/Parapet Q. Full Height Wall O Furl Height Wall w/Parapet Q Partial Height Hardwall p Partial Height Hardwall w/Parapet Q Partial Height Hardwall Q Partial Height Ilardwall w/Parapet ❑Exclude Wall in Lonartudinal Seismic Calculations.(Shear Wall Supports Self Weight) ❑Exclude Wall in Longitudinal Seismic Calculations.(Shear Wall Supports Self Weight) Top Elevation 18 00 feet Top Elevation 19 33 feet Wall Weight F 3.00 Psf Wall Weight 000 Psf Interior Wall#5(Partition)Loads: Note: The weight of a concrete or masonry wall may be excluded from the scinIIc load calculations for lateral;longitudinal seismic force res isunp systems,provided that details pernnI QQ Full Height Wall 0 Full Height Wall w/Parapet unrestrained movement of the seismic force resisline system relative to the wall- (This Q Partial Height Hardwall O Partial Height Hardwall w/Parapet C]Chrlion does not apply to metal panel walls,steel Studs,wood,EIES,or culler flexible wall systems that are attached to the building Cramine at several points) Per N113NIA"Seismic Design Guide far Metal Buddmg Systems_ ❑Exclude Wall in La ueral Seismic Calculations(Shear Wall Supports Self Weight) Top Elevation IS67 feet `*** "'all Wei-ht Page I ord 7/3120 13 BWB A7 of 362 U13R0049A-SCOTT GALVANIZING Lateral Seismic Calculations:IBC/ASCE 7-05 Latkral calks.(I) Equivalent Lateral Force Procedure(per ASCE 7-Section 12.8) Spreadsheet Revision Number: 2.9 Latest Revision Date; 2/29/2012 Frame Description/Location: FRAME LINES 5.7(LEA.K.TO) •- Prgect)\Io,; 1113RO044A Building Data Input Echo: Building Description: EQUIPMENT BUILDING Engineer: BWB ASCE 7-05 Occupancy Category 11 Date: 7/31/2013 Seismic Force Resisting System Rigid Frame Gable/Single Slope Single Slope Width 16.00 feet Length 102,00 feet Distance to Ridge 00.00 feet Roof Slope,s:12 -1.00 :12 Low Eave Height 18.00 feet High Eave Height 19.33 feet Mean Roof Height 13.67 feet Bay Width 29-00 feet Frame Located at Bay: Left Endwall p Interior Frame p Right Endwall p ra,Frame w/Partition Ilardwall(SW)Information: Roof Concentrated Load Information: Wall Length Exterior Wall 82(Front SW): 25.00 feet Wall Length Exterior Wall 81(Back SW): 25 00 feet Roof concentrated loads: Mezzanine Information: Crane Information: Loading Aiea-Mezzanine til. Quantity of Cranes/Bay-Aisle 41: Concentrated Loads-Mezzanine 81• Length of Runway-Aisle 91: Loading Alea-Me�auiue 112. Quantity of Cranes/Bay-Aisle 82: Concentrated Loads-Mezzanine tit: Length of Runway-Aisle 82: •• Seismic Datu Innut Eelto: Quantity of Cranes/Bay-Aisle 43: Length of Runway-Aisle 43: ** Short period response acceleration,Ss Ss- 1.042 1-second period response acceleration,SI Sl= 0,354 *Note: Enter quantity of cranes for one aisle only DO NO f increase Lhe crane quantities when crane information is used for more than one aisle. Scisildc Data Au1Rul. **-Note' Enter r nwiy length,DO NOT double runway length as other seismic Occupancy Importance Factor,le 1 00 sheets have asked you to do previously Site Coefficient Fa: Fa=LOS Site Coefficient Fv: Fv=1-69 -Note: ASC'I 7-05-Sections 122.3,12.2.3.1 and 12.23.2 slates,"Where different seismic force-resisting Max spectral response for short periods(Eq 1 1.4-1): Sms=1,129 systems are used in combination to resist seismic forces in the same direction of structural response. Max spectral response for 1-second period(Eq 1 1.4-2): Sm I=0.599 other than those combinations considered as dual systems,the more stringent system limitation Design spectral response for short periods(Eq 1 1.4-3): Sds=0.752 contained in Table 12.2-1 shall apply." In surmnary•,the response modification coefficient,R,used Design spectral response for I-second periods(Eq 1 1.4-4): Sd I=U 9c) for design in the direction under consideration shall not be greater that,the least value of R for arr., Seismic Design Category: D Ol the systems utilized in that same direction Likewise,the deflection amplification factor,Ca,and Response Modification Coefficient,R: 3-5 *'* the system overstrength factor,Dry,in the direction under consideration shall not be less than the System Overslrength Factor,D,: 2.5 *' largest value Of this factor for any Of the systems used in that same direction. Deflection Modification Factor,Ca: , Building Period Coefficient,Ct 0,028 Approximate Fundamental Period,Ta(Eq 12 8-7): 0.291 Seismic Load Oulind: Seismic Base Shear,V(Eq 12.8-1) 1.29 kips Seismic Response Coefficient,Cs(Eq 12 8-1 to 12.8-6) 0.215 Distribution Exponent,k 000 Alt.Roof Weight: Alt.Panel Load: Multiston•Distribution 14.79pf gn79klpr/fl Seismic Considerations E(f.seismic Weight Elevation Verticalllist. ScismicForce Seismic RaseMOment Frame Uniform Loads W. h. Factor.C_ Fr M Roof Weight: Panel Loaf: Roof Loads 4817 Ibs 1867 feel 4817 1 04 kips 19 33 ft-kips 13.16 paf 0.071 kip✓fr Exterior Wall 91(Cell EW)Loads 89616s 9.34 feel 896 0 19 kips 1.80 ft-kips Frnmc Concentrated Loadv Load Elevation Exterior Wall 82(Front SW)Loads 1 350 Ibs 9.00 feet 1 350 0 29 kips 261 ft-kips t/1 576ips 16.67 Jeer Exterior Wall 84(Back SW)Loads 0Ibs 967 feet -- - Id 000 kips 18.00•feet Crane Aisle 81 O lbs •• Crane Aisle 42 0lbs Crane Aisle 43 0 Ibs _ -- IMezzamne 81 0 Ibs •- Mezzanine P.2 0lbs Totals 70631hs 7063 1.52 kips 23.74 ft-kits Frmne Bose Skrar: 1.289 ki)a Nag,Z of 4 7/31/21113 BWB A8 of 362 U13R0049A-SCOTT GALVANIZING Longitudinal Seismic Calculations:IBC/ASCE 7-05 Longitudinal Caks, Equivalent Lateral Force Procedure(per ASCE 7-Section 12,8) Spreadsheet Revision Number: 2,9 Latest Revision Date: 2/29/2012 BUlldinp Data Innut Echo: Building A Project No.: U 13ROO49A Description: EQUIPMENT BUILDING ASCE 7-05 Occupancy Category II Engineer: BWB Low SW Force Resisting System X•BfaCmg Date: 7/31/2013 High SW Force Resisting System X•Bractng Gable/Single Slope Single Slope Width 16.00 feet Length 102,00 feet Distance to Ridge 00.00 feet Roof Slope,s:12 -1.00 :12 Low Eave Height 18,00 feet High Eave Height 19.33 feet Mean Roof Height 18,67 feet Hardwall Information: Roof Concentrated Load Information: Wall Length Exterior Wall#2(Front SW) 102.00 feet Wall Len4 h Exterior Wall 94(Back SW): 102 00 feet Roof concentrated loads L 0/y._ Wall Leng16 lnlerior Wall"5(Pontlion): 1600 feel Mezzanine Information: Crane Information: Loading Ar d Loads-Mezzanine an Quantity of Cranes-Aisle I i �• Concentrated Loads-Mezzanine#] Length of Runway-Aisle#I: Quantity of Ind Crane Columns-Aisle#1, Loading Area-Mezzanine 92: Concentrated Loads-Mezzanine#2: Quantity of Cranes-Aisle#2: Length of Runway-Aisle 82: Scimnic Data Input Echo: Quantity of Ind.Crane Columns-Aisle 92: Short period response acceleration,Ss Ss- 1.042 Quantity of Cranes-Aisle 93: 1-second period response acceleration,S1 SI= 0.354 Length of Runway-Aisle#3: Quantity of Ind,Crane Columns-Aisle#3: Seismic Data Outoul: *Note: Enter quantity of cranes for one aisle only.DO NOT increase the Occupancy Importance Factor,le 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1,69 Max spectral response for short periods(Eq 11.4-1): Sms=1.129 "Note: ASCE:7-05-Sections 12 2.3,12 2 3 1 and 12,13.2 states,"Where different seismic force-resisting Max spectral response for 1-second period(Eq 11.4-2): Sm1=0.599 systems are used in combination to resist seismic forces in the same direction of striichual response. Design spectral response for short periods(Eq 1 1.4-3): Sds=0.752 other than those combinations considered as dual systems the more suin@ent system limitation Design spectral response for 1-second periods(Eq 1 1.4-4): Shc=0.399 contained in Table 12.2-1 shall apply." In summary,the response modification coefficient,R,used Seismic Design Category• D foe design in the direction under consideration shall not be greater than the least value Of R for any Response Modification Coefficient,R: 3.25 ** of the systems utilized in that same direction Likewise,the deflection amplification factor,Cd,and System Overstrenglh Factor,00: 2 ** the system overstrength factor,WO,in the direction under consideration shall not be less than the Deflection Modification Factor,C,,: 3.25 largest value of this factor 10r arty of the systems used in that same direction Building Period Coefficient,CL 0.03 Approximate Fundamental Period,Ta(Eq 12,8-7): 0,269 Seismic Load Outltul: Seismic Base Shear,V(Eq 12,8-1) 5.40 kips Seismic Response Coefficient,Cs(Eq 12 8-1 to 12.8-6) 0.232 Distribution Exponent,k 000 Multistory Distribution Seismic Considerations Efr.Seismic Weight Elevation Vertical Dist. Nei-ictcrce See onnic 88se Moment W, h. Factor,('„ I, M Roof Loads 19652 Ibs 18.67 feet 19652 4 55 kip, 84-93 ft-kips Radint unlifohn l ttst Exterior Wall#1(Left EW)Loads 896lbs 934 feet 896 0.21 kips 1 94 fit-kips Roof Snow: 5.00 zsf Seismic Dead W: /2.59 j,.cf Exterior Null#3(Right EN')Loads 896lbs 9.34 feet 896 0.21 kips 1.94 ft-kips _Total Seismic W: 12.59 zr Seismic Factor: 0.232 hveriur Illo/I 5(Parritinn)Load,. 0 HA, 9.34 feel - - - Bracing Concentrated Loads Load Elevation Exterior Will 92(Front SW)Loads 5508 lbs 9 00 feet 5508 1 29 kips 11 48 f1-kips A638 kips 18.00 feet Exterior Wall#4(Back SW)Loads O Ibs 9.67 feet - - - p,000 kips 19.33 jeer Crane Aisle P.I O Ibs Crane Aisle 0.2 O lbs Crane Aisle 03 0 Ibs \Iczzanine#I Olbs _ Mezzanine i!'_ 0 Ibs -1 otals 26952 Ibs 26952 6.24 kips 100.28 R-kips Uraciq:;Bf-Viear: ..395 kgnr Pagca of a 7/31/2013 BWB A9 of 362 U13R0049A-SCOTT GALVANIZING Seismic Considerations:113C/ASCE 7-05 Inpul Data Equivalent Lateral Force Procedure(per ASCE 7-Section 12,S) Spreadsheet Revision Number', 2.9 Latest Revision Date_ 2/29/2012 Building Data Innul: Buildin ,,\ Project Dlo, t113R0a19A Dc........I STORAGE ASCE 7-05 Nature of Occupancy Standard Buildings Engineer B%13 Gable/Single Slope Single Slope Date 2/17/2013 Building Width 1600 feet Building Length 102 00 feet Distance to Ridge Roof Slope,sa 2 -1.00 :12 Low Eave Height(Front SW) 30 67 feet High Eave Height(Back SW) 32 00 feel Mean Roof Height 31 33 feet Roof Level Diaphragm Flexible • *Note ASCE 7-05 states"Where diaphragms are not flexible,the desigm shall include the torsion Mezzanine Level Diaphragm None • moment plus the accidental torsional moments caused by an assumed 5%displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings,accidental torsion is NOT required in the lateral seismic calculations, Thus accidental torsion due to diaphragms rigidity shall only be applied to the longitudinal seismic cares Seismic Dala Input: Short period response acceleration,Ss Ss— 1 042 **Note:ASCE 7-05-Section 1 1.4,2.states"Where the soil properties are not known in sufficient detail 1-second period response acceleration,Sr Sl 0 354 to determine the site class,Site Cass D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." Asa result,Site Site Classification D Class D will be used on nearly all buildings. Root Loatline: ***Note:20%of flat roof snow load used in seismic dead load calculations per NIBS standards when flat roof snow load is greater than 30 psf. DO NOT include snow drift loads in seismic dead load Sdroeighl(SW) Soo f Roof Dead Load(RDL) 450 sf Roof Collateral Load(CDL) 3 00 sf ****Note:Full Height Hardwall is applied at mean roof height(mrh)at Endwalls Enter the height Roof Snow(Pf) 25 00 sf ••• required to account for the full dead load of die wall. Exterior Wall 41(Left EW)Loads: Exterior Wall 93(Right EW)Loads: p Full Height Wall O Full Height Wall w/Parapet p Full Height Wall O Full Height Wall w/Parapet O Partial Height flardwall O Partial I]eight Hardwall w/Parapet O Partial Height Hardwall O Partial Height Hardwall w/Parapet ❑Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) ❑Exclude Wall in Lateral Seismic Calculations(Shear Wall Supports Self Weight) Wall Length 16 00 feet Wall Length 16 00 feet Top Elevation 31.33 feet Top Elevation 31,33 feet '*** Wall W'eigllt 3.OD far Wall Weight 9.00 Exterior Wall N2(Front SW)Loads: Exterior Wall#4(Back SW)Loads: .O Full Height Wall O Full Height Wall w/Parapet p Full Height Wall O Full Height Wall w/Parapet O Partial Height Hardwall Q Partial Height Hardwall w/Parapet O Partial Height Hardwall Q Partial Height Hardwall w/Parapet ❑Exclude Wall in Longitudinal Seismic Calculations(Shear Wall Supports Self Weight) ❑Exclude Wall in Longitudinal Seismic Calculations.(Shear Wall Supports Self Weight) Top Elevation 30.67 feet Top Elevation 32.00 feet Wall Weight 3.00 psf Wall Weigh[ 0.00 PsT Interior Wall N5(Partition)Loads: Note'Nie weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral/longitudinal seismic force resisting systems,provided that details permit O. Full Height Wall O Full Hemlil Wall w/Parapel unrestrained movement of the seismic force resisting system relative to the wall. ("Phis O Partial Height Hardwall O Parial Height Hardwall w/Parapet r'xc'hision does not apply to metal panel walls,steel studs,wood,EIFS,or other flexible wall systems that are alnched to the building framing at several points) Per MBMA"Seismic ❑Exclude Wall in Lateral Seismic Calculations,(Shear Wall Supports Self Weight) Desigm Guide for;MCtal Building Systems. Top Elevation 31 33 feet `*** Wall Weight 0 Page I of 2/17/2013, BWB A10 of 362 U13R0049A-SCOTT GALVANIZING Lateral Seismic Calculations:IBC/ASCE 7-05 U-1 Ukl .(I) Equivalent Lateral Force Procedure(per ASCE 7-Section 12.8) Spreadsheet Revision Number: 2.9 Latest Revision Date: 2/29/2012 Frame Description/Location: FRAME LINES 10-14(LEAN-TO) Project No.: U13R0049A Buildh It Data Input Echo: Building A Description: STORAGE Engineer: BWB ASCE 7-05 Occupancy Category II Date:. 2/17/2013 Seismic Force Resisting System Rigid Frame Gable/Single Slope Single Slope Width 16.00 feet Length 102,00 feet Distance to Ridge 00.00 feet Roof Slope,s:12 -1,00 :12 Low Eave Height 30,67 feet 11 ugh Eave Height 32,00 feet Mean Roof Height 3133 AM Bay Width u-30'foet Frame Located at Bay: Left Endwall 0 Interior Frame 0 Right Endwall 0 Int,Frame w/Partition Ilardwill(S%%')Information: Roof Concentrated Load Information: Wall Length Exterior Wall 92(Front SW): 25 50 feet Wall Length Exterior Wall 94(Back SW): 25 50 feet Roof concentrated loads: Memolne Information: Crane Information: Loading Area-Mezzanine 91: Quantity of Cranes/Bay-Aisle 9I: Concentrated Loads-Mezzanine Nl: Length of Runway-Aisle ill: Loading Area-Mezzanine#2: Quantity of Cranes/Bay-Aisle 92: Concentrated Loads-Mezzanine 92: Length of Runway-Aisle 92: $CL%miC Dain Intlut Echo: Quantity of Cranes/Bay-Aisle M3: �.. Length of Runway-Aisle 83: Short period response acceleration,Ss Ss— 1,042 1-second period response acceleration,Sl SI=0.354 *Note: Enter quantity of cranes for one aisle only-DO NO f increase the crane quantities when crane informaron is used for more than one aisle. Seismic Data Output: **Note: Enter runway length,DO NOT double runway length as other seismic Occupancy Importance Factor,le 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 '**Note: ASCE 7-0 -Sections 12 2.3,12 2 3 1 and 12.23.2 states,"Where different seismic force-resisting Max spectral response for short periods(Eq 11.4-1): Sms=1.129 systems afe used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1-second period(Eq 11.4-2): Sm 1=0.599 other than those combinations considered as dual systems,the more stringent system limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Table 12.2-1 shall applv." In summary,the response modification coefficient,R,used Design spectral response for 1-second periods(Eq 1 1,4-4): Shc=0.399 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: D of the systems utilized in that same dUCC6 m Likewise,the deflection amplification factor,Cd,and Response Modification Coefficient,R: 3.5 the system overstrength factor,Q),in the direction tinder consideration shall not be less than the System Overstrength Factor,Stu: 2,5 **• lamest value of this factor for any of the systems used in that same direction, Deflection Modification Factor,C,t: 3 **� Building Period Coefficient,CL 0.028 Approximate Fundamental Period,Ta(Eq 12 8-7): 0.441 Seismic Load Outpol: Seismic Base Shear,V(Eq 12,8-1) 1.53 kips Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0 215 Distribution Exponent,k 0.00 All.RoorWeight: Alt.Panel Load: Multisto •Dhtribul1011 17.20 psJ a094 ki.dfi Seismic Considerations FIT.Seismic Weight Elevation Vertical(list. Seismic Force Seismic Bane Moment Frame Uniform Loads. �'. W, It, Factor.C., Fs ht Roof Weight: Puncl Lund: Roof Loads 51 IS Ibs ',1 33 feet 5118 1 10 kips 34 47 ft-kips 14.39 p.rf /d 079 kips/(r Exterior Wall 81(Left EW)Loads 1504 Ibs 1567 feet 1504 0 32 kips 5.07 ft-kips FramaConeeucrated Loads. Load Elevation 2346 Ibs 15.33 Feet 2346 0 50 kips 7 73 ft-kips Exterior Wall H2(Front S W)Loads /1.264 kips 29.33 feel Exterior Wall 94(Back SW)Loads 0lbs 16.00 feet — — l/.pppkips 30.67 feel Crane Aisle 91 0 Ibs _ _ Crane Aisle 92 0 Ibs Crane Aisle 43 0 Ibs Mezzanine 91 0lbs 'Mezzanine P.2 0 Ibs _ -- Totals 8968 Ibs 8968 1.93 kits 47.27 fl-kips Fraare Base.S'heur. i.i26 hw, Page 3 of 4 2/172013 BWB A11 of 362 U13R0049A-SCOTT GALVANIZING Longitudinal Seismic Calculations:IBC/ASCE 7-05 Loniowdinal Cal- Equivalent Lateral Force Procedure(per ASCE 7-Section 12.8) Spreadsheet Revision Number: 19 Latest Revision Date: 2/29/2012 fluildih@ uAIILQIn11l Willi Building A Project No.: U 13R0049A Description: STORAGE ASCE 7-05 Occupancy Categot II Engineer: BWB Low SW Force Resisting System X-Bracins Date: 2/17/2013 High SW Force Resisting System X-Bracing Gablc/Single Slope Single Slope Width 16.00 feet Length 102.00 feet Distance to Ridge 00.00 feet Roof Slope,s:12 -1,00 i 12 Low Eave Height 30.67 feet High Eave Height 32.00 feet Mean Roof Height 31.33 feel Hardwall Information: Roof Concentrated Load Information: Wall Length Exterior Wall 42(Front SW): 102.00 feet Wall Length Exterior Wall#4(Back SW): 102.00 feet Roof concentrated loads: Olp.=0 Wall Length Interior Wall 45(Parlidon): 16.00 feet AAlezzaninc Information: Crane Information: Loading Area-Mezzanine#I: Quantity of Cranes-Aisle 41: Concentrated Loads-Mezzanine#I: Length of Runway-Aisle Hl: Quantity of Ind.Crane Columns-Aisle HI Loading Area-Mezzanine#2: Concentrated Loads-Mezzanine 92: _ Quantity of Cranes-Aisle 02: Length of Runway-Aisle#2: SyWlllc Dahl lltltul Fella, Quantity of hid,Ciaue Columns-Aisle 92. Short period response acceleration,Ss Ss— 1.042 Quantity of Cranes-Aisle 83: 1-second period response acceleration,S I S I= 0 354 Length of Runway-Aisle#3: Quantity of Ind,Crane Columns-Aisle H3: Seismic Data Outuut: *Note: Enter quantity of cranes for one aisle only,DO NOT increase the Occupancy Importance Factor,le 1,00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 Max spectral response for short periods(Eq 11 4-1): Sins=1.129 **Note: ASCE.7-05-Sections 12.2.3.12 2.3.1 and 12.2.3.2 states,"Where different seismic farce-resisting Max spectral response for I-second period(Eq 1 1.4-2): Sm 1=0.599 systems are used in combination to resist seismic forces in the same direction of structural response. Design spectral response for short periods(Eq 11.4-3): Sds=0.752 other than those combinations considered as dual systems,the more stringent system limitation Desi.spectral response for 1-second period*(Eq 11,4-4): Sd I=0,399 contained in Table 12.2-1 shall apply-" In surnmary,the response modification coefficient,R.used Seismic Design Category: D for design in the direction under consideration shall not be greater than the least value of R for any Response Modification Coefficient,R. 3,25 ** of the systems utilized in that same direction Likewise,the deflection ampl if ication factor,Cd,and System Overstrength Factor,IIc: 2 T* the system m crstrength factor,WO,in the direction under consideration shall not he less dial,dhr Deflection Modification Factor,Ca: 3,25 largest value of this factor for any of the systems used in that saute direction Building Period Coefficient,CC 0.03 Approximate Fundamental Period,Ta(Eq 12,8-7): 0.397 Seismic Lwul 0u111111: Seismic Base Shear,V(Eq 12.8-1) 6.17 kips Seismic Response Coefficient,Cs(Eq 12 8-1 to 12 8-6) 0-232 Distribution Exponent,k 000 Multislory Distribution seismic Considerations Eli,SeBmic Weight Ele,mi„n Vwical Ili>t. Stiontic Force SeKmie Bxx Nmnent W. h, Factor,C, F, N Roof Loads 20471 Ibs 31 33 feet 20471 4-74 kips 148 51 ft-kips Brntin .ltair4rm Leads Exterior Wall#1(Left EW)Loads 1504 lbs 15.67 feet 1504 0.35 kips 5-46 fit-kips Roof Snow: L0.232 1,sf Seismic Dead W: 7pcf Exterior Wall#3(Right F.W)Loads 1504 Ibs 15.67 feet 1504 0.35 kips 5.46 ft-kips Total Seismic W: 7psf Seismic Factor: IlAs A5.67,fee! — -• -• tirecia C"CenffntntLoads lnlrriur INuII 5(ParliliunJ Load, Load Elevation 93841bs 15 33 feet 9384 2 17 kips 33 31 ft-kips Exterior Wall#2(Front SW)Loads 1.086 kips 30.67 feet Exterior Wall H4(Back SW)Loads O Ibs 16.00 feet — /L/I///I kip., 32.I/II fee! Crane Aisle 41 0 Ibs Crane Aisle 92 0 Ibs Crane Aisle H3 0 Ibs Mezzanine HI 0 Ibs iklezzanine P2 0lbs Totals 32863 Ibs 32863 7.61 kips 192.73 ft-ki is liracitia 6.174 Ail,, rase a of a zn 7r2n 1 BWB Alt of 362 U13R0049A-SCOTT GALVANIZING Longitudinal Seismic Calculations:IBC/ASCE 7-05 Longitudiml C.ks Equivalent Lateral Force Procedure(per ASCE 7-Section 12 8) _ Spreadsheet Revision Number: 2.9 Latest Revision Date: 2/29/2012 Buildine Dala Input Echo: Building Project No.: U13R0049A Description: EQUIPMENT BUILDING ASCE 7-05 Occupancy Category 11 Engineer: BWB Low SW Force Resisting System X•Braetng Date: 2/17/2013 High SW Force Resisting System X-litacolg Gable/Single Slope Single Slope Width 16.00 feet Length 52.00 feet Distance to Ridge 00,00 feet Roof Slope,s:12 -1.00 :12 Low Eave Height 1800 feet High Eave Height 1933 feet Mean Roof Height 1867 feet Hardwall Information: Roof Concentrated Load Information: Wall Length Exterior Wall#2(Front SW): 52 00 feel Wall Length Exlcnor Wall#4(13ttek SW): 52 00 fart Roof concentrated loads: 0 Oly._ Wall Lell&h hurnwr Wal!#5(NRMilion): 16 00 feet Mezzanine Information: ���1{ Crane Information: Loading Area-Mezzanine#1: L�J Quantity of Cranes-Aisle#I: Concentrated Loads-Mezzanine#1, Length of Runway-Aisle 41: �. Quantity of Ind.Crane Columns-Aisle#1: Loading Area-Mezzanine#2: Concentrated Loads-Mezzanine#2: Quantity of Cranes-Aisle#2: Length of Runway-Aisle 42: Seismic Data Input Fcho: Quantity of Ind.Crane Columns-Aisle#2: Short period response acceleration,Ss Ss= 1.042 Quantity of Cranes-Aisle#3: 1-second period response acceleration,Sl S 1=0.354 Length of Runway-Aisle 0: Quantity of Ind.Crane Columns-Aisle 93: Seismic Win Oulnut: *Note: Enter quantity of cranes for one aisle only,DO NOT increase the Occupancy Importance Factor,Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 Max spectral response for short periods(Eq 11.4-1): Sms=1.129 **Note: ASCE 7-05-Sections 12.2.3,12,2.3.1 and 12-2.3.2 states,"Where different seismic force-resisting Max spectral response for 1-second period(Eq 11.4-2): Sm1=0.599 systems are used in combination to resist seismic forces in the same direction of structural response, Design spectral response for short periods(Eq 1 1,4-3): Sds=0 752 other than those combinations considered as dual systems,the more stringent system l imitation Design spectral response for 1-second periods(Eq 11.4-4): Shc=0.399 contained in Table 12.2-1 shall apply." In summary,the response modification coefficient,R,used Seismic Design Category: D for design in the direction under consideration shall not be greater than die least value of R fou any Response Modification Coefficient,R: 3.25 ** of the systems utilized in that same direction Likewise,the deflection amplification factor,Cd,and System Overstrength Factor,Do: 2 *s the system overstrength factor,WO,in the direction under consideration shall not be less than the Deflection Modification Factor,Cd: 3.25 +* largest value of this factor for any of the systems used in that some direction Building Period Coefficient,Ct: 0.03 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.269 Seismic Load Outnut: Seismic Base Shear,V(Eq 12 8-1) 2.85 kips Seismic Response Coefficient,Cs(Eq 12 8-1 to 12 8-6) 0.232 Distribution Exponent,k 000 5fuhislorr•DGlribution SeismicCousiderstions Elf.Seismlc Weight Fl,+otion Vtrtical nut. St•ismic Force Sclamir Buse Sloment N', h, Factor,C, 17, Dt Roof loads 10019lbs 18 67 feet 10019 2 32 kips 43 30 ff-kips Bada ,Uniform lAnds Exterior Wall#1(Leff EW)Loads 8961bs 9.34 feet 896 0,21 kips 1.94 ft-kips Roof Snow: 25.00 pt( Seismic Dead W: 13 12120 Exterior Wall#3(Right EW)Loads 896 Ibs 9 34 feet 896 0.21 kips 1.94 ft-kips Total Seism is W: 13.12 psf Seismic Factor: 1 0.232 0/hc 9.34 feel - -- - Bracing Coneentrnted loath buerior Wall=5(Familiar)Loads Load Elevation Exterior Wall 42(Front SW)Loads 28081bs 9.00 feet 2808 0.65 kips 5.85 ft-kips 0.325kip.s 18.00 feet Exterior Wall 44(Back SW)Loads Olbs 9.67 feel - '-- '� 0.000kips 19.33 feet Crane Aisle#1 0 His - Crane Aisle#2 O lbs •- Crane Aisle#3 0 Ibs -- Mezzanine#1 0lbs _ __-- __ •• - Mezzanine 42 O lbs Totals 14619lbs 14619 3.38 kips 53.02 ft-kips Bracing/Saxe Shear: 2.8i2 ki x Ngc 4 of 4 2/17/2013 BWB Al of 362 U13R0049A-SCOTT GALVANIZING N w C O FR Project No. : U 13R0049A E9 U 1 L.D 1 N G S G R O U P Description : SCOTT GALVANIZING A DTV1 SION-6r NUcoR coRPORYPoN Engineer: BWB IBC 2009 Windt Loading Date: 2/17/2013 Geometry (per lI:SCE' 7-05 Stmadrrrrl with A]Sl 2007 Specircatiott and 2010 Supplement to the 2005;11B.11A A4rr r3«rL) Version: I.'/(Date:0-/1 812)By WE Building Name: Building A Building Type: Gable Roof: Nucor CFRT111 Bldg.Width IB]: 80.0000' Dist.To Ridge IW]: 40,0000' Bldg. Length ID]: 400.0000' P Left Eave IIt. ILEI1]: 46.6667' Right Eave Ht. IREH]: 46.6667' Bay CS Left Roof Slope: 1.00:12 T Right Roof Slope: 1.00:12 LEH CC GS . Bay Width ]Bay]: 24.0000' T + + GE / Puriin Trib. Width IP]: 5.0000' ' EW Girt Trib Ht. [GE]: 3.4167' D SW Girt Trib. ]lt. IGS]: 6.5000' ` B I EW Girt Length: 26.0000' SW Girt Length: 24.0000' �•�/ EW Col.Trib.Width ICE]: 26.6667' BSW Top-of-Parapet: FSW Top-of-Parapet: SW Col.Trib.Width ICSI:j 25.0000' Opening Area:EEI EW Top-of-Parapet: L,nadimt Information WindSpeed:j 85 mph I Building Porosity: Enclosed Wind Exposure: C Interior Partition Walls? No Occupancy Category: II-Standard Buildings General Loading Calculations h: 46.6667' Kd: 0.85 K,: 1.00 R;: 1.00 qh: 16.95 psi' 1,,: 1.00 K.or K,,: 1 08 G: 0.87 GCP;: f 0.18 Components and Cladding,Walls a= 8.00 ft. Tributary Pressure Suction = Suction Area Zones 4,5 Zone 4 i Zone 5 (lem W) (psi) (psi) (Psi) I e jQs a Sidewall Wind Column 1167 SE . OI ....�.....I... .........I................ . ......... . .....-......... ` �� �� I I O 1 Endwall Wind Column 1244 $$ $$ $$ ............................................. .._. ..............................;......................j.. ...... Sidewall Girl 192 14.85 -16.37 -17.49 I Lndwall Girt 225 14.66 -16.19 -17.12 _......................... .. ...................... ..... ..... ..,..................... Wall Panel - •I 18:30 -19.83 - -24.41 Note:Value of GCp in I-MIIIs�abore reduced h\ 101,4)per Note 5 of Figure 6-1 1 A since slope angle is< 10° S.$-Trib Arca>=700. IT appropriate N4VvFRS load here instead. BWB A14 of 362 U13R0049A-SCOTT GALVANIZING IBC 2009 Wind Loading Continued... Wall Parapet Structural Case 1: Windward Total Load Maximum ;Windward', Leeward Case 2: Leeward Total Load Projection Kh-P,. q, :Total Load'Total Load Item (rt) (psi) ° (psi) (psi BSW Parapet --- --- --- --- ESW Parapet ':.:.«.. ». ' "..... :::,.,....._'.,,».--- ,Ewa .. S.. EW Para ct --- --- `- --- --- --- .«..«......«.....................P..... ..................... ............................................................................................ Com ponents and Cladding,Roots \lylicahle Ron f Slope Angle= 4.76 deg 3 2 __ 3_ 3 a a= 8.00 ft. I- Tributary Pressure E Suction in Zones II ..... ..... ..... .... .... ............. .... .... ....... I I Area All 1 2 2' 3 3' 1 I Item (ft2) (psi (Psi) (Psi (Psi) i (PSI) (psi) s O O Purlin/Joist 192 10.00 -18.30 21.69 -- -21.69 ---- II ...................... ................... . ........ .................................... ......................F......................j......................_...................... Panel 10 10.00 -20.00 -3356 --- -50 50 »......................... .............................:..............................................i......................i...........:..........i.........w.......... Fastener 10 ]0.00 -20.00 -3356 ---- -50.50 ---- -(2-) - - I + Values Below are,for Overhang Portion o•Roo 3 2 3 a } Purlin/Joist 192 -- -23.69 = -23.68 -- `• -13.56 ; ---- ..»««....«.................. .....................................«...6..........«.........y......................t....».......... ...................»«»...[.....«.............». -- Panel 10 ---- 28.81 : -28.81 --- -47.45 ---- ..«. .................. ».... .....................0......0............ .............................................................................0 h Fastenc ]0 -28.81 28.81 -47.45 ........................... ................................ Main Wind Force Resisting Systems (Transverse Wind Direction) Applicable Roof Slope Angle= 4.76 deg a= 8.00 ft. Transverse Wind Direction «......«.................................................................................................................................................... Item W1It s W1L i W2R W2L W3R W3L W4R W4L Cl: 0.58 -0.11 0.22 -0.47 ; ---- ---- ---_ ---- Internal Load.(psl) .. 9.83 ..."1.8..... .........3.... ....:..:9...... ......:......... .....::::..... .....::::..... .....::::........ ;.. SUCtIOri C2: -0.51 -0.19 -0.87 -0.55 ---- = ---- Load,(�st) 8.64 -3.22 -14.74 -9.32 ---- ---- W�ind Direction ..........»...�...«. .........»...............««......«......;......................;...............................................;......................;......................:....................... C3: -0.19 -0.51 -0.55 -0.87 WIND W 1 R W 1 L Load.(psi) -3.22 -8.64 -9.32 1 -14.74 ---- ---- ----W3R W31- C4: -0.11 0.58 -0.47 0.22 ---- Load,(ps1) -1.86 9.83 -7.97 .. 3.73 -"'..... """........ .:... ...................................................... CS: 0.27 0.27 -0.63 0.63 -- --- I ` Load:. 1) ....-4.58... -4,58 -10.68 -106$ :"::...... :.:::..... :-- :..:.......... Intelrnal C6: 0.27 -0.27» « -0.63 _ -0.63 ---- ---- ---- ---- Load. -4.58 -4.58 i -10.68 -10.68 Pressure Wind Direction _ Edge Zone Pressure Coerficients «............:..................................................................... WIND W2R W2L 1V1R& T.& ; W2R& ; �Y21.& W4R W41- Item W3R W31, W411 %1141, 6 CIE: 0.79 -0.25 0.43 -0.61 1 - 3 Loa([ (Psi 13.39 -4.24 , 7.29 10.34 ...............«..........................:......................:....................... C2E: -0.89 i -0.35 -1.25 -0.71 �1;lE Load,(psi) -15.08 : -5.93 -21.18 -12.03 1 E -,0= ��� CH: -0.35 -0.89 -0.71 -1.25 Load,(Psi) -5.93 -15:08...: -12.03 -21.18 �\ _� « .. .. . .... .I... «..... 0.43............ d C4E: -0.25. 0.79 -0.6 5 " Load,( -4,24 13.39 -10.34 7.29 a E 2a BWB Al of 362 L113R0049A-SCOTT GALVANIZING IBC 2009 Wind Loading Continued... Main %N ind Force Resis6w,!',,.lems (Longitudinal Wind Direction) T Applicable Roof Slope Angle= 4.76 deg a= 8.00 ft. Longitudinal Wind Direction •.» »»».... «..... »«« Item W5B W5F W613 i W6F , W713 I W7F i W813 W8F Cl: -0.27 p -0.27 e -0.63 ? -0.63 E -0.27 -0.27 1 -0.63 -0.63 Internal Load,(psf) -4.58 -4.58 E -10.68 -10.68 -4.58 -4.58 -10.68 i -10.68 Suction -- .......«c. ......t......................:......................................... .... ........ . -.-_.-........_.........................»....----......... 2E: -0.89 ---- _ -1.25 --- 0.35 -0.71 od`` Loud.. s -15.08 »» ; -21.18 ---- 5.93 ---- -12.03 ........I..(P... .....................t ._ ,....»................v......»»...................................,..-..................:...................r.................. ». C2: -0.51 1 -0.51 -0.87 E -0.87 -0.19 -0.19 -0.55 -0.55 WIND W513 W5F Load,(psf -8�64 -8.64 -14.74 -14.74 -3.22 -3.22 -9.32 = -9.32 ..«.«.....». ....... ..».«.........»......................«............p......................i........................»..............»............................................. W713 W71F C3: -0.51 -0.51 -0.87 -0.87 -0.19 -0.19 -0.55 -0.55 Load,Sps� :8.64 -8:64 1 :14.74 -1 4.74 .3.22 :3.22 ` -9.32 9.32 » »«..... «..i... ....... ...i... i.. .»............... ...z... .......».. ...:... ...... ..a.... ..... ».. OE: ---- ` -0.89 -- -1.25 ---- -0.35 -- -0.71 ---- -15.08 ---- -21.18 ---- -5.93 -12.03 Internal »..».......['.... ............................................:......................«.... ........ . ...» -» » ........ ..... C4: -0.27 -0.27 -0.63 -0.63 -0.27 -0.27 _ -0.63 » »-0.63 Pressure Loads(psi) -4.58 -4.58 -10.68 E -10.68 -4.58 -4.58 -10.68 -10.68 .................... ...»...»..........................................................................................................»................................................................... End-Wall Pressure Coefficients WIND W6B W6F W6B& e W6F& W813 W8F Item W7B W7F W813 MIT 6E 6 C5: 0.58 -0.11 f 0.22 -0.47 2E 2 Loud,( sl) 9.83 -1.86 3.73 -7.97 »p..... ... ....................... ....................... :....................... C6: -0.11 0.58 -0.47 0.22 3E T Loud,(�sq -1.86 9.83 -7.97 »3.73 » �6E ............... ......... ..................... ......... to C5E: 0.79 -0.25 0.43 -0.61 L � i Load, -4.24 13:39 -4.24 7.29 € -10.34 ( SE «� D ...«.:..............................»......I......t....................... 4 C6E: -0.25 1 0.79 -0.61 0.43 '>Z s Load.(psi) -4.24 13.39 -10.34 `: 7.29 5E Wind Uplift for Bracing Input: -12.03 psf Longitudinal Force Resisted by Bracing: 27.16 kip Total Longitudinal Net Pressure Applied to Building: 14.05 psf Total Longitudinal Force Applied to Building: 54.33 kip BWB A16 of 362 U13R0049A-SCOTT GALVANIZING N u C C3 R Project No.: U13R0049A B U I l..to I t1V O S CW R O U P Description: SCOTT GALVANIZING A DMSION OFNUCOR COROORAMN Engineer• BWB IBC 2009 Wind Loading Date: 2/28/2013 11 all Sheeting Sans (per A SCE 7-05 Standard with A1S12007 Specification and 2010 Supplement to the 200h MBMA Manual.) Version:1.7(Date:05/17/12)By DJE Building Name: Building A Wall Panel Selection: Classic"CW"Wall Panel 26 Gage A653 Grade 80 with Fy=80 ksi,Fu=82 ksi Deflection Limit: L/60 a= 8.00 ft. ributa Pressure Suction Suction Min. Girt Thickness for Fastener Checks: 0.060 Area Zones 4,5 Zone 4 Zone 5 Item (ft)) I (psI) (psf) (psf) Wall Panel 4 18.30 -19.83 -24.41 e Simple_ Span (11) 7.50 7.50 7.50 S I I0 h 2 Equal Spans (R) 7.50 7.50 7.50 j 1 0 I 3 Ec(ual Spans ...(It)-► 7.50 7.50 7.50 „, ................. Fasteners (R)--i --- 7.50 _ 7.50 I Note:These Panel Spans are Based on Values Found In the EDM.Section 6.9 Roof Sheeting Spans Dead Load(psf): 4.00 1 Collateral Load(psf): 3.00 Max Live/Snow Load (psf): 32.00 Roof Panel Selection: Nucor CFRTM Deflection Limit: L/60 Minimum Purlin Thickness for Fastener: N/A Seaming Option for Interior Zone,(Zone 1): Nucor Roll Lock-Std.Clip(2)Fasteners Seaming Option for Edge Zone,(Zone 2): Nucor Roll Lock-Std.Clip(2)Fasteners Seaming Option for Corner Zone,(Zone 3): Nucor Vise Lock-Std.Clip(2)Fasteners ' a "I a= 8.00 ft. a _(z�__ z 3 a Pressure ` Suction in Zones I ..... I All 1 .. 2 2' 3 3._. I t Item (ft.) (ft.) (ft.) (ft.) (ft.) (ft.) I I Roof'Panel.(psi)- 39.00 -17.60 -31.16 ---- -48.10 ---- f Simple Shan 6.00 I I 2 Equal Spans 6.00 IEq ual Spans1. 6.00 1 5 55 5.55 SeamingFasteners 5.6., ... . . _t 6 } Note:These Panel Spans are Based on Values Found In the EDM.Section 6.10 Note:Use MODIFIED Roll I_ocl:Seam(Vise I.ock seam crimp at mid-span) �6 Note: 12"Vice lock 360 Clips with(3)Fasteners,require a minimum purl in thickness of 0.067". BWB At 7 of 362 U13R0049A-SCOTT GALVANIZING IBC Enclosed/Open/Partially Enclosed? Job Number: U13R0049A Building Information Width = 80.0 Yi Back Eave Height = 46.67 ft Length = 400.0 ft Front Eave Height = 46.67 ft Distance to Ridge = 40.00 ft Mean Roof Height = 48.33 ft Back Roof Slope = 1.00 :12 Front Roof Slope = 1.00 :12 LLW Surface Area = 3867 sq ft SW Surface Area = 18667 sq ft EW Surface Area = 3867 sq ft SW Surface Area = 18667 sq ft oof Surface Area = 32000 sq ft Wall Openings 1 Width x Height ITotal Open Area PERCENT OPEN Left Endwall: 80.00 ft 32.00 ft 2560 sq ft 66.21% Back Sidewall: 121.00 ft 32.0 ft 3872 sq ft 20.74% Right Endwall: 80.00 ft 32.00 ft 2560 sq ft 66.21% Front Sidewall: 146.00 ft 32.0 ft 4672 sq ft 25.03% Open Building'? NOH! Partially Enclosed Building? NOH! Ao = 4672 sq ft Ag = 18667 sq ft Aoi = 8992 sq ft Agi = 58400 sq ft Building Wind Condition: ENCLOSED IBC_Open Closed Partial BWB Al of 362 U13R0049A-SCOTT GALVANIZING LJ C KM R Project No. : U13R0049A S U I tL L I N O S GROUP Description : SCOTT GALVANIZING AbMSION OFNUCOR COMRAMN Engineer: BWB IB'C 2009 Wind Loading Date: 2/17/2013 Geometry (per ASCE 7-05 Standard with AISI2007 Specification and 2010 Supplement to the 2006 MB.MA Manual) Version: 1.7(Date:05/17/12)By DJE Building Name: Building B Building Type: Single-Slope Roof: Nucor CFR'm Bldg.Width [B]: 16.0000' Bldg. Length [D]: 52.0000' P Left Eave Ht. [LEH]: 18.0000' 1 Right Eave Ht. [REH]: 19.3333' 1 i Left Roof Slope: 1.00:12 Bay I CS / 1 LEH Bay Width [Bay]. 25.0000' GS Purlin Trib.Width [P]: 3.0000' y _ F GE ' EW Girt Trib Ht. [GE]: 5.2500' D SW Girt Trib.Ht. [GS]: 5.2500' ` - EW Girt Length: 16.0000' SW Girt Length:1 25.0000' EW Col.Trib.Width ICE]: 16.0000' BSW Top-of-Parapet: FSW Top-of-Parapet: SW Col.Trib.Width [CS]: 25.0000' Opening Area: EW Top-of-Parapet: Loading Information Wind Speed: 85 mph Building Porosity: Enclosed Wind Exposure: C Interior Partition Walls? No Occupancy Category: II-Standard Buildings General Loading Calculations h: 18.0000, Kd: 0.85 Kit: 1.00 R;: 1.00 qh: 13.87 psf 1W: I K.or Kh: 0.88 G: 0.89 GCP;: f 0.18 Components and Cladding.Walls a= 3.00 ft. Tributary Pressure Suction z Suction Area Zones 4,5E Zone 4 ' Zone 5 I Item (ftZ) (Psf) 1 (Psf) (Psf) h Sidewall Wind Column 450 11.33 E -12.58 : »-12.68 Endwa11WindColumn 288» 11,76 -13.01 2 Y.13,54 l »»....»....»............. ... . »...». .......... ......... t_ ID OI �° Sidewall dirt 208 12.07 j -13.32 -14.16 J ` s I Endwall Gn•t 85 1293 14.17 -15.87 .......................... ..... ........»»»....... ......................,.._....._...........,.................. ..... p er' ....I.....Wa11 Panel »9 14.9 -IG.2 i 19.97 Note Value of GCp in results»above reduced by 10%per Note 5 of Figure 6-1 1 A since slope angle is< 10°. BWB Al of 362 U13R0049A-SCOTT GALVANIZING IBC 2009 Wind Loading Continued... Wall Parapet Structural _ Case 1: Windward Total Load Maximum `:.Windward: Leeward Case 2: Leeward Total Load - Projection Kh-Pa,. ? qP =Total Lo4l'otal Load Item (ft) (PSO 1 (PSO 1 (psfj BSW Parapet -- -- - ' --- -- '..;.........«,....FSW Parapet ......--...... ................................ - _::..... .. ..,.. rwraiap�t ......................... £ .........,................ Components nnd Oadding, Roofs _I 2. I- -I 2a �- Applicable Roof Slope Angle= 4.76 deg a= 3.00 ft. O 3O 2a yA O --_L Tributary Pressure Suction in Zones » r- T ......... ..�... I Area All »l 2 20 7 3 30 j I Ilcm (ft) (PSI) (PSO (PSO (Ps0 (PSO (Ps0 Pudin/Joist 208 10.00 -17.75 -19.14 }� -23.30 -19.14 -24.69 - 1 ........................ ......:V..... ............ . ..........^c. ......_.^. ......`... »�......L. .......o:.... ... 0.00 17./J _ -20.52 1 -24.69 27.46 -J0.55 a .............................................................................................. ......»........%......................i«....................t......................t...»................. 0 __ __T 1 Fastenerl 6 1 10.00 -17.75 -20.52 -24.69 -27.46 -38.55 0 1 0 Values Below are or Overliang Portion o Roo e Purlin/loist 208 --- -- _- -- - Pa nc1 6 - - -- -» :..»...... .«....«.............................................................................. ................... ................ .................... Fattener6 . --- '- ---- ...............:::............................................................................................. e ...................................................................................... i : Main Wind Force Resisting Systems (Transverse Wind Direction) Applicable Roof Slope Angle= 4.76 deg a= 3.00 ft. Transverse Wind Direction ...............................................................-...................».....».................................. ...............................,....................... Item W1R W1L N112R W2L N113R V1'3L W411 W41- Cl: 0.58 -0.11 0.22 -0.47 ---- - t : Internal r_.oad:»�ps� ....5:� .......` ...-1.�3 . 1 ... 3.05 : ...-6.52... ................. ` ........:....... .......:::..... ................. »: Suction C2: osl -0.19 -0.87 -0.55 € --- - ---- Load,(psf) -7.07 -2.63 -12.07 -7.63 ---- ---- WindDirection ............t......................;.......................,......................................... .................... C3: 0.19 -0.51 0.55 0.87 -- ---- ': ---- `: ---- WIND W 1 R W 1 L Load,(ps ...:2.63... -7.07... 763... :12.07... _._..... ' .....:.:::..... ' ::-:........ .......................... ........ ...�... ...(... ... ....... ..... ..n.. ...2... ...I... ...�... W3R W31- C4: -0.11 0.58 -0.47 L 0.22 -- Load,(psl) 1.53 8.04 -6.52 3.05 --- '• - ---- »«»..... ................ .................. ..................... ...................;.................. ................ .................... C5: -0.27 -0.27 -0.63 -0.63 ---- ' ---- Load, s -3.74 -3.74 -8,74 8.74 Internal «5C;4 -0.27.. ..._0.27... _0.6 .. _0.6 .. --«.... ----.... --.... _ _........ Pressure Load,(pst) -3.74 -3.74 -8.74 -8.74 -- -- ! -- -- Ner(pst)l 1.41 0.20 1.41 0.20 Wind Direction ` Edge Zone Pressure Coefficients ..................................................................... WIND W2R W2L 1V1R& W1L& VV2R& \V21,& W4R W41- Item \113R I 1113L E \V411 VV41- 6 CIE: 0.79 S -0.25 0.43 -0.61 _ ��� Load.(psO 10.96 -3.47 ( 5.96 -8.46 7� 3E t »C2E: _•0.89..s.. ._•0.3j. «�....._1.25...;.. _0.71' 12.34 .. -4.85 -17.34 = -9.85 . ... ... C3E: _0.35 _0.99 0.71 _1.25 0 Load,(psl) -4.85 -12.34 -9.95 -17.34 4 1 :..................... ................... C4E. 0.25 0.79 -0.61 0.43 n aE '�/ Load.(Psl) :3 }7......E«....10.96..............:8.46...........»5.96..». "Net Lnt<10 psf.Add additional pressure to windivard wall. Note:For Zone 2/2E or 3/3E: the windward zone N idth shall be 8.00 ft.. while the leeward zone Nvidth shall be 8.00 tt. per Figure 6-10 note S. BWB A20 of 362 U13R0049A-SCOTT GALVANIZING IBC 2009 Wind Loadin- Continued... stain Wind Force Rcsi%zing S)stenis (Longitudinal Wind Direction) Applicable Roof Slope Angle= 4.76 deg a= 3.00 ft. Longitudinal Wind Direction ........................... ........... . .......... . ........... ..._ ......._ ........... ».. ........ Item WSB W5F W6B W6F ' W7B W7F W8B _ W8F_ Cl: -0.27 -0.27 -0.63 -0.63 -0.27 = -0.27 -0.63 -0.63 Internal Load.(pso -3.74 -3.74 -8.74 -8.74 -3.74 -3.74 3 -8.74 -8.74 Suction C2E: 0.89... ___.... _1 ..25. _.0.35. »....:.....-0.71... ��a�`` W`` Load„(psfJ -12.34 i -17.34 -- -4.85 ---- -9.85 ' ---- �] ......................{...................q.»...................}.................................................................... ...................... C2: -0.51 -0.51 -0.87 E -0.87 -0.19 -0.19 -0.55 -055 WIND W58 W517 Load.(psf) -7.07 -7,07 -12.07 ? -12.07 -2.63 -2.63 -7.63 -7.63 ............... ......................,............_........,...................................................................,......................,......................,....................... W78 W717 C3: -0.51 -0,51 -0.87 -0.87 = -0.19 -0.19 -0.55 : -0.55 Load._(pst) :7.07 t -7.07 -12.07 ,12.07 „2.63 2.63 7.63 -7.63 ...............,...................... C3E: ---- -0.89 '_ ---- -1.25 ---- -0.35 j 0 71 - ---- 12.34 -17.34 --- -4.85 I -9.85 Internal C4: -0.27 .0.27 -0.63 -0.63 -0.27 -0.27 ; -0.63 -0.63 Pressure Load,(ps() -3.74 -3.74 -8.74 = -8.74 -3.74 -3.74 -8.74 -8.74 . ........................................................................................................................................................................................ r End.Wall Pressure Coeflicients WIND W613 W6F W513& W5F& W613& WO& W8B W817 Item W713 W717 W813 W8F 6E C5: 0.58 -0.11 0.22 -0.47 2E 2 �� 6 Load:.�p � .. R:01 . ' ...:.�:53.. 3:05... ...-6.52 »... I� 3E C6: -0,11 0.58 »j -0.47 t» 0.22 �6E Load. s -1.53 8.04 -6.52 3.05 h C5E: 0.79 -0.25 ; 0.43 ; -0.61 Load.(n 10.96 -3.47 I - 5 E ........I... »....................i.....................1.._...5:96..» .L..»..8.46....». 5 a / C6E: 0.25 0.79 : -0.61 0.43 24 5E �w1 �ras Load.(psn -3.47 10.96 ` -8.46 5.96 paw 2a<- Wind Uplift for Bracing Input: -9.85 psf Longitudinal Force Resisted by Bracing: 1.97 kip Total Longitudinal Net Pressure Applied to Building: 13.21 psf Total Longitudinal Force Applied to Building: 3.95 kip BWB A21 of 362 U13R0049A-SCOTT GALVANIZING rl Li C M R _ Project No. U13R0049A B U I L.D I N G S G R Q U P Description:- SCOTT GALVANIZING A DMSTON OF NUCOR CORPORATTON Engineer: BWB IBC 2W9 Wind Loading Date: 2/17/2013 Wall Sheeting Spans (perASC'E 7-05 Standard rrith;II.S12007Specificutiun and 2010 Sttpplentent to the 2000 MB11 I rUomial.) Version:17(Date:05/17/12)By DJI Building Name: Building B Wall Panel Selection: Classic"CW"Wall Panel 26 Gage A653 Grade 80 with Fy=80 ksi,Fu-82 ksi Deflection Limit: L/60 a= 3.00 ft. ributa Pressure Suction . Suction Min. Girt Thickness for Fastener Checks: 0.060 Area Zones 4,5 Zone 4 Zone 5 Item (ft2) (Psf) (psi) (psf) / TI(C59) h Wall Panel 9 14.98 -16.23 -19.97 Sim leS an ( -+ 7.50 7.50 7.50 2 Equal Spans (ft) 7.50 7.50 7.50 3 E Spans (tt) 7.50 7.50 7.50 .............••,•,.. ualqua,S S p_ .,..,.,...... 7.50 7.50 I I Note:'I'hesc Panel Spans are Based on Values Found In the EDM.Section 6.9 Roof tihecting Spans Dead Load(psf): FTOO Collateral Load(psf): 3,00 Max Live/Snow Load(psf): 72.86 Roof Panel Selection: Nucor CFRTM Deflection Limit: L/60 Minimum Purlin Thickness for Fastener: N/A Seaming Option for Interior Zone,(Zone 1): Nucor Roll Lock-Std.Clip(2)Fasteners Seaming Option for Edge Zone,(Zone 2): Nucor Roll Lock-Std.Clip(2)Fasteners Seaming Option for Corner Zone,(Zone 3): Nucor Roll Lock-Std.Clip(2)Fasteners -I zo I- -1 2a f-- a= 3.00 ft. Suction in Zones I2a Pressure 1Q es ,. ...... .. ...._2. . .._....2�._ .... 3 3 4a 0 1----- -r Item (ft.) (ft.) (ft.) (ft.) (ft-) (ft.) I , Roof Panel.(psl)- 79.86 -1535 -18.12 -22.29 -25.06 -36.15 O I 'O - Simple Span 6.00 2 Equal Spans 6.00 f 3 Equal Spansl 6.00 ® Seaming/Fasteners 5.66 5.75 5.(i9 5.64 5.41 _ ... e Note:These Panel Spans are Based on Values Found in the EDM.Section 6.10 Note:Use MODIFIED Roll bock Seam(Vise i.ock scam crimp at mid-,span) 1h Note: 12"Vice lock 360 Clips with(3)Fasteners,require a minimum purlin thickness of0.067", BWB A22 of 362 U13R0049A-SCOTT GALVANIZING ry Li C M Fz Project No. U13R0049A S U 1 L O 1 1V G S CG iR 0P U P Description : SCOTT GALVANIZING A DMSTON OFNUCOR CORPORATION Engineer: B WB IBC 2009 Wind Loading Date: 2/17/2013 Geometry - (per ASCE 7-05 Standard with ALS12007 Specification and 2010 Supplement to the 2006 MBMA Manual.) Version:1.7(Date:05/17/12)By DJE Building Name: Building C Building Type: Single-Slope Roof: Nucor CFRTm Bldg.Width [B]: 16.0000' Bldg.Length [D]: 102.0000' _ P Left Eave Ht. [LEH]: Right Eave Ht. [REH]: 32.0000' I I Left Roof Slope:r 1.00:12 Bay I I CS I � I LEH Bay Width [Bay]: 25.0000' �- CE ,i— Purlin Trib.Width [P]: 3.0000' `I L GE [ GS ' EW Girt Trib Ht. [GE]: 5.2500" B — D SW Girt Trib.Ht. [GS]: 5.2500' — ' EW Girt Length: 16.0000' SW Girt Length: EW Col.Trib.Width ICE]: 16.0000' BSW Top-of-Parapet: FSW Top-of-Parapet: 2 SW Col.Trib.Width [CS]: 5.0000' Opening Area: EW Top-of-Parapet: Loading Information Wind Speed:1 85 mph I Building Porosity: Enclosed Wind Exposure: C Interior Partition Walls? No Occupancy Category: II-Standard Buildings General Loading CAIculations h: 30.6667' Kd: 0.85 Kit: 1.00 R;: 1.00 qh: 15.51 psf Iv: 1.00 K.or Kh: 0.99 G: 0.89 GCP;: f 0.18 Components and Cladding,Walls a= 3.00 ft. Tributary Pressure E Suction I Suction Area Zones 4,5 Zone 4 E Zone 5 I Item (ftZ) (Pso (psf) E (PSI) DI a-- l sQ h Sidewall Wind Column 767 ss ss '• ss 1 1 O (� Endwall Wind Column 491 -12.59 ..t..::-13.98 .,-14.00 ............I............................. .. .... ......... ...........q... .. ............1... . I s�oI Sidewall Girl 208 13.50 -14.90 -15.84 .........................................:.. ....................... ..........:.........................I............... ... Endwall Girl 85 14.46 1 -15.86 -17.75 Wall Panel 9...... 1..6.76 ..4-..-1.8.15-..r.. -22.34..... :....................: ......... ...... Note: Value of GCp in results above reduced by 10%per Note 5 of Figure 6-1]A since slope angle is< 10°. S$-Trib Area>=700. Use appropriate MWFRS load here instead. BWB A23 of 362 U13R0049A-SCOTT GALVANIZING IBC 2009 Wind Loading Continued... 1Vall Parapet Structural Case 1: Windward Total Load Maximum ;Windward; Leeward Case 2: Leeward 'I otal Load - Projection K1, qr i'rotal Load€'rotal Load Item (11) (psf) (psi) (psi) »............« .. Parapet ....."'....... .......:":...... ......---...... .............. ......---......... FSW Parapet ..............I.......FW Pat»�wl ........::: .. ........ » ..........•. ...... .. ....., ....... Cum ouents and Cladding,Roofs --� 2a - - I 2a I- Applicable Roof Slope Angle= 4.76 deg a= 3.00 ft. 2, i - Tributary PI'CSsU1'c . Suction in Zones 4.......................... ................................................,..................««. Area All = 1 2 2' 3 3' - - Item (ftz) (Ps0 i (PSO (PSI) (Psfl (Psn (Pso (:D Purlin/Joist 2U8 10.00 -19.86 -21.41 -26.06 1 -21.41 -27.62 ............................................ .......................................... ........»......»...............................«...............,...................»....................... Panel 6 10.00 -1.9 86 s -22.96 ' -27.62 i -30.72 : -43,11 0 -1a - .............................Ea ie G . 10.00.... .....19.96.. 10 00....i.•....19 86.. 22.96....t....-ry7.62...... ..30.72. _43.13..... U V values Below are or Overhang Porlion o Hoof e Purlin/Joist 208 ---- E --�--- ---- `• ---- `• ---- ---- «.........«............Panel .........6...............................:..............................................:......................:......................i....................... �h Fastener 6 -- -..- t --.................::.:..........................................-'::........ lviain Wind Force Resisting Systems (Transverse Wind Direction) Applicable Roof Slope Angle= 4.76(leg a= 3.00 ft. Transverse Wind Direction Item W1R W1L W21t W2L... W312 W3L W411 W4L - C1: 0.58 -0.11 0.22 -0.47 -- -- --- - - Internal »t..oad:.�!'si� ...9.00.. _ ...-1.71... `...................3.41 -7.29..................................'...................... "':'........ F SUCtIOn C2: -0.51 -0.19 € -0.87 ` --- - - ---- -0.55 -- Load.( sf) -7.91 -2.95 "I -13.50 8.53 . . ........-.-- WmdDfcuon ................».. ................ ...................... ...........«.. ................. . ............. C3: -0.19 1 -0.51 -0.55 i -0.87 .- i W I N W 1 R W 1 L Load. �s -2.95 - - - --- _» ..-- ---- ............�)..n ... ........ ' .......:91..... ' .....8.53.... ....13.:5�.. ..........«.... ............... ................... W3R W3L C4: 0.11 '_, 0.58 -0.47 ':. 0.22 -- -_ -- -_ Load:.(psi) ...:1:71.... t ...9:��.... :7:29 .»F.....3:4....... :::...»»......»............�.................«�.........."........ ........ ...................... ...... ...... . . ...... C5. -0.27 -0.27 -0.63 1 -0.63 i -- -- -- --- Load,.(rsn ...:4.19... ';. ...-4.1.9 j ...-9;77 -9.77 . -" ..... :.:. ..... Internal ««««« C6: -0.27 ..3.. -0.27 -0.63 -0.63 ---- -- --- ---- Pressure Load.(psi) -4.19 -4.19 -9.77 -9.77 Wind Direction ' IF - Edge"Lone Pressure Coefficients ........... ........................................................................ WIND W2R W2L 1VIR& 11'Il,& 112R& I W2L& W4R W41- Item 1113R WX 1114R W41. 6 CIE: 0.79 -0.25 0.43 -0.61 ' Load, s 12.26 -3.88 6.67 -9.46 - 3F C2E: 0.99 ' » -0.35 -1.25» E -0.71 =� Load,(psf) -13.81 -5.43 -19.39 -11.02 IE »....«.............._............»......................... r 1i C3E 0.35 0.89 0.71 -1.25 0 e Load.(pst) -5.43 -13:8 L .1 1.02 -19.39 a «..:. . »................:............ . .. .... .... »»«». !� \ C4F -0.25 0.79 -0.61 0.43 byh dE Load�(psl) ......:::BR.............122.6.............:9:`16................67 ..... Note: For Zone 2/2L or 3/3E; the windward zone Nvidth shall he 8.00 It.. while the leeward zone width shall be 8.00 ft. per Figure 6-10 note 8. BWB A24 of 362 U13R0049A-SCOTT GALVANIZING IBC 2009 Wind Loading Continued... ill fnrcc Resisting Systems (Longitudinal\N in Direction) Applicable Roof Slope Angle= 4.76 deg a= 3.00 ft. Longitudinal Wind Direction Item W5B W5F WO W6F W7B W7f W8B i W8F Cl: -0.27 -0.27 -0.63 i -0.63 -0.27 -0.27 -0.63 -0.63 Load.»(psQ -4.19 -4.19 -9.77 -9.77 -4.19 -4.19 -9.77 -9.77 F�nle'rnal _- .. ............: .......:. Suction .. ............... ......._...�.................._»... .. ........ . ................ ............. . .._................ nor C2E: -0.89 ---- .1.25 -0.35 _' - -0.71 -- �����`'`� .....:13.8i --- _ ..:19.39 . :. :. -5.43 ---- `• -11.02 -- .. ........ .. .....w..........«..........:......................:......................:....................... C2: -0.51 -0.51 -0.87 -0.87 € -0.19 -0.19 -0.55 i -0.55 WIND W5B W5F Load,(psq -7:91 ii -7.91 -13.50 ! -13.50 -2.95 -2.95 -8.53 -8.53 «....»»... ..»... . .............................,..»«»..............o......»....................................;......................,......................,....................... W7B W7F C3: -0.51 + -051 -0.87 -0.87 -0.19 -0.19 -0.55 -0.55 Load.(.psf) -791» - € -13.50 -13.50 -2.95 -2.95 -8.53 € -8.53 7.9] «............ .... » ..i....... « ....«.a......»...........t.....................b..».................,i.............. ...i................. ..�...................... C3E: - -0.89 -1.25 ---- -0.35 ---- -0.71 Load.(psi) E -13.81 -19.39 -5.43 -11.02 Internal :.-.............................................�......... «... . ».. . ......;.... . y C4. -0.27 -0.27 -0.63 ; -0.63 -0.27 -0.27 -0.63 '_•. -0.63 Pressure Load.(psl) -4.19 -4.19 -9.77 ? -9.77 -4.19 -4.19 -9.77 -9.77 ��\o�` i »...............«.......»............................................................... ................ ....... End-Wall Pressure Coefficients :................... .............................................». WIND W6B W6F WSB& WSF& 4 W6B& i W6F& W8B W817 Item W713 W7F € W813 W8F C6E C5: 0.58 -0.11 E 0.22 -0.47 t 2E 2 - l� Load. ............;.. -7.29 sn 41 1E ....... »..................;..«.. ........ .. .............. C6: -0 0.58 0.47 t 0.22 _6E Load,(psf) -L71 9.00 -7.29 '• 3.41 : .._............ .......... . 3.................................................................... CSE: 0.79 h -0.25 I 0.43 -0.61 0 Load, ps 12.26 -3.88 6.67 : -9.46 SE .....»�E. ............................................:.................. ..... ....... 5 4 _ C6E : : -0.25 0.79 -0.61 t 0.43 5E ar?'wta Load,(psi) -3.88 12.26 -9.46 6.67 Wind Uplift for Bracing Input: -11.02 psf Longitudinal Force Resisted by Bracing: 3.70 kip Total Longitudinal Net Pressure Applied to Building: 14.78 psf Total Longitudinal Force Applied to Building: 7.41 kip BWB A25 of 362 U13R0049A-SCOTT GALVANIZING V C M R Project No. U13R0049A 113!.J I L.17 I N CA S O R O U P Description: SCOTT GALVANIZING A DTVISTON OFNUCOR CORPORATION Engineer: BWB EBC 2W Wind Loading Date: 2/17/2013 Wall Shectine Spans (per A SCE 7-05 Standard with AISI2007 Specification and 2010 Supplement to the 2006/IIBJUA Manual.) Version: I (Date:05/1'//12)By DJE Building Name: Building C Wall Panel Selection: Classic"CW"Wall Panel 26 Gage A653 Grade 80 with Fy=80 ksi,Fu=82 ksi Deflection Limit: L/60 a= 3.00 ft. ributa Pressure Suction Suction Min.Girt Thickness for Fastener Checks: 0.060 Area Zones 4,5; Zone 4 Zone 5 Item (ft2) (I)St) (psf) ( sf) Wall Panel 9 1 16.76 -18.15 -22.34 I` Simple Span (ft) 7.50 7.50 7.50 2 Equal Spans (ft) > 7.50 7.50 7.50 1 G) 1 3 E ual Spans ft -> 7.50 7.50 7.50 9 . p .. ,(„�....... .._ ... ... ...... Fasteners (ft) --- 7.50 7.50 Note:These Panel Spans are Based on Values Found In the EDM.Section 6.9 Roof Sheeting Spans Dead Load(psf): 4.50 Collateral Load(psf): FEED Max Live/Snow Load(psf): 72.86 Roof Panel Selection: Nucor CFRTM Deflection Limit: L/60 Minimum Purlin Thickness for Fastener: N/A Seaming Option for Interior Zone,(Zone 1): Nucor Roll Lock-Std.Clip(2)Fasteners Seaming Option for Edge Zone,(Zone 2): Nucor Roll Lock-Std.Clip(2)Fasteners Seaming Option for Corner Zone,(Zone 3): Nucor Roll Lock-Std.Clip(2)Fasteners -� 2a �~ - 2a - a= 3.00 ft. 2. Pressure Suction in Zones 4a 0 r- - --lT All I Z-�- 0 3- 3'. I I Item (ft.) (11.) (ft.) (ft.) (ft.) (ft.) Roof Pancl,(psl)- 80.36 -17.16 -20.26 -24.92 -28.02 -40.43 I 3 0 I Simplc.Span 6.00 1 2 Equal Spans 6.00 I � , 3 Equal Spans 6.00 O O Seaming/Fasteners 5.62 5.72 5.65 5.60 5.16 e Note:"these Panel Spans are Based on Values Found In the E11,lection 6.10 Note:Use MODIFIF..D Roll Lock Seam(Vise I.ock seam crimp at mid-span) III Note: 12"Vice lock 360 Clips with(3)Fasteners,require a minimum purlin thicimess of0.067". BWB A26 of 362 U13R0049A-SCOTT GALVANIZING V C 0 R _ Project No. : U13R0049A B U 1 1. 0 1 N G S Cr R 0 4J P Description : SCOTT GALVANIZING A DIVISION OF NUCOR CORPORATION Engineer: BWB Alternate Snow Loading on Gable Roofs(ASCE 7-05) Date: 2/15/2013 (perASCB 7-05 Section 7.6.1 and Figure 7-5) Version: 1.9(Date:02/29/12)By SE BUILDING NAME: Building A GENERAL INFORMATION: Nature of Occupancy: II -Standard Buildings Building Width: 80.0 ft. Left Distance to Ridge: 40.0 ft. Right Distance to Ridge: 40.0 ft. Left Roof Slope: v 1.0: 12 Right Roof Slope: 1.0: 12 BASIC LOAD INFORMATION: Wind Exposure: !. D Roof Surface: Unobstructed Slippery Surfaces Ground Snow Load,P.: 25.0 psf. Exposure Factor,Ce: 1.0 Thermal Factor,Ct: 1.2 Importance Factor,I,: 1.0 CALCULATIONS: Left Slope Factor,CS: 1.0 Right Slope Factor,C,: 1.0 Left Roof Snow,P,: 21.0 psf. Right Roof Snow,P,: 21.0 psf. Left Roof Angle,0 : 4.76360 Right Roof Angle,0 : 4.76360 Left Angle Limit: 2.38590 Right Angle Limit: 2.38590 Snow Density,y: 17.25 pcf. Min.Uniform Roof Snow: 21.0 psf. Min.Uniform Roof Snow: 21.0 psf. WIND DIRECTION TO RIGHT: (ALT. 1) WIND DIRECTION TO LEFT: (ALT.2) Windward Snow Load: 6.3 psf. Windward Snow Load: 6.3 psf. Leeward Snow Load: 21.0 psf. Leeward Snow Load: 21.0 psf. Surcharge Snow Load: 10.3422 psf. Surcharge Snow Load: 10.3422 psf. Surcharge Snow Length: 19.1855 ft. Surcharge Snow Length: 19.1855 ft. Total Surcharge Load: 31.3422 psf. Total Surcharge Load: 31.3422 psf. IIWNny\\'WIN:_ IMUW4 \\bU4H IIrW 11'J141\ I JrYnr.rA bILL NNI'w.WM Irl.\ I lN�My 1[..t.WW•IIW I,NI[.....W II��M i YI\YI..Wnl�.ulr R'M1I....O����dr++o�+...tMn� W(nOOlrnetlen %OR "' tILOL � Ar t�lY[Ye �1!"�A11,�1+5: djlC®81�1llL1 a11[tnutcs....2 BWB A27 of 362 1� M p Pp� p mO� N O WO O. 8.�Mnh P(.h�1O� Ne0 (D N (h N O N Nj •v.ry.ni Gi O�J O�O'�.D tp'a0 c'y 8 O O ppp S m T P r.n.nwr�j'1pp� M is N ry o.Oai CJ u�1�(O'aD - M v.N�ri o'Cio .p'$�b�•a0 E E IS 0 U p p O N c v p V)LU aI w p L y LL. r uuim orv `" mo or'? o mO.ma'SooM.nR'nr:�. 0'6 0 .o v'y',-r4 u J n m i � � ni rynNtioo �:�8?m`ad'$ a� m J n n C (9 ' E v m zl o o,'Sm 000 an nn � 8'soCgA 8 � m Q V O O O t•i - - O O - rn 1p.P r.M W N 't 0 0 0 m o 0 0 0 0 tirn o0a 0 . n ,�-� .-i o wi Wes',.r�'N d p y •�$i� a`7i OFF 7t , a s c rn a i Y $ E in..�M Ci - `; o m o > v P n o V o v"i M N"; fiVp K rp��pD M Ff u a`i w .�rv•. 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N v a m ano v 3 `0 A, I :n'O,�n�n��yi N 4O a oo 3 Sol$ .i ..iF 00 N C � a a n a J VI Mf ow,N M'O�DN t4!'�Mi9 a M c m a ¢ n n ¢ a K .M.1 O C O � - 4x 44xx yx 7 u oo _w a o _ .■ w c 3 8� �c�_E -� 3 3005 0 + + U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS BRACING PROGRAM Job Name: SCOTT GALVANIZING Job Number: U13R0099A Designer: BWB Date: 2/18/2013 File: B01.nbr ---------------------------------------------------------------------------------------- S T R U C T U R A L G E O M E T R Y Number of Bores: 1 Information for Box MS: Width: 80.00 Ft. Length: 400.00 Ft. Left Eave Ht.: 46.67 Ft. Left Roof Slope: 1.00 12 Right Eave Ht.: 46.67 Ft.. Right Roof Slope: 1.00 : 12 Girt Ottset: 8.00 in. Purlin U££set: 8.UU In Ridge Location: 40.00 Ft. Main Frame Spans: 80.0000 Bay Spacing: 16@25.0000 Endwall Spacing --> Left: 24.5000,3.0000,7.0000,18.5000,7.0000,3.0000,17.0000 Right: 17.0000,3.0000,7.0000,18.5000,7.0000,3.0000,24.5000 Girt Elevations --> BSW: 7.5000,14.0000,20.5000,27.0000,33.5000,40.0000,43.3333 FSW: 7.5000,14.0000,20.5000,27.0000,33.5000,40.0000,43.3333 Purlin Spacing --> RP1: 1.3333,7@5.0000,3.8053 RP2: 1.3333,7@5.0000,3.8054 ---------------------------------------------------------------------------------------- L O A D I N G C O N D I T I O N S Building Code & Year: IBC 2009 Occupancy Classification: II-Standard Buildings sds/sdl: 0.752 / 0.399 Wind Speed: 85 MPH Seismic Ss / S1: 1.042 / 0-.354 Exposure Condition: C Design Category: D Importance Factor, Iw: 1.00 R Factor: 3.3 Coastal?: No Roof Snow: 21.00 PSF Enclosure Condition: Enclosed Seismic Dead Weight: 16.46 PSF MRH Pressure: 16.95 PSF Total Seismic Wt, W: 17.50 PSF Roof Seismic Factor: 0.223 rho/omega: 1.30 / 2.00 Wind Coefficients --> Load Front Back Case Wall Wall W5B 0.56 -0.11 W5F -0.11 0.58 Wind Pressures --> To Interior Zone Exterior Zone Elev. W5B W5F W5B W5F (Ft.) (PSF) (PSF) (PSF) (PSF) 50.0 9.83 9.83 13.39 13.39 Leeward --- -1.86 -1.86 -4.24 -4.24 Net Pressure on Building --> Case W5B W5F PSF 13.18 -13.18 User-Applied Loads --> Load Roof/ Load Load Frame Roof Wall Case Wall Dir. Magnitude Line Grid Elevation Description (ID) (ID) (X,Y) (Kips) (ID) (ID) (Ft.) C1B wl x 4.40 4 34.21 Crane Long. C1F wl X -4.40 5 34.21 Crane Long. CIF w2 X -4.40 5 34.21 Crane Long. C1B w2 x 4.40 4 34.21 Crane Long. CIB w2 x 2.20 9 34.21 Crane Long. C1B w2 r. 2.20 13 34.21 Crane Long. C1F w2 X -2.20 14 34.21 Crane Long. CIF w2 X -2.20 10 34.21 Crane Long. C1B wl x 2.20 9 34.21 Crane Long. CID wl x 2.20 13 34.21 Crane Long-. C1F wl x -2.110 14 34.21 Crane Long. CIF wl X -2.20 10 34.21 Crane Long. CSB wl x 4.60 4 34.21 Crane Stop CSB wl x 4.60 9 34.21 Crane Stop CSB wl x 4.60 13 34.21 Crane Stop CSF wl x -4.60 14 34.21 Crane Stop CSF wl x -4.60 10 34.21 Crane Stop CSF wl x -4.60 5 34.21 Crane Stop CSF w2 x -4.60 19 34,21 Crane Stop CSF w2 x -4.60 10 34.21 Crane Stop CSF w2 x -4.60 5 34.21 Crane Stop CSB w2 X 4.60 4 34.21 Crane Stop CSB w2 x 4.60 9 34.21 Crane stop CSB w2 X 4.60 13 34..21 Crane stop EQB wl Y. 6.30 4 34.21 Crane Seismic EQF wl Y. -F.30 5 34.21 Crane Seismic BWB A30 of 362 U13R0049A-SCOTT GALVANIZING EQB w2 x 6.30 4 34.21 Crane Seismic EQF w2 x -6.30 5 34.21 Crane Seismic EQB wl x_ 7.40 9 34.21 Crane Seismic EQB wl x. 7.40 13 34.21 Crane Seismic EQB w2 x 7.40 13 34.21 Crane Seismic EQB w2 x 7.40 9 34.21 Crane Seismic EQF w2 x -7.40 10 34.21 Crane Seismic EQF w2 x -7.40 14 34.21 Crane Seismic EQF wl x -7.40 14 34.21 Crane Seismic EQF wl x -7.40 10 34.21 Crane Seismic EQB w2 x 1.30 5 18.00 Lean-To EQF w2 x -1.30 5 18.00 Lean-To W5B w2 x. 1.00 5 18.00 Lean-To W5F w2 x -1.00 5 18.00 Lean-To EQB w2 x 3.30 13 30.67 Lean-To EQF w2 x -3.30 14 30.67 Lean-To W5B w2 x 1.90 13 30.67 Lean-To W5F w2 x -1.90 14 30.67 Lean-To C1B rl x 6.50 2 B Monorail Crane C1B rl x 6.50 2 H Monorail Crane CIF rl x -6.50 10 H Monorail Crane CIF rl x -6.50 10 B Monorail Crane CSB rl x 1.50 2 B Monorail Crane CSB rl x 1.50 2 H Monorail Crane CSF rl x -1.50 10 H Monorail Crane CSF rl x -1.50 10 B Monorail Crane EQB rl x 3.75 2 B Monorail Crane EQB rl x 3.75 2 H Monorail Crane EQF rl x -3.75 10 H Monorail Crane EQF rl x -3.75 10 B Monorail Crane Load Combinations --> ID ASR Name 1) 1.00 W5B+D&C+UPL 2) 1.00 0.75W5B+D&C+0.75LIV+0.75UPL 3) 1.00 W5F+D&C+UPL 4) 1.00 0.75W5F+D&C+0.75LIV+0.75UPL 5) 1.00 0.70EQB+1.11D&C 6) 1.00 0.52EQB+1.08D&C+0.75LIV 7) 1.00 0.70EQF+1.11D&C 0) 1.00 0.52EQF+1.08D&C+0.75LIV 9) 1.00 D&C+LIV+0.54NLB 10) 1.00 D&C+LIV+-0.54NLB 11) 1.00 0.50W5B+ClB 12) 1.00 0.50W5F+ClF 13) 1.50 CSB 14) 1.50 CSF 15) 1.00 C1F 16) 1.00 C1B BWB A31 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS Job #i U13ROO49A Page: Building: BO1-MAIN BUILDING By i BWB Date: 2/18/2013 ^^ BRACING DESIGN SUMMARY REPORT -- BY CONTROLLING LOAD COMBINATION ^^^ ----_____---- --------------------------------- BRACES ------"-"--' ----- ------------------------------ Memb. Frame Grid/ Mat. Member Load Axial Axial Min ID Lines Top Elev. Orient. code desc. comb. (k) Allowed tw ------------------------------------"------------------------ B1 4-5 A-B / RB9 1-1/8 ROD 7 20.09 24.80 0.437 B2 4-5 A-B \ RB9 1-1/8 ROD 5 20.08 24.80 0.437 B3 4-5 B-C / RB5 5/8 ROD 7 3.78 7.34 0.067 B4 4-5 B-C \. RB5 5/8ROI) 5 3.0 1.34 0.06/ B5 4-5 C-D / RB5 5/8 ROD 7 5.86 7.34 0.101 H6 4-S (I-D \. kH5 5/8 RUD 5 5.88 7.34 0.101 B7 4-5 D-F / R85 5/8 ROD 5 2.53 7.34 0.050 B8 4-5 D-F \ RB5 5/8 ROD 7 2.53 7.34 0.050 B9 4-5 F-G / RB6 3/4 ROD 5 9.80 10.85 0.168 B10 4-5 F-G \ RB6 3/4-ROD 7 9.80 10.85 0.1688 B11 4-5 G-H / RB5 5/ _ROD 5 5.58 7.34 0.098 B12 4-5 G-H \ RB5 5/8 ROD 7 5.58 7.34 0.099 B13 4-5 H-J / RB9 1-178 ROD 5 19.94 24.80 0.353 B14 4-5 H-J \ RB9 1-1/8_ROD 7 19.94 24.80 0.353 B15 9-10 A-B / RB9 1-1/8 ROD 7 20.08 24.80 0.437 B16 9-10 A-B \ RB9 1-1/8 ROD 5 20.07 24.80 0.437 B17 9-10 B-C / RB5 5/8_ROD 7 3.77 7.34 0.067 B18 9-10 B-C \ RB5 5/8 ROD 5 3.78 7.34 0.067 B19 9-10 C-D / RB5 5/8 ROD 7 5.88 7.34 0.101 B20 9-10 C-D \ RB5 5/8 ROD 5 5.88 7.34 0.101 B21 9-10 D-F / RB5 5/8 ROD 5 2.54 7.34 0.050 B22 9-10 D-F \ RB5 5/B_ROD 'J 2.54 7.34 0.050 B23 9-10 F-G / RB6 3/4_ROD 5 9.80 10.85 0.168 B24 9-10 F-G \ RB6 3/4 ROD 7 9.80 10.85 0.168 B25 9-10 G-H / RB5 5/8-ROD 5 5.58 7.34 0.099 B26 9-10 G-H \ RB5 5/ ROD 7 5.58 7.34 0.099 B27 9-10 H-J / RB9 1-1/B ROD 5 19.92 24.80 0.353 B28 9-10 H-J \ RB9 1-1/8-ROD 7 19.93 24.80 0.353 B B29 13-14 A-B / RB9 1-1/ ROD 7 20.07 24.80 0.437 B30 13-14 A-B \ RB9 1-1/8_ROD 5 20.01 24.00 0.4D7 B31 13-14 B-C / RB5 5/8 ROD ? 3.77 7.34 0.067 B32 13-14 B-C \ RB5 5/B ROD 5 3.78 7.34 0.067 B33 13-14 C-D / RB5 5/8 ROD 7 5.88 7.34 0.101 B34 13-14 C-D \ RB5 5/8 ROD 5 5.88 7.34 0.101 B35 13-14 D-F / RB5 5/8 ROD 5 2.54 7.34 0.050 B36 13-14 D-F \ RB5 5/8-ROD 7 2.54 7.34 0.050 B37 13-14 F-G / RB6 3/4 ROD 5 9.80 10.85 0.166 B38 13-14 F-G \ RB6 3/4-ROD 7 9.80 10.85 0.168 8 B39 13-14 G-H / RB5 5/ ROD 5 5.59 7.34 0.099 B40 13-14 G-H \ RB5 5/8 ROD 7 5.58 7.34 0.099 B41 13-14 H-J / RB9 1-1R ROD 5 19.92 24.80 0.353 B42 13-14 H-J \ RB9 1-1/8-ROD 7 19.92 24.80 0.353 B43 4-5 A 46.67 / 2MA (2)A3x3xl/4 5 35.43 44.53 0.000 B44 4-5 A 46.67 \ 2MA (2)A3x3xl/4 1 35..40 44.53 0.000 B45 -5 A 34 ! 2I•'A 3x3x1 5 "-..7° ± --- B4G - r. .21 2MA 2 -3x 3x 1,'4 7 - .74 _ B47 9-10 A 46.67 / 2MA (2)A3x3xl/4 5 34.08 44.53 0.000 B48 9-10 A 46.67 \ 2MA (2)A3x3xl/4 7 34.08 44.53 0.000 to 9-lr A 34.2i / 21✓7: 2)T.3x3r,1/4 f, ;9._34 . 3 2t{ :2) 3x3x: 5 G.9- A B51 13-14 A 46.67 / 2MA (2)A3x3xl/4 5 34.07 44.53 0.000 B52 13-14 A 46.67 \ 2MA (2)A3x3xl/4 7 34.09 44.53 0.000 53 23-14 A 34.2- ! 2MA i2 A3x3R1/*E 5 b9.32 .. 5"3 u.u;,u - 6 \ -r . )A3 - 7 9. 14 y5r: --5 34 \ :-:MA 4 7 0- - /4 �:. 9. .-:-Mk a6p -5 QQ \ _:'M.v B61 9-10 J 46.67 / RB9 1-1/8 ROD ! 5 23.28 29.76 0.276 B62 9-10 J 46.67 \ RB9 1-1/8 ROD 7- 23.28 29.76 0.276 j 34.21 2IL_ 3x'x 5 - v 34.21 2; 3x,3x._. - -7-y B65 13-14 J 46.67 / 2MA (2)A3x3xl/4 5 32.10 44..53 0.000 B66 13-14 J 46.67 \ 2MA (2)A3x3x.1/4 7 32.13 44.53 0.000 B67 13-14 J 34.21 / 2MA (2)A3x3xl/4 5 39.01 44.53 0.000 B68 13-14 J 34.21 \ 2MA (2)A3x3xl/4 7 39.04 44.53 0.000 13- _ 30.61 \ 211S4 X-Bracing with clevis connections must be verified for lower axial capacities. See EDM Section 13.3.2 for allowable strengths and minimum web thicknesses. -------------------------------------------------- STRUTS Memb. Frame Grid/ Mat. Member Load Axial Axial ID Lines Elev. code desc. comb. M Allowed "»--------------------------------------- S1L 1-2 B -0.78 PUR 1 -3.1^- SIR 1-2 B 4.21 PUR 1 -1.37 S31, 1-2 D -0.81 PUR I -2.61 S3R 1-2 D 4.17 PUR 1 -0.51 S4R 1-2 E 1.33 PUR 7. -0.17 S5L 1-2 F -1.71 PUR I. -M3 S5R 1-^ F 3.28 PUR 1 -1.32 S6R 1-2 G 1.26 PUR ! -2.40 s7R 1-2 H 3.24 PUR 1 -0.98 BWB A32 of 362 U13R0049A-SCOTT GALVANIZING S8 2-3 e 0.00 OBS075 BOxStrut 11 -8.20 20.00 S9 2-3 C 0.00 085075 BoxStrut 1 -1.01 20.00 S10 2-3 D 0.00 085075 BoxStrut 1 -3.12 20.00 S11L 2-3 E. -1.33 FUR 7 -0.15 S11B 2-3 E 1.33 FUR 7 -0.15 S12 2-3 F 0.00 085075 BoxStrut 1 -3.12 20.00 S13 2-3 G 0.00 085075 BoxStrut 7 -1.49 20.00 S14 2-3 N 0.00 OBS075 BoxStrut 11 -7.86 20.00 S15L 3-4 B -0.78 FUR 11 -7.07 S15R 3-4 B 4.21 FUR 11 -1.61 S17L 3-4 D -0.81 FUR 7 3.26 S17R 3-4 D 4.17 FUR 7 0.51 S18R 3-4 E 1.33 FUR 7 -0.12 S19L 3-4 F -1.71 FUR 7 2.39 S19R 3-4 F 3.28 FOR 7 0.70 S20R 3-4 G 1.26 PUR 7 1.54 S21R 3-4 H 3.24 FUR 5 -2.89 S22 4-5 B 0.00 085075 BoxStrut 5 -13.48 20.00 S23L 4-5 6 -3.78 PUR 7 -1.26 S23R 4-5 C 1.21 PUR 7 -3.93 S24L 4-5 D -0.81 PUR 5 -4.42 S24R 4-5 D 4.17 PUR 5 -0.76 S25R 4-5 E 1.33 PUR 7 -0.10 S26L 4-5 F -1.71 PUR 5 -4..62 S26R 4-5 F 3.28 FUR 5 -4.08 S27R 4-5 G 1.26 FUR 7 -6.26 S28 4-5 H 0.00 OBS075 BOXStrut 5 -15.60 20.00 S29L 5-6 B -0.78 PUR 11 -4.56 S29R 5-6 B 4.21 PUR 11 -1.13 S31L 5-6 D -0.81 PUR 1 -1.56 S31R 5-6 D 4.17 FUR 1 -0.30 S32R 5-6 E 1.33 PUR 7 -0.08 S33L 5-6 F -1.71 PUR 1 -1.20 S33R 5-6 F 3.28 PUR 1 -0.84 S34R 5-6 G 1.26 FUR 1 -1.48 S35R 5-6 H 3.24 PUR 11 -1.73 S36L 6-7 B -0.78 FUR 11 -4.58 S36R 6-7 B 4.21 FUR 11 -1.11 S38L 6-7 D -0.81 FUR 1 -1.56 S38R 6-7 D 4.17 FUR 1 -0.30 S39R 6-7 E 1.33 PUR 7 -0.06 S40L 6-7 F -1.71 FUR 1 -1.22 S40R 6-7 F 3.28 FUR 1 -0.80 S41R 6-7 G 1.26 PUR 1 -1.45 S42R 6-7 H 3.24 PUR 11 -1.76 S43L 7-8 B -0.78 FUR 11 -4.59 S43R 7-8 B 4.21 FUR 11 -1.09 S45L 7-8 D -0.81 PUR 1 -1.57 S45R 7-8 D 4.17 FUR 1 -0.31 S46R 7-8 E 1.33 FUR 7 -0.03 S47L 7-8 F -1.71 FUR 1 -1.24 S47R 7-8 F 3.28 FUR 1 -0.76 S48R 7-8 G 1.26 PUR 7 -0.02 S49R 7-8 H 3.24 FUR 11 -1.80 S50L B-9 B -0.78 FUR 5 -4.98 S50R B-9 B 4.21 FUR 5 -0.36 S52L 8-9 D -0.81 PUR 7 2.64 S52R 8-9 D 4.17 PUR 7 0.51 S53R 8-9 E 1.33 PUR 5 0.01 S54L 8-9 F -1.71 PUR 7 1.98 S54R 8-9 F 3.28 PUR 7 0.63 S55R 8-9 G 1.26 PUR 7 0.66 S56R 8-9 H 3.24 PUR 5 -2.19 S57 9-10 8 0.00 085075 BoxStrut 5 -11.62 20.00 S58 9-10 C 0.00 08SO75 BoxStrut 7 -4.86 20..00 S59 9-10 D 0.00 085075 BoxStrut 5 -4.55 20.00 S60L 9-10 E -1.33 PUR 5 -0.01 S60R 9-10 £ 1.33 PUR 5 -0.01 S61 9-10 P 0.00 08S075 BoxStrut 5 -6.41 20..00 S62 9-10 G 0.00 08S075 BoxStrut 7 -7.82 20.00 S63 9-10 H 0.00 08SO75 BoxStrut 5 -13.60 20.00 S64L 10-11 B -0.78 FUR 11 -2.12 S64R 10-11 B 4.21 FUR 11 -0.52 S66L 10-11 D -0..81 FUR 3 -1.58 S66R 10-11 D 4.11 PUR 3 -0.31 S67R 10-11 F. 1.33 FUR 5 -0.04 S68L 10-11 F -1.71 PUR 3 -1.24 S68R 10-11 F 3.28 PUR 3 -0.76 S69R 10-11 G 1.26 FUR 5 -0.01 S70R 10-11 If 3.24 FUR 11 -0.79 S71L 11-12 B -0.78 PUR 11 -2.14 S71R 11-12 B 4.21 FOR 11 -0.51 S73L 11-12 D -0.81 FUR 3 -1.57 S73R 11-12 D 4.17 PUR 3 -0.30 S74R 11-12 E 1.33 FUR 5 -0.06 S15L 11-12 F -1.71 PUR 3 -1.22 S15R 11-12 P 3.28 PUR 3 -0.80 S76R 11-12 G 1.26 PUR 3 -1.46 S77R 11-12 H 3.24 FUR 11 -0.83 S78L 12-13 B -0.78 PUR 11 -2.15 S78R 12-13 9 4.21 PUR 11 -0.48 SSOL 12-13 D -0.81 PUR 3 -1.55 S80R 12-13 D 4.17 PUR 3 -0.30 S81R 12-13 E 1.33 PUR 5 -0.08 SB2L 12-13 F -1.71 PUR 3 -1.20 SB2R 12-13 F 3.28 PUR 3 -0.84 S83R 12-13 G 1.26 PUR 3 -1.49 S84R 12-13 H 3.24 PUR 7 0.87 S85 13-14 8 0.00 08S075 Box-trut - -10.06 20.00 S86L 13-14 C -3.78 PUR 5 -1.26 BWB A33 of 362 U13R0049A-SCOTT GALVANIZING S86R 13-14 C 1.21 PUR 5 -3.94 S87L 13-14 D -0.81 PUR 7 -4.42 S87R 13-14 D 4.17 PUR 7 -0.76 SBBR 13-14 E 1.33 PUR 5 -0.10 S89L 13-14 F -1.71 PUR 7 -4.62 S89R 13-14 F 3.28 PUR 7 -4.08 S90R 13-14 G 1.26 PUR 5 -6.26 S91 13-14 It 0.00 08S075 BoxStrut 7 -12.18 20.00 S92L 14-15 8 -0.7B PUR 5 3.59 S92R 14-15 8 4.21 PUR 5 -0.14 S94L 14-15 D -0.81 PUR 5 3.26 S94R 14-15 D 4.17 PUR 5 0.51 S95R 14-15 E 1 33 PUR 5 -0.12 S96L 14-15 F -1.11 PUR 5 2.39 S96R 14-15 F 3.28 PUR 5 0.70 S97R 14-15 G 1.26 PUR 5 1.54 S98R 14-15 H 3.24 PUR 5 1.69 S99L 15-16 8 -0.18 PUR 3 -3.16 S99R 15-16 8 4.21 PUR 3 -1.31 .9101 T. 15-16 D -0.81 PUR 3 -2.61 S101R 15-16 D 4.17 PUR 3 -0.51 S102R 15-16 E 1.33 PUR 5 -0.15 S103L 15-16 F -1.71 PUR 3 -2.05 S103R 15-16 F 3.28 PUR 3 -1.28 S104R 15-16 G 1.26 PUR 5 0.88 S105R 15-16 H 3.24 PUR 5 1.07 S106L 16-17 8 -0.7B PUR 3 -3.12 S106R 16-17 B 4.21 PUR 3 -1.37 S108L 16-17 D -0.81 PUR 3 -2.61 S108R 16-17 D 4.17 PUR 3 -0.51 S109R 16-11 E 1.33 PUR 5 -0.17 S110L 16-17 F -1.71 PUR 3 -2.03 S11OR 16-17 F 3.28 PUR 3 -1.31 S111R 16-17 G 1.26 PUR 3 -2.40 S112R 16-17 II 3.24 PUR 3 -0.88 S113 1-2 A 0.00 8EO6OB2 EaveStrut 1 -3.83 5.04 S114 2-3 A 0.00 8E06OB2 EaveStrut 1 -3.82 5.04 S115 2-3 A 34.21 P6.134 PIPE 1 -0.00 23.38 S116 3-4 A 0.00 8EO6OB2 EaveStrut 1 -3.82 5.04 S117 3-4 A 34.21 P6.134 PIPE 1 -0.00 23.38 S118 4-5 A 46.6/ OBSU99 BoxStrut b -21.8b 36.12 S118 4-5 A 46.67 8EO6OB2 EaveStrut S119 4-5 A 34.21 P8.188 PIPE 5 -40.56 60.47 S120 5-6 A 0.00 8EO6OB2 EaveStrut 11 -2.21 5.04 S121 6-7 A 0.00 8E06OB2 EaveStrut it -2.21. 5.04 S122 7-8 A 0.00 8EO6OB2 EaveStrut 11 -2.21 5.04 S123 8-9 A 0.00 BE060B2 EaveStrut 7 2.80 6.05 S124 9-10 A 46.67 08S099 BoxStrut 5 -26.50 36.72 S124 9-10 A 46.67 8E06OB2 EaveStrut S125 9-10 A 34.21 P8.188 PIPE 5 -40.91 60.47 S126 10-11 A 0.00 8E06OB2 CaveStrut 3 -2.14 5.04 S127 11-12 A 0.00 BE06OB2 EaveStrut 3 -2.14 5.04 S128 12-13 A 0.00 BE060B2 EaveStrut 3 -2.14 5.04 S129 13-14 A 46.67 OBS099 BoxStrut 7 -2-7.85 36.72 S129 13-14 A 46,67 BE06OB2 EaveStrut S130 13-14 A 34.21 P8.188 PIPE 7 -40.92 60.47 5131 14-15 A 0.00 BE060B2 EaveStrut 3 -3.82 5.04 S132 15-16 A 0.00 8E06OB2 EaveStrut 3 -3.82 5.04 S133 16-17 A 0.00 8E060B2 EaveStrut 3 -3.83 5.04 S134 1-2 .1 0.00 8E060B2 EaveStrut 1 -2.65 5.04 S135 2-3 J 0.00 BE060B2 EaveStrut 1 -2.64 5.04 S136 2-3 d 34.21 P6.134 PIPE -0.00 23.38 S137 3-4 j 0.00 8E06OB2 EaveStrut 1 -2.63 5.04 S138 3-4 J 34.21 P6.134 PIPE 1 -0.00 23.38 S139 4-5 J 46.61 08S120 BoxStrut 7 -40.14 50.16 S139 4-5 .I 46.67 8E06OB2 EaveStrut S140 4-5 i 34.21 P8.188 PIPE 5 -52.82 60.47 S141 4-5 J 18.00 P8.188 PIPE 1 -54.63 60.47 S142 5-6 J 46.67 08S075 BoxStrut 5 13.71 24.00 S142 5-6 J 46.67 8E06OB2 EaveStrut S143 5-6 J 18.00 08S075 BoxStrut 5 0.00 24.00 S144 6-7 J 46.67 08Sv"75 BoxStrut 5 12.61 24.00 S144 6-7 J 46.67 8EO6OB2 EaveStrut S145 7-8 J 46.61 08S075 Boxstrut 5 11.52 24.00 S145 7-8 J 46.67 8EO6OB2 EaveStrut S146 8-9 j 46.67 08S075 BoxStrut ., 10.43 24.00 S146 8-9 J 46.67 8EO6OB2 EaveStrut S147 9-10 1 46.67 085120 BOxSL,L't 7 -30.16 50.16 S147 9-10 J 46.67 8EO6OB2 EaveStrut S148 9-10 J 34.21 FB.lEb PIPE 7 -31.27 60.47 S149 10-i1 J 67 O6SO75 3oxSLn L 5 3.74 24.OG S149 10-11 J 46.67 8EO6OB2 EaveStrut Si50 11-12 .i 46.67 08SO75 _oxStrut 5 2.66 24.00 S150 11-12 1 46.67 8E06OB2 EaveStrut S151 12-13 J 46.611 G8SO;5 3ozSttrat - -_.06 20.00 S151 12-13 J 46.67 8EO6OB2 EaveStrut S152 13-14 .T 46.6-1 ORS099 uoxSLrut 7 -^_9.17 36.77 S152 13-14 J 46.67 8E060B2 EaveStrut S153 13-14 1 34.2_ P8.188 P'PE 7 - C.51 F0.47 J S154 13-14 J 30:6- OSS.1.=0 BoxSLr,t -43.52 50.16 S155 14-15 J 0.00 BE06OB2 EaveStrut 3 -2.63 5.04 S156 15-16 1 0.00 BE06OB2 EaveStrut 3 -2.64 5.04 S157 16-17 y 0.00 BE06OB2 EaveStrut 3 -2.65 5.04 _ -------------------------------------------------------- COST L WEIGHT SUMMARY IN DOLLARS L LBS -----___ F___________________a________a- Cables Rods Anal es Pipe Pur fir. Portals Tot-1 Struts Struts BWB A34 of 362 U13R0049A-SCOTT GALVANIZING --------------- ----------------------------------------- COST 0 1237 4362 10666 0 0 16266 WEIGHT 0 2236 8629 11018 0 0 21884 ---- ------ ---------------------------------------------- SECOND ORDER ANALYSIS ------------ --------------------------------------------------- Automatically Select 2nd Order Method Load Combination Sum Yi Sum H Delta B2 ------------_--------------------------------------------------------- 1 W5B+➢&C+UPL -34.2 28.35 0.200 1.00 2 0.75W5B+D&C+0.75LIV+0.75UPL -561.6 21.26 0.150 1.01 3 W5F+D&C+UPL -34.2 -28.35 0.200 1.00 4 0.75W5F+D&C+0.75LIV+0.75UPL -561.6 -21.26 0.150 1.01 5 0.70EQB+1.11D&C -247.6 125.43 0.865 1.00 6 0.52EQB+1.08D&C+0.75LIV -721.7 94.07 0.649 1.01 7 0.70EQF+1.11D&C -241.6 -125.43 0.865 1.00 8 0.52EQF+1.08D&C+0.75LIV -721.7 -94.07 0.649 1.01 9 D&C+LIV+0.54NLB -664.0 1.73 0.015 1.02 10 D&C+LIV-0.54NLB -864.0 -1.73 0.015 1.02 11 0.50W5B+CIB 0.0 44.77 0.000 1.00 12 0.50W5F+C1F 0.0 -44.77 0.000 1.00 13 CSB 0.0 30.60 0.000 1.00 14 CSF 0.0 -30.60 0.000 1.00 15 C1F 0.0 -30.60 0.000 1.00 16 C1B 0.0 30.60 0.000 1.00 BWB A35 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS Job #: U13R0049A Page: Building: B01-MAIN BUILDING By : BWB Date: 2/18/2013 ^" REACTION REPORT -- BY LOAD CASE ^^^ ----------------------------------------------------------- REACTIONS -- LOAD CASE W5B -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + - right + = up + - counterclockwise ___________________ _ ---------___-------------------- 1 A 0.00 0.00 0.00 t ,T n no n.n0 0.00 2 A 0.00 0.00 0.00 2 J 0.00 0.00 0.00 3 A 0.00 0,00 0.00 3 J 0.00 0.00 0.00 4 A -4.33 -8.08 0.00 4 J -6.74 -11.45 0..00 5 A 0.00 8.09 0.00 5 J 0.00 11.45 0.00 6 A -0.01 0.00 0.100 6 J 0.00 0.00 0.00 7 A 0.00 0,00 0.00 7 J 0.00 0.00 0,.00 0 A -0.01 0.00 0.00 0 J -0.01 0.00 0.00 9 A -4.32 -8.07 0.00 9 J -3.13 -5.84 0.00 IO A 0.00 8,08 0.00 10 J 0.00 5.84 0.00 11 A -0.01 0.00 0.00 11 J -0.01 0.00 0.00 12 A -0.01 0.00 0.00 12 J 0.00 0.00 0.00 13 A -4.32 -8.06 0.00 13 J -5.48 -9.01 0.00 14 A 0.00 8.01 0.00 14 J 0.00 9.01 0.00 15 A -0.01 0.00 0.00 15 J 0.00 0.00 O.UU 16 A 0.00 0.00 0.00 16 J 0.00 0.00 0,.00 17 A 0.00 0.00 0.00 17 J 0.00 0.00 0.00 Summation -28.39 0.03 ------------------------------------------------- REACTIONS -- LOAD CASE W5F ------------------------------------------------------------ Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 A 0.00 0,00 0.00 1 J 0.00 0.00 0.00 2 A 0.00 0,00 0.00 2 J 0.00 0.00 0.00 3 A 0.00 0.00 0.00 3 J 0.00 0.00 0.00 4 A 0.00 8.07 0.00 4 J 0.00 11.44 0.00 5 A 4.32 -8.06 0.00 5 J 6.74 -11.43 0.00 6 A 0.01 0.00 0.00 6 J 0.00 0.00 0.00 7 A 0.00 0.00 0.00 7 J 0.00 0.00 0.00 8 A 0.01 0.00 0.00 8 J 0.01 0.00 0.00 9 A 0.00 8.08 0.00 9 J 0.00 5.84 0.00 10 A 4.32 -8.07 0.00 10 J 3.13 -5.84 0.00 11 A 0.01 0.00 0.00 11 J 0.,01 0.00 0.00 12 A 0.01 0.00 0.00 12 J 0.00 0.00 0.00 13 A 0.00 8.09 0.00 13 J 0.00 9.03 0.00 14 A 4.33 -8.08 0.00 14 J 5.48 -9.02 0.00 15 A 0.01 0..00 0.00 15 J 0.00 0.00 0.00 16 A 0.00 0.00 0..00 16 J 0.00 0.00 0.00 17 A 000 0.00 0.00 17 J 0.00 0.00 0.00 ---W--___-------------------------------------------------- Summation 28.39 0.03 -------------------------------------------------------------- REACTIONS -- LOAD CASE EQB Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise ------- ---------------""'------"'------ 1 A 0-00 0.00 0.00 1 J 0.00 0.00 0.00 A 0.00 0.00 0.00 BWB A36 of 362 U13R0049A-SCOTT GALVANIZING 2 J 0.00 0.00 0.00 3 A 0.00 0.00 0..00 3 J 0.00 0.00 0..00 4 A -28.85 -50.70 0.00 4 J -38.85 -67.88 0.00 5 A 0.00 50.70 0.00 5 J 0.00 67.88 0..00 6 A 0.00 0.00 0.00 6 J 0.00 0.00 0.00 7 A 0.00 0.00 0.00 7 J 0.00 0.00 0.00 8 A 0.00 0.00 0.00 8 J 0.00 0.00 0..00 9 A -29.08 -50.60 0.00 9 J -22.25 -37.82 0.00 10 A 0.00 50.60 0.00 10 J -0.01 37.82 0.00 11 A 0.00 0.00 0.00 11 J 0.00 0.00 0.00 12 A 0.00 0.00 0.00 12 J 0.00 0.00 0.00 13 A -29.07 -50.58 0.00 13 J -31.08 -52.20 0.00 14 A 0.00 50.58 0.00 14 J 0.00 52.20 0.00 15 A 0.00 0.00 0.00 15 J 0.00 0.00 0.00 16 A 0.00 0.00 0..00 16 J 0.00 0.00 0.00 17 A 0.00 0.00 0.00 17 J 0.00 0.00 0.00 -------------------------------------------------------------- Summation -179.19 0.00 ---------------------------------------------- REACTIONS -- LOAD CASE EQF ------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise ---------------------------------------------_-__-------__-- 1 A 0.00 0.00 0.00 1 J 0.00 0.00 0.00 2 A 0.00 0.00 0.00 2 J 0.00 0.00 0.00 3 A 0.00 0.00 0.00 3 J 0.00 0.00 0.00 4 A 0.00 50.67 0.00 4 J 0.00 67.64 0.00 5 A 28.83 -50.68 0.00 5 J 38.83 -67.84 0.00 6 A 0.00 0.00 0.00 6 J 0.00 0..00 0.00 7 A 0.00 0.00 0.00 7 J 0.00 0.00 0.00 8 A 0.00 0.00 0.00 8 J 0.00 0.00 0.00 9 A 0.00 50.60 0.00 9 J 0.01 37.B2 0.00 10 A 29.08 -50.60 0.00 10 J 22.25 -37.82 0.00 11 A 0.00 0.00 0.00 11 J 0.00 0.00 0.00 12 A 0.00 0.00 0.00 12 J 0.00 0.00 0.00 13 A 0.00 50:61 0.00 13 J 0.00 52.24 0.00 14 A 29.09 -50.61 0.00 14 J 31.10 -52.24 0.00 15 A 0.00 0.00 0..00 15 J 0.00 0.00 0.00 16 A 0.00 0.00 0,.00 16 J 0.00 0.00 0.00 17 A 0.00 0.00 0.00 17 J 0.00 0.00 0.00 ------------------------------------------------------------ Summation 179.19 0.00 ------------------------------------------------------------ REACTIONS -- LOAD CASE CSB -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------^'-------�^___ 1 A 0.00 0.00 0.00 1 J 0.00 0.00 0.00 2 A 0.00 0.00 0.00 2 J 0.00 0.00 0.00 3 A 0.00 0.00 0.00 3 J 0.00 0.00 0.00 4 A -5.05 -7.14 0.00 4 J -6.03 -8.97 0.00 5 A 0.00 7.14 0.00 5 J 0.00 6.97 0.00 6 A 0.00 0.00 0.00 6 J 0.00 0.00 0.00 7 A 0.00 0.00 0.00 7 J 0.00 0.00 0.00 8 A 0.00 0.00 0.00 6 J 0.00 0.00 0.00 9 A -5.05 -7.14 0.00 BWB A37 of 362 U13RO049A-SCOTT GALVANIZING 9 J -4.72 -6.51 0.00 10 A 0.00 7.14 0.00 10 S 0.00 6.51 0.00 11 A 0.00 0.00 0.00 11 J 0.00 0.00 0.00 l7 A 0,p0 0.00 0.00 12 J 0.00 0.00 0.00 13 A -5.05 -7.14 0.00 13 J -4.69 -6.47 0.00 14 A 0.00 7.14 O.UU 14 J 0.00 6.47 0.00 15 A 0.00 0.00 0.00 15 J 0.00 0.00 0.00 16 A 0.00 0.00 0.00 16 J 0.00 0.00 0.00 17 A 0.00 0.00 0.00 17 J 0.00 0.00 0.00 -------------------------------------------------- Summation -30.60 0.00 REACTIONS -- LOAD CASE CSF ----------------------------___-------------------------___ Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise ________________________-----_ 1 A 0.00 0.00 0.00 1 J 0.00 0.00 0.00 2 A 0.00 0.00 0.00 2 J 0.00 0.00 0.00 3 A 0.00 0.00 0.00 3 J 0.00 0.00 0.00 4 A 0.00 7.14 0.00 4 J 0.00 8.97 0.00 5 A 5.05 -7.14 0.00 5 J 6.03 -8.97 0.00 6 A 0.00 0.00 0.00 6 J 0.00 0.00 0.00 7 A 0.00 0.00 0.00 7 J 0.00 0.00 0.00 8 A 0.00 0.00 0.00 8 J 0.00 0.00 0.00 9 A 0.00 7.14 0.00 9 J 0.00 6.51 0.00 10 A 5.05 -7.14 0.00 10 J 4.72 -6.51 0.00 11 A 0.00 0.00 0.00 11 J 0.00 0.00 0.00 12 A 0.00 0.00 0.00 12 J 0.00 0.00 0.00 13 A 0.00 7.14 0.00 13 J 0.00 6.47 0.00 14 A 5.05 -7.14 0.00 14 J 4.70 -6.47 0.00 15 A 0.00 0.00 0.00 15 J 0.00 0.00 0.00 16 A 0.00 0.00 0.00 16 J 0.00 0.00 0.00 17 A 0.00 0.00 0.00 17 J 0.00 0.00 0.00 ___________________________"'--"'------"'--"""'-"------ Summation 30.60 0.00 ----------------- REACTIONS -- LOAD CASE CIF ------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise ----- ----_ ----------------��_ �___ 1 A 0.00 0.00 0.00 1 J 0.00 0.00 0.00 2 A 0.00 0.00 0.00 2 J 0.00 0.00 0.00 3 A 0.00 0.00 0.00 3 J 0.00 0.00 0.00 4 A 0.00 1.56 0.00 4 J 0.00 10.79 0.00 5 A 5.23 -7.56 0.00 5 J 6.95 -10.79 0.00 6 A 0.00 0.00 0.00 6 1 0.00 0.00 0.00 7 A 0.00 0.00 0.00 7 J 0.00 0.00 0.00 8 A 0.00 0.00 0.00 8 J 0.00 0.00 0.00 9 A 0.00 7.74 0.00 9 1 0.00 6.41 0.00 10 A 4:73 -7.74 0.00 10 1 4.02 -6.41 0.00 11 A 0.00 0.00 0.00 11 1 0.00 0.00 0.00 12 A 0.00 0.00 0.00 12 J 0.00 0.00 0.00 13 A 0.00 7.74 0.00 13 J 0.00 8.10 0.00 14 A 4.73 -7.74 0.00 14 J 4.93 -8.10 0.00 15 A 0.00 0.00 0.00 15 1 0.00 0.00 0.00 16 A 0.00 0.00 0.00 BWB A38 of 362 U13R0049A-SCOTT GALVANIZING 16 J 0.00 0.00 0.00 17 A 0.00 0.00 0.100 17 J 0.00 0.00 0.'00 __________-"----------"-----------"'---------------------- Summation 30.60 0.00 -- -"' - REACTIONS -- LOAD CASE C1B -. Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise ----------_---------_____--------_____------------ 1 A 0.00 0.00 0.00 1 J 0.00 0.00 0.00 2 A 0.00 0.00 0.00 2 J 0.00 0.00 0.00 3 A 0.00 0.00 0.00 3 J 0.00 0..00 0.00 A A -5.23 -7.57 0.00 9 J -6.96 -10.79 0.00 5 A 0.00 7.57 0.00 5 J 0.00 10.79 0.00 6 A 0.00 0.00 0.00 6 J 0.00 0.00 0.00 7 A 0.00 0.00 0.00 7 J 0.00 0.00 0.00 8 A 0.00 0.00 0.00 8 J 0.00 0.00 0.00 9 A -4.73 -7.74 0.00 9 J -4.02 -6.41 0.00 10 A 0.00 7.74 0.00 10 J 0.00 6.41 0.00 11 A 0.00 0.00 0.00 11 J 0.00 0.00 0.00 12 A 0.00 0.00 0.00 12 J 0.00 0.00 0.00 13 A -4.73 -7.74 0.00 13 J -4.93 -8.10 0.00 14 A 0.00 7.79 0.00 19 J 0.00 8.10 0.00 15 A 0.00 0.00 0.00 15 J 0.00 0.00 0.00 16 A 0.00 0.00 0.00 16 J 0.00 0.00 0.00 17 A 0.00 0.00 0.00 17 J 0.00 0.00 0.00 -------------------------------------------------- Summation -30.60 0.00 BWB A39 of 362 N (O M M O O m N Z w o m N Q � r{rFt O (n w W o •- o (n w vi W W N N � X X C C C C O � O O p � U ppU W w D N fn N_ O NLu as a w 3 3 M � � (n (n _ N N O (n N u W W W W N N 0 C O O W W 00 00 O V M + + N W W N � Cl) (n C7 O O O Z m m m N O N p v o rn Z N W W Q O N O Q O � M J u7 O o 0 Q O off Ol v1 r N C N , a03 a ¢ w a ¢ w w O O W w O DO QO ( O M (n N W W o iri w w N O X C _ � C O U N W W 3 D N O X.- zg a a w 3 � C � c _ U co N O fn n O N Lrj W W D W N N � M (p O w O W O In n m w (I W w 3 + ry 2 J U Q m o (n p p W C� m W w fr O in LU ] O n J M W O m Z C O Ul W �2 lL O M O 7 O O m D Q� Cl) M p C. m N V 3 � Q m N r O O O O N N p Ul O LO f N N O j O N > N 1. 00 I 1 f C 00 fV cj N N p O � N N N T 1 0 0 � N N W W C� o a m a Z N o, r' o r, LO Z °� N � fn N � .....0 a Q O m U) ~ 3 N T 3 Nco O rn o rn m O cl) Q C N > N N O m cm lL N N 't O O O o M o O D N N r p O N � N N th j O O 04 n N N = In N N Q � p O 3 0 N N N N W o W p o_ En Z a W tD NCO O N > (D N N > 3 Q M0M Q M m o D p m D u) LI13R0049A-SCOTT GALVANIZING h U C C3 R Project No. : U13R0049A BUILDING SYSTEMS GROUP Description : GRID LINEBFSWFL4-5 A DIVISION OF NUCOR CORPORA-RON Engineer : B\\'B Angle Bracing (AISC 13th Edition) Date: 3/4/2013 per AISC Steel Constrnetion Manual(13th Edition) and CA.AXSA SI6-01-A A'ational Standard of Canada Version: 1.7(Date:05/1-5/1 1)By DJE GENERAL INFORMATION: Design Method, (ASD/LRFD/LSD). ASD,.--- Allowable Stress Ratio,ASR: 1.20 *Note: The"Applied Horizontal Load"shall be the resultant from the Applied Horizontal Load: 54.3()0 kips. controlling load combination including combinations with over- strength factors for connection analysis. Brace Geometry: Select Brace Type: side % all Brace Struts No. of Braced Bays, n: 1 APPUED LOAD + - RIGHT Module Width,b: 25.0000 ft. I 'St,� �JI BRACE MUM I r TOP OF Tier Height,h: 18.0000 ft. mpa I __ _B1 _I I SMFFENER BRACE awns(TYP.) o II Column Properties: Built-Up Column Web Depth, dW: 12.0 in. II Web Thickness,t,,,: 0.125 in. II II Flange Width, bl•: 5.0 in. Flange Thickness,tf: 0.25 in. ❑ Column Base Elev. (B.F.F.) II II BRACE INFORMATION: d Single Double II /// II Select Brace Size: L5\3\5/IG III L �'E© pew.) II Angle Brace Material: A572 Or.50 No. of Bolts/Connx, nb: 2 Bolt Spacing, S: 3.75 n"151, Bolt Diameter, db: 1 V4"w I &¢ OF Bolt Material: A325 f00tLE 1"0S" ° COLUMN APPLIED LOADS: SLENDERNESS LIMITS: Required Tensile Strength, R,,: 66.951 kips. Slenderness Ratio, L/rz: 284 OK AISC DIMENSION CRITERIA: Required End Distance, /,,: 2.25 in. Required Edge Distance, /1,: 1.625 in. Required Bolt Spacing, S: 3.3333 in. Drift: 0.2193 in DESIGN RESULTS: Rigidity: 248.0 kips/in Combined Tension & Shear Results: OK Remarks ASD Allowable Strength Ratio 0.718 See AISC Seclion.14 Nominal Tensile Yielding Strength (Angle) R„/S) kips 143.713 R F,A, Q =0.90(I.RID); Q- 1,67(ASD) Nominal Tensile Rupture Strength (Angle) Rn/S) kips 105.086 R. I A,,,, Nominal Block Shear Strength (Angle) R/S) kips 84.805 R„=0 6 I„A,,,+F„A,,,s 0 6 F,Ar,+F„A,,, Nominal Bearing Strength (Angle) R„/S) kips 77.695 1z„= 1.2 L,t F„<_2.4d t F,, Nominal Shear Strength (Bolts) R/Q kips 117.810 R„-1=I,,At. q -0.75(I.RFD), 0-2.00(ASD) ASD Allowable Strength R/S2 1 1,ip; 93.234 Minimum Prom above. BWB A42 of 362 U13R0049A-SCOTT GALVANIZING "U C M R Proiect No.: U13k0049A BUILDING SYSTEMS GROUP Description: GRID LINE B FS W FL 4-5 A DIVISION OF NUCOR CORPORATION Engineer• BWB Angle Bracing (AISC 13>th Edition) Date: 3/4/2013 perAISCSteel C'onw-action:17rrnual(131h E(fition)and CAI`%CS4 S16-01-A National Standard of Cana(la Version: 1.7(Date:05/25/1 1)By D.IE GENERAL INFORMATION: Angle Clearance cr Column: 3/4 in. Gusset Plate Thickness, t9: 1/2 in. Gusset Plate Material: A572 Gr.50 Gusset Length Override: 13 in. B / /" R Base Plate Thickness, tbase: 3/8 in. Top Stiffener Thickness, t,"P: 3/8 in. RV /> Base Plate Width, bbase: 8 in. W Top Stiffener Width, b,"P: 3 in. ey)- MnM f� co r7 — Q Required Tensile Strength, R: 66.95 kips R Vert.Component Strength, Rv: 39.04 kips W h I-loriz. Component Strength; Rh: 54.39 kips FF Vertical Eccentricity, ev: 1.19 in. 4 , Horizontal Eccentricity, eh: 5.42 in. Gusset Plate Height, A: 13.00 in. Gusset Plate Width, B: 12.00 in. Splice Plate Size, C: 0.5"x 5"x 19.5" Gusset Plate Weld, W: 5/16 in. WELD INFORMATION: Moment,M=R 1, (e,.) +R, (e ,) = 276.27 in.-k Vertical Force,f =R/ = 1.22 k/in. 2 Lweld Momentof Inertia,/P =1,.+l y = 293.80 in.' Horizontal Force,ft, =Rh 2L„e/d= 1.70 k/in. *Section Modulus,S. -1/ = 38.06 in.2 *Section Modulus,S =1/ = 1044.63 in.2 - cj y *Flexure Force,fbt,=�/2S = 3.63 k/in. *Flexure Force,fb„_''I 2S = 0.13 k/in. 3 Resultant Force,f,. _ (fh+fj,)2+(f„+f„y = 5.50 k/in. DESIGN RESULTS: Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio 0.587 See AI SC Section.14 ASD Weld Strength Ratio 0.987 R„=0.6F_(Sin 0)(S,,,,,I) Nominal Weld Strength (Gusset) R"/S2 k/in. 5.568 =0,75(LRFD), 0=2.00(ASD) Nominal Flexural Strength (Gusset) M„/Q in-kips 619.944 M„-Per Al SC Section FI I - - =0,90(LRFD), 4-1.67(ASD) Nominal Shear Yielding Strength (Gusset) R„/Q kips 267.523 R„-0.66,AF: Where = 1.00, a= 1,50 Nominal Shear Rupture Strength (Gusset) R"/S2 kips 233.247 R„=0.6F„Am Nominal Block Shear Strength (Gusset) R"/Q kips 151.411 R„-0.6 r„A,,,+F„An,_<0,6 r,Ak,+r„A,,, Nominal Bcaring Strength (Gusset) R"/S2 kips 114.075 R„- 1.2 L,.t P„<_2.4d t F„ �-0.75(LRFD), 2=2.00(ASD) ASD Allowable Strength R /Q kips 114.075 Minimum rrom above. BWB A43 of 362 U13R0049A-SCOTT GALVANIZING U C 0 R Project No. ; U 13R0049A R U 1 L D 11V G SYSTEMS GROUP Description : GRID LINE B FSW TYP. A DIVISION OF NUCOR CORPORATION Engineer: BWB Angle Tracing (AISC 13th Edition) Date: 3/4/2013 per AISC Steel Construelion/L9auual(13th F.'(lition) and C1N/C&I S16-01 -A ,`Vational Standard of Canwhl Version; L7(Date;0 5/2 511 1)By WE GENERAL INFORMATION: Design Method, (ASD/LRFD/LSD): ASD" Allowable Stress Ratio,ASR: 1,20 "Note: The"Applied Horizontal Load"shall be the resultant from the controlling load combination including combinations with over- Applied Horizontal Load: 43.5IZ kips.* g stren--th factors for connection analysis. Brace Geometry: Select Brace Type: Side Wall Brace Struts No. of Braced Bays,n: I I o —, APPLIED LOAD + = RICUT - e I -MACE SIRUr Module Width, b: �_: 25.0600 ft. PIPE ro - TOP OF Tier Height, h: 3 4.2 100 ft. m !eL I I STIFFENER II �� ewLcE cLSAs c„IP, 4 II Column Properties: Built-Up Column Web Depth, d,,,,: 12.0 in. (2)/NOLE II� e"Ater\ � Web Thickness,1L,,: 0.125 in. Flange Width, bf: 5.0 in. Flange Thickness,tf: 0.25 in. I� \ ❑ Column Base Elev. (B.F.F.) II BRACE INFORMATION: O Single U Double II / / \ \ II Select Brace Size: L5X3X5/1(i I � L P"E© II Angle Brace Material: A572 Gr.50 No. of Bolts/Connx, nb: 2 Bolt Spacing, S: 3.75 FINISH FLOOR Bolt Diameter,db: 1!i'Lo I �\`wP l WDUIE VAOnt.D h r OF Bolt Material: II A325 COLUMN APPLIED LOADS: SLENDERNESS LIMITS: Required Tensile Strength, R.: 73.679 kips. Slenderness Ratio, L/r,,: 391 OK AISC DIMENSION CRITERIA: Required End Distance, /,,: 2.25 in. Required Edge Distance, /�,: 1.625 in. Required Bolt Spacing, S: 3.3333 in. Drift: 0.4565 in DESIGN RESULTS: Rigidity: 95.3 kips/in Combined Tension & Shear Results: OK Remarks ASD Allowable Strength Ratio 0.790 See AISC Section.14 Nominal Tensile Yielding Strength (Angle) Rr,/S2 kips 143.713 R„=F,Ar =0.90(LRFD), Q=1,67(ASD) Nominal Tensile Rupture Strength (Angle) R /Q kips 105.086 R.=F„A,.Ir Nominal Block Shear Strength (Angle) R„/S2 kips 84.805 R„- 0 6 F„A,,,+F„A,,,<_0.6 F,Ag,+F„A,,, Nominal Bearing Strength (Angle) R„/S2 kips 77.695 R„—1 2 L,I F„<_2.4d I F„ Nominal Shear Strength (Bolts) RA2 kips 117.810 R„=F,,,.A,, QI=075(LRFD), Q-2.00(ASD) ASD Allowable Strength R 'C2 kips 93.234 Minimum from above BWB A44 of 362 U13R0049A-SCOTT GALVANIZING U C O R Project No. U13R0049A BUILDING SYSTEMS GROUP Description: GRID LINE B FSW TYP. A DIVISION OF NUCOR CORPORA-PON Engineer: BWB Angle Bracing (RISC 13 th Edition) Date: 3/4/2013 per AISC Steel Construction Manual(13th Edition)wid CAN/CS4 S16-01-A.lValioital Stwidard of C anfleta Version: 1.7(Date:05/25/1 1)B_v DJE GENERAL INFORMATION: Angle Clearance a Column: 3/4 in. Gusset Plate Thickness, to: 1/2 in. Gusset Plate Material: A572 Gr.50 Gusset Length Override: 13 in. _ B R Base Plate Thickness, thane: 3/8 in. Top Stiffener Thickness, tioP: 3/8 in. W RV / Base Plate Width, bha5e: 8 in. , Top Stiffener Width, b,,P: 3 in. nM f� Required Tensile Strength, R: 73.68 kips Vert.Component Strength, R,: 59.46 kips W Horiz.Component Strength, Rh: 43.51 kips F F - Vertical Eccentricity, ev: -0.32 in. i ° Horizontal Eccentricity, eh: 3.81 in. 4 2 Gusset Plate Height, A: 13.00 in. Gusset Plate Width, B: 10.00 in. Splice Plate Size, C: 0.5"x 5"x 19.5" Gusset Plate Weld, W: 5/16 in. WELD INFORMATION: Moment,M=Rt, (e,.) +R,. (e t) = 213.08 in.-k Vertical Force,f„=R, = 1.86 k/in. 2 L,veld Momentof Inert ia,1P =1,+1Y = 293.80 in.' Horizontal Force,fh =Rh 2L1eld— 1.36 k/in. *Section ModuluS,S. = 38.06 in.Z *Section Modulus,SY =1/ = 1044.63 in.Z CJ — C�. *Flexure Force,fblt=M�S = 2.80 k/in. *Flexure Force,fb„ =il/25 = 0.10 k/in. r v Res ultant Force,f,. (ffh+fJ+(fb„+f„y = 4.60 k/in. DESIGN RESULTS: Gusset Plate Results: OK Remarks ASD Allowable 'trengt Ratio 7 0.646 See A]SC Section.14 ASD Weld Strength Ratio 0.826 R,,=0.6 F_(Sin 0)(S,,,.,,I) Nominal Weld Strength (Gusset) R"/Q k/in. 5.568 I -0.75(LRFD), -Q=2.00(ASD) Nominal Flexural Strength (Gusset) M /Q in-kips 644.803 M„=Per AISC Section F11 �=0.90(LRFD), S)=1.67(ASD) Nominal Shear Yielding Strength (Gusset) R„/;2 kips 193.311 R„=0.6F,A,, where - 1.00. Q- 1.50 Nominal Shear Rupture Strength (Gusset) R"/Q kips 168.543 IZ,,—MF„A,,, Nominal Block Shear Strength (Gusset) R"/Q kips 211.809 R„=0.6 F„A,,,i r-„A,s 0.6 F,A.,+F„A,,, Nominal Bearing Strength (Gusset) R„/Q kips 114.075 R„= 12 L,t F„<_2-4d I F,, �=0.75(LRFD), 52=2.00(ASD) ASD Allowable Strength R /S2 kips 114.075 Minimum from above. BWB A45 of 362 U13R0049A-SCOTT GALVANIZING h U C O FR Project No. : U 13 R0049A BUILDING SYSTEMS GROUP Description : GRID LINE D BSW A DIVISION OF NUCOR CORPORATION Engineer: RWR Angle Bracing (AISC 13th Edition) Date: 3/4/2013 per AISC Steel Construction tlfanual(13th Edition) rn7d CA.,V CSf# SI6-01-A National Standard of Canada Version: 1.7(Date 05/2511 1)By D.IE GENERAL INFORMATION: Design Method, (AID/LRFD/LSD): A.3QA Allowable Stress Ratio,ASR: 1.20 . *Note: The`Applied I lorizontal Load"shall be the resultant from the Applied Horizontal Load: 10.71 kips.* controlling load combination including combinations with over- Strength lactors for connection analysts. Brace Geometry: Select Brace Type: Side Wall Brace Struts No. of Braced Bays, n: I --, APPnM LOAD RICNT BF2ME SMUT Module Width,b: 25.0000 It. I ° re Tier Height, h: 34.2100 11. rnQ.) I BU I I TOP II ® BRACE CLEAS(TYP.) II Column Properties: Built-Lip I Column Web Depth, d,: 12.0 in. \ (2)ANGLE BRACF� / II Web Thickness,t,: 0.125 in. Flange Width,bf: 5.0 in. Flange Thickness,tf: 0.25 in. ❑ Column Base Elev. (B.F.F.) 11 II Q BRACE INFORMATION: ® Single Double Select Brace Size: L5X3X5/16 II / PLATE© Angle Brace Material: A572 Gr.50 \ II No. of Bolts/Connx, nb: 2 Bolt Spacing, S: 3.75 nNis Bolt Diameter,db: 11/4"0 P `W¢OF MODULE VA .b Bolt Material: A325_-� r � COLUMN APPLIED LOADS: SLENDERNESS LIMITS: Required Tensile Strength, R,,: 68,937 kips. Slenderness Ratio, L/rz: 391 OK AISC DIMENSION CRITERIA: Required End Distance, /,,: 2.25 in. Required Edge Distance, 1�,: 1.625 in. Required Bolt Spacing, S: 3.3333 in. Drift: 0.4272 in DESIGN RESULTS: Rigidity: 95.3 kips/in Combined Tension & Shear Results: OK Remarks ASD Allowable Strength Ratio 0.739 See AISC Section.14 Nominal Tensile Yielding Strength (Angle) R /Q kips 143.713 R,=F,A, =0,90(LRFD), Q=1.67(ASD) Nominal Tensile Rupture Strength (Angle) R,/Q kips 105.086 R„=F„ArR Nominal Block Shear Strength (Angle) Rn/Q kips 84.805 R„=0.6 F„A,,,+F�A,,,<_0.6 F,A,+F„Al, Nominal Bearing Strength (Angle) R,T/Q kips 77.695 R,=1.2 L,.t F-,<_2.4d t F„ Nominal Shear Strength (Bolts) Rn/Q kips 117.810 R°-F-Ah �=0.75(LRFD), Q=2.00(ASD) ASD Allowable Strength R,/S2 kips 1 93.234 Minimum from above. BWB A46 of 362 L113R0049A-SCOTT GALVANIZING N U C 0 R Project No.: U 13R0049A BUILDING SYSTEMS GROUP Description: GRID LINE DBSW A DIVISION OF NUCOR CORPORA'AON Engineer: BWB Angle Bracing(AISC 13th Edition) Date: 3/4/2013 per AISC Steel Construction;Manual(13t1t Edition)and CAN/CS.4 S16-01-A National Standard of Cancrrla Version:1.7(Date:05/25/1 1)By DJE GENERAL INFORMATION: Angle Clearance @ Column: 3/4 in. Gusset Plate Thickness, t1: 1/2 in. Gusset Plate Material: A572 Gr.50 Gusset Length Override: �in. B I R Base Plate Thickness, tbTs,•• 3/8 in. Rv , Top Stiffener Thickness, ti"P: 3/8 in. / Base Plate Width, bhw: 8 in. , Top Stiffener Width, b,"P: 3 in. nM ev Required Tensile Strength, R: 68.94 kips Vert. Component Strength, Rv: 55.63 kips , 1 loriz.Component Strength, Rh: 40.71 kips F F VV V Vertical Eccentricity, e,,: -0.32 in. Horizontal Eccentricity, eh: 3.81 in. Gusset Plate Height, A: 13.00 in. Gusset Plate Width, B: 10.00 in. Splice Plate Size, C: 0.5"x 5"x 19.5" Gusset Plate Weld, W: 1/4 in. WELD INFORMATION: Moment,M=Rh (e„) +R,, (e J = 199.36 in.-k Vertical Force,f„ =R, = 1.74 k/in. 2 LIveld Momentof Inertia) =1,+Iy = 293.80 in.' Horizontal Force,fl, =Rh 2L ,eld 1.27 k/in. *Section Modulus,SX =Ip c 38.06 in.2 *Section Modulus,Sy =Il'c = 1044.63 in.2 *Flexiire Force,fbh='�2SX = 2.62 k/in. *Flexure Force,fb„ _' 2S = 0.10 k/in. / � Resultant Force,.f,. = l(fbh+fy,)2+lfbv+f„1�2 = 4.30 k/in. DESIGN RESULTS: Gusset Plate Results: OK Remarks ASD Allowable trengt Ratio 0.604 See AISC Section.14 ASD Weld Strength Ratio 0.966 R„=0.6 F,,,(Sin 0)(s„,,,,) Nominal Weld Strength (Gusset) R"/Q k/in. 4.455 =0.75(I-RFD), Q=2,00(ASD) Nominal Flexural Strength (Gusset) M /Q in-kips 644.803 M„=Per AISC Section F1 I =0.90(LRFD), Q- 1,67(ASD) Nominal Shear Yielding Strength (Gusset) R„/S2 kips 193,311 R„=o.6F,A,: Where=1.00, Q-1.50 Nominal Shear Rupture Strength (Gusset) R"/f2 kips 168.543 R„=0.6F„A,„ Nominal Block Shear Strength (Gusset) R"/Q kips 211.809 R„=0 6 F,„A,,, I F„A _<0 6 F,AF,+F,A,,, Nominal Bearing Strength (Gusset) R"/Q kips 114.075 R„_ 1.2 L,i F„s 2Ad I F„ �= 0.75(IJUD), Q-200(ASD) ASD Allowable Strength R"/O kips 114.075 Minimum from above. BWB A47 of 362 NUCOR BUILDING SYSTEMS 11/01101 .U"RO04(A l:8COPFoTr63ALVANIZING Maximum Effective Weld Strength-Shear on Weld Based on joined material thickness Formula: Maximum Weld Force=Maximum Allowable Plate Shear Weld Electrode: E7018 (#1)'(0.707a)'(0.30F)_(0.40Fy)*(t,i) (#1)=1 line of weld adjacent to tm;,,. Rw=(#2)'(0.707a)"(0.30F) (#2)=1 for resulting calculation per line of weld- 36 ksi steel: a,,,axen= 0.970 t„d„ Rw= 14.400 tm,,, 50 ksi steel: amaxen= 1.347 trrin Rw= 20.000 tm,,, Rw and R_ff_ti,e has units of kips per inch of weld 55 ksi steel: amaxen= 1.482 trr,t Rw= 22.000 tmin Base Metal Welded Both Sides Weld Profile I% a loin D Weld Size(a): 1/4 in fillet-one side Weld Size(a(: 5/16 in fillet-one side 36 ksl 5o ksiF02 5 ksi 36 ksl 50 ksi 55 ksl trriin Rw tmi� Rw a. ff Rw-enectie amaxen Rw ffeelwe Rw-eneaNe amaxen Rw-enee�e amaxen Rw-errearye amen Rw-effective 0.125 3.712 0 121 1 800 0.168 2.500 2 750 0.125 4 640 0.121 1 800 0.168 2.500 0.185 2 750 0.150 3.712 0 145 2 160 0.202 3.000 3 300 0150 4640 0145 2 160 0.202 3.000 0222 3300 0.175 3.712 0170 2520 0.236 3.500 ---- 0,175 4 640 0.170 2.520 0.236 3.500 0.259 3 850 0.200 3.712 0 194 2 880 0.269 --- 0.296 ----- 0200 4 640 0.194 2.880 0.269 4 000 0.296 4 400 0.225 3.712 0 218 3 240 0.303 --- 0.333 - -- 0.225 4 640 0 218 3 240 0.303 4 500 0 333 -- 0.250 3.712 0 242 3 600 0.337 --- 0 370 --- 0.250 4 640 0.242 3 600 0 337 --- 0-370 - 0.275 3.712 0 267 -- 0.370 - 0 407 ----- 0 275 4 640 0.267 3 960 0.370 -- 0.407 --- 0.313 3.712 0 303 ---- 0.421 ---- 0 463 - 0.313 4 640 0.303 4.500 0.421 --- 0.463 - tO/b 3./12 U364 -- U.bUS --- 0556 -- 0375 4640 0-364 -- 0.500 •••-- 0-5G0 0.500 3.712 0 485 --- 0 673 --- 0.741 - 0 500 4 640 0 485 -- 0.673 •- 0 741 0.625 3.712 0 606 --- 0 842 --- 0.926 - 0 625 4.640 0-606 --• 0.842 -- 0 926 - 0.750 3.712 0 727 --- 1 010 1 111 -- 0.750 4.640 0.727 -- 1.010 - 1 ill -- 1000 1 3.712 0970 - 1347 ---- 1.482 ---•• 1-000 1 4.640 0.970 -- 1-347 - 1.482 -- BWB A48 of 362 Effecwe Weld-11011 U13R0049A-SCOTT GALVANIZING N U C O R Project No.: U13R0049A B U I L O l N G S G H O U P Description: SCOTT GALVANIZING A DMSION OF NOCOR CORPORATION Engineer: BWB Bracing Components(RISC 13th Edition) Date 2/19/2013 per MBMA Research Project 506(G 1992) &AISCSteel Construction Manual(13111 Edition) Version:2.6(Date:05/20/1 1)By DJE GENERAL INFORMATION: Select Brace Type: SW Wind Column _ Design Method, (ASD/LRFD/LSD): ASD *Note: The"Applied Horizontal load"shall be the resultant from the Brace Critical Load: (a) Manual Load controllinL loud combination including combinations with over- Allowable Stress Ratio,ASR: 1.00 strength factors for connection analysis. Applied Load: (1.0 WL) 3.859 kips.* BRACE GEOMETRY: Select Brace Size: Design Rod Only 1 I MKO RU SQABLY 1 No.of Braces,n: 1 Module Width,b: 24.5000 ft. I I - 1 � Tier Length(a),la: 25.0000 ft. Multi Tiered Brace: Select Brace Size(b): Design Rod Only I a APPum two._flow Tier Length(b),I b: 25.0000 ft. . . . . pp/�yy nntlo MN.Ii6��Y Paws COLUMN PROPERTIES: Section Designation: None I - Web Depth,dW:(WF=T"Inl Deplh,d) -- in. Web Thickness,tW: -- in. Flange Width,bf: __ in. Flange Thickness,tr: -- in. (L OF ( 10, cw COCUM I —OF YODYIi N1DM.• Brace w/Hillside Washer Results: OK Tot.Lateral Drift:1 0.240 Memb. Mat. Member Axial Axial Stress Min.tw Brace Lateral 1D Orient. Elev. Code Description (k) Allowed Ratio (in.) Elon Drift in.) It I \ RB5 5/8" Rod 2.861 7.345 0.390 -- 0.162 _0.240 B2 / RB5 5/8" Rod 2.861 7.345 0.390 -- 0.162 0.240 B3 / - RB5 5/8" Rod 2.861 7.345 0.390 -- 0.162 0.240 B4 \ -- RB5 5/8" Rod 2.861 7.345 0.390 -- 0.162 0.240 Gusset Plate Connection Results: OK Gusset Plate Information Memb. Weld I Gusset I Mat. Member Min.t, Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (t1l) (in.) (de) BWB A49 of 362 U13R0049A-SCOTT GALVANIZING N V C K=R Project No. U13R0049A S U I L.D I IV G S Cs Ft O U p Description :- SCOTT GALVANIZING A DMSTON OF NUCOR CORPORATION Engineer: BWB Bndng Components(RISC 13th Edition) Date: 2/19/2013 per,11B:VA Research Project 506(C 1992) &AISCMeel Construction Manual(13th Edition) Version:2.6(Date:05/20/1 1)By DJE GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): ASD APPLIED LOADS: Length Load Magnitude(kip)b Load Case Load Location: (ft.) WL EQ CR CS Tier Length (b),I b: 25.0000 3.859 0.000 LOAD COMBINATIONS: Load Case Combination Name: Comb.# Active ASR WL EQ CR CS 1.0 WL 1 Y 1.00 1.000 0.7 p EQ(ABC, p=1.0) 2 Y 1.00 0300 0.7 p EQ(DEF,p=1.3) 3 N _ 1.00 0.910 - 0.7 92 EQ(DEF Special) 4 N 1.20 1.400 0.5 WL+CR 5 N 1.00 0.500 1.000 CS 6 N - 1.00 -- - I.000 8 N 1.00 Case Reactions: Load Horiz. Vert. Case (+=Right) (+=Up) WL -1.930 1.969 EQ CR CS BWB A50 of 362 U13R0049A-SCOTT GALVANIZING N Li C=R Project No. : U 13R0049A S U A L D I N G S GROUP Description : SCOTT GALVANIZING A DIVISTON OF NUCOR CORPORATTON Engineer: BWB StrutLgX -Light Gage Strut Forces Date : 8/6/2013 (Seismic ComGinations per IBC,BOCA, UIBC,SBC and ABCC codes) Version: 1.4(Date: 10/19/09)By DJE Span Wind Seismic Seismic Design Criteria: Bav (ft) Force,(kips) Force,(Lips) Building Code: IBC 1 24.0000 _ 3.1200 3.1200 Roof Snow: 32.0 psf, 2 25.0000 0.1600 0.1600 Design Spectral Response,Sds: 0.657 3 25.0000 7.0700 7.0700 Seismic Design Category: D 4 25.0000 6.7200 6.7200 5 25.0000 4.5800 4.5800 6 25.0000 4.5900 4.5900 7 25.0000 4.9100 4.9100 8 25.0000 4.9100 4.9100 9 25.0000 0.0100 0.0100 10 25.0000 2.1200 2.1200 11 25.0000 _ 2.1400 2.1400 12 25.0000 _ 2.1500 2.2600 13 25.0000 6.1200 6.7300 BWB A51 of 362 U13R0049A-SCOTT GALVANIZING NBP Light Gage Analysis - WIN32 Version 2013.05.08.1 05/08/2013 AISI Spec Year = 2007 Input File: \\Avalanche\jobs\U13R0099A\Design\POlas Summary Report for project name: SCOTT GALVANIZING-TYP. ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. ' Type Lt Rt Lap Lap Displ.Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos M neg M -T-----P-----V-----M----- 1 1.00 OOZO89 1 No RV-2 1 2 Cant. 0.00 0.269 0.00 0.13 0.05 -0.07 0.00 0.00 0.02 0.01 0.01 0.01 0.02 0.0 0.0 12.0 12.0 12.0 0.0 0.0 12.0 12.0 12.0 12.0 12.0 rnmb 13 0 13 4 9 0 0 13 9 9 9 12 2 25.00 OBZ089 1 No RV-2 2 3 0.00 28.50 -1.902 2.27 2.04 7.10 -9.09 0.00 0.15 0.20 1.01 1.01 1.01 O.BB 138.0 198.0 300.0 126.0 300.0 0.0 198.0 271.5 126.0 126.0 126.0 126.0 pod, 13 4 14 13 14 0 4 19 13 13 13 13 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 3 25.00 08Z075 J No RV-1 3 4 28.50 28.50 -0.751 2.22 1.64 6.?4 -9.09 0.00 0.18 0.30 0.90 0.90 0.90 0.85 x 150.0 234.0 0.0 0,0 0.0 0.0 234.0 28.5 28.5 28.5 28.5 28.5 comb 15 4 14 4 14 0 4 14 14 14 14 14 2 Discrete brace locations (ft. from left supp,) 9.50 15,50 4 25.00 0OZO67 3 No RV-1 4 5 28.50 28.50 -1.100 4.90 1.77 5.10 -7.76 0.00 0.97 0.41 0.82 0.82 0.93 0.80 150.0 258.0 300.0 300.0 300.0 0.0 258.0 271.5 162.0 162.0 150.0 271.5 comb 15 27 16 4 16 0 27 16 15 15 4 16 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 5 25.00 OBZ060 A No RV-1 S 6 28.50 28.50 -1.149 1.44 1.77 5.10 -7.76 0.00 0.16 0.57 0.93 0.93 0.95 0.97 x 162.0 42.0 0.0 0.0 0.0 0.0 42.0 26.5 28.5 28.5 150.0 26.5 comb 16 4 16 4 16 0 4 16 16 16 4 16 2 Discrete brace locations (ft. fiom left supp.) 9.50 15.50 6 25.00 DOZO60 5 No RV-1 6 7 28.50 28.50 -1.166 1.39 1.77 5.02 -7.71 0.00 0.15 0.56 0.92 0.92 0.95 0.96 x 162.0 290.5 300.0 300..0 300.0 0.0 264.0 271.5 271.5 271.5 150.0 271.5 comb 17 4 18 4 16 0 4 18 18 18 4 18 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 7 25.00 0OZO60 6 No RV-1 7 8 28.50 28,50 -1.158 1.33 1.76 5.02 -7.71 0.00 0.15 0.56 0.92 0.92 0.92 0.96 x 162.0 35.2 0.0 0.0 0.0 0.0 35.2 2B.5 28.5 26.5 28.5 28.5 comb 18 4 IB 4 18 0 4 18 1B 18 18 18 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 8 25,00 OBZ060 7 No RV-1 8 9 28.50 28.50 -1.159 2.20 1.76 5.02 -7.71 0.00 0.24 0.56 0.92 0.92 0.92 0.96 162.0 234.0 300.0 0.0 0.0 0.0 234.0 26.5 271.5 271.5 271.5 28.5 comb 19 27 20 4 19 0 27 19 20 20 20 19 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 9 25.00 08ZO60 8 No RV-1 9 10 2B.50 28.50 -1.158 5.49 1.76 5.02 -7.71 0.00 0.61 0.56 0.92 0.92 0.95 0.96 138.0 102.0 300.0 300.0 300.0 0.0 102,0 271.5 271,5 271.5 150.0 271.5 comb 21 27 21 4 21 0 27 21 21 21 28 21 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 10 2.5.00 087,060 9 No RV-1 10 11 28.50 26.50 -1.166 1.38 1.77 5,02 -7,71 0,00 0.15 0.56 0.92 0.92 0.95 0.96 x 138.0 264.8 0.0 0.0 0.0 0.0 264.8 28.5 28.5 28.5 150.0 28.5 comb 22 4 21 4 21 0 4 21 21 21 4 21 2 Discrete brace locations (tt. from left supp.) 9.50 15.50 11 25.00 08ZO60 10 No RV-1 11 12 26.50 26.50 -1.149 1.44 1.77 5.10 -7..76 0.00 0.16 0.57 0.93 0.93 0.95 0.97 x 138.0 174.0 300.0 300.0 300.0 0.0 174.0 271.5 271.5 271.5 150.0 271.5 comb 23 4 23 4 23 0 4 23 23 23 4 23 2 Discrete brace locations (tt, trom Lett sups.) 9.SU 15.bu 12 25.00 OBZ067 11 No RV-1 12 13 28.50 28.50 -1.100 1.88 1.77 5.10 -7.76 0.00 0.18 0.41 0.82 0.82 O.B2 0.B0 150.0 234.0 0.0 0.0 0.0 0.0 234.0 28.5 136.0 138.0 138.0 28.5 comb 24 27 23 4 23 0 27 23 24 24 24 23 2 Discrete brace locations Ift. from left -pp.) 9.50 15.50 13 25.00 OBZ075 12 No RV-1 13 14 28.50 28.50 -0,751 5.08 1.84 6.24 -9.09 0.00 0.42 0.30 0.90 0.90 0.90 0.85 x 150.0 28.5 300.0 300.0 300.0 0.0 28.5 271.5 271.5 271.5 271.5 271.5 comb 29 27 25 4 25 0 27 25 25 25 25 25 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 14 25.00 0OZO89 13 No RV-2 14 15 28.50 0.00 -1.902 2.27 2.04 7.10 -9.09 0.00 0.15 0.20 1.01 1.01 1.01 0.88 x 162.0 220g2 0.0 174.0 0.0 0.0 220.2 28.5 174.0 174.0 174.0 179.0 comb 26 4 25 26 25 0 4 25 26 26 26 26 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 15 1.00 OBZ089 13 Me RV-2 15 16 0.00 Cant. 0.269 -0.00 0.13 0.05 -0.07 0.00 0.00 0.02 0.01 0.01 0.01 0.02 x 12.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 26 4 3 4 10 0 0 3 10 10 10 3 +++--++. ++••-•+ +� Maximum Values on All Spans ------------------------ Displ. Axial Shear MomentMoment Ten. Comp. Shear Mom T&M P&M V&M Mar.. -1.902 5.49 2.04 7.10 -9.09 0.00 0.61 0.57 1.01 1.01 1.01 0.97 x. 136.0 102.0 0.0 126.0 0.0 0.0 102.0 271.5 126.0 126.0 126.0 271.5 span 2 9 14 2 3 0 9 11 2 2 2 11 comb 13 27 25 13 14 0 27 23 13 13 13 23 --------ar ....... -..........................................+m- Roofing is CFP. Support Connect-on Codes: .Support No. - -w 2 9 6 7 E _ 10 11 12 13 19 15 AC AC WC WC 111C KC WC WC WC WC WC WC AC AC Vertical Reactions: (kips) -------- --------- (negative reaction [or gravity loads) Load Support No, Comb. 1 4 4 7 8 9 10 11 12 13 14 15 16 1 0.100 -i.07 -2.76 -2.•£ -2.46 -2.44 -2.99 -2.44 -2.444 -2.444 -2.44 -2 !6 -2.36 -2.76. -1.07 0,00 0.00 -1.9^ -3.65 -3.1? -3.26 -3.?? -3.29 -3.29 -3.29 -3.29 -3.23 -3.26 -3_13 -3,65 -1.92 0.00 0;00 - .97 - -3.3E -3.35 -3.35 -3,36 -3.36 -3.35 -3.35 -3.38 -3,25 -3.7� -1.97 0,00 4 C.00 1.05 2.71 .'-2 1.93 2.40 2.41 2.41 2.41 2.41 2.40 2.43 2.33 2.7- 1.05 0.00 0.00 0.70 1.tj 1.6- 1.61 1.61 1.61 1.61 1.61 1.61 1.6: 1.56 3.61, 0.70 0,00 0.00 C•.8- =,11 1.61 1.8e 1.67 1.87 1.87 1.87 1.87 1.87 1." 1.81 2.11 0.82 0.00 1 O.On -0.31 -O.B1 -0.70 -0.72 -0.7: -0.72 -0.7_ -0.72 -0.72 -0.72 -0.72 -0.70 -0.61 -0.31 0.06 e 6,no ..�7 -C,7i -C,41 -0.63 -0.63 -0.63 -0.63 -0.63 -0.63 -0.63 -0.£3 -0.61 -0.11 -0.27 4.6o BWB A52 of 362 U13R0049A-SCOTT GALVANIZING 9 O.OD -0.96 -«.39 -2.01 -2.09 -2.07 -2.08 -2.08 -2.08 -2.06 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 10 0.00 -0.91 -2.39 -2.01 -2.09 -2.07 -2,08 -2.08 -2.08 -2.08 -2.07 -2.09 -2.01 -2.39 -0.96 0.00 11 0,tl0 -1.92 :2.79 -3,25 -3.38 -3.35 -3.36 -3.36 -3.36 -3.36 -3.35 -3.38 -3.25 -3.79 -1.47 0.00 12 0.00 -1.97 -3.79 -3.25 -3.3B -3.35 -3,36 -3.36 -3.36 -3.36 -3.35 -3.38 -3.25 -3.79 -1.42 0.00 13 0.00 -1.52 -3.16 -1.69 -2.12 -2.06 -2,08 -2.08 -2.08 -2.08 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 14 0,00 -1,40 -3.B8 -2.60 -2.02 -2.09 -2.07 -2.08 -2.08 -2.08 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 15 0.00 -0.86 -2.95 -3.47 -2.70 -2.00 -2.10 -2.07 -2.08 -2.08 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 16 0.00 -0.92 -2.26 -2.63 -3.54 -2.69 -2.00 -2.10 -2.07 -2.00 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 17 0.00 -0.90 -2.37 -1.92 -2.72 -3.52 -2.70 -2.00 -2.10 -2.07 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 18 0.00 -0.91 -2.34 -2.03 -2.01 -2.69 -3.53 -2.69 -2.00 -2.10 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 19 0.00 -0.91 :2 34 -2.00 -2.12 -1.99 -2.70 -3.53 -2.69 -2,00 -2.09 -2.09 -2.01 -2.34 -0.91 0,00 20 0.00 -0.91 -2.39 -2.01 -2.09 -2.09 -2,00 -2.69 -3.53 -2.70 -1.99 -2.12 -2.00 -2.34 -0.91 0.00 21 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.10 -2.00 -2.69 -3.53 -2.69 -2.01 -2.03 -2.34 -0.91 0.00 22 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.07 -2.10 -2.00 -2.70 -3.52 -2.72 -1.92 -2.37 -0.90 0.00 23 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.01 -2.01 -2.10 -2,00 -2.19 -3.11 -2.63 -2.21 -1.12 0.11 24 0,00 -0.91 -2.39 -2.01 -2.09 -2.07 -2.08 -2.08 -2.07 -2.10 -2.00 -2.70 -3.47 -2.95 -0.86 0.00 25 A.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.08 -2.08 -2.08 -2.07 -2.09 -2.02 -2.60 -3.88 -1.40 0.00 26 0.00 -0.11 -2.34 -2.01 -2.09 -2.07 -2.08 -2.08 -2.08 -2.08 -2.06 -2.12 -1.B9 -3.16 -1.52 0.00 27 0.00 -0.10 -0.25 -0.21 -0.22 -0.22 -0.22 -0.22 -0.22 -0.22 -0.22 -0.22 -0.21 -0.25 -0.10 0.00 28 0,00 -0.31 -0.98 -0.84 -O.B7 -0.86 -0.87 -0.87 -0.87 -0,87 -0.86 -0.87 -O.B4 -0.98 -0.38 0.00 29 0.00 -0.59 -1,51 -1.30 -1.35 -1.34 -1.34 -1.34 -1.34 -1.34 -1.34 -1.35 -1.30 -1.51 -0.59 0.00 30 0.00 -0.54 -2.39 -1.20 -1.25 -1.23 -1.24 -1.23 -1.23 -1.20 -1.23 -1.25 -1.20 -1.39 -0.54 0.00 R Values: percent of fully braced moment strength Span: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Gravity Load: 0.87 0.87 0.84 0.86 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.86 0.84 0.87 0.87 Uplift Load: 0.76 0.76 0.75 0.71 0.69 0.69 0.69 0.69 0.69 0.69 0.69 0.71 0.75 0.76 0.76 Load Cases: Purlin spacing 4.92 o , Building Code: IBC 2009 General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.5 Dead Load 2 20.0 Live Load 3 -21.'1 Wind Load 4 -21.7 Edge Zone Wind Load 5 3,0 Collateral Load 6 21.0 Snow Load 7 21.0 Pattern SL, Bay 1 B 21.0 Pattern SL, Bay 2 9 21.0 Pattern SL, Bay 3 10 21.0 Pattern SL, Bay 4 11 21.0 Pattern SL, Bay 5 12 21.0 Pattern SL, Bay 6 13 11.0 Pattern SL, Bay 7 14 21.0 Pattern SL, Bay B 15 21.0 Pattern SL, Bay 9 16 21.0 Pattern SL, Bay 10 17 21.0 Pattern SL, Bay 11 18 21.0 Pattern SL, Bay 12 19 21.0 Pattern SL, Bay 13 20 21.0 Pattern SL, Bay 19 21 21.0 Pattern SL, Bay 15 22 1.0 Seismic Load Linear Loads:. Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 17.10 0,00 17.10 1.00 1 2 Shear 17 10 0.00 1710 2 -BO 1 3 Shear 17..10 0.00 17,.10 25.00 1 4 Shear 17.10 0.00 17.10 25.00 1 5 Shear 17.10 0.00 17.10 25.00 1 6 Shear 17.10 0.00 17.10 25.00 1 7 Shear 17.10 0.00 17.10 25.00 1 8 Shear 17.10 0.00 17,10 25.00 1 9 Shear 17.10 0.00 17.10 25.00 1 10 Shear 17.10 0.00 17.10 25.00 1 11 Shear 17.10 0.00 17.10 25.00 1 12 Shear 17.10 0.00 1710 25.00 1 13 Shear 17.10 0,00 17..10 2500 1 14 Shear 17,10 0.00 17,10 25.00 1 15 Shear 17,10 0,00 17.10 1.00 2 1 Shear 97.70 0.00 97.70 1.00 2 2 Shear 97.70 0.00 97.70 25.00 2 3 Shear 97.70 0.00 97.70 25.00 2 4 Shear 97.70 0.00 97.70 25.00 2 5 Shear 97,70 0.00 97.70 25.00 2 6 Shear 97,70 0,00 97,70 25.00 2 7 Shear 97.70 0.00 97.70 25.00 2 8 Shear 97,70 0.00 97.70 25.00 2 9 Shear 97.70 0.00 97.70 25.00 2 10 Shear 97.70 0.00 97.70 25.00 2 11 Shear 97.70 0.00 97.70 25..00 2 12 Shear 97,70 0.00 97.70 25.00 2 13 Shear 97.70 0,00 97.70 25.00 2 14 Shear 97.70 0.00 97.70 25..00 2 15 Shear 97.70 0.00 97.70 1.00 3 1 Shear -106,60 0.00 -106.60 1.00 3 2 Shear -106.60 0.00 -106.60 25500 3 3 Shear -106.60 0,00 -106.60 25.00 3 4 Shear -106.60 0.00 -106.60 25.00 3 5 Shear -106.60 0.00 -106.60 25.00 3 6 Shear -106.60 0.00 -106.60 25.00 3 7 Shear -106.60 0.06 -106.60 25.00 3 8 Shear -106.60 0,00 -106.60 25.00 3 9 Shear -106.60 0.00 -106.60 25.00 3 10 shear -106,60 0.00 -106.60 15.00 3 11 shear -106.6 00 -106.60 25.00 3 12 Shear -106,60 0,0.00 -106.60 25,.,00 3 13 Shear -106,60 0.00 -106.60 25.00 3 14 Shear -106.60 0.00 -106.60 25.00 3 15 Shear -106.60 0.00 -106.60 1.00 5 1 Shear 14.70 0.00 14.70 1.00 5 2 Shear 14.70 0.00 1�.70 25,.00 5 3 Shear 14.70 0.00 14.70 25.00 5 4 Shear 14.70 0.00 1� 70 25.00 5 5 Shear 14,70 0.00 14.70 25.00 5 6 Shear 14.70 D,o6 14.70 25,00 5 7 Shear 14.70 O.Oc_ ]9.70 25.00 5 8 Shear 14.70 0.00 14.70 15,00 BWB A53 of 362 U13R0049A-SCOTT GALVANIZING 5 9 Shear 14.70 0.00 14.70 25.00 5 10 Shear 14.70 0.00 14.70 25.00 5 11 Shear 14.70 0.00 14.70 25.00 5 12 Shea. 14.70 0.00 14.70 25.00 5 13 Shear 14.70 0.00 14.70 25.00 5 14 Shear 14.70 0.00 14.70 25.00 S 15 9haar 14 70 n nn 14 7n 1 nn 6 1 Shear 102.50 0.00 102.50 1.00 6 2 Shear 102.50 0.00 102.50 25.00 6 3 Shear 102.50 0.00 102.50 25.00 6 9 Shear 102.50 O,On 102,50 25.00 6 5 Shear 102.50 0.00 102.50 25.00 6 6 Shear 102.50 0.00 102.50 25.00 6 7 Shear 102.50 0.00 102.50 25.00 6 8 she.. 102.50 0.00 102.50 25.00 6 9 Shea. ln2.50 0,00 1n2.5n 25,on 6 10 Shear 102.50 0.00 102.50 25.00 6 11 Shear 102.50 0.00 102.50 25.00 6 12 Shear 102.50 (1.00 102.50 25.00 6 13 Shear 102.50 0.00 102.50 25.00 6 14 Shear 102.50 0.00 102.50 25.00 6 15 Shear 102.50 0.00 102.50 1.00 7 1 Shear 102.50 0.00 102.50 1.00 8 2 Shear 102.50 0.00 102.50 25.00 9 3 Shea. 102.50 0.00 102.50 25.00 10 4 Shear 102.50 0.00 102.50 25.00 11 5 Shear 102.50 0.00 102.50 25.00 12 6 Shear 102.50 0.00 102.50 25.00 13 7 Shear 102.50 0.00 102.50 25.00 14 8 Shear 102.50 0.00 102.50 25.00 15 9 Shear 102.50 0.00 102.50 25.00 16 10 Shear 102.50 0.00 102.50 25.00 17 11 Shear 102.50 0.00 102.50 25.00 18 12 Shear 102.50 0.00 102.50 25.00 19 13 Shear 102.50 1).00 102.50 25.00 20 14 Shear 102.50 0.00 102.50 25.00 21 15 Shear 102.50 0,00 102.50 1.00 Concentrated: Load Span P V M x Case No. (k) M (k,ft) (ft) 3 2 2.27 0.00 0.00 0.00 3 2 -2.27 0.00 0.00 25.00 3 3 2.22 0.00 0.00 0.00 3 3 -2.22 0.00 0.00 25.00 3 4 1.93 0.00 0.00 0.00 3 4 -1.93 0.00 0.00 25.00 3 5 1.44 0.00 0.00 0.00 3 5 -1.44 0.00 0.00 25.00 3 6 1.39 0.00 0.00 0.00 3 6 -1.39 0.00 0.00 25.00 3 7 1.33 0.00 0.00 0.00 3 7 -1.33 0.00 0.00 23.00 3 8 1.28 0.00 0.00 0.00 3 8 -1.28 0.00 0.00 25.00 3 9 1.35 0.00 0.00 0.00 3 9 -1.35 0.00 0.00 25.00 3 10 1.30 0.00 0.00 0.00 3 10 -1.38 0.00 0.00 25.00 3 11 1.14 0.00 0.00 0.00 3 11 -1.44 0.00 0.00 25.00 3 12 1.50 0.00 0.00 0.00 3 12 -1.50 0.00 0.00 25.00 3 13 1.90 0.00 0.00 0.00 3 13 -1.90 0.00 0.00 25.00 3 14 2.27 0.00 0.00 0.00 3 14 -2.27 0.00 0.00 25.00 22 2 0.74 0.00 0.00 0,00 22 2 -0.74 0,00 0.00 25.00 22 3 1.84 0.00 0.00 0.00 22 3 -1.84 0.00 0.00 25.00 22 4 5.38 0.00 0.00 0.00 22 4 -5.38 O.OD 0.00 25.00 22 5 0.95 0.00 0.00 0.00 22 5 -0.95 0.00 0.00 25.00 22 6 0.25 0.00 0.00 0.00 22 6 -0.25 0.00 0.00 25.00 22 7 1.33 0.00 0.00 0.00 22 7 -1.33 0.00 0.00 25.00 22 8 2.42 0.00 0.00 0.00 22 8 -2.42 0.00 0.00 25.00 22 9 6.03 0.00 0.00 0.00 22 9 -6.03 0.00 0.00 25.00 22 10 0.25 0.00 0.00 0.00 22 10 -0..25 0..00 0.00 25.00 22 11 0.96 0,00 0.00 0.00 22 11 -0.96 0.00 0.00 25.00 22 12 2.07 0.00 0.00 0.00 22 12 -2.07 0.00 0.00 25.00 22 13 3.58 0.00 0..00 0.00 22 13 -5.58 0.00 0.00 25.00 22 14 0.71 0.00 0.00 0.00 22 14 -0.79 0.00 0.00 25.00 Load Combinations: •• +Act- All. Lo d Case No. Load Combination Name P4c. 1 3 4 S o 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 1 Y 1.00 ^.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 1' 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL F SL i 1.00 0.60 0.00 1.00 0.00 0.00 0„00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.Oa 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + WL 'i :.00 0.60 0.00 0.70 0.00 0.00 0.00 0.00 0..00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5 DL + 0,7 WL BWB A54 of 362 U13R0049A-SCOTT GALVANIZING 6 Y 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 DL + COL + NL 7 Y 1.00 1.00 0.00 0.75 0.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.DO 0.00 DL + COL + 0.75 SL + 0.75 WL B Y 1.00 1.00 0.75 0.75 0,00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL +COL* 0.75 LL + 0.75 WL 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 1, Bay 1) 10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 0.00 DL+COL+SL (Pattern Set 1, Bay 15) 11 Y 1.00 1.00 0.00 0.0o 0,0o 1.o0 0.00 0.50 1.00 1.00 1,00 1.00 1.0o 1.00 1.00 1.00 l.00 1.00 1.00 1.00 1.00 1.00 0.00 DL+COL+SL (Pattern Set 2, Bay 1) 12 Y 1.00 1.00 0.0o 0,00 0.00 1.00 0.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.00 DL+COL+SL (Pattern Set 2, Bay 15) 13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 1 L 14 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00.1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 2 L 15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0,50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 3 L 16 Y 1.00 L,00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.5o 0.50 0.50 0,50 0,50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 4 L 17 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0,50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 5 L 18 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0,50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0,50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 6 L 19 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 7 L 20 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 8 L 21 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0 50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 9 L 1 22 Y 1,00 1.00 0,00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0,50 0.50 0.50 0.50 1.00 1.00 0,50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 10 L 1 23 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 11 L 1 24 Y 1.00 1.00 0.00 0..00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 12 L 1 25 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0..50 0,50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 13 L 1 26 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.00 DL+COL+SL (Pattern Set 3, Bays 14 L 1 27 Y 1.00 0.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.91 (0.6-0.14Sds)DL + 0.91E 2B Y 1.00 1.09 0.00 0.00 0.00 1.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0o 0.00 0.00 0.00 ;.Do 0.91 (1+0.145ds)(DL+COL) + 0.91E 29 Y 1.00 1.07 0.20 0.00 0.00 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6B (1+0.105Sds)(DL+COL) + 0.20LL + 0.68E 30 Y 1.00 1.07 0.00 0.00 0.00 1.07 0.15 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.68 (1+0.105Sds)(DL+COL) + 0.15SL + 0.68E Deflection Limitations: The tion limit deflec with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 2.50" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 2.00" Deflection limitations were applied to combinations 1-3,5 Total system weight = 1276.02 lbs. Total system cost = 1283.55 dollars General Notes: Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. f All calculations are in accordance with the 2007 North American Specification. Purlin Production List: Purlin Section Length 1 OBZO89 28.38 2 OBZ075 29.15 3 OBZ067 29.75 4 0OZO60 29.75 5 0OZO60 29.15 6 08Z060 29.75 7 08ZO60 29.75 B 08ZO60 25.75 9 OBZ060 29.75 10 08Z060 29.75 11 08ZO67 29.75 12 0OZO75 29.75 13 OBZOB9 28.38 Material Summary: •• Sectional Weight Cost Fy 08ZO60 613.35 631.10 55..0 0OZO67 195.69 201.07 5.0 08Z075 219.05 217.35 55.0 OOZO89 247.93 232.53 55.0 BWB A55 of 362 U13R0049A-SCOTT GALVANIZING NBP Light Gage Analysis - WIN32 Version 2013.05.08.1 05/08/2013 AISI Spec Year = 2007 Input File: \\Avalanche\Jobs\U13R0049A\Design\POls Summary Report for project name: SCOTT GALVANIZING-ALTERNATE SNOW ---Span--- Des. Des. Bre. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp, Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos M neg M _T-----P-----V-----M___________________ 1 1.00 08Z105 1 No RV-1 1 2 Cant. 0.00 0.284 0.00 0.19 0.05 -0.09 0.00 0.00 0.02 0.01 0.01 0.01 0.02 0.0 0.0 12.0 12.0 12.0 0.0 0.0 12.0 12.0 12.0 12.0 12.0 comb 9 0 9 4 9 0 a 9 9 9 9 9 :2 25.00 08Z105 1 No RV-1 2' 3 0.00 28.50 -1.946 2.27 2.79 9.02 -11.98 0.00 0.12 0.19 1.03 1.03 1.03 0.92 138.0 271.5 300.0 114.0 300.0 0.0 258.0 271.5 114.0 114.0 114.0 114.0 comb 9 . 4 9 9 9 U 41.0 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 3 25.00 OSZ089 2 No RV-2 3 4 28.50 35.25 -0.635 2.22 2.43 6.24 -11.98 0,00 0.15 0.24 0.94 0.94 0.94 0.87 x 150.0 138.0 0.0 0.0 0.0 0.0 138.0 28.5 20.5 28.5 28.5 28.5 comb 16 4 9 4 9 0 4 9 9 9 9 9 2 Discrete brace locations (ft. from left supp,) 9.50 15.50 I4 25.00 OBZ067 3 No RV-2 4 5 28.50 28.50 -1.287 4.90 2.34 5.09 -9.79 0.00 0.47 0.53 1.00 1.00 1.00 0.99 150.0 210.0 300.0 300.0 300.0 0.0 210.0 272.5 150.0 150.0 150.0 271.5 comb 9 28 9 4 9 0 28 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 5 25.00 08Z067 4 No RV-1 5 6 28.50 28.50 -1.161 1.44 2.32 5.09 -9.,79 0.00 0.14 0.53 0.98 0.98 0.9B 1.00 150.0 256.0 0.0 0.0 0.0 0.0 258.0 28.5 150.0 150.0 150.0 28.5 comb 9 4 9 4 9 0 4 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 6 25.00 08Z067 5 No RV-1 6 7 26.50 28.50 -1.195 1.39 2.32 5.02 -9.65 0.00 0.13 0.$3 1.00 1.o0 1.00 0.98 150.0 28.5 300.0 300.0 300.0 0.0 28.5 271.5 150.0 150.0 150.0 271.5 comb 9 4 9 4 9 0 4 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 7 25.00 0OZO67 6 No RV-1 7 8 28.50 28.50 -1.186 1.33 2.31 5.02 -9.65 0.00 0.13 0.52 0.99 0.99 0.99 0.98 150.0 281.0 0.0 0.0 0.0 0.0 258.0 28.5 150.0 150.0 150.0 28.5 comb 9 4 9 4 9 0 4 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 8 25.00 OBZ067 7 No RV-1 8 9 28.50 28.50 -1.189 2,20 2.31 5,02 -9.64 0.00 0.21 0.52 1.00 1,00 1.00 0." 150.0 222.0 300.0 300.0 300.0 0.0 222.0 28.5 150.0 150.0 150.0 20.5 comb 9 28 9 4 9 0 28 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 9 26.00 06Z067 '9 No RV-1 9 10 28.50 28.50 -1.186 5.49 2.31 5.02 -9.65 0.00 0.53 0.52 0.99 0.99 0.99 0.98 150.0 290.5 300.0 300.0 300.0 0.0 234.0 271.5 150.0 150.0 150.0 271.5 comb 9 28 9 4 9 0 28 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.5D 10 25.00 08ZO67 9 No RV-1 10 11 28.50 28.50 -1.195 1.38 2.32 5.02 -9.65 0.00 0.13 0.53 1.00 1.00 1.00 0.90 x 150.0 258.0 0.0 0.0 0.0 0.0 258.0 28.5 150.0 150.o 150.0 20.5 comb 9 4 9 4 9 0 4 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 11 25.00 08ZO67 10 No RV-1 11 12 28.50 28.50 -1.161 1;11 2.32 5.09 -9.79 0.00 0.14 0.53 0.98 0.9B 0.98 1.00 x 150.0 150.0 300.0 300.0 300.0 0.0 150.0 271.5 150.0 150.0 150.0 271.5 comb 9 4 9 4 9 0 4 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 12 25.00 08ZO67 11 No RV-2 12 13 28.50 28.50 -1.287 1-.88 2.34 5.09 -9.79 0.00 0.1B 0.53 1.00 1.00 1.00 0.99 150.0 210.0 0.0 0.0 0.0 0.0 210.0 L 6.5 150.0 150.0 150.0 20.5 comb 9 28 9 4 9 0 28 9 9 9 9 9 2 Discrete brace locations (ftc from left supp.) 9.50 15.50 13 25.00 OBZ089 12 No RV-2 13 14 28.50 28.50 -0.635 5.08 2.43 6.24 -11.98 0.00 0.34 0.21 0.94 0.94 0.94 0.87 x 150.0 271.5 300.0 300.0 300.0 0.0 .8.$ 271.5 271.5 271.5 271.5 271.5 comb 25 28 9 4 9 0 28 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 14 25.00 OBZ105 13 No RV-1 14 15 28.50 0.00 -1.946 2.27 2.79 9.02 -11.98 0.00 0.12 0.19 1.03 1.03 1.03 0.92 x 162.0 208.8 0.0 186.0 0.0 0.0 208.8 28.5 1B6.0 186.0 186.0 186.0 comb 9 4 9 9 9 0 4 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 15 1.00 08Z105 13 No RV-1 15 16 0.00 Cant. 0.284 -0.00 0.19 0.05 -0.00 0.00 0.00 0.02 0.01 o.01 0.01 0.02 x 12.0 a.0 0.0 0.0 0_0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 9 28 9 4 9 0 0 9 9 9 9 9 --- -- ------------- Maximum Values on All Spans ===____- _________________ Displ..Axial Shear Moment Moment Ten. Comp, Shear Mom. T&M P&M V&M Max. -1.946 5.49 2.79 9.02 -11.98 0.00 0.53 0.53 1.03 1.03 1.03 1.00 136.0 290.5 0.0 114.0 0.0 0.0 234.0 271.5 114.0 114.0 114.0 28.5 span 2 9 14 3 0 9 4 2 2 2 5 comb 9 26 9 9 = 0 28 9 9 9 9 9 d...o....................................u. Roofing is CFP, .....,:s..a.a.....:..rn:a....... Support Connection Codes: Support No. •"•~ 2 3 4 5 6 7 8 9 l0 11 12 13 14 15 WC AC AC AC WC WC WC WC WC WC AC AC AC WC Vertical Reactions: (Yips) ........ ..... .. (negative reaction for gravity loads) Load Support No. Comb.. 1 2 3 4 5 6 7 B 4 10 11 12 13 14 15 16 1 0.00 -1.07 -?.75 -2.37 -2.46 -2.44 -2.44 -2.44 -2.44 -2.44 -2.44 -2.46 -2.37 -2.75 -1.07 0.00 0,00 -1.42 -3.65 -3.14 -3.26 -3.23 -3.24 -3.24 -3.24 -3.24 -3.23 -3.26 -3.14 -3.65 -1.42 0.00 2 0.0o -1.47 -3.79 -3.25 -3.38 -3.35 -3.36 -3.36 -3.36 -1.36 -3.35 -3.38 -3.25 -3.79 -1.47 0.00 4 0.00 1.05 ..72 2.33 2.43 2.40 2.41 2.41 2.41 .1.41 2.40 :.43 2.31 2.72 1.05 0.00 0.00 C.70 1.81 1.56 1.6_ 1.61 1.61 1.61 1.61 1.61 1.61 1.62 1.S6 1.81 0.70 0.00 6 0.00 0.02 2.11 1.81 1.BB 1.87 1.87 1.87 1.67 1.87 1.67 I.BB 1.91 2.11 0.B2 0.00 '! 0.00 -0.31 -0.81 -0.70 -0.72 -0.72 -0.72 -0.72 -0.72 -0.72 -0.72 -0.72 -0.70 -0.81 -0.31 0.00 9 0.00 -0.27 -0.71 -0.61 -0.63 -0.63 -0.63 -0.63 -0.63 -0.63 -C.63 -0.63 -0.41 -0.71 -0.27 0.00 BWB A56 of 362 U13R0049A-SCOTT GALVANIZING 9 0.00 -2.02 -l.22 -4.4B -4.66 -4.62 -4.63 -4.63 -4.63 -4.63 -4.62 -4.66 -4.48 -5.22 -2.02 0.00 10 ().00 -0.96 -2.34 -2.01 -2.09 -2.07 -2.08 -2.08 -2.08 -2.08 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 11 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.08 -2.08 -2.08 -2.08 -2.07 -2.09 -2.01 -2.34 -0,96 0.00 12 0.00 -1.42 -3.79 -3.25 -3.38 -3.35 -3.36 -3.36 -3.36 -3.36 -3.35 -3.38 -3.25 -3.79 -1.47 0.00 13 0.00 -1.47 -3.79 -3.25 -3.38 -3.35 -3.36 -3.36 -3.36 -3.36 -3.35 -3.38 -3.25 -3.79 -1.42 0.00 14 0.00 -1.52 -3.16 -1.89 -2.12 -2.06 -2.08 -2.08 -2.08 -2.08 -2.07 -2.09 -2.01 -2.34 -0.91 O.DO 15 0.00 -1.40 -3.88 -2.59 -2.03 -2.09 -2.07 -2.08 -2.08 -2.08 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 16 0.00 -O,86 -2.95 -3.46 -2.71 -1.99 -Z.10 -2.07 -2.08 -2.08 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 17 0.00 -0.92 -2.25 -2.65 -3.53 -2.69 -2.00 -2.10 -2.07 -2.08 -2.07 -2,09 -2.01 -2.34 -0.91 0.00 18 0.00 -0.90 -2.36 -1.93 -2.71 -3.52 -2.70 -2.00 -2.10 -2.07 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 19 0.00 -0.91 -2.34 -2.03 -2.01 -2.69 -3.53 -2.69 -2.00 -2.10 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 20 0.00 -0,91 -2.34 -2.01 -2.11 -1.99 -2.69 -3.53 -2.69 -2.00 -2.09 -2.09 -2.01 -2.34 -0.91 0.00 21 0.00 -0.91 -2.34 -2.01 -2.09 -2.09 -2.00 -2.69 -3.53 -2.70 -1.99 -2.11 -2.01 -2.34 -0.91 0.00 22 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.10 -2.00 -2.69 -3.53 -2.69 -2.01 -2.03 -2.34 -0.91 0.00 23 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2..07 -2.10 -2.00 -2.70 -3.52 -2.71 -1.93 -2.36 -0.90 0.00 24 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.08 -2.07 -2.10 -2.00 -2.69 -3.53 -2.65 -2.25 -0.92 0.00 25 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.08 -2.08 -2.07 -2.10 -1.99 -2.71 -3.46 -2.95 -0.86 0.00 26 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.,08 -2.08 -2.08 -2.07 -2.09 -2.03 -2.59 -3.88 -1.40 0.00 27 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.OB -2.08 -2.08 -2.O8 -2.06 -2.12 -1.B9 -3.16 -1.52 0.00 2B 0.00 -0.10 -0.25 -0.21 -0.22 -0.22 -0.22 -0.22 -0.22 -0.22 -0.22 -0.22 -0.21 -0.25 -0.10 0.00 29 0.00 -0,38 -0.98 -0.84 -0.87 -0.86 -0.87 -O.67 -0.87 -0.87 -0.86 -0.87 -0.84 -0.98 -0.38 0.00 30 0.00 -0.59 -1.51 -1.30 -1.35 -1.34 -1.34 -1.34 -1.34 -1.34 -1.34 -1.35 -1.30 -1.51 -0.59 0.00 31 0.00 -0.54 -1.39 -1.20 -1.24 -1.23 -1.24 -1.23 -1.23 -1.24 -1.23 -1.24 -1.20 -1.39 -0.51 0.00 R Values: percent of fully braced moment strength Span: a 1 2 3 4 5 6, 7 8 9 10 11 12 13 14 15 Gravity Load: 0.69 0.69 0.07 0.69 0.66 0.06 O.86 0.86 0.86 0.86 0.86 0..89 0.87 0.89 0.89 Uplift Load: 0.76 0.76 0.76 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.76 0.76 0.76 Load Cases: Purlin spacing 4.92 o.c. Building Code: IBC 2009 General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.5 Dead Load 2 20.0 Live Load 3 -21.7 Wind Load 4 -21.7 Edge Zone Wind Load 5 3.0 Collateral Load 6 21.0 Snow Load 7 31.4 Alternate Snow Load 8 21.0 Pattern SL, Bay 1 9 21.0 Pattern SL, Bay 2 10 21.0 Pattern SL, Bay 3 11 21.0 Pattern SL, Bay 4 12 21.0 Pattern SL, Bay 5 13 21.0 Pattern SL, Bay 6 14 21.0 Pattern SL, Bay 7 15 21.0 Pattern SL, Bay 8 16 21.0 Pattern SL, Bay 9 17 21.0 Pattern SL, Bay 10 18 21.0 Pattern SL, Bay 11 19 21.0 Pattern SL, Bay 12 20 21.0 Pattern SL, Bay 13 21 21.0 Pattern SL, Bay 14 22 21.0 Pattern SL, Bay 15 23 1.0 Seismic Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 17.10 0.00 17.10 1.00 1 2 Shear 17.10 0.00 17.10 25.00 1 3 Shear 17.10 0.00 17.10 25.00 1 4 Shear 17.10 0.00 17.10 25.00 1 5 Shear 17.10 0.00 17.10 25.00 1 6 Shear 17.10 0.00 17.10 25.00 1 7 Shear 17.10 0.00 17.10 25.00 1 8 Shear 17.10 0.00 17.10 25.00 1 9 Shear 17.10 0.00 17.10 25.00 1 10 Shear 17.10 0.00 17.10 25.00 1 11 Shear 17,10 0.00 17.10 25.00 1 12 Shear 17.10 0.00 17.10 25.00 1 13 Shear 17.10 0.00 17.10 25.00 1 14 Shear 17.10 0.00 17.10 25.00 1 15 Shear 17.10 0.00 17.10 1.00 2 1 Shear 97.70 0.00 97.70 1.00 2 2 Shear 97.70 0.00 97.70 25.00 2 3 Shear 97.70 0.00 97.70 25.00 2 4 Shear 97,70 0.00 97.70 25.00 2 5 Shear 97.70 0.00 97.70 25.00 2 6 Shear 97.70 0.00 97.70 25.00 2 7 Shear 97.70 0.00 97.70 25.,00 2 6 Shear 97.70 0.00 97.70 25.00 2 9 Shear 97,70 0.00 97.70 25.00 2 10 Shear 97.70 0.00 97.70 25.00 2 11 Shear 97.70 0.00 97.70 25.00 2 12 Shear 97.70 0.00 97.70 25.00 2 13 Shear 97.70 0.00 97.70 25.00 14 Shear 97,70 0.00 97.70 25.00 2 15 Shear 97.70 0.00 97.70 1.00 3 1 Shear -106.60 0.00 -106.60 1.00 3 2 Shear -106.60 0.00 -106.60 25.00 3 3 Shear -106.60 0.00 -106.60 25.00 3 4 Shear -106.60 0.00 -106.60 25.00 3 5 Shear -106.60 0.00 -106.60 25.00 b. Shear -106.60 0.00 -106.60 25.00 3 7 Shear -106.60 0.00 -106.60 25.00 3 B Shear -106.60 0.00 -106.60 25.00 3 q Shear -106.60 0.00 -106.60 25.00 3 10 Shear -106.60 0.00 -106.60 25.00 3 11 Shear -106.60 0.00 -106.60 25.00 12 Shear -106.60 0.00 -106.60 25.00 3 13 Shear -106.60 0.00 -106.60 25.00 3 14 Shear -106.60 0.00 -106.60 254.00 15 Shear -106.60 0.00 -106.60 1.00 i. 1 Shear 14.70 0.00 14.70 1.00 Shear 14.70 0.00 14.70 25.00 3 Shear 14.70 0.00 14.70 25.00 4 Shear 14.70 0.00 14.70 25.00 , 5 Shear 14.70 0.00 14.70 25.00 6 Shear 14.70 0.00 14.70 25.00 BWB A57 of 362 U13RQ049A-SCOTT GALVANIZING 5 7 Shear 14.70 0.00 14.70 25.00 5 8 Shear 14,70 0.00 14.70 25.00 5 9 Shear 14.70 0.00 14.70 25.00 5 10 Shear 14.70 0.00 14.70 25.00 5 11 Shear 14.70 0.00 14.70 25.00 5 12 Shear 14.70 0.00 14.70 25.00 5 13 Shear 14.70 0.00 14.70 25..00 5 14 Shear 14.70 0.00 14.70 25.00 5 15 Shear 14.70 0.00 14.70 1.00 6 1 Shear 102.50 0.00 102.50 1.00 6 2 Shear 102.60 0.00 102.50 25.00 6 3 Shear 102.50 0.00 102.50 25.00 6 4 51,ear 102.�0 0.00 102.50 25.00 6 5 Shear 102.So 0.00 102.50 25.00 6 6 5hoar ln2.Zn n,nn 1n2.Sn 25,nn 6 7 Shear 102.50 0.00 102.50 25.00 6 B Shear 102,5a 0.00 102.50 25.00 6 9 Shear 102.50 0.00 102.50 25.00 6 10 Shea, 102.50 0.00 102.50 25.00 6 11 Shear 102.50 0.00 102.50 25.00 6 12 Shear 102.50 0.00 102.50 25.00 6 13 Shear 102.50 0.00 102.50 25.00 6 14 Shear 102.50 0.00 102.50 25.00 6 15 Shear 102,50 0.00 102.50 1.00 7 1 Shear 153.30 0.00 153.30 1.00 7 2 Shear 153.30 0.00 153.30 25.00 7 3 Shear 153.30 0.00 153.30 25.00 7 4 Shear 153.30 0.00 153.30 25.00 7 5 Shear 153.30 0.00 153.30 25.00 7 6 Shear 153.30 0.00 153.30 25.00 7 7 Shear 153.30 0.00 153.30 25.00 7 8 Shear 153.30 0.00 153.30 25.00 7 9 Shear 153.30 0.00 153.30 25.00 7 10 Shear 153.30 0.00 153.30 25.00 7 11 Shear 153.30 0.00 153.30 25..00 7 12 Shear 153.30 0.00 153.30 25.00 7 13 Shear 153.30 0.00 153.30 25.00 7 14 Shear 153.30 0.00 153.30 25.00 7 15 Shear 153,30 0.00 153.30 1.00 8 1 Shear 102,50 0.00 102.50 1.00 9 2 Shear 102.50 0.00 102.50 25.00 10 3 Shear 102.50 0.00 102.50 25.00 11 4 Shear 102.50 0,00 102.50 25.00 12 5 Shear 102.50 0.00 102.50 25.00 13 6 Shear 102,50 0.00 102.50 25.00 14 7 31e 102.50 0.00 102.00 5.00 15 8 Shear 102.50 0.00 102.50 25.00 16 9 Shear 102.$0 0.00 102.50 25.00 17 10 Shear 102.50 0.00 102.50 25.00 18 11 shear 102.50 0.00 102.50 25.00 19 12 Shear 102.50 0.00 102.50 25.00 20 13 Shear 102.50 0.00 102-7 50 25a00 21 14 Shear 102.50 0.00 102.50 25.00 22 15 Shear 102.50 0.00 102.50 1-00 Concentrated; Load Span P V M x Casa Nn. M Ik1 7k,ft1' (ft) 3 2 2.27 0.00 0.00 0.00 3 2 -2.27 0.00 0.00 25.00 3 3 2.22 0.00 0.00 0.00 3 3 -2.22 0.00 0.00 25.00 3 4 1.93 0.00 0.00 0.00 3 4 -1.93 0.00 0.00 25.00 3 5 1.44 0.00 0.00 0.00 3 5 -1.44 0.00 0.00 25.00 3 6 1.39 0.00 0.00 0.00 3 6 -1.39 0.00 0.00 25.00 3 7 1.33 0.00 0.00 0.00 3 7 -1.33 0.00 0.00 25.00 3 8 1.28 0.00 0.00 0.00 3 8 -1.28 0.00 0.00 25.00 3 9 1.35 0.00 0.00 0.00 3 9 -1.35 0.00 0.00 25.00 3 10 1.38 0.00 0.00 0.00 3 10 -1.38 0.00 0.00 25.00 3 11 1.44 0.00 0.00 0.00 3 11 -1.44 0.00 0.00 25.00 3 12 1.50 0.00 0.00 0.00 3 12 -1.50 0.00 0.00 25.00 3 13 1.90 0.00 0.00 0.00 3 13 -1.90 0.00 0.00 25.00 3 14 2.27 0.00 0.00 0.00 3 14 -2.27 0.00 0.00 25.00 23 2 0.74 0.00 0.00 0.00 23 2 -0.74 0.00 0.00 25.00 23 3 1.84 0.00 0.00 0.00 23 3 -1.84 0.00 0.00 25.00 23 4 5.3B 0.00 0.00 0.00 23 9 -5.38 0.00 0.00 25.00 23 5 0.95 0.00 0.00 0.00 23 5 -0.95 0.00 0.00 25.00 23 6 0.25 0.00 0.00 0.00 23 6 -0.25 0.00 0.00 25.00 23 7 1.33 0.00 0.00 0.00 23 7 -1.33 0.00 0.00 25.00 23 8 2.42 0.00 0.00 0.00 23 8 -2.42 0.00 0.00 25.00 23 9 6.03 0.00 0.00 0.00 23 9 -6.03 0.00 0.00 25.00 23 10 0.25 0.00 0.00 0.00 23 10 -0.25 0.00 0.00 25.00 23 11 0.96 0.00 0.00 0.00 23 11 -0.96 0.00 0.00 25,00 23 12 2.07 0.00 0.00 0.00 23 12 -2.07 0.00 0.00 25.00 23 13 5.56 0.00 0.00 0.00 23 13 -5.5B 0.00 0.00 25.00 23 14 0.74 0.00 0.00 0.00 23 14 -0.74 0.00 0.00 25.00 Load Combina trons: u Act. All. Load Case No. Load Combination Narne BWB A58 of 362 U13R0049A-SCOTT GALVANIZING N Fa c. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0,00 0.0o 0.00 0.00 0.00 0.00 o.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 OL + COL • SL 4 Y 1.00 0.60 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 OL + WL 5 Y 1.00 0.60 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + 0.7 WL 6 Y 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0o 0.00 0.00 0.00 0.00 0.00 0.00 OL 1 COL a WL 7 Y 1.00 1.00 0.00 0.75 0.00 1.00 0.75 0.00 0.00 6.00 0.0o 0.00 0.00 0.00 0.00 o.00 0.00 0.00 0.0o 0,00 0.00 0.00 0.00 0.00 DL + COL + 0.75 SL + 0.75 WL 8 Y 1.00 1.00 0.75 0.75 0.00 1-.00 0.00 0.00 0.00 0.00 0.00 O.00 0.00 0.00 0.00 o.00 0.00 0.00 0.00 *.Do 0.00 0.00 0.00 0.00 OL + COL + 0.75 LL + 0.75 WL 9 Y 1.00 1.00 0.00 0.00 0.00 1.Do 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+ASL 10 Y 1.00 1.00 0.00 0.00 0.00 1.:00 0.00 0.00 2.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50'0,50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 1, Bay 1) 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0..50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 0.00 DL+COL+SL (Pattern Set 1, Bay 15) 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 1.00 1.00 1.0D 1.0D 1-.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 DL+COL+SL (Pattern Set 2, Bay 1) 13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.00 DL+COL+SL (Pattern Set 2, Bay 15) 14 Y 2.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 1 & 15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL )Pattern Set 3, Bays 2 & 16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50'0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 3 & 17 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 4 & 18 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 5 & 19 Y 2.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0,50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 6 & 20 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.D0 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 7 & 21 Y 1.00 1.00 0.00 0.00 0.00 1-.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 a.00 DL+COL+SL (Pattern Set 3, Bays B & 22 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1..00 1.00 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 9 & 1 23 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 10 & 1 24 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0..50 0.50 0.50 0.50 0.50 0.50 0.50 0..50 0.50 1.00 1.00 0..50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 11 & 1 25 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 12 & 1 26 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 13 & 1 27 Y 1.00 1..00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.00 DL+COL+SL (Pattern Set 3, Bays 14 & 1 28 Y 1.00 0.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ().Do 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.91 (0.6-0.14Sds)DL + 0.91E 29 Y 1.00 1.09 0.00 0.00 0.00 1.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.91 (1+0.14Sds)(DL+COL) + 0.91E 30 Y 1.00 1.07 0.20 0.00 0.00 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.68 (1+0.105Sds)(DL+COL) + 0.20LL + 0.68E 31 Y 1-00 1.07 0.00 0.00 0.00 1-.07 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.68 (1+0.105Sds)(DL+COL) + 0.15SL + 0.68E Deflection Limitations: The deflection limit ' with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 2.50" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 2.00" Deflection limitations were applied to combinations 1-3,5,9 Total system weight = 1134.89 lbs. Total system cost = 1421.15 dollars General Notes: ` Ends of lapsare considered as brace points. ' Inflection points are considered brace points except for spans with discrete bracing. All calculations are in accordance with the 2007 North American Specification, Purlin Production List: ...... .......... .... Purlin Section Length 1 OBZ105 28.38 OBZ089 29.75 3 06ZO67 30.31 4 OBZO67 29.75 OBZO67 29.75 OBZ067 29.75 7 0OZO67 29.75 6 OBZ067 21.75 OBZ067 29.75 10 OBZ067 29.75 11 08ZO67 29.75 1 OEZO89 2 .75 13 08Z105 28.36 BWB A59 of 362 U13R0049A-SCOTT GALVANIZING Material Summaryt. section weight Cost Fy 08Z067 882.44 906.74 55.0 08Z089 259,94 243.80 55.0 ' 08Z105 292.50 260.91 55.0 BWB A60 of 362 U13R0049A-SCOTT GALVANIZING NBP Light Gage Analysis - WIN32 Version 2013.05.08.1 05/08/2013 AISI Spec Year = 2007 Input File: \\Avalanche\Jobs\D13R0049A\Design\PO1 Summary Report for project name: SCOTT GALVANIZING-ALTERNATE SNOW ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ, Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos M neg_M -T-----P-----V-----M------------------- 1 1.00 0OZ105 I No RV-1 1 2 Cant. 0.00 0,284 0.00 0.19 0.05 -0.09 0.00 0.00 0.02 0.01 0.01 0.01 0.02 x 0.0 0.0 12.0 122.0 12.0 0.0 0.0 12.0 12.0 12.0 12.0 12.0 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 25.00 OBZ105 1 No RV-1 2 3 0.00 20.50 -1„946 0.00 2.79 9.02 -11.98 0.00 0.00 0.19 1.03 1.03 1.02 0.92 138.0 0.0 300.0 114.0 300.0 0.0 0.0 271.5 114.0 114.0 111.0 114.0 comb 9 0 9 9 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 3 25.00 08ZO89 2 No RV-2 3 4 28.50 35.25 -0.635 Q..00 2.43 6.24 -11.98 0.00 0.00 0.24 0.94 0.94 0.94 0.87 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 28.3 28.5 26.5 28.5 29.5 comb 16 0 9 4 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 4 25.00 08Z067 3 No RV-2 4 5 28.50 28.50 -1.287 0.00 2.31 5.09 -9.79 0.00 0.00 0.53 1.00 1.00 1.00 0.99 150.0 0.0 300.0 300.0 300.0 0.0 0.0 271.5 150.0 150.0 150.0 271.5 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 5 25.00 OBZ067 4 No RV-1 5 6 28.50 28.50 -1.161 0.00 2.32 5.09 -9.79 0.00 0.00 0.53 0.98 0.98 0.9B 1.00 150.0 0.0 0.0 0.0 0.0 0,.0 0.0 28.5 150.0 350.0 150.0 28.5 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 6 25.00 OBZ067 5 No RV-1 6 7 28.50 28.50 -1.195 0.00 2.32 5.02 -9.65 0.00 0.00 0.53 1.00 1.00 1.00 0.98 150.0 0.0 300.0 300.0 300.0 0,0 0.0 271.5 150.0 150.0 150.0 271.5 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 1 25.00 OBZ067 6 No RV-1 7 8 28.50 28.50 -1.186 0.00 2.31 5.02 -9.65 0.00 0.00 0.52 0.99 0.99 0.99 0.9B x 150.0 0.'o 0.0 0.0 0.0 0.0 0.0 28.5 150.0 15o.o 15o.o 26.5 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 8 25.00 08ZO67 7 No RV-1 8 9 28.50 28.50 -1.189 0.00 2.31 5.02 -9.64 0.00 0.00 0.52 1.00 1.00 1.00 0.98 x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 28.5 150.0 150.0 150.0 28.5 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 9 25.00 08ZO67 B No RV-1 9 10 28.50 28.50 -1.186 0.00 2.31 5.02 -9.65 0.00 0.00 0.52 0.99 0.99 0.99 0.98 x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 271.5 150.0 150.0 150.0 271.5 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 10 25.00 OBZ067 9 No RV-1 10 11 28.50 28.50 -1.195 0.00 2.32 5.02 -9.65 0.00 0.00 0.53 1.00 1.00 1.00 0.98 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 28.5 150.0 150.0 150.0 28.5 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 11 25.00 OBZ067 10 No RV-1 11 12 28.50 28.50 -1.161 0.00 2.32 5.09 -9.79 0.00 0.00 0.53 0.98 0.98 0.98 1.00 x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 271.5 150.0 150.0 150.0 271.5 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 12 25.00 08ZO67 11 No RV-2 12 13 28.50 28.50 -1.287 0.00 2.34 5.09 -9,79 0.00 0.00 0.53 1.00 1.00 1.00 0.99 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 28.5 150.0 150.0 350.0 28.5 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft, from left supp.) 9.50 15,50 13 25.00 OBZ089 12 No RV-2 13 14 20.50 29.50 -0.635 0.00 2.43 6.24 -11.9B 0.00 0.00 0.24 0.94 0.94 0.94 0.87 x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 271.5 271.5 271.5 271.5 271.5 comb 25 0 9 4 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 14 25.00 OBZ105 13 No RV-1 14 15 28.50 0.00 -1.946 0.00 2.79 9.02 -11.96 0.00 0.00 0.19 1.03 1.03 1.03 0.92 x 162.0 0..0 0.0 1B6.0 0.0 0.0 0.0 28.5 186.0 186.0 166.0 186.0 comb 9 0 9 9 9 0 0 9 9 9 9 9 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 15 1.00 08Z105 13 No RV-1 15 16 0.00 Cant. 0.264 0.00 0.19 0.05 -0.09 0.00 0.00 0.02 0.01 0.01 0.01 0.02 x 12.0 0.10 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 9 0 9 4 9 0 0 9 9 9 9 9 --- --- ------------ Maximum Values on All Spans +r-----•.....�..•... Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M MaX. -1.946 0.00 2.79 9.02 -11.96 0.00 0.00 0.53 1.03 1.03 1.03 1.00 138.0 0.0 0.0 114.0 0.0 0.0 0.0 271.5 114.0 114.0 114.0 28.5 span 2 0 14 2 3 0 0 4 2 2 2 5 com b 9 0 9 9 9 0 0 9 9 9 9 9 .......v..................................... Roofing is CFRrr.ma.r::rz...+.a Support Connection Codes: Support No 2 3 4 5 6 7 8 9 10 11 12 13 14 15 WC AC AC AC WC WC WC WC WC WC AC AC AC WC Vertical Reactions: (kips) '•• -'•• -'�•"•.rr (negative reaction for gravity lords) Load Support No. Comb. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 0.00 -1.07 -2.75 -2.37 -2.46 -2.44 -2.44 -2.44 -2.44 -2.44 2.44 -2.46 -2.37 -2.75 -1,07 0.00 0.00 -1.42 -3.65 -3.14 -3.26 -3.23 -3.24 -3.24 -3.24 -3.24 -3.23 -3.26 -3.14 -3.65 -1.42 0.00 3 0.00 -1.47 -3.79 -3.25 -3.38 -3.35 -3.36 -3.36 -3.36 -3.36 -3.35 -3.38 -3.25 -3.79 -1.47 0.00 4 0.00 1.05 2.72 2.33 2.43 2.40 2.41 C.41 2.41 2.41 2.40 2.43 2.33 2.72 1.05 0.00 S 0.00 0.70 1.81 1,56 1.62 1.E1 1.61 1.61 1.61 1.61 3.61 1.62 1.56 1.81 0.70 0.00 6 0.00 0.02 2.11 1.81 1.88 1.67 1.87 1.87 1.87 1,87 1.B7 1.88 1.01 2.11 0.82 0.00 7 0.00 -0.33 -0.81 -0.70 -0.72 -0,7. -0.72 -0,7- -0.72 -0.72 -0.72 -0.72 -0.70 -0.61 -0.31 0.00 6 0.00 -0.27 -0.71 -0.61 -0.63 -0.53 -0.63 -0.63 -0.63 -0.63 -0.F3 -0.63 -0.61 -0.71 -0.27 4).Do BWB A61 of 362 U13R0049A-SCOTT GALVANIZING 9 0.00 -2.02 -5.22 -4.48 -4.66 -4.62 -4.63 -4.63 -9.63 -4.63 -4.62 -4.66 -4,48 -5.22 -2.02 0.00 10 0.00 -0.96 -2..34 -2.01 -2,09 -2.07 -2.O6 -2.06 -2.06 -2.08 -2.07 -2,09 -2.01 -2.34 -0.91 0.00 11 0.00 -0.91 -2.34 -2.01 -2.09 -2,07 -2.OB -2.OB -2.08 -2.08 -2.07 -2.09 -2.01 -2.34 -0.96 0.00 12 0.00 -1.42 '3.79 -3.25 -3.38 -3.35 -3.36 -3.36 -3.36 -3.36 -3.35 -3,38 -3,25 -3.79 -1.47 0.00 13 0.00 -1.57 -3,7!> -3.25 -3.30 -3.35 -3.36 -3.36 -3.36 -3.36 -3.35 -3y 38 -3.25 -3.79 -1.42 0.10 14 0.00 -1.52 -3.16 -1.B9 -2.12 -2.06 -2.08 -2.08 -2.DB -2.08 -2.07 -2.09 -2.01 -2.34 -0.91 0.00 15 0.00 -1.40 -3.BB -2.59 -2.03 -2.09 -2407 -2.08 -2.06 -2.OB -2.07 -2.09 -2.01 -2.31 -0.91 0.00 16 0.00 -0.86 -2.95 -3.46 -2.71 -1.99 -2.10 -2.07 -2.OB -2.08 -2.07 -2,09 -2.01 -2.39 -0.91 0.00 17 0.00 -0.92 -2.25 -2.65 -3.53 -2.69 -2.00 -2.10 -2.07 -2.08 -2.07 -2.01 -2.111 -2.39 -0.91 0.00 18 0.00 -0.90 -2.36 -1.93 -2.71 -3.52 -2.70 -2.00 -2.10 -2.07 -2.07 -2.09 -2.01 -2.39 -0.91 0.00 19 0,00 -O,91 -2.34 -2.03 -2.01 -2.69 -3.53 -2.69 -2.00 -2.10 -2.07 -2,09 -2.01 -2.39 -0.91 0,00 20 0.00 -0;91 -2.34 -2.01 -2.11 -1.99 -2.69 -3.53 -2.69 -2.00 -2.09 -2,09 -2.01 -2.34 -0 91 0.00 21 0.00 -0.91 -2.34 -2.01 -2.09 -2.09 -2.00 -2.69 -3.53 -2.70 -1.99 -2.11 -2.01 -2.34 -0.91 0.00 22 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.10 -2.00 -2.69 -3.53 -2.69 -2.01 -2.03 -2.34 -0.91 0.00 23 no -n,91 -7 1.. -'1 01 -7 nq -7 07 -7 n7 -7 in -7 n0 -7 70 -i 57 -7 71 -1 9i -7 i6 -0 90 n 00 24 0.00 -0.91 -2.34 -2. 01 -2.09 -2.07 -2.08 -2.07 -2.10 -2.00 -2.69 -3.53 -2.65 -2.25 -0.92 0.00 25 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.08 -2.08 -2.07 -2.10 -1.99 -2,71 -3.46 -2.95 -0.B6 0.00 26 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.08 -2.08 -2.08 -2.07 -2.09 -2.03 -2.59 -3,88 -1.90 0.00 27 p.00 -0.91 -2.34 -2.01 -2y09 -2.07 -2.OB -"e.OB -2.00 -2.00 -2.06 -2.12 -1 09 -3.16 -1,52 0.00 R Values: percent of fully braced moment strength Span: • 1 2 3 4 5 6 7 8 9 30 11 12 13 14 15 Gravity Load! 0.89 0.89 0.87 0.89 0,96 0.86� 0.86 O.B6 0.86 0.86 0.86 0,89 0,87 0.89 0.89 Uplift Load: 0.76 0.76 0.76 0.71 0.71 0.71 0,71 0.71 0.71 tl.71 0.71 0.71 0.76 0.T6 0,76 Load Cases: Purlin spacing 4.92 o.c. Building Code: IBC 2009 General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.5 Dead Load 2 20.0 Live Load 3 -21,7 Wind Load 4 -21.7 Edge Zone Wind Load 5 3.0 Collateral Load 6 21.0 Snow Load 7 31,4 Alternate Snow Load 8 11.0 Pattern SL, Bay 1 9 21.0 Pattern SL, Bay 2 10 21.0 Pattern SL, Bay 3 11 21.0 Pattern SL, Bay 4 12 2.1.D Pattern SL, Bay 5 13 11.0 Pattern SL, Bay 6 14 21.0 Pattern SL, Bay 7 15 21.0 Pe Ltern SL, Dey 0 16 21.0 Pattern SL, Bay 9 17 21.0 Pattern SL, Bay 10 18 21.0 Pattern SL, Bay 11 19 21.0 Pattern SL, Bay 12 20 21.0 Pattern SL, Bay 13 21 21.0 Pattern SL, Bay 19 22 21.0 Pattern SL, Bay 15 Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) ILt1 1 1 Shear 17.10 0,00 17.1Q 1.00 1 2 Shear 17.10 0.00 1-7.10 25.00 1 3 Shear 17.10 0.00 17.10 25.. 1 4 Shear 17.10 0.00 17.10 25.00 1 5 Shear 17.10 0.00 17.10 25.00 1 6 Shear 17.10 0.00 17.10 25.00 1 7 Shear 17.10 0.00 17.10 26.00 1 B Shear 17.10 0.00 17.10 25.00 1 9 Shear 17.10 0.00 1'7.10 25.00 1 10 Shear 17.10 0.00 17.10 25.00 1 11 Shear 17.10 0.00 17.10 2.5.00 1 12 Shear 17.10 0.00 17.10 25.00 1 13 Shear 17.10 0.00 17.10 25.00 1 14 Shear 17.10 0.00 17.10 25,00 1 15 Shear 17.10 0.00 17.10 1.00 2 1 Shear 97.70 0.00 97.70 1.00 2 2 Shear 97.70 0.00 97.70 25.00 2 3 Shear 97.70 0.00 97.70 2t,A0 2 4 Shear 97.70 0.00 97.70 25.00 2 5 Shear 97,70 0.00 97.70 25.00 2 6 Shear 97.70 0.00 97.70 25.00 2 7 Shear 97.70 0.00 97.70 25.00 2 8 Shear 97.70 0.00 97.70 25.00 2 9 Shear 97.70 0.00 97.70 25.00 2 10 Shear 97.70 0.00 97.70 25.00 2 11 Shear 97.70 0.00 97.70 25.00 2 12 Shear 57.70 0.00 97,70 25.00 2 13 Shear 97.70 0.00 97.70 2500 14 Shear 97.70 0.00 97.70 25..00 2 15 Shear 97.70 0.00 97.,70 1.00 3 1 Shear -106.60 MO -106.60 1.00 3 2 Shear -106.60 0.00 -106.60 25.00 3 3 Shear -106.60 0_00 -106.60 25.00 3 9 Shear -106.50 0.00 -106.-60 2S.Op 3 5 Shear -106.60 0.00 -106.60 25.00 3 6 Shear -106.60 0.00 -106.60 25.00 3 7 Shear -106.60 0.00 -106.60 25.00 3 B Shear -106.60 0.00 -106.60 25.00 3 Shear -106.60 0.00 -106.60 25.00 3 10 Shear -106.60 0.00 -106.60 25.00 3 11 Shear -106.60 0.00 -106.60 25.00 3 12 Shear -106.60 0.00 -106.60 25.00 3 13 Shear -106.60 0.00 -106.60 25,00 14 Shear -106.60 0.00 -106.60 25.00 3 15 Shear -106.60 0.00 -106.60 1.00 5 1 Shear 14.70 0.00 14.70 1.00 5 2 Shear 14.70 0.00 14.70 25,00 5 3 Shear 14.70 0.00 19.70 25.00 5 4 Shear 14.70 0.00 14.70 25,00 5 Shear 14.70 0.00 14.70 25,00 6 Shear 14.70 0.00 14.70 25.00 5 7 Shear 19.70 0.00 14.70 25,00 5 B .Shear 14.70 0.00 14.70 25.00 Shur 24.10 0.00 14.70 15.00 5 10 Shear 14.70 0.00 14.70 25.00 5 11 .Shear 19,70 0.00 19.70 25.00 BWB A62 of 362 U13R0049A-SCOTT GALVANIZING 5 12 Shear 14.70 0.00 14.70 25.00 5 13 Shear 14.70 0.00 14.70 25.00 5 14 Shear 14.70 0,00 11.70 25.00 5 15 Shear 14.70 0.00 14.70 1.00 6 1 Shear 102.50 0.00 102.50 1.00 6 2 Shear 102.50 0.00 102Jb0 25.00 6 3 Shear 102.50 0.00 102.56• 25.00 6 9 Shear 102.50 0.00 102,50 25.00 6 5 Shear 102.50 0.00 102.50 25.00 6 6 Shear 102.50 0.00 102.50 25.00 6 7 Shear 102.50 0.00 102.50 25.00 6 6 Shear 102.50 0.00 102,50 25.00 6 9 Shear 102.50 0.00 102,50 25.00 6 10 Shear 102.50 0.00 102.50 25.00 6 11 Shear 102.50 0.00 102,50 25.00 6 12 Shear 102.50 0.00 102.50 25.00 6 13 Shear 102.50 0.00 102,50 25.00 6 14 Shear 102.50 0.00 102.50 25.00 6 15 Shear 102.50 0.00 102.50 1.00 7 1 Shear 153.30 0.00 153,30 1.00 7 2 Shear 153.30 0.00 153.30 25.00 7 3 Shear 153.30 0.00 153.30 25.00 7 9 Shear 153.30 0.00 153.30 25.00 7 5 Shear 153.30 0.00 153.30 25.00 7 6 Shear 153,30 0,00 153,30 25.00 7 7 Shear 153,30 0,00 153.30 25.00 7 8 Shear 153,30 0.00 153,30 25.00 7 9 Shear 153.30 0.00 153.30 25.00 7 10 Shear 153.30 0,00 153,30 25.00 7 11 Shear 153.30 0.00 153,30 25.00 7 12 Shear 153.30 0.00 153,30 25.00 7 13 Shear 153.30 0.00 153,30 25.00 7 19 Shear 153.30 0.00 153;30 25.00 7 15 Shear 153.30 0.00 153.30 1.00 8 1 Shear 102.50 0.00 102.�50 1.00 9 2 Shear 102.50 0.00 102.,50 25.00 10 3 Shear 102.50 0,00 102.50 25.00 11 4 Shear 102.50 0.00 102,50 25.00 12 5 Shear 102.50 0.00 102.50 25.00 13 6 Shear 102.50 0.00 1 02 50 25,00 19 7 Shear 102.50 0.00 102:50 25.00 15 8 Shear 102.50 0.00 102,50 25.00 16 9 Shear 102.50 0.00 102.50 25.00 17 10 Shear 102.50 0.00 102,,50 25.00 18 11 Shear 102.50 0.00 102.50 25.00 19 12 Shear 102.50 0.00 102,50 25.00 20 13 Shear 102.50 0.00 102 50 25.00 21 19 Shear 102.50 0.00 102.50 25.00 22 15 Shear 102.50 0.00 102,50 1.00 Load Combinations; Act. All Load Case No. Load Combination Name # Fac. 1 2 3 4 5 6 7 B 9 10 11 12 13 19 15 16 17 16 19 20 21 22 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.-00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.0o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + SL 9 Y 1.00 0.60 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + WL 5 Y 1.00 0.60 0.00 0.70 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.6.DL + 0.7 WL 6 Y 1.00 1.00 0.00 1.00 0.00 1.00 Coo 0,00 0.00 0,00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.,00 0.00 0.00 0.00 0.00 DL + COL + WL 7 Y 1.00 1.00 0.00 0.75 0„00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.75 SL + 0.75 WL B Y 1.00 1.00 0.75 0.75 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.75 LL + 0.75 WL 9 Y 1.0o 1.00 0.00 0.0o a,00 1.00 0,.00 1,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+ASL 10 Y 1.00 1.00 0.00 Coo o,00 1.00 0.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 1, Bay 1) 11 Y 1,00 1.00 0.00 0.00 0.00 1.00 0.00 0,00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.500.50 0.50 0.50 1.00 DL+COL+SL (Pattern Set 1, Bay 15) 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0,00 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DL+COL+SL (Pattern Set 2, Bay 1) 13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1..00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0a 1.00 1.00 1.00 0.50 DL+COL+SL (Pattern Set 2, Bay 15) 19 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 1 4 15 Y 1.0o I.00 O.Oa Coo 0.00 1.o0 Coo Coo O.so I.00 1.00 0.50 0.50 0 ,5C 0.50 0.50 0.5a 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 2 { 16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 D.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 3 { 17 Y 1.00 1.00 0.00 0100 0.00 2.00 0.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 9 { 18 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 5 { 19 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0,00 0.50 0.50 0.50 0.50 0.50 1.00 1-.00 0.50 0.50 0.50 0.50 0.50 0.50 Q.50 0.50 DL+COL+SL (Pattern Set 3, Bays 6 { 20 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 7 { 21 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0"50 DL+COL+SL (Pattern Set 3, Bays 8 { 22 Y 1.00 1.00 0.00 0.00 0.00 1100 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0,50 DL+COL+SL (Pattern Set 3, Bays 9.i 1 23 Y 1.00 1.00 0.00 0.00 0.00 1,00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 10 { 1 24 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0,50 0.50 0.50 0.50 0.50 0.50 1.00 1,00 0.50 0.50 0.-50 DL+COL+SL (Pattern Set 3, Bays 11 { 1 25 , 1.00 1.00 0.00 0.00 0.00 1-.00 0.00 0.00 0.50 0.50 0.50 0.50 0,50 0.50 0,50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 12 { 1 26 Y 1.00 1.00 O.00 0.00 0.00 1..00 O.00 0.00 0.50 0..5C 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0,50 0.50 0.50 1.00 1.00 0.50 DL+COL+SL (Pattern Set 3, Bays 13 1 l BWB A63 of 362 U13R0049A-SCOTT GALVANIZING 27 y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 DL+COL+SL (Pattern Set 3, Bays 19 6 1 Deflection Limitations: The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 2.50" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 2.00" Deflection limitations were applied to combinations 1-3,5,9 Total system weight = 1939.89 lbs. Total system cost = 1921.15 dollars General Notes: e Ends of laps are considered as brace points. Inflection points are considered brace points except for spans with discrete bracing. All calculations are in accordance with the 2007 North American Specification. Purlin Production List: Purlin r Secti • Length 1 0OZ105n 28.38 2 0OZ089 29.75 3 0BZ067 30.31 9 08Z067 29.75 5 08Z067 29.75 6 08Z067 29.75 7 08Z067 29.75 B 08Z067 29.75 9 08Z067 29.75 10 08Z067 29.75 11 0 8Z 067 29.75 12 08Z069 29.75 13 08Z105 28.38 Material Summaxy. . 'Section Weight Cost Fy 0OZO67 882.99 906.74 55.0 OBZO89 259.94 243.80 55.0 OBZ105 292.50 268.91 55.0 BWB A64 of 362 U13R0049A-SCOTT GALVANIZING NBP Light Gage Analysis - WIN32 Version 2013.05.08.1 05/08/2013 AISI Spec Year = 2007 Input File: \\Avalanche\Jobs\U13R0099A\Design\P01a Summary Report for project name: SCOTT GALVANIZING-TYP. ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect:.Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Morn. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M -T-----P-----V-----M------------------- 1 1.00 OBZO89 1 No RV-2 1 2 Cant., 0.00 0.269 0.00 0.13 0.05 -0.07 0.00 0.00 0.02 0.01 0.01 0.01 0.02 x 0.0 0.0 12.0 12.0 12.0 0.0 0.0 12.0 12.0 12.0 12.0 12.0 comb 13 0 12 4 9 0 0 12 9 9 9 12 2 25.00 08ZO89 1 No RV-2 2 3 0.00 28.50 -1.904 0.00 2.04 7.10 -9.10 0.00 0.00 0.20 1.01 1.01 1.01 0.88 x 138.0 0.0 300.0 126.0 300.0 0.0 0.0 271.5 126.0 126.0 126.0 126.0 comb 13 0 14 13 14 0 0 14 13 13 13 13 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 3 25.00 OBZO75 2 No RV-1 3 4 28.50 28.50 -0.751 0.00 1.84 6.24 -9.10 0.00 0.00 0.30 0.90 0.90 0.90 0.85 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 28.5 28.5 28.5 28.5 28.5 comb 15 0 14 4 14 0 0 14 14 14 14 14 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 4 25.00 OSZ060 3 No RV-1 4, 5 28.50 28.50 -1.208 0.00 1.77 5.10 -7.74 0.00 0.00 0.57 0.93 0.93 0.93 0.96 x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 271.5 162.0 162.0 162.0 271.5 comb 15 0 16 4 16 0 0 16 15 15 15 16 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 5 25.00 OBZ060 4 No RV-1 5 6 28.50 28.50 -1.153 0.00 1„77 5.10 -7.74 0.00 0.00. 0.57 0.93 0.93 0.93 0.96 x 162.0 0.0 0.0 0.0 0.0 0.0 o.0 28.3 28.5 28.5 28.5 2B.5 comb 16 0 16 4 16 0 0 16 16 16 16 16 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 6 25.00 OBZ060 5 No RV-1 6 7 28.50 28.50 -1.163 0.00 1.77 5.02 -7.71 0.00 0.00 0.56 0.92 0.92 0.92 0.96 x 162.0 0.0 300.0 300.0 300.0 0.0 0.0 271.5 271.5 271.5 271.5 271.5 comb 17 0 18 4 18 0 0 18 18 18 18 18 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 7 25.00 08ZO60 6 No RV-1 7 8 28.50 26.50 -1.158 0.00 1.76 5.02 -7.71 0.00 0.00, 0.56 0.92 '0.92 0.92 0.96 162.0 0.0 0.0 0.0 0.0 0.0 0.0 28.5 28.5 28.5 28.5 28.5 comb 18 0 18 4 18 0 0 18 18 18 16 1B 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 9 25.00 OBZ060 7 No RV-1 8 9 28.50 28.50 -1.159 0.00 1.76 5.02 -7.71 0.00 0.00 0.56 0,92 0.92 0.92 0.96 138.0 0.0 300.0 0.0 0.0 0.0 0.0 271.5 271.5 271.5 2;71.5 271.5 comb 20 0 20 4 19 0 0 20 20 20 20 20 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 9 25.00 08Z060 6 No RV-1 9 10 2B.50 28.50 -1.158 0.00 1.76 5.02 -7.71 0.00 0.00 0.56 0.92 0.92 0.92 0.96 138.0 0.0 300.0 300.0 300.0 0.0 0.0 271.5 271.5 271.5 271.5 271.5 comb 21 0 21 4 21 0 0 21 21 21 21 21 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 10 25.00 08Z060 9 No RV-1 10 11 28.50 28.50 -1.163 0.00 1.77 5.02 -7.71 0.00 0.00 0.56 0.92 0.92 0.92 0.96 138.0 0.0 0.0 0.0 0.0 0.0 0.0 28.5 28.5 28.5 28.5 26.5 comb 22 0 21 4 21 0 O 21 21 21 21 21 2 Discrete brace locations (ft.:from left supp.) 9.50 15.50 11 25.00 OBZ060 10 No RV-1 11 12 28.50 28.50 -1.153 0.00 1.77 5.10 -7.74 0.00 0.00 0.57 0.93 0.93 0.93 0.96 138.0 0.0 300.0 300.0 300.0 0.0 0.0 271.5 271.5 271.5 271.5 271.5 comb 23 0 23 4 23 0 0 23 23 23 23 23 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 12 25.00 08Z060 11 No RV-1 12 13 28.50 28.50 -1.208 0.00 1.77 5.10 -7.74 0.00 0.00 0.57 0.93 0.93 0.93 0.96 150.0 0.0 0.0 0.0 0.0 0.0 0.0 26.5 138.0 138.0 13B.0 28.5 comb 24 0 23 4 23 0 0 23 24 24 24 23 2 Discrete brace locations (ft., from left supp.) 9.50 15.50 13 25.00 OBZ075 12 No RV-1 13 14 28.50 28.50 -0.751 0.00 1.84 6.24 -9.10 0.00 0..00 0.30 0.90 0.90 0.90 0.85 x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 271.5 271.5 271.5 271.5 271,5 comb 24 0 25 4 25 0 0 25 25 25 25 25 2 Discrete brace locations (ft.. from left supp.) 9.50 15.50 14 25.00 08ZO69 13 No RV-2 14 15 28.50 0.00 -1.904 0.00 2.04 7.10 -9.10 0.00 0.00 0.20 1.01 1.01 1.01 0.88 162.0 0.0 0.0 174.0 0.0 0.0 0.0 28.5 174.0 174.0 174.0 174.0 comb 26 0 25 26 25 0 0 25 26 26 26 26 2 Discrete brace locations (ft. from left supp.) 9.50 15.50 15 1.00 OBZ089 13 No RV-2 15 16 0.00 Cant. 0.269 0.00 0.13 0.05 -0.07 0.00 0.00 0.02 0.01 0.01 0.01 0.02 x 12.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 26 0 3 4 10 0 0 3 10 10 10 3 ________________________ Maximum Values on All Spans ............. Displ. Axial Shear Moment Moment Ten, Camp. Shear Mom. T&M `P&M V&M Max. -1.904 0.00 2.04 7.10 -9.10 0.00 0.00 0.57 1.01 1.01 1.01 0.96 .. 138.0 0.0 0.0 126.0 300.0 0.0 0.0 271.5 126.0 126.0 126.0 28.5 span 2 0 14 2 2 0 0 4 2 2 2 5 womb 13 0 25 13 14 0 0 16 13 13 13 16 ..............................................r,..........a=................ Roofing is CFR Support Connection Codes: support No, `•-�' o. 2 3 4 5 6 7 8 � 10 1 1 1 2 13 14 15 AC AC WC WC WC WC V;C WC 6JC WC WC WC AC AC Vertical Reactions: (kips) -------- --------- (negative reaction for gravity loads) Load Support No, Comb. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 0.00 -1.07 -2.75 .-.37 -2.46 -2.44 -2.44 -2.44 -2.44 -2.44 -2.44 -2.46 -2.37 -2.75 -1.07 0.00 2 0,00 -1.42 -3.65 -3.14 -3.26 -3.23 -3.24 -3.24 -3.24 -3.24 -3.23 -3.26 -3,14 -3.65 -1.42 0.00 0.00 -1.47 -3.79 -3.25 -3.36 -3.35 -3.36 -3.36 -3.36 -3.36 -3.35 -3.38 -3.25 -3.79 -1.47 0.00 4 0.00 1.05 2.7' !.33 2.43 2.40 2.41 2.41 2.41 2.41 2.40 2.43 2.33 2.72 1,05 0.00 0.00 0.70 1.61 1.56 1.62 1.61 1.61 1.61 1.61 1.61 1.61 1.62 1.56 1.81 0.70 0.00 6 0.00 0.82 2.11 1.81 1.88 1.87 1.87 1.87 1.87 1.87 1.87 1.86 1.B1 2.11 0.82 0.00 7 0.00 -0.32 -0.81 -0.70 -0.7^ -0,72 -0.72 -0.72 -0.72 -0.72 -0.72 -0.72 -0,10 -0,01 -0.31 0.00 8 0.00 -0.27 -0.71 -0.61 -0.63 -0.63 -0.63 -0.63 -0.63 -0.63 -0.63 -0.63 -0.61 -0.71 -0.27 0.00 BWB A65 of 362 U13R0049A-SCOTT GALVANIZING 9 0.00 -0.96 -2.34 -2.01 -2:09 -2.07 -2.08 -2.08 -2.08 -2.08 -2.07 -2.09 -2.01 -2.39 -0 91 0.00 10 0.00 -0.91 -2.34 -2.01 -2,09 -2.07 -2.08 -2.08 -2.08 -2.08 -2.07 -2.09 -2.01 -2.39 -0.,96 O,OD 11 0.00 -1.42 -3.79 -3.25 -3..38 -3.35 -3.36 -3.36 -3.36 -3.36 -3...35 -3.38 -3.25 -3;79 -1♦47 0.00 12 0.00 -1.47 -3.79 -3.25 -3.38 -3.35 -3.36 -3.36 -3.36 -3.36 -3.35 -3.38 -3.25 -3,79 -1.92 0,00 13 0.00 -1.52 -3.16 -1.89 -2.12 -2.06 -2.08 -2.06 -2.08 -2.08 -2.07 -2.09 -2.01 -2.390,00 14 0.00 -1.40 -3.88 -2.60 -2.03 -2.09 -2.07 -2.08 -2.08 -2.06 -2.07 -2.09 -2.01 -2,34 -0,91 0.00 15 0.00 -0.86 -2.95 -3.46 -2.71 -1.99 -2.10 -2.07 -2.08 -2.08 -2.07 -2.09 -2.01 -2.34 -0,91 0.00 16 0.00 -0.92 -2.26 -2.64 -3.54 -2.69 -2.00 -2.10 -2.07 -2.08 -2.07 -2.09 -2.01 -2,34 -0,91 0.00 17 0.00 -0.90 -2.36 -1.93 -2.71 -3.52 -2.70 -2.00 -2.10 -2.07 -2.07 -2.09 -2.01 -2,34 -0,91 0.00 18 0.00 -0.91 -2.34 -2.03 -2.01 -2.69 -3.53 -2.69 -2.00 -2.10 -2.07 -2.09 -2.01 -2,34 -0.91 0.00 19 0.00 -0.91 -2.34 -2.01 -2.11 -1.99 -2.70 -3.53 -2.69 -2.00 -2.09 -2.09 -2.01 -2,34 -0.91 0.00 20 0.00 -0.91 -2.34 -2.01 -2.09 -2.09 -2.00 -2.69 -3.53 -2.70 -1.99 -2.11 -2.01 -2,34 -0.91 0.00 21 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.10 -2.00 -2.69 -3.53 -2.69 -2.01 -2.03 -2.34 -0,91 0.00 22 0.00 -0.91 -2.34 -2.01 -2.09 -2,07 -2,07 -2.10 -2.00 -2.70 -3.52 -2.71 -1.93 -2,36 -0,90 0,00 2J 0.00 0.91 2.J4 2.01 2.09 2.07 2.00 2.07 2.10 2.00 2.69 3.54 -2.64 - ,26 -0,92 0.00 24 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.OB -2_O8 -2.07 -2.10 -1.99 -2.11 -3.46 -2.95 -0,66 0.00 25 0.00 -G.91 -2.34 -2.01 -2.09 -2.07 -2.08 -2.08 -2.08 -2.07 -2.09 -2.03 -2.60 -3.B8 -1.40 0.00 26 0.00 -0.91 -2.34 -2.01 -2.09 -2.07 -2.08 -2.08 -2.08 -2.OB -2.06 -2.12 -1.89 -3.16 -1,52 0.00 R Values: percent of fully braced moment strength 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Gravity Load: 0.87 0.87 0.84 0.84 0.64 0.64 0.84 0.84 0.84 0.84 0.84 0.84 0.94 0.87 0.87 Uplift Load: 0.76 0,76 0.75 0.69 0.69 0.69 0.69 0.69 0.69 0.69 0.69 0.69 0.75 0.76 0.76 Load Cases: Purlin spacing 4.92 o.c, Building Code: IBC 2009 General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.5 Dead Load 2 20,0 Live Load 3 -21.7 Wind Load 4 -21.7 Edge Zone Wind Load 5 1.0 Collateral Load 6 21.0 Snow Load 7 21.0 Pattern SL, Bay 1 8 21.0 Pattern SL, Bay 2 9 21.0 Pattern SL, Bay 3 10 21.0 Pattern SL, Bay 4 11 %1.0 Pattern SL, Bay 5 12 22.0 Pattern SL, Bay 6 13 21.0 Pattern SL, Bay 7 14 21.0 Pattern SL, Bay 8 15 21.0 Pattern SL, Bay 9 16 21.0 Pattern SL, Bay lU 17 21.0 Pattern SL, Bay 11 16 21.0 Pattern SL, Bay 12 19 21.0 Pa"._ SL, Bay 13 20 21.0 Pattern SL, Bay 14 21 21.0 Pattern SL, Bay 15 Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 17.10 0.00 17.10 1.00 1 2 Shear 17.10 0.00 17.10 25,00 1 3 Ohcur I7.10 0.00 17.10 26.00 1 4 Shear I7.10 0.00 17.10 25.00 1 5 Shear 17.10 0.00 17.10 25,00 1 6 Shear 17.10 0.00 17.10 25.00 1 7 Shear 17.10 0.00 17.10 25,00 1 8 Shear 17.10 0.00 17.10 25.00 1 9 Shear 17.10 0.00 17.10 25"00 1 10 Shear 17.10 0.00 17.10 25.00 1 11 Shear 17.10 0.00 17.10 25.00 1 12 Shear 17.10 0.00 17.10 25.;00 1 13 Shear 17.10 0.00 17.10 25@00 1 14 Shear 17.10 0.00 17410 25:.00 1 15 Shear 17.10 0.00 17.10 1 00 2 1 Shear 97.70 0.00 97.70 1i.00 2 2 Shea. 97.70 0.00 97.70 25i 00 2 3 Shear 97.70 0.00 97.70 25,.,00 2 4 Shear 97.70 0.00 97.70 25,00 2 5 Shear 97.70 0.00 97.70 25.00 2 6 Shear 97.70 0.00 97.70 25.00 2 7 Shear 97.70 0.00 97.70 25.00 2 B Shear 97,70 0.00 97.70 25.00 2 9 Shear 97,70 0.00 97.70 25.,.00 2 10 Shear 97,70 0,00 97.70 25.00 2 11 Shear 97,70 0-00 97.70 25.00 2 12 Shear 97,70 0.00 97.70 25.00 2 13 Shear 97,70 0.00 97.70 25.00 2 14 Shear 97,70 0,00 97.70 25.00 2 15 Shear 97,70 0.00 97.70 1.00 3 1 Shear -106,60 0.00 -106.60 1.00 3 2 Shear -106.60 0.00 -106.60 25500 3 3 Shear -106,60 0.00 -106.60 25.00 3 4 Shear -106,60 0.00 -106.60 25.00 3 5 Shear -106,60 0-.00 -106.60 25.00 3 6 Shear -106,60 0.00 -106.60 25.00 3 7 Shear -106.60 0.00 -106.60 25.00 3 8 Shear -106.60 0.00 -106,60 25.00 3 9 Shear -106,60 0.00 -106,60 25.00 3 10 Shear -106.60 0.00 -106.60 25.00 3 11 Shear -106.60 0.00 -106,60 25.00 3 12 Shear -106.6a 0.00 -106.60 25.00 3 13 Shear -106.60 0.00 -106,60 25.00 3 14 Shear -106.60 0.00 -106.60 25.00 3 15 Shear -106.60 0.00 -106,60 1,00 5 1 Shear 19.70 0.00 14.70 1..00 5 2 Shear 14.70 0,00 14.70 25.00 5 3 Shear 14.70 0,00 14.70 25.00 5 4 Shear 14.70 0.00 19.70 25.,00 5 5 Shear 14.70 0.00 14.70 25.00 5 6 Shear 14.70 0,00 19.70 25,00 5 7 Shear 14.70 0,00 14.70 5,00 5 8 Shear 19.70 0.00 14.70 25,00 5 9 Shear 14.70 0.00 14.70 25,00 5 10 Shear 19.71 0.00 14,70 25 00 5 11 Shear 19.70 0.00 4.70 5.00 5 12 Shear 11.70 0,00 14.'70 5.00 5 13 Shear 14.70 0.00 BWB A66 of 362 U13R0049A-SCOTT GALVANIZING 5 14 Shear 14.70 0.00 14.70 25.00 5 IS Shear 14.70 0.00 14.70 1.00 6 1 Shear 102.50 0.00 102.50 1.00 6 7 Shear 102.50 0.00 102.50 25.00 6 1 Shear 102.50 0.00 102.50 25.00 6 .4 Shear 102-.50 0.00 102.50 25.00 6 5. Shear 102.50 0.00 102.50 25.00 6 6 Shear 102.50 0.00 102.50 25.00 6 7 Shear 102.50 0.00 102.50 25.00 6 0 Shear 102.50 0.00 102.50 25.00 6 A Shear 102.50 0.00 102.50 25.00 6 10 Shear 102.50 0.00 102.50 25.00 6 11 Shear 102.50 0.00 102.50 25.00 6 12 Shear 102.50 0.00 102.50 25.00 6 13 Shear 102.50 0.00 102.50 25.00 6 I4 Shear 102.50 0.00 102.50 25.00 6 15 Shear 102.50 0.00 102.50 1.00 7 1 Shear 102.50 0.00 102.50 1.00 8 2 Shear 102.50 0.00 102.50 25.00 9 3 Shear 102.50 0.00 102.50 25.00 10 4 Shear 102.50 0.00 102.50 25.00 0' 11 5 She- 102.50 0.00 102.50 25.00 12 6 Shear 102.50 0.00 102.50 25.00 13 7 Shear 102.50 0.00 102.50 25.00 14 B Shear 102.50 0.00 102.50 25.00 15 9 Shear 102.50 0.00 102.50 25.00 16 10 Shear 102.50 0.00 102.50 25.00 17 11 Shear 102.50 0.00 102.50 25.00 18 12 Shear 102.50 0.00 102.50 25.00 19 13 Shear 102.50 0.00 102.50 25.00 20 14 Shear 102.50 0.00 102.50 25.00 21 1.5 Shear 102.50 0.00 102.50 1.00 Load Combinations: Act. All Load Case No. Load Combination Name ft Fac. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0_.00 0.00 0.00 0.00 0.00 0.00 0..00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + SL 4 Y 1.00 0.60 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + WL 5 Y 1.00 0.60 0.00 0.70 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.6 DL + 0.7 WL 6 Y 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + WL 7 Y 1.00 1.00 0.00 0.75 0.00 1.00 0.75 0.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.75 SL + 0.75 WL 8 Y 1.00 1.00 0.75 0.75 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0o 0.00 0.00 DL + COL + 0.75 LL + 0.75 WL 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0..50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 1, Bay 1) IN y 1.00 1.00 0.00 0.00 0.00 1,00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 DL+COL+SL (Pattern Set 1, Bay 15) 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 1.00 1.00 1.00 1.00 Loo 1.00 1.00 1.D0 1.00 1.00 1.00 1.00 DL+COL+SL (Pattern Set 2, Bay 1) 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1..00 1.00 1.00 1.00 1.00 0.50 DL+COL+SL (Pattern Set 2, Bay 15) 13 Y 2.00 1.00 0.00 0.00 0.00 1.00 0.00 3.00 1.00 0.50 0.50 0.50 0.50 0.50 0,50 0.50 0,50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 1 { 14 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1..00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 2 L 15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0,50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0,50 0.50 0.50 0.50 0.50 0,50 DL+COL+SL (Pattern Set 3, Bays 3 { 16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0..50 0.50 0.-50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 4 L 17 Y 1.00 1.00 o.0o 0.o0 0.00 1.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 0.50.0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays S L 1B Y 1.00 1.00 0.00 0.00 0.00 1.00'0.00 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 6 L 19 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 7 { 20 Y 1.00 1.0D 0.00 O.00 0.00 1.00.0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 8 { 21 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1._o0 1.00 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 9 L 1 22 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 10 L 1 23 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 11 L 1 24 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 12 L 1 25 y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0,50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 DL+COL+SL (Pattern Set 3, Bays 13 L 1 26 Y 1.00 1.00 0,00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 DL+COL+SL (Pattern Sec 3, Days 14 L 1 Deflection Limitationst The deflection limit. with DEAD LOAD = L/ 120.00 The m imum deflection with DEAD LOAD = 2.50" The deflection limit without DEAD LOAD = L/ 150.00 The deflection without DEAD LOAD = 2.00" Deflection limitations were applied to combinations 1-3,5 Total system weioht = 1255.57 lbs. Total system cost = 1262.79 dollars ...... -+.- BWB A67 of 362 U13R0049A-SCOTT GALVANIZING General Notes: AEnds'ofw laps are considered as brace points. ' Inflection points are c sidered brace points except for spans with discrete bracing. ' All calculations are in accordance with the 2007 North American Specification. Puy-lin Prud—Liuii LiSL: Purlin Section Length 1 087.089 28.38 OOZ075 29.'15 3 06Z060 29.75 9 06Z060 29'.75 5 OBZ060 29�.75 6 08Z060 29.75 7 08Z060 29.75 8 08Z060 29.75 9 08Z060 29.75 10 08Z060 29.75 11 06Z060 29.71 12 OBZ075 29.75 13 08ZO69 20.38 Material Summary: '+ 0—tion Weight C-cL Fy 08Z060 786.59 811.91 55.0 08Z075 219.05 217,35 55.0 0BZ089 247.93 232.53 55.0 BWB A68 of 362 $ t� k|� am888 !k!!im ;n# „;; § ;gm « . !: _�.¥• ] ! 9 9 9Aq;,mm;,R■ co & $ § S&!!4&&# mm It&!#& 5 q§:;2 a.. .. �, „ «7 |sue.;�� | |{!{�! ! ;■,q,mm |$) f!! - : !M � ! ! - - - � / / k\ !_ z-zzz--z-a--zz- - ism Tm- ,l =;;E=2=�z \ )\ | �;I■ I�;mm�gAgqmqq,mRmm { " a!®■ ! 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Box 907 1050 No.Watery Lane �12601'(Q� Brigham City, LIT 84302 Job Number: r/ t/ vJ= Wl lo.d s j S. zs Ps f [ j�s+wnJ SS 4o ref T rf 6 AwA< 7,5u) = �5`I�f� ySyolf oq. a �z _0.ylsc 6� 7(F3")C l :5 ee �,e� u5 igr g. tole 0.qq Zr -as Ll �F �•Z :. � r�n�al � _ 7 9=3z�z �, �•y�� �-r 9"d. +0 6p- 'a / - K �.v5 j?•Gz � G•�19 ��0� C3•R/�'` F� "'�YS A �i A :: 6sPz' c�YTa1 '}pro 1. 13�I� t`See L.�' lJtyrr+•+ C;o 1V rrn •C�"V� BWB A75 of 362 " " C M FZ11 U13R0049A-SCOTT GALVANIZING Spreadsheet Revision Number: 3.4 B LJ/L O/N G SYSTEMS GROUP Latest Revision Date: 9/1 1/2012 A DIVISION OF NUCOR CORPORATION BEAM-COLUMN S.S. (AISC I;th Edition) PrgjectNo. : U13R0049A Description: S(:01-1(iA1,VANI7,TN(i 11lACN RIRMATi 1W9110N SUMMARY Engineer: BROOKS BLACKMER Date: 3/4/2013 S GENERAL 1NFORNIAT10N an and Loa din Conditions (E>vreR.i>aralriG1earsHrtoFaCeccs ) IIANCE IIA`dGE ROOF mono roof STUB SN 'TUB EN) BEAM beamRS4 Remarks Mernber Length I.�x 11. 14.67 17.00 25.00 25.00 Assumes Lbx=L Unbraced Length-Minor Le,. ft. 14.67 17.00 12.50 12.50 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2. Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor K, 1.000 1.000 1.000 1.000 ----- ------- . -•-........ . _ ............. ........ Ky Factor K, 1,000 1.000 1.000 1.000 �- - .......... ----- ....,,.._ - - -_--_-. Kz Factor K, 1.000 1.000 1.000 1.D00 <- See cell comment SECT/ON GEomETRY outs1di:f1a16i:(OF) Select Wide-flange or Built-up Section: WF WF WF BU Y-axis bof k Section Description: NV8x18 W8x18 W8x18 BU24x60 Enter WF-Section: W8x18 NN,'8x18 W8x18 Total Depth d in. 8.140 8.140 8.140 24.250 °{ Web Thickness t„ in. 0.230 0.230 0.230 0.220 x-axis d Outside Flange Width bor ill. 5.250 5.250 5.250 10.000---------...--------------------------------- --------------- ---- ..... ....-•---- --- - -------- t w Outside Flange Thickness t in. 0.330 0.330 0.330 0.625 Inside Flange Width b;r in. i.250 5.250 5.250 10.000 Inside Flange Thickness t; In. 0.330 0.330 0.330 0.625 if MATERIAL INFORMATION insidtflangc(IF) b if Material Strength F,. ksi 50 50 50 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength F,.r ksi 50 50 50 55 Web Yield Strength F,.,,. ksi 50 50 50 55 Ulthriatc Strength F a ksi 05 7 65 05 70 APPL,fED LOADS ❑Applied Loading includes second order effects. Factor of Safety(Allowable Stress Factor) Sr 1.000 1.000 1.000 1.000 Axial (compression=>+pos, tension=>-neg.) Pa kips 8.200 0.000 Shear(absolute value) V, kips _3.01_0 _3.859_ 1.840 19.75_8 Majoi Axis(x-axis) Moment(outside flange in compression->+pos.) M,, ft-kip 11.010 16.410 5.950 ^197.580 Shear(absolute value) VY kips _ __ Moment absolute value M, ft-ki - Minor Axis(y-axis) Design Results: ASD OK OK OK OK Remarks ASD Combined Strength Ratio CSR 0.452 0.822 0.304 0.498 Eq.H1-la or H1-lb ASD Shear Strength Ratio(x-axis) Vr,/V,, 0.095 0.122 0.058 0.543 Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) V,,/V,,- 0.000 0.000 0.000 0.000 Minor Axis(y-axis) Deflection Results Vltt'or-axis OK OK OK OK Remarks Deflection Limits(about x-axis) L/120 L/l20 L/650 L/650 Limits as numerals(i.e.360=L/360) Maximum Deflection(aboutx-axis) 4 in. 1.467 in. 1.700 in. 0.462 in. 0.462 1n. Member Deflection(about x-axis) 0-,s in. 0.237 in. 0.476 in. 0.373 in. 0.390 in. A_,..<Anos Deflection Results Minor-axis OK OK OK OK Remarks Deflection Limits(about y-axis) L/120 L/ 120 L/150 L/800 Limits as numerals(i e 360=L/360) Maximum Detection(abouty-axis) A in. 1.467 in. 1.700 in. 1.000 in. 0.188 in. Member Deflection(about y-axis) A, in. 0.000 in. 0.000 in. 0.000 in. 0.000 in. A,_<A_ BWB A76 of 362 Page l of 1 Main Report " U C 0 R U13R0049A-SCOTT GALVANIZING Spreadsheet Revision Number: 3.4 B ll/L O/N G S YS T E M s G R OUP Latest Revision Date: 9/11/2012 A DIVISION OF NUCOR CORPORATION BEAM-COLUMN S.S. (AISC 13th Edition) Project No. : U13R0049A Description: SCOTf GALVANIZING M:\IN'M-PORT: DESIGN S(JMMAIZ\ Engineer: BROOKS BLACKMER Date: 8/13/2013 CKNEXAL.J.NFORNIATIO,N San and Loa din Conditions (ENTE'RDATAIN,GRAY SHADED CELLS.') MONO mono root bracket beamRS4 Remarks Member Length Lb, ft- 1.00 25.00 Assumes US-L - -------------- - -- ---- - - - - - -- Unbraced Length-Minor Lb,, ft. 1.00 12.50 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in. I <=See cell continent&Section G2. Lateral-torsi oil a] buckling factor Cb 1.000 1.000 1.000 1.000 <- See cell comment Kx Factor K, 1.000 1.000 1.000 1.000 - - -------- ••------- Ky Factor K, 1.000 1.000 1.000 1.000 Kz Factor K, 1.0 0 0 1.000 1.000 1.000 <= See cell comment SECT/ON GEOMETRY outside purge(OF) Select Wide-flange or Built-up Section: None None WF BU -y- - bof -4, Section Description: -- - W8x24 BU24x70 + Enter WF-Section: W8x24 t Total Depth d in. 7.930 24.250 °f Web Thickness t„ in. - - 0.245 0.250 Outside Flange Width b.r in. -- 6.500 10.000 x-azis - d - - - _ -------------------------------------- - ---- .-- -------------------•- ___ ----- ----. •- - tw Outside Flange Thickness for in. - 0.400 0.750 Inside Flange Width bir in. - - 6.500 10.000 Inside Flange Thickness of in. - 0.400 0.750 t of MATE'R/AL INFORMATION inside flange(IF) b if Material Strength F,. ksi 50 50 50 55 Elastic Modulus E ksi 29,000 29.000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength Ftir ksi 50 50 50 55 Web Yield Strength F,.,, ksi 50 50 50 55 Ultimate Strength F ksi 65 65 65 70 APPL,rED LOADS ❑ Applied Loading includes second order effects, Factor of Safety(Allowable Stress Factor) Sr 1.000 1.000 1.000 1,000 Axial(compression=>+ os., tension=>-net;.) P, kips 35.000 0.000 Shear(absolute value) V, kips _ _19.758_ Major Axis(x-axis) Moment(outside Flange in compression=>+pos. M, ft-kip - 197.580 Shear(absolute value) V,, kips Moment(absolute value) M, ft-ki ~� _ - Minor Axis(y-axis) Design Results: ASD -- -- OK OK Remarks ASD Combined Strength Ratio CSR - -- 0.083 0.413 Eq H1-laort-11-lb ASD Shear Strength Ratio(x-axis) V,/V,, -- -- 0.000 0.366 Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) Vim./V - -- 0.000 0.000 Minor Axis(y-axis) Deflection Results Major-axis - -- OK OK Remarks Deflection Limits(about x-axis) L/120 L/121) L/ 1-50 L/650 Limits as numerals(i.e.360=L/360) - - - - Maximum Deflection(about x-axis) A,,,., in. 0.000 In. 0.000 in. 0.080 in. 0,462 in. Member Deflection(about x-axis) A 15 ih, - -- 0.000 in. 0.331 in. A� .5 A,„.. Deflection Results Nlinor-axis -- OK OK Remarks Deflection Limits(a�out y-axis) _ L/120 L/120 L/ 150 L/800 -Limits as numerals(i e 360=LG60) -- ----- --- - -•- ------ ---- Maximum Deflection(abouty-axis) 1 in. 0,000 in 0.000 in. 0.080 in. 0.188 in. Member Deflection(abouly-axis) A, in - 0.000 in. 0.000 in. Ap".<A, , BWB A77 of 362 Page 1 of 1 Main Report N LJ C M R Ul3R0049A-SCOTT GALVANIZING Spreadsheet Revision Number: 3.4 B U I L D I N G SYSTEMS GROUP Latest Revision Date: 9/11/2012 A DIVISION OF NUCOR CORPORATION BEAM-COLUMN S.S. (AISC 13th Edition) Prgject No.: U 13R0049A Description: SCOTT GALVANIZING Eugiueet . BROOK3 BLACKMER Date: 8/13/2013 S an and Loadin-Conditions (:k:.VERAI.I:\FUItI\1:\1'1(1\' (I=NYER DA rA 11V GRAY SHADED CELLS!) mono root mono roof beam rs2 beam rs2 Remarks Member Length Lb, 1t. 25.00 25.00 Assumes Lbx=L -- ----- - - -- -------- ------ -- - -- Unbraced Length-Minor Lb,. ft. 12.50 12.50 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2. Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor K, 1.000 1.000 1.000 1.000 Ky Factor K�_-� 1.000 1.000 1.000 1.000 Kz Factor K, 1.000 1.000 1.000 1.000 <= See cell comment SECT/ON GEOMETRY outside flange(OF) Select Wide-flan a or Built-up Section: BU BU None None alas h Section Description: BU24x51 BU24x51 t Y of Enter WF-Section: Total Depth d in 24.250 24.250 -- tof Web Thickness t„ in. 0.220 0.220 Outside Flange Width bol In. I 10.000 10.000 x-axis t d Outside Flange Thickness t I in. 0.500 0.500 -- Inside Flange Width b;r in. 10.000 10.000 -- Inside Flange Thickness til in. 0.500 0.500 1 t if MATERIAL INFORMATION inside flange(M b if 'Material Strength F, ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength F,I ksi 55 55 55 55 Web Yield Strength F,.,, ksi 55 55 SS SS Ultimate Strength F ksi 70 70 70 70 APPLIED LOADS Applied Loading includes second order effects. Factor of Safety(Allowable Stress Factor) Sr 1.000 1.000 1.000 1.000 Axial(compression->+pos., tension=>-neg.) P, kips 6.400 6.400 Shear(absolute value) V,. kips 13.476 11.790 --- --- - ------ - Major Axis(x-axis) Moment(outside Flange in compression=>+Pus,) M, ft-ki 134.760 117.900 Shear(absolutevoluc) _ _ _ _VL ftkips _ Minor Axis(y-axis) Moment(absolute value) - M,. -kip DcsiLyn Results: ASD OK OK Remarks rS D Combined Strength Ratio CSR 0.422 0.370 - __ Eq.HI-laorHl-lb Shear Strength Ratio(x-axis) V /V" 0.374 0.327 - Major Axis(x-axis) D Shear Strength Ratio(y-axis) V /V',. 0.000 0.000 -- -- Minor Axis(y-axis) Deflection Results Major-axis OK OK -- -- Remarks Deflection Limits(about x-axis) L/650 L/650 L/150 L/150 Limits as numerals(i.e.360=L/360) ---------------- - - - - - --- - Maximum Deflection(about x-axis) A,,,, in. 0.462 in. 0.462 in. 0.000 in. 0.000 in. Member Deflection(about x-axis) A,-,,,, in. 0.319 in. 0.279 in. - - A__<A,,,,, Deflection Results ;Minor-axis OK OK Remarks Deflection Limits(abouty-axis) L/800 L/800 L/150 L/150 Limits as numerals(i e,360=L/360) Maximum Deflection(about y-axis) A,,,os in. 0.188 in. 0,188 in. 0.000 in. 0.000 in. Member Deflection(about y-axis) A,_.,,is in. 0.000 in. 0.000 in. -- A,wn<Aom, BWB A78 of 362 Page 1 Of 1 Main Report U13R0049A-SCOTT GALVANIZING Compressive Loading Analysis "Equal-Leg Single Angle Struts" (See "Spec.for ASD of Single-Angle Members",AISC-ASD Manual,9th Ed., 1989, pp. 5-309 to 5-323) Version: 1.1 (Date: 08/26/09) By DJE Project: U13R0049A Engineer: BWB Description: SWAY BRACE FATIGUE Date: 8 13 2013 CHECK MO ORAIL i Input Data y gle Length (Q:J 5.3333 ft -x dir. +x dir. L 4x4x3/8 mpr. Load (P):l 6.50 kips x' Eccentricity of load from n. a.: Ix w(major axis) x': 2.6250 in % y': 2.6250 in z, W w': 2.0982 in / • z': 0.0000 in Angle Geometric Data: ' K : 1.00 `�` --- - y, Zx--- - :- --- Kw: 1.00 10 B = D: 4.0000 in = +y dir. t: 0.3750 in x = y: 1.1414in A: 2.86 inA2 w Z(minor axis) -y dir. rZ: 0.7880 in Y Ix = Iy: 4.360 in^4 Bending from Eccentricit Axial Compression: Fy: 50 ksi w: 1.3469 in KL/r: 81.2 IZ: 1.776 inA4 z: 2.8284 in IW: 6.944 inA4 SW: 2.455 inA3 /T Buckling: 57.6 rW: 1.5582 in SZ: 1.319 inA3 Fe: 80.59 ksi b/t: 10.67 MW: 0.00 in-k Adjusted KL/ 81.2 Q: 1.000 MZ: 13.64 in-k Cc: 107.00 J: 0.134 inA4 fW: 0.00 ksi Fa: ##### wo: 1.3490 in fZ: 10.34 ksi fa: 2.27 ksi rot: 4.87 in F'eW: 88.52 ksi Combined Stress Check: H: 0.626 F',z: 22.64 ksi Cm: 1.00 Few: 169.67 ksi Cb: 1.00 fa/Fa: 0.121 Fej: 107.83 ksi Fob: 165.53 ksi Eqn 1­11-1: ---- E: 29000 ksi Fb: 30.00 ksi Eqn 1­11-2: ---- G: 11200 ksi E n 1­11-3: 0.466 BWB A79 of 362 U13R0049A-SCOTT GALVANIZING Job#: U13R0094A Description:£OTT ALVANIZIN Engineer. BWB Cold-Formed Beam-Column Version.-2.4(Date:04112111)By MPL Date: 2/19/2013 OSA Span and Loading Information TIL-OFF JAMBS SKIRTWALL BOX Case 3 Case 4 Member Length ft. 42 21.1 0 0 Unbraced Length-Major in. 504 253.2 0 0 Unbraced Length-Minor in. 90 253 2 0 0 Cbx 1 1 1 1 Cby 1 1 1 1 Cmx 1 1 t 1 Cmy 1 1 1 1 Kx Factor 1 1 1 1 Ky Factor 1 1 1 1 Weld S c.for Box/I-Sections in 24 24 24 24 Panel Settings Top Flange Panel None v None I None None Bottom Flange Panel None None None None �J Distortional Bucklin Settin s Blanket Insulation is Used? 10 Top eot ❑Top ❑ 8ot ❑Top ❑ eot 0 ron aot Member Spacing in. 60 60 60 60 Applied Loads X-axis Uniform Load(+Dn) kip/ft 0.00875 0 0 0 Y-axis Uniform Load(+Dn) ki /ft 0 0 0 0 Axial Load kip 0 6 52 0 0 IMx Interior +=Ten on Bot. ft-kip0 0 0 0 My Interior +=Ten on Bot. ft-kip0 0 0 0 Vx Shear kip 0 0 0 0 Vy Shear I kip 0 0 0 0 Stress Factor 1 1 1 1 Result OK OK #DIV/01 #DIV/01 Max CSR 0.49 024 #DIV/01 #DIV/0! Section Information Inventory ❑ Use Old Inventory Section 8CO60 8S075 8CO60 8CO60 Configuration Sin le Box Single Single Desi n Loads Max Mx ft-kip 1.929375 0 0 0 Max My ft-kip 0 0 0 0 Axial kip 0 6.52 0 0 Vx= kip 0.18375 0 0 0 V = kip 0 0 0 0 Stress Ratios Mx 0,49 0.00 #VALUE! #VALUE! My 0.00 0.00 0.00 0.00 Mx+MY 0.49 0.00 #VALUE! #VALUE! P 0.00 0.24 #VALUE! #VALUE! M/P 0,49 0.24 #DIV/01 #DIV/0! Vx 0.07 0.00 0.00 0.00 Vy 0.00 0.00 0.00 0.00 M/V 0.42 0.00 0.00 0.00 Deflection Results X-Axis Deflection in 2,43 0.00 0.00 0.00 L/X 207 #DIV/0! #DIV/0! #DIV/0! Y-Axis Deflection in 0.00 0.00 0,00 0.00 L/Y #DIV/0! #DIV/0! #DIV/01 #DIV/01 1)Calculations are per AISI 2007. 2)Box-Sections are welded toe-to-toe, I-Sections are welded web-to-web. 3)Box-Sections and I-Sections are usually welded with 1.5 times the web depth at each end at each seam. Intermittent welds are usually 1"-24"o/c at each seam. BWB A80 of 362 U131R0049A-SCOTT GALVANIZING Project No.: U13R0049A Engineer: BWB Project Name: SCOTT GALVANIZING Date: 2/19/2013 S an and Loadin Information BSW TUBE Case 2 Case 3 Case 4 Member Length ft. 50 0 0 0 Unbraced Length - Major in. 600 0 0 0 Unbraced Length-Minor in. 300 0 0 0 Cbx 1 1 1 1 Cby 1 1 1 1 Cmx 1 1 1 1 Cmy 1 I 1 1 Kx 1 1 1 1 K 1 1 1 1 Applied Loads X-axis Uniform Load (+Dn) kip/ft 0 0 0 0 Y-axis Uniform Load +Dn ki /ft 0 0 0 0 Axial Load kip 0 0 0 0 Mx End 1 (+=Ten. On Bot.) ft-kip 0 0 0 0 Mx End 2(+=Ten. On Bot.) ft-kip 0 0 0 0 Mx Interior +=Ten on Bot. ft-kip42 0 0 0 My End 1 (+=Ten. On Bot.) ft-kip 0 0 0 0 My End 2(+=Ten. On Bot.) ft-kip 0 0 0 0 My nterior +=Ten on Bot. ft kip 0 0 0 0 Vx Shear kip 1.68 0 0 0 'Vy Shear kip 0 0 0 0 Torsion ft-kip0 0 0 0 Stress Factor 1 1 1 1 Result OK #VALUE! #VALUE! #VALUE! Max CSR 0.62 #VALUE! #VALUE! #VALUE! Section Information Section Type Nucor Std.Tube v Nucor Rd.Pipe Nucor Std.Pipe Nucor 5td.Pipe Section T8.375 v P6134 P6.134 'w P6.134 1w Design Loads Max Mx ft-kip 42 0 0 0 Max My ft-kip0 0 0 0 Axial kip 0 0 0 0 Vx= kip 1.68 0 0 0 V = kip 0 0 0 0 Torsion ft-kip0 0 0 0 Stress Ratios Mx 0.622 0.000 0.000 0.000 My 0.000 0.000 0.000 0.000 Mx+My 0.622 0.000 0.000 0.000 P 0.000 #VALUE! #VALUE! #VALUE! M/ P 0.622 #VALUE! #VALUE! #VALUE! Vx 0.022 0.000 0.000 0.000 Vy 0.000 0.000 0.000 0.000 M/V 0.623 #VALUE! #VALUE! #VALUE! Torsion 0.000 #VALUE! #VALUE! #VALUE! M/V/P/Torsion 0.623 #VALUE! #VALUE! #VALUE! Deflection Results X-Axis Deflection in. 6.407 0.000 0.000 0.000 L/X 94 #DIV 0! #DIV/0! #DIV/0! 'Y-Axis Deflection in. 0.000 0.000 0.000 0.000 L/Y #DIV 0! #DIV 0! #DIV 0! #DIV/0! BWB A81 of 362 ry U C O F•Z Project: —5C. 24"k*0"-VAWZ4NG Sheet I of I BUILDING SYSTEMS • UTAH, LLC Z �W I'�►r► 5a��c 2�.Pkr �jal[ Byte � � P.O. Box 907 1050 No. Watery Lane Brigham City, UT 84302 Job Numbcr: to awl I• S�cx Rai r kus Ait ver"Lo.� Tv6� t 2.Tube OQ.1F$veEl �- arlw��i�t•� 3• No (Ct�ke! so i�wa.�� W = 1�.3� rs� x (� Y16� �� m &•83 �I _Ha A 3.01 K 1�z v So �L 2. r -- - ID V = 3�G =5K � z 3. of_ ) 2:1:k :Jf y rr R W1 = I I• o �_ k•��- 0 l0"A �K �51)n) -.-r BWB A82 of 362 U13R0049A-SCOTT GALVANIZING NBS Crane Beam Design Page 1 Version 2012.07.06 Date 18-Feb-2013 ° Copyright Nucor Building Systems, 2012 Design Report for project: CB2 Input Crane Information Crane Description (2) 7.5 TON MONORAIL CRANES Operation Pendant Operated Rail Weight 40.00 lb/yd Strong (x) and Weak (y) Axis Spans 25.00 ft, 25.00 ft Beam End Bearing Length 0.25 in Bridge Span 0.00 ft Vertical impact factor 10.0% Lateral force as % of load + trolley 20.0. AISE longitudinal force % of wheel loads 10.0% CMAA/MBMA service class D AISC fatigue loading condition 3 Design Specification AISC 2010 Lifted Bridge Hoist & Num. Vert. load Horiz. Load Wheel Sep. between Crane Load Weight Trolley Wheels per Wheel per Wheel Base cranes (tons) (lbs) (lbs) (per end) (lbs) (lbs) (ft) (ft) 1 7.5 0 2400 2 32300 870 6.00 ------ 2 7.5 0 2400 2 32300 870 6.00 6.00 Min Side Clearance (in) Min Vertical Clearance (in) Crane (from center of rail) (from top of rail) 1 9.00 40.00 2 9.00 40.00 Maximum Girder Force Information - NO DEAD LOAD ADDED -------------------------------- No. Wheels Dist. from Corr. Left on beam left supp. Reaction Max. Mx w/ impact = 343.93 k-ft 2 8.00 ft 39.79 k Max. Mx no impact = 431.53 k-ft 4 2.00 ft 72.35 k Max. My = 8.42 k-ft 2 8.00 ft 0.97 k Max. Shear w/ imp.= 62.53 k Max. Shear no imp.= 82.69 k Max. Column Load no impact = 98.19 k Minimum Ix a 4464.08 in^4 for deflection L / 800 Minimum Iy = 43,.56 in^4 for deflection L / 400 BWB A83 of 362 U13R0049A-SCOTT GALVANIZING • NBS,Crane Beam Design Page 2 Version 2012.07.06 Date : 18-Feb-2013 Copyright Nucor Building Systems, 2012 Design Report (Cont'd) for project: CB2 Crane Girder Stress Informational-DEAD + LIVE + IMPACT ------------------------------- Crane Girder W30X90+C15X33.9 Fy_ch = 50.0 ksi, Fy_bm = 50.0 ksi Wide Flange: stock item Channel: stock item Mill cost per runway, per span $2019.25 Warehouse cost per runway, per span $2421.93 Mx (with vertical impact + dead load) = 442.25 k-ft Ix = 5110.00 in'4 Iy_top = 372.18 in'4 Sx_top = 455.62 in'3 Sy-top = 49.62 in^3 Sx_bot = 273.49 in^3 Ybar = 18.68 in Zx = 367.54 in^3 Zy_top = 67.29 in'3 Shear Stress: fv = 6.01 ksi Fv = 17.96 ksi -ok- Bending Stress: fbx_top = 11.65 ksi Fbx = 24.15 ksi -ok- fbx bot = 19.40 ksi Ft a 24.00 ksi -ok- fby_top = 2.04 ksi Fby 40.60 ksi -ok- Combined Stress Ratio = 0.532 Cb 1.16 -ok- Maximum wheel load with impact for sidesway web buckling = ****** kips -ok- Deflections: Vertical = 0.328 in Horizontal = 0.088 in (L / 800 = 0.375 in) (L / 400 = 0.750 in) -ok- End Bearing: Endplate Design --> Use a 12.0" x 1/2" full depth, 36.0 ksi yield, endplate. Weld: Vertical 3/16" fillet, continuous on both sides of beam web. Horizontal CJP1, complete joint penetration weld, top and bottom. Bearing Stiffener Design --> Use a pair of 5.0" x 3/8" full depth, 36.0 ksi yield, bearing stiffeners. Weld: Vertical 3/16" fillet, continuous on both sides. Horizontal CJP1, complete joint penetration weld, top and bottom. Weld Design: Shear flow (q) = 1.68 k/in Q = 103.869 in^3 ----------- Allowable weld shear stress = 9.5 ksi Use a 3/16 in. weld 8.0 in. long - 12.0 in. on center. Weld 12.0 in. cont. each end. Maximum Column Reactions (kips) ------------------------------- Dead Live Vert Live Vert Crane Side Vert w/o impact w/ impact Lateral Longitudinal 1 1 3.4 56.8 62.5 1.5 6.5 2 3.4 4.8 5.3 1.5 6.5 2 1 3.4 56.8 62.5 1.5 6.5 2 3.4 4.8 5.3 1.5 6.5 1 & 2 1 3.4 98.2 98.2 1.3 6.5 2 3.4 8.3 8.3 1.3 6.5 Crane Aux. Column Design Data (No Impact) : - ----------------------------------------- Caused By V_l V r dV P Left Wheel Pos. No. of Wheels Case Causing Crane (k) (k) (k) (k) (from left, ft) Involved Max. Axial Both 73.64 24.55 49.10 98.19 13.00 4 Max. Col. Moment Both 82.69 0.00 82.69 82.69 7.00 4 BWB A84 of 362 U13R0049A-SCOTT GALVANIZING "MONORAIL13.xls" Program Version 1.0 MONORAIL BEAM ANALYSIS For W-shaped Underhung Monorails Analyzed as Simple-Spans with I without Overhanc Per AISC 13th Edition ASD Manual and CMAA Specification No.74 2004' Project Name: SCOTT GALVANIZING Client: ISEA CON LLC Project No.: JU13ROO49A I Prep. B BWB I Date: 1 2/20/2013 Input: RL(min)=3.85 kips RR(max)=18.78 kips Monorail Size: L=25 ft. Lo=O ft. Select: W18X119 x=11 ft Design Parameters: S=72 in. Beam Fy= 50 ksi Beam Simple-Span, L= 25.0000 ft. W18X119 Unbraced Length, Lb= 25.0000 ft. Bending Coef., Cb= 1.00 Pv=19.65 kips Overhang Length, Lo= 0.0000 ft Nomenclature Unbraced Length, Lbo= 0.0000 ft. Bending Coef., Cbo= 1.00 W18X919 Member Properties: Lifted Load, P= 15.000 kips A= 35.10 __ in.^2 Zx= 262.00 in.^3 Trolley Weight,Wt= 1.200 kips d= 19.000 in. ly= 253.00 in.14 Hoist Weight,Wh= 1.200 kips tw= 0.655 in. Sy= 44.90 in.13 Vert. Impact Factor,Vi= 15 % bf= 11.300 in. ry= 2.690 in. Horz. Load Factor, HLF= 10 % tf= 1.060 in. Zy= 69.10 in.^3 Total No. Wheels, Nw= 4 k= 1.460 in. J=E0300.O in.^a Wheel Spacing, S= 72.0000 in. Ix= 2190.00 in.^4 Cw= in.^6 Distance on Flange, a= 0.3750 in. Sx= 231.00 in.^3 wt/ft. = plf Support Reactions: (no overhang) Results: RR(max)= 18.78 =Pv(L-(S/12)/2)/L+w/1000'L/2 RL(min)= 3.85 -Pv"((S/12)/2)/L+w/1000'L/2 Parameters and Coefficients: Pv= 19.650 kips Pv=P*(1+Vi/1 00)+Wt+Wh (vertical load) Pw= 4.913 kipsMheei Pw=Pv/Nw(load per trolley wheel) Ph= 1.500 kips Ph= HLF*P(horizontal load) to= 1.060 in to=tf (for W-shape) X= 0.070 X=2*a/(bf-tw) Cxo= -1.959 Cxo=-2.110+1.977*X+0.0076*eA(6.53*X) Cx1 = 0.404 Cx1 = 10.108-7.408*X-10.108*e^(-1.364*X) Czo= 0.192 Czo=0.050-0.580*X+0.148*eA(3.015*),) Cz1 = 2.507 Cz1 =2.230-1.490*X+1.390*eA(-18.33*X) Bending Moments for Simple-Span: x= 11 000 ft x= 1/2*(L-(S/12)/2)(location of max. moments from left end of simple-span) Mx= 104.27 ft-kips Mx=(Pv/2)/(2*L)*(L-(S/12)/2)^2+w/1000*x/2*(L-x) My= 7.26 ft-kips My=(Ph/2)/(2*L)*(L-(S/12)/2)"2 Lateral Flange Bendin Moment from Torsion for Simple-Span: (per USS Steel Design Manual, 1981) e= 9.500 in. e=d/2(assume horiz. load taken at bot. flange) at= 70.418 at=SQRT(E*Cw/(J*G)) , E=29000 ksi and G=11200 ksi Mt= 227 ft-kips Mt= Ph*e*at/(2*(d-tf))*TANH(L*12/(2*at))/12 X-axis Stresses for Sim le-Span: fbx= 5 42 ksi fbx= Mx/Sx Lr= 34.28 ft (Eqn. F2-6, max. value of Lb for inelastic LTB) Fbx= 25.83 ksi Eqn. F2-2 Controls fbx<= Fbx, O.K. (continued) 2/20/2013 \\Avalanche\Jobs\U13R0049A\Design\spreadsheets\ Page 1 5:27 PM Monorai113 of 3 BWB A85 of 362 U13R0049A-SCOTT GALVANIZING "MONORAIL13.xls"Program Version 1.0 Y-axis Stresses for Sim le-Span: fby=L466 ksi fby=My/Sy fwns— k3i fwns- Mt*12/(Sy/2)(warping normal stress) fby(total)= ksi fby(total)=fby+fwns Fby= ksl Eqn. F6-1 Controls fhy<= Fby, O.K. Combined Stress Ratio for Simple-Span: S.R. = 0.278 S.R. =fbx/Fbx+fby(total)/Fby S.R. <= 1.0, O.K. Vertical Deflection for Simple-Span: Pv=Ekips Pv= P+Wh+Wt(without vertical impact) A(max)= in A(max)= Pv/2*(L-(S/12))/2/(24*E'I)'(3'L^2-4'((L-(S/12))/2)^2)+5'w/12000'L^4/(384*E*I) A(ratio)= A(ratio)=L*12/A(max) A(allow)= in. A(allow)= L*12/450 Defl.(max)—Defl.(allow), O.K. Bending Moments for Overhang: Mx=_ N.A._ ft-kips Mx=(Pv/2)*(Lo+(Lo-(S/12)))+w/1000*Lo^2/2 My= N.A. ft-kips My=(Ph/2)*(Lo+(Lo-S/12)) Lateral Flange Bend in Moment from Torsion for Overhang: (per USS Steel Design Manual, 1981) e= N.A. in. e=d/2(assume horiz. load taken at bot. flange) at= N.A. at=SQRT(E*Cw/(J*G)) , E=29000 ksi and G=11200 ksi Mt= N.A. ft-kips Mt= Ph*e*at/(d-tf)*TANH(Lo*1 2/at)/1 2 X-axis Stresses for Overhang: fbx= #VALUE' ksi fbx=Mx/Sx Lr= 34.28 ft. (Eqn. F2-6, max. value of Lb for inelastic LTB) Fbx= 33 96 ksi Eqn. F2-1 Controls Y-axis Stresses for Overhang: fby= N.A ksi fby=My/Sy fwns= N.A. ksi fwns= Mt*12/(Sy/2)(warping normal stress) fby(total)= N.A. ksi fby(total)=fby+fwns Fby= 46.08 ksi Eqn. F6-1 Controls Combined Stress Ratio for Overhang: S.R. =N A S.R. =fbx/Fbx+fby(total)/Fby Vertical Deflection for Overhang: (assuming full design load, Pv without impact, at end of overhang) Pv= N.A. kips Pv= P+Wh+Wt(without vertical impact) A(rn = N A_ in. A(max)= Pv*Lo^2*(L+Lo)/(3*E*I)+w/12000*Lo'(4*Lo^2*L-L^3+3*Lo^3)/(24'E'I) A(ratio)= N A. A(ratio)= Lo*12/A(max) A(allow)= N.A. in. A(allow)= Lo*12/450 Bottom Flange Bending(simplified): be= 12 720 in Min. of: be= 12*tf or S(effective flange bending length) am = 4.923 in. am =(bf/2-tw/2)-(k-tf) (where: k-tf= radius of fillet) Mf= 24 182 in.-kips Mf= Pw*am Sf= 2.382 in.^3 Sf=be*tf^2/6 fb= 10.15 ksi fb=Mf/Sf Fb= 45.00 ksi Fb=0.90*Fy fb<= Fb, O K. (continued) 2/20/2013 \\Avalanche\Jobs\U13R0049A\Design\spreadsheets\ Page 2 5:27 PM Monorail13 of 3 BWB A86 of 362 U13R0049A-SCOTT GALVANIZING "MONORAIL13.xls"Program Version 1.0 Bottom Flange Bending per CMAA Specification No.74(2004): (Note:torsion is neglected) Local Flange Bendin Stress @ Point 0: (Sign convention: +=tension,-=compression) 6xo= -8.56 ksi 6xo=Cxo*Pw/ta"2 6zo= 0.84 ksi 6zo=Czo*Pw/ta^2 Local Flange Bending Stress @ Point 1: 6x1 = 1.77 ]ksi 6x1 =Cx1*Pw/ta"2 6z1 =1 10.96 ksi 6z1 =Cz1*Pw/ta"2 Local Flange Bendin Stress @ Point 2: 6x2= 8.56 ksi 6x2=-6xo 6z2= 0.84 ksi 6z2=-6zo Resultant Biaxial Stress @ Point 0: 6z= 7.99 ksi 6z=fbx+fby+0.75*6zo 6x= -6.42 ksi 6x=0.75*6xo Txz= 0.00 ksi -rxz=0 (assumed negligible) 6to= 12.50 ksi 6to=SQRT(6x^2+6Z"2-6x*6z+3*Txz^2) <=Fb=0,66*Fy=33 ksi, O.K. Resultant Biaxial Stress @ Point 1: 6z= 15-58 ksi 6z=fbx+fby+0.75*6z1 6x= 1.33 ksi 6x=0.75*6x1 Txz= _ 0.00 _ k Txz=0 (assumed negligible) 6t1 = 14.96 Siksi 6t1 =SQRT(6x^2+6z^2-6x*6z+3*rXZ^2) <=Fb=0.66*Fy=33 ksi, O.K. Resultant Biaxial Stress @ Point 2: 6z= 6.73 ksi 6z=fbx+fby+0.75*6z2 6x= 6.42 ksi 6x=0.75*6x2 Txz= 0.00 ksi TxZ=0 (assumed negligible) 6t2= 6.58 ksi 6t2=SQRT(6x"2+6z^2-6x*6z+3*Txz^2) <=Fb=0.66*Fy=33 ksi, O.K. y �— tw Pw X Pw Z Point 2 Point 0 A$ -M--`tf Point 1 -1/ 14 bf 2/20/2013 \\Ava1anche\Jobs\U13R0049A\Design\spreadsheets\ Page 3 5:27 PM MonoraH13 of 3 BWB A87 of 362 U13R0049A-SCOTT GALVANIZING r1 Li C O R Project No.: U13R0049A Description: SCOTT GALV. BUILpINOS GROUP A DNISION OF NUCOR CORPORATION Engineer: Brooks Blackmer I Inrlerhnng Simple Span Crane Beam Analysis(RISC 13th Edition) Date: 2/20/2013 For W-shaped Underhung Per AISC 13th Edition ASD Manual and CMAA Spedfleation No.74 2004) Version:1.1(Date:02/23/11)By BJH Input: Spec: ASD RR(max)=28.51 kips L=25 ft. Lo=0 ft. Select: W18X119 x=11 ft Design Parameters: S=6 ft. Beam Fy= 50 ksi Beam Simple-Span, L= 25.0000 ft. W18X119 Unbraced Length, Lb= 25.0000 ft. Bending Coef., Cb= 1.00 Pv=32.4 kips Overhang Length, Lo= ft. Nomenclature Unbraced Length, Lbo= ft W18X119 Member Properties: Bending Coef., Cbo= A= 35.10 in.^2 Zx= 262.00 in.^3 Lifted Load, P= 15.000 Ton d = 19.000 in. ly= 253.00 in.^4 Hoist/Trolley Weight,Wt= 2.400 kips tw= 0.655 in. Sy= 44.90 in.13 Bridge Weight,Wb= 0.060 kips bf= 11.300 in. ry= 2.690 in. Vert. Impact Factor,Vi= 10 % tf= 1.060 in. Zy= 69.10 in.13 Lateral Force Factor, LFF= 20 % k= 1.460 in. J= 10.600 in 14 Total No.Wheel Pairs, Nw= 2 Ix= 2190.00 in.^4 Cw= 20300.0 in 16 Wheel Spacing, S= 6.0000 it Sx= 231.00 in^3 wt/ft. = 119.0 plf Wheel width,Ww= 1.125 in. Suggested a= 0.4375 in Support Reactions(kips): (no impact or overhang) Distance on Flange, a= 0.4375 in RpL= 2.98 =w/1000*L Override Max wheel Load, Pw 0.0000 kips RR(max) = 28.51 =Pw*(2-(S/L))(w/o impact) RL(min)= 1.20 =(Trolley+Bridge)/2(reaction at other side) P-long. = 3.24 =10%*Pw*Nw(w/o impact) P-Lat. =1 2.85 =Ph*(2-(S/L))(hort.load one side/wheel pair) Results: Parameters and Coefficients: Pv= 32.400 kips Pv= P+Wt+Wb/2(vertical load one side of bridge) Max wheel load-Pw= 17,820 kips/wheel Pw=Pv/Nw*(1+Vi/100)(load per wheel pair) Ph= 1.620 kips Ph=LFF*(P+Wt)/(2*Nw)(horizontal load one side/wheel pair) to= 1.060 in. to=tf (for W-shape) =_ 0.082 7,=2*a/(bf-tw) Cxo= -1.934 Cxo=-2.110+1.977*],+0.0076*eA(6.53*X) Cx1 = 0.463 Cx1 = 10.108-7.408*7 10.108*eA(-1.364*�.) Czo= 0.192_ Czo=0.050-0.580*k+0.148*eA(3.015*k) Cz1 = 2.416 Cz1 =2.230-1.490*X+1.390*eA(-18.33*?) Bending Moments for Sim le-S an: x= 11.000 ft, x= 1/2*(L-S/2)(location of max. moments from left end of simple-span) Mx= 181.66 ft-kips Mx=Pw/(2*L)*(L-S/2)A 2+w/1 000*x/2*(L-x) My= 15.68 ft-kips My=Ph/(2*L)*(L-S/2)A2 Lateral Flange Bending Moment from Torsion for Simple-Span: (per USS Steel Design Manual, 1981) e= 9.500 in e=d/2(assume horiz. load taken at bot.flange) at= 70.418 at=SQRT(E*Cw/(J*G)) , E=29000 ksi and G=11200 ksi Mt= 2.45 ft-kips Mt=Ph*e*at/(2*(d-tf))*TANH(L*12/(2*at))/12 X-axis Stresses for Sim pie-Span: fbx= 9.44 ksi fbx=Mx/Sx Lr= 34.28 ft (Eqn. F2-6, max.value of Lb for inelastic LTB) Fbx= 25.83 ksi Eqn. F2-2 Controls fbx-Fbx, O.K. (continued) BWB A88 of 362 U13R0049A-SCOTT GALVANIZING Y-axis Stresses for Sim pie-Span: fby bottom=1 8.38 ksi fby=My/Sy*2 fwns= 1.31 ksi fwns=Mt*12/(Sy/2)(warping normal stress) fby(total)= 9.69 _ksi fby(total)=fby+fwns Fby= 46.08 ksi Eqn. F6-1 Controls fby<=Fby, O.K. Combined Stress Ratio for Simple-Span: S.R. =1 0.576 1 Eqn. H2-1 : S.R. =fbx/Fbx+fby(total)/Fby S.R. <= 1.0, O.K. Vertical and Horizontal Deflection for Simple-Span: Vertical: Pvert. =Pw/Nw= 16.200 kips Phorz. =Ph= 1.620 kips Defl.(max)—Defl.(allow), O.K. Overt. (max)= 0.2693 in. Ahorz. (max)= 0.4383 in. Overt. (ratio)= L/1114_ Ahorz. (ratio)=_L/685 Horizontal: Avert. (allow)= 0.6667 in.(L/450) Ahorz. (allow)= 0.7500 in.(L/400) Defl.(max)—Defl.(allow), O.K. Bending Moments for Overhang, Mx=1 N.A. _ ft-kips Mx=(Pv/2)*(Lo+(Lo-(S/12)))+w/1000*LO^2/2 My=1 N.A. ft-kips My=(Ph/2)*(Lo+(Lo-S/12)) Lateral Flange Bending Moment from Torsion for Overhang: (per USS Steel Design Manual, 1981) e= N.A. in. e=d/2(assume horiz. load taken at bot. flange) at= N.A. at=SQRT(E*Cw/(J*G)) , E=29000 ksi and G=11200 ksi Mt= N.A. ft-kips Mt= Ph*e*at/(d-tf)*TANH(Lo*12/at)/12 X-axis Stresses for Overhan : fbx= N.A. ksi fbx=Mx/Sx Lr= N.A. ft (Eqn. 172-6, max.value of Lb for inelastic LTB) Fbx= N.A. ksi Eqn. F2-2 Controls Y-axis Stresses for Overhan : fby= N.A ksi fby=My/Sy fwns= N.A. ksi fwns=Mt*12/(Sy/2)(warping normal stress) fby(total)= N.A. ksi fby(total)=fby+fwns Fby= N.A. k,i Eqn. 176-2 Controls Combined Stress Ratio for Overhang: S.R. = N.A. S.R. =fbx/Fbx+fby(total)/Fby Vertical Deflection for Overhang: (assuming full design load, Pv without impact, at end of overhang) Pv=LN.A. kips Pv= P+Wb/2+Wt(without vertical impact) Amax)= in. A(max)= Pv*Lo^2*(L+Lo)/(3*E*I)+w/12000*Lo*(4*Lo^2*L-L^3+3*Lo^3)/(24*E*I) A(ratio)= A(ratio)=Lo*12/A(max) A(allow)= in. A(allow)=Lo*12/450 Bottom Flange Bendin sim lified): be= 12.720 in. Min, of: be= 12*tf or S(effective flange bending length) am= 4.923 in. am =(bf/2-tw/2)-(k-tf) (where: k-tf=radius of fillet) Mf= 43.859 in.-kips Mf=Pw/2*am(Pw/2 since ea.Wheel location has a wheel on ea.Side of web. Sf= 2.382 in.13 Sf=be*tf^2/6 fb= 18.41 ksi fb=Mf/Sf Fb=1 45.00 ksi Fb=0.90*Fy fb — Fb, O K. (continued) BWB A89 of 362 U13R0049A-SCOTT GALVANIZING Bottom Flange Bending per CMAA Specification No. 74(2004): (Note:torsion is neglected) Local Flange Bending Stress Point 0: (Sign convention:+=tension,-=compression) axo= -15.34 ksi axo=Cxo*(Pw/2)/taA2 azo= 1.52 ksi azo=Czo*(Pw/2)/taA2 Local Flange Bending Stress @ Point 1: ax1 = 3.67 ksi ax1 =Cx1*(Pw/2)/ta^2 az1 =1 19.16 ksi az1 =Cz1"(Pw/2)/ta^2 Local Flange Bending Stress @ Point 2: ax2= 15.34 ksi ax2=-axu az2= -1.52 ksi az2=-azo Resultant Biaxial Stress @ Point 0: fbxo= 9.436914 fbxo=Mx*(d/2)/Ix=Mx/Sx fbyo= 0.243592 fbyo=My*(tw/2)/ly az=L26.65 ksi az=fbx+fby+0.75*azo ax= ksi ax=0.75*axo Txz= ksi Txz=0 (assumed negligible) ato= ksi ato=SQRT(ax^2+az^2-ax*az+3*Txz"2) <=Fb=0.66*Fy=33 ksi, O.K. Resultant Biaxial Stress @ Point 1: fbx1 = 9.436914 fbx1 =Mx*(d/2)/Ix=Mx/Sx fby1 = 3.877012 fby1 =My*(bf/2-a)/ly az= 32.19 ksi az=fbx+fby+0.75*az1 ax= 2.75 ksi ax=0.75*ax1 Txz= 0.00 ksi zxz=0 (assumed negligible) at1 = 30.90 ksi at1 =SQRT((5x^2+az^2-ax*az+3*Txz^2) <=Fb=0.66*Fy=33 ksi, O.K. Resultant Biaxial Stress @ Point 2: fbx2= 8.401181 fbx2=Mx*(d/2-tf)/Ix fby2= 0.243592 fby2=My*(tw/2)/ly az=L14.79ksi 6 68 ksi az=fbx+fby+0.75*az2 ax= 1.51 ksi ax=0.75*ax2 Txz= 0.00 ksi Txz=0 (assumed negligible) at2= at2=SQRT(ax^2+az^2-(7x*az+3*Txz^2) <= Fb=0.66*Fy=33 ksi, O.K. Y +— tw Pw X Pw Z Point 2 Point 0 e tf Point 1 —,/ do bf BWB A90 of 362 n U C O R Project: _ems. S�gp , fl�1�$ ` ¢NIA Sheet of I BUILDING SYSTEMS - UTAH, LLC J n ` Date 'T 5 gy P.O. Box 907 1050 No. Watery Lane Brigham City, UT 84302 Job Number: l)I��tXL�'jg/� 0 U 1 od i I 61 D�l 19.65 KIPS I jq.�s• '�'P s I CC CC � I I ` I �_ i Ste—,�..�-4—�•---i j _ N-75 �l a = 19 G 5 Seeavn co! �us�n Ms �3y �6 J = ii .1 BWB — A91 of 362 y-1 = it 7'`10 Nucor Building System! monorail roof beam Page: Of: Design Calculations point load to bel OF A-SCOTT GALVANIZI149: Date: 2/19/2013 Check: Date: Rev.: Date: a b c model art, �\ -r• -r• r r r Partially Distributed Uniform ws &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P P 19.6500 0.0000 Point Load(+),P(kips) 1= P2= 19.6500 6.0000 P3= Uniform Load(+) w(klfl Pq= P5— Span=L P6 P7= 13 p8— tipan: 18.5000 Feet Py= P10= piI= P12= Full Span Uniform Loads Linear and Partially Distributed Unifomt Loads P13= w(klf) ws(0) we(k1f) a(ft) b(ft) P14= w1= 11 = P1s= w2= 12= P16= w3= 13= P17= wq= Iq= P18— w5= 15= P19= 16= P20= End Reactions(Kips) RA= 32.93 RB= 6.37 ShewEnvelopc(Kips) Vmax— 32.93 Vmin— -6.37 Moment Envelope(Ft-Kips) MA= 0.0000 MB— 0.0000 Minterior�ff+�— 79.5825 Minterior 0.0000 BWB A92 of 362 Pin-Pin Simple Span Beam: Input Nucor Building Systems monorail roof beam Page: '"EM Of Design Calculations point to fi986R )Wj' IT GALVANI ING By: Date: 2/19/2013 Check: Date: Rev.: Date: X b � Point Load(+), P(Kips) Uniform Load(+) w(klo Span=L i1 13 End Conditions: Pin @ Support A Pin @ Support B End Reactions: RA= 32.93 Kips RB= 6.37 Kips Shear Envelope: Vmax= 32.93 Kips Vmin= -6.37 Kips Moments: MA= 0.00 Ft-Kips MB= 0.00 Ft-Kips Minterior (+)= 79.58 Ft-Kips Minterior I(-) = 0.00 Ft-Kips Equivalent Uniform Load to obtain Maximum Moment= 1.861 Kips/ft BWB A93 of 362 Pin-Pin Simple Span Beam: Output Nucor Building Systems monorail roof beam Page: Of. Design Calculations point lo ���. i GALVANIZING By: Date: 2/19/2013 _ Check: Date: Rev.: Date: Shear and Moment Diagrams End Conditions: Pin @ Support A Pin @ Support B I Shear Diagram: V(x) 40.00 30.00 j i 1 i i i j 20.00 Cd } 10.00 I 3 i a� c � 0.00 L L -j 1 i -10.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 Distance Along Member(Feet) Moment Diagram: M(x) 80.00 - a 60.00 u. c 40.00 0 20.00 - E a� 0.00 /. . . . . . . . . 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 Distance Along Member(Feet) BWB A94 of 362 Pin-Pin Simple Span Beam: Output " KJ C 0 FQ U13R0049A-SCOTT GALVANIZING Spreadsheet Revision Number; 3.4 B U/L_O I N G SYSTEMS GROUP Latest Revision Date: 9/1 1/2012 A DIVISION Of NUCOR CORPORATION BEAM-COLUMN S.S. (AISC 13th Edition) Project No. : U13R0049A Description: SC077 GALVANIZING NIAIN RFPOKII:DF,9.10N S(ii41MARY Engineer: BROOKS BLACKMER Date: 3/4/2013 (J.\ERAL INFORMATION F125450so an and Loa din Conditions (ENTER DATA'11V 45RAYSHADED CELLS!) roof mono roof beam rs2 Remarks Member Length Lt,,t It. 25.0_0 Assumes Lbx=L Unbraced Length-Minor Lb,. ft. 12.50 Consideration of Tension Fie/d Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2. Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor Kx 1.000 1.000 1.000 1.000 ---• --------- ---------- -- ...-.... ............ Ky Factor K. 1.000 1.000 1.000 1.000 Kz Factor K, 1.000 1.000 1.000 1.000 <= See cell comment SECT/ON GEOMETRY outside flange(OF) Select Wide-flange or Built-up Section: BU BU None None --Yaxis bf--1, Section Description: BU24x42 BU24x42 - -- ,- Enter WF-Section: Total Depth d in. 24.250 24.250 - tof Web Thickness t„ in. 0.188 0.188 - - Outside Flange Width b.r in. 8.000 8.000 _ _ x-axis d ----- - - ............. - - - --_----- - ------------ ---------- tw Outside Flange Thickness for in. 0.500 0.500 - - Inside Flange Width b,r in. 8.000 8.000 -- -- Inside Flange Thickness fir in 0.500 0.500 - r- -l if MATERIAL INFORMATION inside flange(IF) b if Material Strength F, ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29.000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength F,.r ksi 55 55 55 55 Web Yield Strength F,,," ksi 55 55 55 55 Ultimate Strength F ksi 70 70 70 70 APPLIED LOADS ❑ Applied I-Dading includes second order effects. Factor of Safety(Allowable Stress Factor) Sr 1.000 1.000 1.000 1.000 Axial (compression=>+pos., tension=>-lies.) Pa kips 6.400 6.400 Shear(absolute value) V, kips 13.476 11.790 Major Axis(x-axis) Moment(outside flange in compression=>+pos.) M, ft-kiL 134.760 117.900 Shear(absolute value) V, kips Minor Axis(y-axis) Moment(absolute value) M, ft-ki Desi n Results: ASD OK OK - -- Remarks FAS D Combined Strength Ratio CSR 0.582 0.511 -- Eq,1-11-la or I'll-lb Shear Strength Ratio(x-axis) V,/V,,- 0.604 0.529 -- Major Axis(x-axis) D Shear Strength Ratio(y-axis) V„/V�, 0.000 0.000 - Minor Axis(y-axis) Deflection Results (Major-axis) OK OK Remarks Deflection Limits(about x-axis) L/650 L/650 L/150 L/l50 Limits as numerals(i.e 360=L/360) ------------- ivlaxirrrum Deflection(about x-axis) A in. 0.462 in. 0.462 in. 0.000 in. 0.000 in. W Member Deflection(about x-axis) A,_;,,s in. 0.395 in. 0.345 in. - -- A-;,x,.I A,,,,, Deflection Results (Minor-axis) OK OK - Remarks Deflection Limits about axis L/800 L/800 L/150 L/150 limits as numerals(i.e-360=7,60) (< ) Maximum Deflection(about y-axis) �� in. 0.188 in. 0.188 in. 0.000 in. 0.000 in. Member Deflection(about y-axis) A,_,,;, in. 0.000 in. 0.000 in. -- -- Ay-<<A, BWB A95 of 362 Page 1 of 1 Main Report U13R0049A-SCOTT GALVANIZING N U C R Project No.: U 13R0049A B U 1 L v 1 N G s G F2 O u e Description: SCU fT GALVANIZ,ING A DIVISION OF NvcoR CORPORATION Engineer• BW B Concentrated Load Checks(AISC 13th Edition) Date: 2/19/2013 parAISC Steel Construction Manual(13th.Edition)-Section.J10 Version: 1.6(Date:01/25/1])By KA W DESIGN SUMMARY: GENERAL INFORMATION: Design Method,(ASD/LRFD): A'SD Beam Description: ROOF R60_F ROOF Load Description: BEANI BEAM BEAU APPLIED LOADS: San and Loading Conditions Remarks Select Concentrated Load Type: Ten. Ten. I _Ten. Mom. Allowable Stress _Ratio.ASR: I.C6 Loo 1.00 1.00 Concentrated Force: R� kips 32.93 22.46 19.65 Bearing Length: N in. 4.0 4.0 4.0 Distance fi-om Member End: de in. 0.0 _ 0.0_ __0._0 _ <= See cell comment Unbraced Length: / ft. 15.0 15.0 15.0 Comp.Flg.Restrained Against Rotation: Flkl-SI'. FA1.�L FALSE 1_kL,L SECTION GEOMETRY: Remarks Select Wide-flange or Built-up Section: ISI BI_ Ndt1e y-axis bf Section Desi ation: BU19x45 10,.>4 BU I x39 Web Depth:(wr=Toi.J Dplf,.d) d, in. 17.75 _18.0 18.0 - If Web Thickness: t in. 7 0.1$8 (1.188 0.188 — --- ---- - Flange Width: b� in. —. 8.0 8.0 8.0 ` " ` -- rl«, d tw Flange Thickness: tf in. 0.625� 0.5 0.5 Material YicId Strength: F ksi. >> 55 55 55 Elastic Modulus: E` in. 29.000 29.000 29.000_ 29,000 � 1 tf ShcarModulus: G in. II."H) II.?i)li 11.200 11.200 bf STIFFENER GEOMETRY: (FOR DESIGN) OK OK OK Off Remarks Stiffener Designation: None None None None J J Stiffener Width: bs in. -- -- -- W Stiffener Thickness: is in. -- - -- FwogJFWDq Stiffener Yield Strength: ^F,S ksi. -- - -- -- FWS3 Stiffener Strength Ratio: SR 0.000 0.000 0.000 0.000 Weld Strength Ratio: SR -- -- -- -- FWD3 FWD3 FWD3 FWD3 <=Select Weld Size WARNINGS, Stiffener NOT Required. _ X Note: Partial Depth Stiffener Regtured. Lateral brace may be substituted Full Depth Stiffener. (Re aired or O tional for full depth stiffeners. Thicker Web Req'd,or Doubler Plates Req'd. :x Lateral bracing shall be provided Full Stiffener Req'd at Unfi-amcd Beam End_ — Y X x at both Ilanges. Larger Stiffener Required by Design. DESIGN RESULTS Uh OA 0h Flange Local Bending: 0.819 0.873 0.764 Web Local Yielding: 0.794 0.571 0.500 Web-Crippling: -- -- -- Web Sidesway Buckling: Web Compression Buckling: -- - Web Panel Zone Shear: -- BWB A96 of 362 U13R0049A-SCOTT GALVANIZING NBS Crane Beam Design Page 1 Version 2012.07.06 Date 1-Mar-2013 Copyright Nucor Building Systems, 2012 Design Report for project: CB1 Input Crane Information ----------------------- Crane Description 15 TON CRANE Operation Pendant Operated Rail Weight 60.00 lb/yd Strong (x) and Weak (y) Axis Spans 25.00 ft, 25.00 ft Beam End Bearing Length 0.25 in Bridge Span 70.00 ft Vertical impact factor 10.0% Lateral force as . of load + trolley 20.0. AISE longitudinal force . of wheel loads 10.0% CMAA/MBMA service class D AISC fatigue loading condition 3 Design Specification AISC 2005 Lifted Bridge Hoist & Num. Vert. load Horiz. Load Wheel Sep. between Crane Load Weight Trolley Wheels per Wheel per Wheel Base cranes (tons) (lbs) (lbs) (per end) (lbs) (lbs) (ft) (ft) I 15.0 43600 3400 2 22020 1670 15.00 ------ Min Side Clearance (in) Min Vertical Clearance (in) Crane (from center of rail) (from top of rail) 1 10.00 48.00 Maximum Girder Force Information - NO DEAD LOAD ADDED -------------------------------- No. Wheels Dist, from Corr. Left on beam left supp. Reaction Max. Mx w/ impact = 151.39 k-ft 1 12.50 ft 12.11 k Max. Mx no impact = 137.62 k-ft 1 12.50 ft 11.01 k Max. My = 10.44 k-ft 1 12.50 ft 0.84 k Max. Shear w/ imp.= 33.91 k Max. Shear no imp.= 30.83 k Max. Column Load no impact = 30.83 k Minimum Ix = 1423.71 in'4 for deflection L / 800 Minimum Iy 53.99 in^4 for deflection L / 400 BWB A97 of 362 U13R0049A-SCOTT GALVANIZING NBS Crane Beam Design Page : 2 Version 2012.07.06 Date : 1-Mar-2013 Copyright Nucor Building Systems, 2012 Design Report (Cont'd) for project: CB1 Crane Girder Stress Information - DEAD + LIVE + IMPACT ------------------------------- Crane Girder W21X48+C12X25 Fy_ch = 50.0 ksi, Fy_bm = 50.0 ksi Wide Flangc: stock item Channel: stock item Mill cost per runway, per span $1167.99 Warehouse cost per runway, per span $1405.24 Mx (with vertical impact + dead load) = 158.65 k-ft Ix = 1447.87 in'4 Iy_top = 163.33 in^4 Sx_top = 199.54 in^3 Sy-top = 27.22 in'3 Sx bot = 105.45 in'3 Ybar = 13.73 in Zx = 141.22 in'3 Zy top = 36.52 in'3 Shear Stress: fv = 4.77 ksi Fv = 20.00 ksi -ok- Bending Stress: fbx top = 9.54 ksi Fbx = 21.18 ksi -ok- fbx bot = 18.06 ksi Ft = 24,00 ksi -ok- fby_top = 4.60 ksi Fby =_ 40.17 ksi -ok- Combined Stress Ratio = 0.565 Cb = 1.32 -ok- Maximum wheel load with impact for sidesway web buckling = 34.4 kips -ok- Deflections: Vertical = 0.369 in Horizontal = 0.248 in (L / 800 = 0.375 in) (L / 400 = 0.750 in) -ok- End Bearing: Endplate Design --> Use a 10.0" x 3/81, full depth, 36.0 ksi yield, endplate. Weld: Vertical 3/16" fillet, continuous on both sides of beam web. Horizontal CJP1, complete joint penetration weld, top and bottom. Bearing Stiffener Design --> Use a pair of 4.0" x 3/8" full depth, 36.0 ksi yield, bearing stiffeners. Weld: Vertical 3/16" fillet, continuous on both sides. Horizontal CJP1, complete joint penetration weld, top and bottom. Weld Design: Shear flow (q) = 1.13 k/in Q = 48.377 in'3 ----------- Allowable weld shear stress = 9.5 ksi Use a 3/16 in. weld 5.4 in. long - 12.0 in. on center. Weld 12.0 in. cont. each end. Maximum Column Reactions (kips) ------------------------------- Dead Live Vert Live Vert Crane Side Vert w/o impact w/ impact Lateral Longitudinal 1 1 2.3 30.8 33.9 2.3 4.4 2 2.3 16.9 18.6 2.3 4.4 Crane Aux. Column Design Data (No Impact) : ------------------------------------------ Caused By V 1 V r dV P Left Wheel Pos. No. of Wheels Case Causing Crane (k) (k) (k) (k) (from left, ft) Involved ---------------- --------- ----- Max. Axial 1 30.83 0.00 30.83 30.83 10.00 2 Max. Col. Moment 1 30.83 0.00 30.83 30.83 10.00 2 BWB A98 of 362 U13R0049A-SCOTT GALVANIZING NBS Crane Beam Design Page 1 Version 2012.07.06 Date 1-Mar-2013 ° Copyright Nucor Building Systems, 2012 Design Report for project: CB3 ------------------------- ------------------------- Input Crane Information ----------------------- Crane Description (2) 15 TON CRANES Operation Pendant Operated Rail Weight 60.00 lb/yd Strong (x) and Weak (y) Axis Spans 25.00 ft, 25.00 ft Beam End Bearing Length 0.25 in Bridge Span 70.00 ft Vertical impact factor : 10.0% Lateral force as o of load + trolley 20.0% AISE longitudinal force . of wheel loads 10.00 CMAA/MBMA service class ; D AISC fatigue loading condition 3 Design Specification AISC 2005 Lifted Bridge Hoist & Num. Vert. load Horiz. Load Wheel Sep. between Crane Load Weight Trolley Wheels per Wheel per Wheel Base cranes (tons) (lbs) (lbs) (per end) (lbs) (lbs) (ft) (ft) 1 15.0 43600 3400 2 22020 1670 15.00 ------ 2 15.0 43600 3400 2 22020 1670 15.00 10.00 Min Side Clearance (in) Min Vertical Clearance (in) Crane (from center of rail) (from top of rail) 1 10.00 48.00 2 10.00 48.00 Maximum Girder Force Information - NO DEAD LOAD ADDED -------------------------------- No. Wheels Dist. from Corr. Left on beam left supp. Reaction Max. Mx w/ impact = 151.39 k-ft 1 12.50 ft 12.11 k Max. Mx no impact = 176.16 k-ft 2 5.00 ft 26.42 k Max. My = 10.44 k-ft 1 12.50 ft 0.84 k Max. Shear w/ imp, 33.91 k Max. Shear no imp.= 35.23 k Max. Column Load no impact = 44.04 k Minimum Ix = 1822.34 in'4 for deflection L / 800 Minimum Iy = 53.99 in^4 for deflection L / 400 BWB A99 of 362 U13R0049A-SCOTT GALVANIZING NBS Crane Beam Design Page 2 Version 2012.07.06 Date 1-Mar-2013 0 Copyright Nucor Building Systems, 2012 Design Report (Cont'd) for project: CB3 Crane Girder Stress Information - DFAT) + T,TVF + IMPACT ------------------------------- Crane Girder W24X55+C12X20.7 Fy_ch = 50.0 ksi, Fy_bm = 50.0 ksi Wide Flanye: sLuc:k 1Lem Channel: stock item Mill cost per runway, per span $1203.37 Warehouse cost per runway, per span $1449.39 Mx (with vertical impact + dead load) = 183.64 k-ft Ix = 1927.48 in'4 Ty_t.op = 143.50 in'4 Sx_top = 214.84 in'3 Sy-top = 23.92 in^3 Sx_bot = 129.27 in^3 Ybar = 14.91 in Zx = 178.01 in^3 Zy_top = 31.80 in^3 Shear Stress: fv = 3.86 ksi Fv = 17.96 ksi -ok- Bending Stress: fbx top = 10.26 ksi Fbx = 23.78 ksi -ok- fbx bot = 17.05 ksi Ft = 24.00 ksi -ok- fby_top = 5.24 ksi Fby = 39.81 ksi -ok- Combined Stress Ratio = 0.563 Cb = 1.19 -ok- Maximum wheel load with impact for sidesway web buckling = 29.2 kips -ok- Deflections: Vertical = 0.355 in Horizontal = 0.282 in (L / 800 = 0.375 in) (L / 400 = 0.750 in) -ok- End Bearing: Endplate Design --> Use a 8.0" x 3/8" full depth, 36.0 ksi yield, endplate. Weld: Vertical 3/16" fillet, continuous on both sides of beam web. Horizontal CJP1, complete joint penetration weld, top and bottom. Bearing Stiffener Design --> Use a pair of 3.0" x 3/8" full depth, 36.0 ksi yield, bearing stiffeners. Weld: Vertical 3/16" fillet, continuous on both sides. Horizontal CJP1, complete joint penetration weld, top and bottom. Weld Design: Shear flow (q) = 0.92 k/in Q = 50.387 in'3 ----------- Allowable weld shear stress = 9.5 ksi Use a 3/16 in. weld 4.4 in. long - 12.0 in. on center. Weld 12.0 in. Cont. each end. Maximum Column Reactions (kips) ----------------- Dead Live VerL Live VerL Crane Side Vert w/o impact w/ impact Lateral Longitudinal 1 1 2.4 30.8 33.9 2.3 4.4 2 2.4 16.9 18.6 2.3 4.4 2 1 2.4 30.8 33.9 2.3 4.4 2 2.4 16.9 18.6 2.3 4.4 1 & 2 1 2.4 44.0 44.0 1.7 4.4 2 2.4 24.2 24.2 1.7 4.4 Crane Aux. Column Design Data (No Impact) : ------------------------------------------ Caused By V 1 V r dV P Left Wheel Pos. No. of Wheels Case Causing Crane (k) (k) (k) (k) (from left, ft) Involved ---------------- --------- --^-- ------ ------ ------ --------------- ------------- Max. Axial Both 35.23 8.81 26.42 44.04 0.00 4 Max. Col. Moment 1 30.83 0.00 30.83 30.83 10.00 2 BWB A100 of 362 U13R0049A-SCOTT GALVANIZING Vertical Crane Dimensions Version 1.2 Engineer: BWB Job Number: U13R0049A Date: 3/4/2013 INPUT ALL VALUES IN FEET Top Running Crane Dimensions A-Min.Clear from Top of Rail 4.0000 ft B-Top of Rail to F.F. 1 37.0000 ft. C-Rail Type 60 m/yd D-Channel Size C12X25 • E-Crane Beam Size W21M F-Bracket Depth eU2447 G-Bottom of Bracket to F.F. 32.8778 ft. A H-Top of Rail to Top of Bracket 2.1223 ft. I-Top of Bracket to F.F. 34.8778 ft. c J-Clear from Finished Floor 41.0000 ft. H 0 � � Rail Height 4.2500 in. B Channel Thickness 0.3870 in. F Beam Depth 20.8300 in. I II I G I II I II d I_J71__I If r Top of Channel To F.F. 36.6458 ft. Beam+Channel Total Depth 21.2170 in. BWB A101 of 362 N co co O N O Q -------------4------------------- ' -- Cl) I a p I N I O I II II N i 11 I r cri n II m II Ii c c 0 CD o ❑ I II II . oO O O II II� N <-o ■ I C� It---11---- � � V !w I II f �__Ti I II LL----U _ 0 I � a N Q U L U N Q o O ❑ U Y cV U C7 H O Q C7 ❑ O ❑ Q aI UCD O y m U •• rn L > E o O 0 O Z w O 4-0 MEMBER U fl O W U I.� U u ---�---- c c cCD II I C$ - 0 0 CD 1 �1� I II tl CDP I II II •• I m II II 1 11 II d t n u c I N I � cl I Q W WL--- --- -- --1 ---------- -- W T J � N _0 L U c O (n c m W Q m U U13R0049A-SCOTT GALVANIZING V C M F:Z Project No. U13R0049A B U I L D I N G SYSTEMS Description: SCOTT GALVANIZING A DIVISION OF NUCOA CORPORATION Engineer: BWB Crane Bracket(RISC 13th Ed.) Date: 3/4/2013 RefAISC 1311r Ed. Version: 1.3(Date:08/17/09)By PI Crane Bracket: BU2447 q Crane Class: D Override Bracket Stiffener: _F3.38 Override Column Stiffener: F4.38 Vertical DL (kips): 2.4 Column Depth (in.): 41 Vert. LL w/Impact(kips): 44 Column bf(in.): 10 Crane Bracket Wt. (k/ft.): 0.0468 Column tf-left (in.): 0.375 Column tf-right (in.): 0.375 CL of Rail to Col.Face (in.): 10 Column tw (in.): 0.22 Crane Beam Flg. Width (in.): 8.14 Column Fy (ksi): 55 Column Shear(kips): 44.36 Crane Brackets on Both Sides of Column? Bottom of Bracket Occurs at a distance less than 1/2 of the Column Depth from the end of the Column? Loading Requirements Mreq (ft.-kips): 38.7 Req'd Bracket Stiffener Force (kips): 24.1 Vreq (DL+LL) (kips): 46.4 Req'd Column Stiffener Force (kips): 0.0 Vrcq (1,1.) kips: 44.0 Bracket Flange Force (kips): 20.4 Stress Ratios Bracket M: 0.11 Bracket Stiffener Areq/Ast: 0.30 Bracket V: 0.87 Bracket Flange CJP Weld Check(Strength): 0.16 Bracket MN: 0.87 Bracket Flange CJP Weld Check(Fatigue): 0.23 Bracket Shear Flow (Strength): 0.31 Column Stiffener Areq/Ast: 0.00 Bracket Shear Flow (Fatigue): 0.20 Column Shear: 0.43 BWB A103 of 362 U13R0049A-SCOTT GALVANIZING Design Requirements .......................................................................................................................................................................................................................................................................... 10, W9> W3 W8 \ W5 • / � � R ��__ � <W4 . 1"Max. W1 \� <W2 :.......................................................................................................................................................................................................................................................................... Bracket Stiffener: F3.38 Column Stiffeners: F4.38 Req'd Weld Callout Weld Comments W1 (Column Figs. To Col. Web): FWS3 Nucor Std.(No Design Chks Done) W2 (Column Stiffener to Web): FWB3 Nucor Std.Weld OK W3 (Bracket Fig. To Column Fig.): CJP Nucor Std.Weld OK W4 (Bracket Stiffener to Fig.): FWS3 Nucor Std.(No Design Chks Done) W5 (Bracket Stiffener to Web): FWS3 Weld Design OK W6 (Bracket Web to Column Fig.): FWS4 Weld Design OK W7 (Col Stif/Bracket Fig.): FWD4 Nucor Std.(No Design Chks Done) W8 (Col. Stiffener to Unloaded Fig.): FWD4 Nucor Std.(No Design Chks Done) W9 (Column Stiffener to Fig.): FWD4 Non-Std,Weld Req'd Notes: 1)Welds W 1,W4,W7,and W8 are Nucor standard welds. Design checks have not been done for these welds,and it is not required to call these out to detailing. Note that for brackets on both sides of the column that W8 becomes W9 at the top and W7 at the bottom. 2)f'or welds W2, W3,and W9 the Nucor standard welds are FW133,UP,and FWD3 respectively. Design checks have been done on these welds,and an alternate weld is called out if required. 3)The most econmical weld is designed and called out for welds W5 and W6. 4)Note the the bracket stiffener is cut 1" short as a standard.and that tension field action is therefore not used in the shear check of the bracket. 5)F WD5 does not work for this weld. Try increasing the stiffeners width. 6) The use of no bracket stiffeners is generally not recommended for the following reasons. First,if stiffenners are not used, weak axis flange bending results,and this could lead to fatigue issues in the web to flange weld in the bracket. Second, it is generally accepted that the use of bracket stiffeners eliminates the need to check torsion on the bracket and its associated connections. If stiffeners are not used. torsion may become and issue,and this spreadsheet is not set-up to check torsional stresses. BWB A104 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job N: U13ROO49A Job Name Scott Galvanizing Frame FRAME LINES 11-15 MAIN Date 2/20/2013 Designer BWB File Fll.nfr App Version 2013.6.3.1 ;-R A M E D E S C R I P T I O N Frame type RCG Frame width 80.00 Ft. Bay width 25.00 Ft. LEFT RIGHT Dim to ridge 40.00 Ft, 40.00 Ft. Roof slope 1.00/12 -1.00/12 Eave height 46.67 Ft. 46.67 Ft. Girt offset 8.00 In. 8.00 In, Typ. Girt spacing 6.50 Ft. Purlin offset ; 8.00 In. 8,00 Inc Typ. Purlin spacing: 5.00 Ft. Col. spacing 80.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace it Y Y Y Y Y Flange Brace 0 0 1 2 2 Location (ft): 7.5 1..0 20.2 26.5 32.9 3�.7 WP2 Girt Brace N Y Y Y Y Y Flange Brace : 0 0 1 2 2 2 Location (ft): 7.5 11.0 20.2 26.5 32,e )9.7 Other Braces: Column COL01 COL02 Left Brace Y Y Right Brace Y Y Location (ft): 34.9 34.9 -------------------- L O A D I N G C O N D I T I O N S Building Code & Year IBC 2009 Occupancy Classification :- II-Standard Buildings AISC Specification 2005 AS L O A D S (Psf) Roof Dead load 4.00 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 95.00 Mph Exp. : C Wind pressure 16.95 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 c3c C4 W1R 0.950 0.000 -0.190 0.180 0.000 0.260 W1L 0.260 0.000 0 .180 -0.140 0.000 Oi.950 W2R -0.150 0.000 -1.240 -0.920 0.000 -0.840 W2L -0.840 0.000 -0.920 -1.240 0.000 -0.150 W5B 0.100 -0.520 -0.140 -0.140 0.000 0.100 W5F 0.100 0,000 -0.140 -0.140 -0.520 0..100 W6B -1.000 -1.620 -1.240 -1.240 0.000 -1.000 W6F -1.000 0.000 -1.240 -1.240 -1,620 -1.000 W7B 0.100 0.020 0.180 0.180 0,000 0.100 W7F 0.100 0,000 0.180 0.180 0.020 0:100 wee -1.000 -1.080 -0.120 -0.920 0.000 -1.000 WeF -1.000 0.000 -0.920 -0.120 -1.080 -1.000 Tributary Widths Panel Trib. Width (ft) WP1 25.00 WP2 25.00 RP1 25.00 RP2 25.00 ----•----------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Kit Ft. Ft. RDL RP1 -0.100 -0.100 0.000 90,000 P.DL RP2 -0.100 -0.100 40000 80,000 COL RP1 -0.075 -0.075 0..000 40.000 BWB A105 of 362 U13R0049A-SCOTT GALVANIZING COL RP2 -0.075 -0.075 40.000 60.000 SL RP1 -0.525 -0.525 0.000 40.000 SR RP2 -0.525 -0.525 40.000 60,000 UOS RP1 -0.625 -0.625 0.000 40,000 UOS RP2 -0,625 -0.625 40.000 60.000 RLL RP1 -0,500 -0.500 0,000 40.000 RLR RP2 -0.500 -0.500 40.000 80.000 W1R RP1 -U.U59 -U.US9 U.Dun 9U,000 WlR RP2 0.076 0.076 40.000 60,000 W1R WP1 0.403 0.403 0,000 46.667 W1R WP1 0:636 0.636 46.667 46,670 W1R WP2 -0.110 -0.110 O.000 46.bb/ W1R WP2 0.424 0.424 46.667 46.670 W1L RP1 0.076 0.076 0.000 40,000 W1L RP2 -0,059 -0.059 40.000 80,000 W1L WP1 0.110 0.110 0.000 46.667 W1L WP1 -0.424 -0.424 46,667 96.671 W1L WP2 -Op903 -0.403 0.000 96.667 W1L WP2 -0.636 -0.636 46.667 16.670 W2R RP1 -0,525 -0,525 0,000 40.000 W2R RP2 -0.390 -0.390 40.000 80.000 W2R WP1 -0.064 -0.064 0.000 46.667 W2R WP1 0.636 0.636 46.667 46.670 W2R WP2 0.356 0.356 0.000 46.667 W2R WP2 0.424 0.424 46.667 46.670 W2L RP1 -0.390 -0.390 0.000 40.000 W2L RP2 -0.525 -0.525 40.000 80.000 W2L WP1 -0.356 -0.356 0.000 46.667 W2L WP1 -0.424 -0.424 46.667 46.670 W2L WP2 0.064 0.064 0.000 46.667 W2L WP2 -0.636 -0.636 46.667 46.670 WSB RP1 -0.059 -0.059 0.000 40.000 W5B RP2 -0.059 -0.059 40.000 80.000 W5B WP1 0.092 0.042 0.000 46.667 W5B WP1 -0.424 -0.424 46.667 46.670 W58 WP2 -0.042 -0.042 0.000 46.667 W5B WP2 0.424 0.424 46.667 46.670 W5F RP1 -0.059 -0.059 0,000 40.000 W5F RP2 -0.059 -0.059 40.000 80.000 W5F WP1 0.042 0.042 0.000 46.667 W5F WP1 -0.424 -0.424 46.667 46.670 W5F WP2 -0.042 -0.042 0.000 46.667 W5F WP2 0.424 0.424 46.667 46.670 W6B RP1 -0.525 -0,525 0.000 40.000 W6B RP2 -0.525 -0,525 40.000 80.000 W6B WP1 -0.424 -0.424 0.000 46.667 W6B WP1 -0.424 -0.424 46.667 46.670 W6B WP2 0.424 0.424 0.000 46.667 W6B WP2 0.424 0.424 46.667 46.670 W6F RP1 -0.525 -0.525 0.000 40.000 W6F RP2 -0.525 -0.525 40.000 80.000 W6F WP1 -0.424 -0.424 0.000 4 6.667 W6F WP1 -0.424 -0.429 46.667 46.670 W6F WP2 0.424 0:924 0.000 46.667 W6F WP2 0.424 0.924 46.667 46.670 W7B RP1 0.0 76 0.076 0.000 40.000 W78 RP2 0.0 76 0.076 40.000 80.000 W7B WP1 0.092 0.092 0.000 46.667 W7B WP1 -0.424 -0.929 46.6670 46.670 W7B WP2 -0.042 -0.092 0.000 46.667 W7B WP2 0.424 0.424 46.667 46.670 W7F RP1 0.076 0.076 0.000 40.000 W7F RP2 0.076 0.076 40.000 80.000 W7F WP1 0.B42 0.042 0.000 46.667 W7F WP1 -0.424 -0.424 46.667 46.670 W7F WP2 -0.042 -0.042 0.000 46.667 W7F WP2 0.424 0.424 46.667 16.670 W8B RP1 -0.390 -0.390 0,000 40.000 W8B RP2 -0.390 -0.390 40.000 80.000 W8B WP1 -0.424 -0.121 0.000 46.667 W8B WP1 -0.424 -0,924 96,667 46.670 W8B WP2 0.424 0,929 0.BOO 96.667 W8B WP2 0.429 0.424 46.667 46.670 W8F RP1 -0.390 -0.390 0,000 40.000 W8F RP2 -0.390 -0.390 40.000 80.000 WBF WP1 -0.424 -0.424 0,000 46.667 W8F WP1 -0.924 -0.424 46.667 46.670 W8h WP2 0.424 0.424 0.000 46.667 WBF WP2 0.424 0.424 46.667 46.670 EQR RP1 0,S 7 7 0.077 0,000 40.000 CQR RP2 0.077 0.077 40,000 80.000 EQL RP1 -0.077 -0.077 0.000 40.000 EQL RP2 -0.017 -0.077 40.000 80.000 LRD RP1 -0.525 -0.525 0.000 40.000 LRD RP1 -0.'_59 -0,259 20,815 90.000 LRD RP2 -0.157 -0.157 40.000 80.000 RRD RP1 -0.157 -0.157 0.000 40.000 RRD P.P2 -0,525 -0,525 90,000 80.000 RRD RP2 -0.25� -0.25" 40.000 59.185 - -_-_-Y-------------------------�� U S E R - A P P L I E D L 0 A. D S Load On Hor. Vert. Moment Loc Special Case Mem K1ps Kips K-Ft. Ft. Load 6 Description P.DL COLO1 0,000 -1.090 1 6.392 18.000 C-2 Lean To ROL COLO1 0.000 -:,300 -5.850 34.211 Crane-1 ROL COL02 0.000 -1.100 -1.826 30.667 c-7 Lean To RDL COLO2 0.006 -:1110 5.858 39-211 Crane-1 COL COLD 0.000 -4.71C 0,879 18.000 C-27 Lean To COL COL02 0,He -*,SBC -0,963 30.667 C-B Lean To COL SPA N1 0,006 -1.565 0.000 26.667 C-5 Roof Beam COL SPAN2 0.000 -1,58, 0.000 53.333 C-6 Roof Beam SL COL 01 6.000 -14.840 18.275 16.000 C-28 Lean To SR CCL02 fr,00u -1:.740 .1,19E 30.667 C-9 Lean To U05 CC 0.000 -5.87C 7,229 18.000 C-29 Lean To UOS COL02 O,OO1, -4,7�0 -7.�51 30.657 C-10 Leon To RLL COL01 0.000 -y,7eu 5,7EE 18.000 C-30 Lean To RLP, COL02 O,Oct -3,840 -6,374 30.667 C-11 Lean To W1F. COL01 :,5�1 1.E'-C -2,3= 16.000 C-31 Lean To BWB A106 of 362 U13R0049A-SCOTT GALVANIZING W1R COL02 3.380 1.810 3.005 30.667 C-12 Lean To WIL COLO1 -O.B00 -0.580 0.714 18.000 C-32 Lean To W1L COL02 -0.800 0.500 0.830 30.667 C-13 Lean To W2R COL01 0.860 2.930 -3.608 16.000 C-33 Lean To W2R COL02 0.910 2.680 4.449 30.667 C-14 Lean To W2L COLO1 -2.520 1.610 -1.983 18.000 C-34 Lean To ' W2L COL02 -3.270 1.380 2.291 30.667 C-15 Lean To W5B COLO1 -1.440 1.550 -1.909 18.000 C-35 Lean To W5B COL02 1.990 1.360 2.258 30.667 C-16 Lean To W5F COLO1 -1,440 1.550 -1.909 18„000 C-36 Lean To W5F COL02 -1.990 1.360 2.258 30.667 C-17 Lean To W6B COLO1 -3.170 2.590 -3.190 18.000 C-37 Lean To W6B COL02 9:460 2.240 3.718 30.667 C-18 Lean To W6F COL01 -3.170 2.590 -3.190 16.000 C-38 Lean To W6F COL02 -4.460 2.240 3.718 30.667 C-19 Lean To W7B COLO1 -1.240 0.520 -0.640 1B.000 C-39 Lean To W7B COL02 1.810 0.420 0.697 30.667 C-20 Lean To W7F COLO1 -1.240 0.520 -0.640 18.000 C-90 Lean To W7F COL02 -1.810 0.420 0.697 30.667 C-21 Lean To WBB COLO1 -2.970 1.560 -1.921 18.000 C-91 Lean To WBB COL02 4.2B0 1.290 2.141 30.667 C-22 Lean To WBF COLO1 -2.970 1.560 -1.921 18.000 C-42 Lean To W8F COL02 -4.280 1.290 2.141 30.667 C-23 Lean To EQR COL01 1.640 0.080 -0.099 18.000 C-43 Lean To EQR COLO1 4.730 0.000 O.000 36.600 C-1 Cxane EQ EQR COL02 1.900 0.100 0.166 30.667 C-2 4 Lean To EQR COL02 4.730 0.000 0.000 36.600 C-2 Crane EQ EQL COLO1 -1.640 -0.080 0.099 18.000 C-44 Lean To EQL COLO1 -4.730 0.000 0.000 36.600 C-3 Cxane EQ EQL COL02 -1.900 -0.100 -0.166 30.667 C-25 Lean To EQL COL02 -4.730 0.000 0.000 36.600 C-4 Crane EQ C IOL COL01 0.000 -99.000 -112.063 34.211 Crane-1 C10L COL02 0.000 -24.200 61.634 34.211 Crane-1 ClOR COLO1 0.000 -29.200 -61.634 39.211 Cxane-1 C l OR COL02 0.000 -44.000 112.063 39.211 Crane-1 C1LL COLO1 -2.300 0.000 0,000 36.599 Cxane-1 C 1LL COL02 -2.300 0.000 0.000 36.594 Cxane-1 C1LR COLO1 2.300 0.000 0.000 36.599 Crane-1 CILR COL02 2.300 0.000 0.000 36.594 Crane-1 L O A D C O M B I N A T I O N S ---------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL Z1 1.00 SW+RDL+COL+NLR 1) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+SL+SR+NLR 1) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 7) 1,00 SW+RDL+WIL 91 1.00 SW+RDL+W2L 9) 1.00 SW+RDL+WIR 10) 1.00 SW+RDL+W2R I) 1.00 0.60SW+0.60RDL+WIL 12) 1.00 0.60SW+0.60RDL+W2L 13) 1.00 0.60SW+0.60RDL+WIR 19) 1.00 0.60SW+0.60RDL+W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W2L 17) I.00 SW+RDL+COL+0.755L+0.75SR+075W1R 18) 1,00 SW+RDL+COL+0.75SL+0.75SR+0,.75W2R 19) 1.00 SW+RDL+COL+0:75RLL+0.75RLR+0.75W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W2R 23) 1.00 SW+RDL+WSB 24) 1,00 SW+RDL+W6B 25) 1.00 SW+RDL+W7B 26) 1.00 SW+RDL+WBB 27) 1,00 SW+RDL+W5F 28) 1.00 SW+RDL+W6F 29) 1.00 SW+RDL+W7F 30) 1.00 SW+RDL+WBF 31) 1.00 0.60SW+0.60RDL+W5B 32) 1.00 0.60SW+0.60RDL+W6B 33) 1.00 0.605W+0.60RDL+W7B 34) 1,00 0.60SW+0.60RDL+W8B 35) 1,00 0.60SW+0.60RDL+W5F 36) 1.00 0.60SW+0.60RDL+W6F 37) 1.00 0.60SW+0.60RDL+W7F 38) 1.00 0.60SW+0.60RDL+WBF 39) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W5B 40) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W6B 41) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W7B 42) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W8B 43) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W5F 99) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W6F 45) 1.00 SW+RDL+COL+0.75SL+O,75SR+0.75W7F 46) 1,00 SW+RDL+COL+0.75SL+0.75SR+0.75WBF 47) 1.00 SW+RDL+COL+0.75P.LL+0,75RLR+0.75W5B 48) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W6B 49) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75 W7B 50) 1.00 SW+P,DL+COL+0,75P.LL+0.75P.LR+0.754:88 51) 1.00 SW+RDL+COL+0.75P.LL+0.75P.L P.+0,75W5F 52) 1.00 SW+RDL+COL+0.75P.LL+0.75RLR+0.75W6F 53) 1.00 S41+RDL+COL+0.75RLL+0.75 RLR+0,75 W7F 54) Y.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75 WSF 55) 1.00 SW+RDL+COL+DOS+NLL 56) 1.00 SW+RDL+COL+DOSFNLR 57) 1.00 SW+RDL+COL+LRD+NLL 58) 1.00 SW+RDL+COL+LRD+NLR 59) 1.00 SW+P.DL+COL+RRD+NLL 60) 1.00 SW+P,DL+COL+RRD+NLP, 61) 1.00 SW+RDL+COL+CIOL+C1].L 52J 1.00 541+P,DL+COL+CI0L+CILR 63) 1.00 SW+RDL+COL+CIOR+CI LL 64) 1.00 SW+RDL+COL+CIOR+CILR 65) 1.00 SW+RDLICOL+0.565 L+0.55SR+0.75C101..0, 5C1?.L r6) 1.00 SW+P.DL+COL+0.56S L+0.5ESR+0.75C101+O.iSCii.I BWB A107 of 362 U13R0049A-SCOTT GALVANIZING 67) 1.00 SW+RDL+COL+0.565L+0.56SR+0.75C10R+0.75C1LL 6B) I.00 SW+RDL+COL+0.56SL+0.56SR+0.75C1 OR•10.75M LR 69) 1.00 SW+RDL+0.56SL+0.56SR+0.38W1R+0.75C10L+0.75C1LR IU) I.UU SW+RD1,+0.56SL+0.56SR+0.38W1R+0.75C1UR+0.75C1LR 71) 1.UO SW+RDL+0.56SL+0.56SR+O.38W1L+0.75C10L+0.75C1LL 72) 1.00 SW+RDL+0.56SL+0.56SR+0.38WIL+0.75C10R+O.75C1LL 73) 1.00 1.11SW+1.11RDL+1.11COL+0,91EQL 74) 1.00 1.11SW+1,11RDL+1.11COL+0.91EQR 75) .1 00 1.OBSW+I.OBRDL+I.OBCOL+0.68EQL 76) 1.00 1.08SW+I.08 RDL+I,OBCOL+0.68EQR 77) 1.00 0 '49SW+0.49RDL+0.91EQL 78) 1.00 0.49SW+0.49RDL+0.91EQR BWB A108 of 362 U13R0049A-SCOTT GALVANIZING Job U13ROD49A Scott Galvanizing NUCOR BUILDING SYSTEMS Date: 08-06-13 Page: 1 Fxa me: FRAME LINOS 11-15 MAIN By : BWB File: Ell - DESIGN SUMMARY REPORT _-_----------------------_'-----------------------"---- Built Up Rafter - RAFOI T/L B/R T/L B/R Max ------------ SHEAR ------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ----------------------------------«------«__«_______________«_ ---_._-»--_.._.__-__._.___««�«««�«______«_____� 1 F8.50 F8.50 W250 73 1 -0..6 0.03 -424.9 0.57 0.73 0.74 55 2a 2B.43 0.8B 0.67 0.67 2 FB,38 F8.38 W188 74 6 -1.4 0.01 195.6 0.89 0.B1 0.89 55 7a 16.80 0.82 0.58 0.58 Chkpt 1 5 6 12 Depth 47.00 24.12 36.00 Section 1 1 1 2 1 width thick Fy width thick Fy 1 -_---_»- _-+----_» »_-a---»------- »----- T/L Fig 1 6.0 0.5000 55.00 1 8.0 0.3750 55.00 I Web 1 0.2500 55.00 1 0.1875 55.00 B/R Fly 1 8.0 0.5000 55.00 1 8.0 0.3750 55.00 1 Built Up Rafter - RAF02 T/L B/R T/L B/R Malt ------------ SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R --_-.�__------------------------------------««-»«-----------------««__�_ 1 F8.36 F8.38 W188 73 19 -2,0 0.01 195.6 0.89 0.81 0.89 17 18b -17.49 0.B5 0.60 0.60 2 F8.50 F8.50 W250 74 24 -8.0 0.03 -425.3 0.57 0.73 0.74 56 23b -28.39 0.88 0.67 0.67 Chkpt 13 19 20 24 Depth 36.00 24.12 47.00 Section 1 1 1 2 1 -----------------------------------------------------------------------�-----'-------- I width thick Fy I width thick Fy I _------»»»------«___--.---_-».-_-_____-_«_____--._»-«_«____ T/L Fig 1 8.0 0.3750 55.00 1 6.0 0.5000 55.00 1 Web 1 0.1975 55.00 1 0.2500 55.00 1 B/R Fig 1 8.0 0.3750 55.00 1 8.0 0.5000 55.00 1 Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR ------------ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R --------'----«---------------"------»-------------«----------------------»-----------------«----------------------«-«-« 1 F10.38 F10.50 W164 65 30 -70.7 0.38 132..1 0.37 0.41 0.75 73 30 11.15 0.07 0.69 0.74 2 F10.38 F10.50 W188 65 32 -70.6 0.37 -146.9 0.38 0.42 0.74 73 37 -9.72 0.76 0.31 0.34 3 F10.38 F10.50 W220 73 44 -20.6 0.07 -442.6 0.72 0.70 0.73 32 44 15.56 0.75 0.26 0.30 Chkpt 25 30 31 37 38 44 Depth 16.B8 28.86 42.00 42.00 Section 1 1 I 2 1 3" I width thick» Fy I width thick Fy I width thick Fy I ---_'»------" ------------------»---------------------------------------------- T/L Fig 1 10.0 0.3750 55.00 1 10.0 0.3750 55.00 1 10.0 0.3750 55.00 1 Web 1 0.1644 55.00 1 0.1875 55.00 1 0.2200 55.00 1 B/R Fig 1 10.0 0.5000 55.00 1 10.0 0.5000 55.00 1 10.0 0.5000 55.00 1 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R I F10.50 F10.38 W164 70 50 -67.0 0.36» 1,49.5 0.47 « 0.42 0.78 74 50 10.82 0.04 0.62 0.58 2 F10.50 F10.38 W186 70 52 -66.6 0.35 186.9 0.52 0.45 0.80 21 56a 10.86 0.02 0.33 0.30 3 F10.50 F10.38 W220 17 64 -32.7 0.11 461.1 0.73 0.75 0.78 32 64 -15.57 0.75 0.30 0.26 Chkpt 45 50 51 57 56 64 Depth 16.B8 28.80 42.00 42.00 Section I 1 1 2 1 3 1 ________________________________________«___- ---_-__....�--- ----------- ------------------------------------- I width thick Fy I width thick Fy I width thick Fy I --_____«_--___ -_- __..__-.--------------« ---____-__--------------------«---------------------------__________-- T/L Fig 1 10.0 0.5000 55.00 1 10.0 0.5000 55.00 1 10.0 0.5000 55.00 1 Web 1 0.1644 55.00 0.1875 55.00 1 0.2200 55,00 1 B/R Fig 1 10.0 0.3750 55.00 110.0 0.3750 55.00 1 10.0 0.3750 55.00 Frame Weight (lbs) - 7604 Deflections (in): 10 yr Wind dx = 3.79 = H/ 133 WIND CASE 1 TO RIGHT Crane dx = -1.B4 = H/ 275 CRANE 1 LATERAL TO LEFT Seismic dx = 7.65 = H/ 66 SEISMIC TO RIGHT Story Drift = 22.94 = 0.045H SEISMIC TO EIGHT Drift Index. = 0.03 1.11SW+1.11RDL+1.11COL+0.91EQL Maximum dx = -7.06 = H/ 71 1.11SW+1.11RDL+1.11COL+0.91EQL Maximum dy = -2.83 = L/ 317 C MOD 1, SW+RDL+COL+UOS Max. Live dy = -1.95 = L/ 460 0 MOD 1, SW+F.DL+COL+UOS BWB A109 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job H: U13ROO49A Job Name Scott Galvanizing Frame FRAME LINES 11-15 MAIN Date 2/20/2013 Designer BWB File Fll.nfr Ape Version 2013.6.3.1 ----------------------------«-«-- C O N N E C T I O N S U M M A R Y Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Rati0 Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio 1.00:12 W313 0.49 FWS3 FWD4 FWS3 0.80 0.00 0.93 FWS3 0.97 0.49 F3.25 1 0.000 0.00 ------------- ___«----«-«----------------------------------------»______._«__._«_-�« I width thick Fy I height depth length I I width thick, length Fy I ------------------»«»««_------«- ------------------------------------»��_____.___ Top Plate 110.0 0.5000 55.0 41.27 1 Stiffener 1 3.0 0.2500 0.00 36.0 1 Web ( 0.3125 55.0 42.73 41.13 1 1 1 Bet Plate 5.0 0.5000 55.0 41.13 1 1 1 Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff, No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio _____________-------__--------«----- _«_-__ _ ----------------------------------------------»_-- -1.00:12 W250 0.89 FWS3 FWD4 FWS3 0.80 0.00 0.93 FWS3 0.54 0.52 F3.25 1 0.000 0.00 ----------------»_-_____--_..^-»__»'_-----«__«----------------------------------------------------------»-------« I width thick Fy I height depth length I I width thick length Fy I -----------»__--_`_-- «_-_•.�»«__.-__-.--«_««-« ----«-------------------"-«"_____•_..-.__--�_.--_"- ------««- Top Plate 10.0 0.5000 55.0 1 41.27 1 Stiffener 1 3.0 0.2500 41.13 36.0 1 Web 0.2500 55.0 1 42.73 41.13 1 1 1 Bet Plate 5.0 0.5000 55.0 I 41.13 1 1 1 Splice Connection - Moment Connection from COL01 To RAFO1 Left Right Left Right --^^---^------ BOLT --------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ____________________»___________-_--_-Y_«-_.«._«-_-«-«-«-------__--_______________-----_-_-__----_---_-_--_«-«----«--___« 4BE F10.75 F8.75 6-1.000-S 73 -9.45 29.69 798.6 0.87 0.93 73 -9.45 29.69 798.6 0.99 -------------------__------ « «---_«----«----------------------»-__ -_-_««-- ____________ I I I left right I 1 width thick length Fy I I size size Left Plate 10.0 0.750 53.88 55.0 Top Weld FWD5 CJP1 Right Plate 8.0 0.750 53.8B 55.0 Web Weld WP14 WP14 Stiffener 1 0.0 0.000 0.00 0.0 Bottom Weld FWD5 CJP1 Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio -_»_- -- --- -----------------------------------««-----------------»_�__»_«___-__--__-_ ---«----«- 4BE F8.50 F8.50 8-1.000-S 52 -9.54 0.14 217.6 0.96 0,98 52 9.54 0.14 217.6 0.76 ------------ I«_-_----«--I«left «-'-- -«---_--------""_-_-"'___-_----_-----------«---- 1 width thick length Fy I ( light size P «_ ---------------------------------------- Left Plate B.0 0,500 42.75 55.0 To Weld I FWD3 FWD3 Right Plate 6.0 0.500 42.75 55.0 Web Weld WP13 WP13 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD3 Splice Connection - Moment Connection from RAF02 To COL02 Left Right Left Right ----------------- BOLT - - Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Ar_ial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio -__«--«---«-«- -»--««-«-------«-------------------_---««»--_-.-__�____-�-«- 4BE F8,75 F10.75 8-1.000-S 77 -8,29 29.68 -600.1 0.94 0.87 77 -0.24 29.68 -800.1 0.99 -- »»»«_""----"-- ------------------ ------------------------9--_-»-____-««-««-----«�.___«___»_«_-------------- I I left light 1 width thick length Fy I I size size 1 --»�_- --------------------«--«-«------«--_-«--- Left Plate 1 8.0 0.750 53.88 55.0 1 Top Weld I CJP1 FWDS Right Plate 1 10.0 0.750 53.88 55.0 1 Web Weld I WP14 WP14 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I CJP1 FWD5 Base Plate - COL01 Base T/L B/P. ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Patio Check, & Uplift & Uplift Ratio Patio Design «-------------«-----«--_ --------------- ---_-_----_-_--»_---___------_-»-----------»-J« «-- ----- F10.50 6-1.250 FWS3 FWS3 FWS3 0.65 0.12 0.M 0.31 0.1` 0.15 F1554 Gr.36 _--« - I width thir c4: length Fy I ___-«__----------------------------------------------------------------------------___ Base Plate 1 10.00 0.500 16.88 55.0 1 Base Plate - COL02 Ease T/L B/F. ---------- WELD --------- ------ BOLT ---- Plate Bolt Flange Flange Wab Lp(req)/tp Axial Web Shear Flq Shear ft/Ft fv/F"' ASTM ,a Ll Qty/Size Weld Weld Weld Ratio Check b Uplift L Uplift Ratio Patio Design BWB All 0 of 362 U13R0049A-SCOTT GALVANIZING ------------------------------------------------------------------------------------------------------------------------------------- 1710 6-,110 FWS3 FWS3 FWS3 0.64 0.12 0.18 0.32 0.15 0.14 F1554 G-36 -------------------------------------------.--_______-_____________--_.-_____________ I width thick length Fy I --------------------------------------------------- Base Plate 1 10.00 0.500 16.88 55.0 1 Splice Load Combinations: No. ASR Cases 1 1:00 SW ♦ RDL + COL 2 1.00 SW ♦ RDL + COL + SL + SR 3 1'.00 SW ♦ RDL + COL + RLL + RLR 4 1.00 SW ♦ RDL + W1L 5 1.00 SW ♦ RDL + W2L 6 1.00 SW ♦ RDL + W1R 7 1.00 SW ♦ RDL + W2R 8 1.00 0.60SW + O.6ORDL + W1L 9 1.00 0.60SW + 0.60RDL + W2L 10 1'.00 0.60SW + 0.6ORDL + W1R 11 1.00 0.6OSW + 0.60RDL + W2R 12 1.00 SW + RDL + COL + 0..75SL + 0.75SR + 0.75W1L 13 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.75W2L 14 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.75W1R 15 1.00 SW + RDL + COL ♦ 0.75SL + 0.75SR + 0.75W2R 16 1.00 SW + RDL + COL ♦ 0.75RLL + 0.75RLR + 0.75W1L 17 1.00 SW + RDL + COL ♦ 0.75RLL + 0 75RLR + 0.75W2L 18 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W1R 19 1.00 SW + RDL + COL ♦ 0.75RLL + 0.75RLR + 0.75W2R 20 1.00 SW + RDL + W5B 21 1.00 SW + RDL + W6B 22 1.00 SW + RDL + W7B 23 1.00 SW + RDL + W8B 24 1.00 SW + RDL + W5F 25 1.00 SW + RDL + W6F 26 1.00 SW + RDL + W7F 27 1.00 SW + RDL + WBF 28 1.00 0.60SW + 0.60RDL / W5B 29 1.00 0.60SW + 0.60RDL ♦ W6B 30 1,00 0.60SW + 0.60RDL ♦ W7B 31 1.00 0.60SW + 0.60RDL ♦ W8B 32 1.00 0.60SW + 0.60RDL • W5F 33 1.00 0.60SW + 0.60RDL ♦ W6F 34 1.00 0.60SW + 0.60RDL + W7F 35 1.00 0.60SW + 0.60RDL ♦ WBF 36 1.00 SW + RDL + COL 1 0.75SL • 0.75SR ♦ 0.75WSB 37 1.00 SW + RDL + COL a 0.75SL ♦ 0.75SR ♦ 0.75W6B 38 1.00 SW + RDL + COL 1 0.755E 1 0.755R ♦ 0.75W7B 39 1.00 SW + RDL + COL a 0.75SL ♦ 0.75SR ♦ 0.75WBB 40 1.00 SW + RDL + COL 1 0.75SL / 0.75SR ♦ 0.75W5F 41 1.00 SW + RDL + COL / 0.75SL / 0.75SR ♦ 0.75W6F 42 1.00 SW + RDL + COL • 0.75SL / 0.75SR ♦ 0.75W7F 43 1.00 SW + RDL + COL / 0.755E ♦ 0.75SR ♦ 0.75WBF 94 1.00 SW + RDL + COL ♦ 0.75RLL + 0.75RLR ♦ 0.75W5B 45 1..00 SW + RDL + COL + 0.75RLL + 0.75RLR♦ 0.75W6B 46 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR ♦ 0.75W7B 47 1..00 SW + RDL + COL + 0.75RLL + 0.75RLR♦ 0.75WBB 98 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR ♦ 0.75WSF 49 1.00 SW + RDL + COL + 075RLL + 0.75RLR+ 0.75W6F 50 1.00 SW + RDL + COL + 0..75RLL + 0.75RLR + 0.75W7F 51 1,00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75WBF 52 1.00 SW + RDL + COL + UOS 53 1.00 SW + RDL + COL + LRD 54 1.00 SW + RDL + COL + RRD 55 1.00 SW + RDL + COL + C10L + C1LL 56 1,00 SW + RDL + COL + C10L + C1LR 57 1.00 SW + RDL + COL + C10R + C1LL 58 1.00 SW + RDL + COL + C10R + C1LR 59 1.00 SW + RDL + COL + 0.565L + 0.56SR + 0.75C10L + 0.75C1LL 60 1.00 SW + RDL + COL + 0.56SL + 0.56SR + 0.75C10L + 0.75C1LR 61 1.00 SW + RDL + COL + 0.56SL + 0.56SR + 0.75C10R + 0.75C1LL 62 1.00 SW + RDL + COL + 0.56SL + 0.56SR + 0.75C10R + 0.75C1LR 63 1..00 SW + RDL + 0.56SL + 0.56SR + 0.38W1R + 0.75C10L 40.75C1LR 64 1.00 SW + RDL + 0.56SL + 0.56SR + 0.38W1R + 0.75C10R ♦ 075CILR 65 1.00 SW + RDL + 0.56SL + 0.56SR + 0,38W1L + 0.75C10L ♦ 0:75CILL 66 1.00 SW + RDL + 0.56SL + 0.56SR + 0.38W1L + 0.75C10R ♦ 0.75C1LL 67 1.00 1.11SW + 1.11RDL + 1.11COL + 0,91EQL 68 1.00 1.11SW + 1.11RDL + 1.11COL + 0.91EQR 69 1,00 1.08SW + 1.OBRDL + 1.OBCOL + 0.68EQL 70 1.00 1.OBSW + 1.OBRDL + 1♦.OBCOL + 0.68EQR 71 l.00 0.99SW + 0.99RDL + 0.-91EQL 72 1.00 0.49SW + 0:49RDL + 0.91EQR 73 1.20 Special Seismic 74 1.20 Special Seismic 75 1.20 Special Seismic 76 1.20 Special Seismic 77 1.20 Special Seismic 78 1.20 Special Seismic 79 1.20 Special Seismic BO 1.20 Special Seismic BWB All of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job #: U13ROO49A Job Name Scott Galvanizing Frame : FRAME LINES 2-3,9-10 MAIN Date 2/20/2013 Designer BWB File F13 nfr App Version 2013.6.3.1 _-___-__--__---_- F R A M E D E S C R I P T I O N ----------------- Frame type RCG Frame width ; 80.00 Ft, Bay width 25.00 Ft.. LEFT RIGHT Dim to ridge 40.00 Ft. 40.00 Ft. Roof slope 1.00/12 -1.00/12 Eave height 46.67 Ft. 46.67 Ft. Girt offset 8.00 In. 8,00 In, Typ. Girt spacing 6.50 Ft, Purlin onset tl,00 In, 8,UU ln, Typ. Purlin spacing: 5,00 Ft, Col. spacing 80.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace N Y Y Y Y Y Flange Brace 0 0 2 2 2 2 Location (ft): 7.5. 14.0 20.2 26.S 32.8 39,7 WP2 Girt Brace N Y Y Y Y Y Flange Brace 0 0 2 2 2 2 Location (ft): 7.5 14.0 20.2 26.5 32.8 39.7 Other Braces: Column COL01 COL02 Left Brace Y Y Right Brace Y Y Location (ft): 34.9 34.9 _�_--- -.--------------------------- L O A D I N G C O N D I T I O N S ------------------------------------ Building Code a Year IBC 2009 Occupancy Classification II-Standard Buildings *ISO Specification 2005 AS L O A D S (Psf) Roof Dead load 4.00 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load : 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.752 Sd1 = 0.399 rho = 1.30 omega = 3.000 Wind speed 85.00 Mph Exp. eC Wind pressure 16.95 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0,950 0.000 -0,140 0.1B0 0.000 0.210 W1L 0.260 0.000 0,180 -0.140 0.000 0,950 W2R -0,150 0.000 -1.240 -0.920 0.000 -0.640 W21, -0.840 0.000 -0,920 -1.240 0.000 -0.150 W5B 0,100 -0.520 -0.140 -0.140 O.Do0 0.100 W5F 0.100 0,.,000 -0,140 -0.140 -0.520 0.100 W6B -1,000 -1.620 -1.240 -1.240 0.000 -1,000 W6F -1,000 0.000 -1.240 -1.240 -1.620 -1 000 W7B 0,100 0.020 0.180 0.1 a 0.000 0,,100 W7F o.100 0.000 0.180 0.180 0.020 0,100 wee -1,000 -1.000 -0.920 -0.920 0.Do0 -1,000 wee -1.000 0.000 -0.920 -0.920 -1.080 -1.00o Tributary Widths Panel Trib. Width (ft) WP1 25,00 WP2 25.00 P.P1 25,00 P,P2 25.00 P R 0 G 9 A X - A P P L I E 0 L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Klf K1f Ft. Ft. RDL P.P1 -0.100 -0 00 0,000 40.000 RDL RP2 -0.100 -0,100 4o,oD0 80.000 COL P.P1 -0.075 -0.075 0,000 40.000 BWB A112 of 362 U13R0049A-SCOTT GALVANIZING COL RP2 -0.075 -0.075 40.000 80.000 SL RP1 -0.525 -0.525 0.000 40.000 SR RP2 -0.525 -0.525 40.000 80.000 DOS RP1 -0.625 -0.625 0.000 40.000 DOS RP2 -0.625 -0.625 40.000 80.000 RLL RP1 -0.500 -0.500 0.000 40.000 ' RLR RP2 -0.500 -0.500 40.000 80.000 W1R RP1 -0.059 -0.059 0.000 40.000 W1R RP2 0.076 0.076 40.000 R0.000 W1R WP1 0.403 0.403 0.000 46.667 W1R WP1 0.636 0.636 46.667 46.670 WlR WP2 -0.110 -0.110 0.000 46.667 W1R WP2 0.424 0.424 46.667 46.670 W1L BPI 0.076 0.076 0.000 40.000 W1L RP2 -0.059 -0.059 40.000 80.000 W1L WP1 0.110 0.110 0.000 46.667 W1L WPl -0.424 -0.424 46.667 46.670 W1L WP2 -0.403 -0.403 0.000 46.667 W1L WP2 -0.636 -0.636 46.667 46.670 W2R BPI -0.525 -0.525 0.000 40.000 W2R RP2 -0.390 -0.390 40.000 80.000 W2R WP1 -0.064 -0.064 0.000 46.667 W2R WP1 0.636 0.636 46.667 46.670 W2R WP2 0.356 0.356 0.000 46,667 W2R WP2 0.124 0.424 46.667 46.670 W2L RP1 -0.390 -0.390 0.000 40.000 W2L RP2 -0.525 -0.525 40.000 80,000 W2L WPl -0.356 -0.356 0.000 46.667 W2L WPl -0.424 -0.424 46.667 46.670 W2L WP2 0.064 0.064 0.000 46.667 W2L WP2 -0.636 -0.636 46.667 46.670 W5B RP1 -0.059 -0.059 0.000 40.000 W5B RP2 -0.059 -0.059 40.000 BO.000 W5B WP1 0.042 0.042 0.000 46.667 W5B WP1 -0.424 -0.424 46.667 46.670 W5B WP2 -0.042 -0.042 0.000 46.667 W5B WP2 0.424 0.424 46.667 46.670 W5F RP1 -0.059 -0.059 0.000 40.000 W5F RP2 -0.059 -0.059 40.000 80.000 W5F WP1 0.042 0.042 0.000 46.667 W5F WP1 -0.424 -0.424 46.667 46.670 W5F WP2 -0.042 -0.042 0.000 46.667 W5F WP2 0.424 0.424 46.667 46.670 W6B RP1 -0.525 -0.525 0.000 40.000 W6B RP2 -0.525 -0.525 40.000 80.000 W6B WP1 -0.424 -0.424 0.000 46.667 W6B WP1 -0.424 -0.424 46.667 46.670 W6B WP2 0.424 0.424 0.000 46.667 W6B WP2 0.424 0.424 46.667 46.670 W6F RP1 -0.525 -0.525 0.000 40.000 W6F RP2 -0.525 -0.525 40.000 80.000 W6F WP1 -0.424 -0.424 0.000 46.667 W6F WP1 -0.424 -0.424 46.667 46.670 W6F WP2 0.424 0.424 0.000 46.667 W6F WP2 0.424 0.424 46.667 46.670 W7B RP1 0.076 0-.076 0.000 40.000 W7B RP2 0.076 0.076 40.000 60.000 W7B WP1 0.042 0.042 0.000 46.667 W7B WP1 -0.424 -0.424 46.667 46.670 W7B WP2 -0.042 -0.042 0.000 46.667 W7B WP2 0.424 0.424 46.667 46.670 W7F RP1 0.076 0.076 0.000 40.000 W7F RP2 0.076 0.076 40.000 80.000 W7F WP1 0.042 0.042 0.000 46.667 W7F WP1 -0.424 -0.424 46.667 46.670 W7F WP2 -0.042 -0.042 0.000 46.667 W7F WP2 0.124 0.424 46.667 46.670 W8B RP1 -0.390 -0.390 0.000 40.000 W8B RP2 -0.390 -0.390 40.000 80.000 W8B WP1 -0.424 -0.424 0.000 46.667 W8B WP1 -0.424 -0.424 46.667 46.670 W8B WP2 0.424 0.424 0.000 46.667 W8B WP2 0.424 0.424 46.667 46.670 W8F RP1 -0.390 -0.390 0.000 40.000 WBF RP2 -0.390 -0.390 40.000 80.000 W8F WP1 -0.424 -0,424 0.000 46.667 W8F WP1 -0{424 -0.424 46.667 46.670 WBF WP2 0;.424 0.424 0.000 46.667 WBF WP2 0.424 0.424 46.667 46.670 EQR RP1 0..077 0.077 0.000 40.000 FOR RP2 0,017 0.077 40.000 80.000 EQL RP1 -0.077 -0.077 0.000 40.000 EQL RP2 -0.077 -0.077 40.000 B0.000 LRD P.P1 -0.525 -0.525 0.000 40.000 LRD RP1 -0.259 -0.259 20.815 40.000 LRD RP2 -0.157 -0.157 40.000 80.000 RRD P.P1 -0.157 -0.157 0.000 40.000 RRD RP2 -0.525 -0.525 40.000 60.000 RRD RP2 -0.259 -0.259 40.000 59.185 - -------- --------------------� U 5 f A- A P P L t E b L O A 0 S -------------------------------------- Load On HOr. Vert. Moment Lot Special Case Merry Kips Kips K-Ft. Ft. Load N Description RDL COLO1 0.000 -1.090 1.341 18.000 C-9B Lean-To RDL COL01 0.000 -2.300 -5.834 34.211 Crane-1 RDL COL01 0.000 -8.540 0.000 42.333 C-26 JACK BEAM RDL COL02 0.000 -1.100 -1.816 30.667 C-5 Lean To RDL COL02 0.000 -2,300 5.834 34.:11 Crane-1 RDL SPAN1 0.000 -2.9BO 0.000 16.906 Crane-2 RDL SPAN1 0.600 0.000 0.000 17.000 C-52 Tie-Back RDL SPAN2 0.600 0.000 0.000 63.000 C-53 Tie-Back RDL SPA142 0.000 -2.980 0.000 63.094 Crane-2 COL COL01 0.000 -0.710 0.873 19.000 C-99 Lean-To COL COLO1 0.000 -1-500 0.000 G2.333 C-29 JACK BEAM COL COL02 0.000 -0.580 -0.957 30.667 C-6 Lean To COL SPAN1 0.200 0.000 0.000 111.000 C-55 Tie-Back COL SPAN2 0.200 0.000 0.000 63.000 C-54 Tie-Back SL COLO1 0.000 -14.840 16.257 18.000 C-100 Lean-To BWB A113 of 362 U13R0049A-SCOTT GALVANIZING SL COLD1 0.000 -8.200 0.000 42.333 C-30 JACK BEAM SL SPAN1 0.545 0.000 0.000 17.000 C-56 Tie-Back SR COL02 0.000 -12.740 -21.028 30.667 C-7 Lean To SR SPAN2 0.645 0.000 0.000 63.000 C-57 Tie-Back DOs COL01 0.000 -5.870 7.222 16.000 C-101 Lean-To DOS COL01 0.000 -12.200 0.000 42.333 C-31 JACK BEAM DOS COL02 0,000 -4.790 -7.906 30.667 C-B Lean To Dos SPAN1 1.415 0.000 0.000 17.000 C-59 Tie-Back BOs SPAN2 1.415 0.000 0.000 63.000 C-58 Tie-Back RLL COLOI 0.000 -4.700 5.7B2 18.000 C-102 Lean-To ELL COLOI 0.000 -7.810 0.000 42.333 C-32 JACK BEAM ELF, COL02 0.000 -3.840 -6.338 30.667 C-9 Lean To W1R COLOI 2.590 1.B90 -2.325 18.000 C-103 Les.-To W1R COL01 0.000 4.000 0.000 42.333 C-33 JACK BEAM W1R COL02 3.360 1.610 2.988 30.667 C-10 Lean To W1R SPAN1 1.805 0.000 0.000 17.000 C-60 Tie-Back W1R SPAN2 1.805 0.000 0.000 63.000 C-61 Tie-Back W1L COLOI -0.800 0.580 -0.714 18.000 C-104 Lean-To W1L COLO1 0.000 2.500 0.000 42.333 C-34 JACK BEAM W1L COL02 -0.800 0.500 0.825 30,667 C-11 Lean To W I L SPAN1 -1.805 0.000 0.000 17.000 C-63 Tie-Back W1L SPAN2 -1.805 0.000 0.000 63.000 C-62 Tie-Back W2R COL01 0.860 2.930 -3.605 16.000 C-105 Lean-To W2R COL01 0.000 7.000 0.000 42.333 C-35 JACK BEAM W2R CUL02 0.910 2.680 4.424 30.767 C-12 Lean To W2R SPAN1 1.695 0.000 0.000 17.000 C-64 Tie-Back W2R SPAN2 1.695 0.000 0.000 63.000 C-65 Tie-Back W21, COLOI -2.520 1.610 -1.981 18.000 C-106 Lean-To W2L COLOI 0.000 5.000 0.000 42.333 C-36 JACK BEAM W2L COL02 -3.270 1.380 2.278 30.667 C-13 Lean To W21, SPAN1 -0.655 0.000 0,000 17.000 C-67 Tie-Back W2L SPAN2 -0.655 0.000 0.000 63.000 C-66 Tie-Back W5B COLO1 -1.440 1.550 -1.907 18.000 C-107 Lean-To W5B COLOI 0.000 7.500 0.000 42.333 C-37 JACK BEAM W5B COL02 1.990 1.360 2.245 30.667 C-14 Lean To W5B SEAN1 1.110 0.000 0.000 17.000 C-68 Tie-Back WSB SPAN2 1.110 0.000 0.000 63,000 C-76 Tie-Back WSF COL01 -1.440 1.550 -1.907 16.000 C-108 Lean-To W5F COLOI 0..,000 7.500 0.000 42.333 C-38 JACK BEAM W5F COL02 -1.990 1.360 2.245 30.667 C-15 Lean To W5F SPAN1 1.110 0.000 0.000 17.000 C-69 Tie-Back W5F SPAN2 1.110 0.000 0.000 63.000 C-77 Tie-Back W6B COLOI -3.170 2.590 -3.1B6 16.000 C-109 Lean-To W6B COL01 0.000 7.500 0.000 42.333 C-39 JACK BEAM W6B COL02 4.460 2.240 3.697 30.667 C-16 Lean To B W6B SPAI41 1.110 0.000 0.000 17.000 C-70 Tie- ork W6B SPAN2 1.110 0.000 0.000 63.000 C-78 Tie-Back W6F COLO1 -3.170 2.590 -3.186 18.000 C-110 Lean-To W6F COLOI 0.000 7.500 0.000 42.333 C-40 JACK BEAM W6F COL02 -4.460 2.240 3.697 30.667 C-17 Lean To W6F SPAN1 1.110 0.000 0,000 17.000 C-71 Tie-Back W6F SPAN2 1.110 0.000 0.000 63.000 C-79 Tie-Back W7B COLOI -1.240 0.520 -0,640 11,001 C-111 Lean-To W7B COLOI 0.000 7.500 0,000 92.333 C-91 JACK BEAM W7B COL02 1.810 0.420 0.693 30.667 C-16 Lean To W7B SPAN1 1„110 0.000 0,000 17.000 C-72 Tie-Back W7B SPAN2 1.110 0.000 0.000 63.000 C-80 Tie-Back W7F COLOI -1.240 0.520 -0.640 18.000 C-112 Lean-To W7F COLOI 0.000 7.500 0.001 42.333 C-41 JACK BEAM W7F COL02 -1.010 0.420 0693 30.667 C-19 Lean To W7F SPAN1 1.110 0.000 0..000 17.000 C-73 Tie-Back W7F SPAN2 1.110 0,000 0.000 63.000 C-81 Tie-Back WBB COL01 -2970 1.560 -1.919 18.000 C-113 Lean-To We COLOI 0..000 7.500 0.000 42.333 C-43 JACK BEAM WBB COL02 4.280 1.290 2.129 30.667 C-20 Lean To WBB SPAN1 1.110 0.000 0.000 17.000 C-74 Tie Back We SPAN2 1.110 0.000 0.000 63,000 C-82 Tie-Back We COLOI -2970 1560 -1919 1B.000 C-114 Lean-To We COL01 0..000 7..500 0..000 42,333 C-44 JACK BEAM We COL02 -9.280 1.290 2.129 30.667 C-21 Lean To WBF SPAN1 1.110 0.000 0.000 17,000 C-75 Tie-Back W8F SPAN2 1.110 0.000 0.000 63.000 C-83 Tie-Back EQR COL 01 1.640 0.080 -0.098 18.000 C-115 Lean-To EQR COLOI 4.730 0.000 0.000 36,600 C-1 Crane EQ EQR COL02 1.900 0.100 0.165 30.667 C-22 Lean To EQR COL02 4.730 0.000 0.000 36.600 C-2 Crane EQ EQR SPAN1 3.240 0.000 0,000 17,000 C-24 Crane Horiz, EQR SPAN1 1.600 0.000 0.000 17.000 C-84 Tie-Back EQR SPAN2 3.240 0.000 0.000 63.000 C-27 Crane Horiz. EQR SPAN2 1.600 0.000 0.000 63,000 C-85 Tie-Bac EQL COL01 -1.640 -0.080 0.098 18.000 C-116 Lean-To EQL COL01 -4.730 0,000 0.000 36.600 C-3 Crane EQ EQL COL02 -1.900 -0.100 -0,165 30,667 C-23 Lean To EQL COL02 -4.730 0.000 0.000 36.600 C-4 Crane EQ EQL SPAN1 -3.240 0.000 0,000 17,000 C-25 Crane Horiz. EQL SPAN1 -1.600 0.000 0.000 63.000 C-87 Ti e-Bs cV: EQL SPAN2 -3.240 0.000 0.000 63,000 C-26 Crane Horiz. EQL SPAN2 -1.600 0.000 0.000 63.000 C-66 Tie-Back LP.D COLOI 0.000 -9.200 0.000 42.331 C-45 JACK BEAK] LED SPAN1 2.050 0.000 0.000 17.000 C-86 Tie-BacV P,RD COLOI 0000 -9.550 0.000 42.333 C-46 JACK BEAM RRD SPAN2 2..050 0.000 0.000 63.000 C-89 Tie-Ba c 1: P,IG COLO1 1.000 0,000 0.000 42.310 C-52 RIGIDITY C10L COLOI 0.000 -30.800 -78.123 34,211 Crane-1 C10L COLOI 0.000 -9,740 0,000 42,333 C-47 JACK BEAM C10L COL02 0.000 -16,900 92.865 39.211 Crane-1 C10L SPAN1 0.000 -28.510 0.000 16.906 Crane-2 C10L SPAN1 1.410 0.000 0.000 17,000 C-90 Tie-Back C10L SPAN2 1.410 0.000 0.000 63.000 C-93 Tie-Back Cl0L SPAN2 0.000 -11.260 0.000 63,094 Crane-2 Cl OR COLO1 0.000 -16.900 -92.866 34.211 Crane-1 Cl OR COLOI 0.000 -6.070 0.000 42.333 C-48 JACK BEAM C10R COL02 0.000 -30.800 78.123 34.311 Crane-1 Cl OR SPAN1 0.000 -14.250 0.000 16.906 Crane-2 Cl OR SPAN1 1.910 0.000 0.000 17.000 C-91 Tie-Back Cl OR SPAN2 1.410 0.000 0,000 63.000 C-�2 Tie-Beef: Cl OR SPAN2 0.000 -28.510 0.000 63.09q Crane-2 C1LL COI,0 1 -2.300 O,000 0,060 36.599 Crane-1 C1LL COLOI 0.000 0.100 0.000 4_.33, C-9'� JACK BEAM ClLL COL02 - .300 0,000 0,000 36.599 Crane-1 C1LL SPAN1 --'.850 0.000 -11,214 16._O, Crane­ Cl LL SPAN1 0.710 0.000 0.000 17.000 C-l7 Tie-Back: BWB A114 of 362 U13R0049A-SCOTT GALVANIZING C1LL SPAN2 0.710 0.000 0.111 11.000 C-99 Tie-Back C1LL SPAN2 -2.850 0.000 -11.346 63.094 Crane-2 - C1LR COLO1 2.300 0.000 0.000 36.594 Crane-1 C1LR COL01 0.000 0.100 0.000 42.333 C-50 JACK BEAM C1LR COL02 2.300 0.000 0.000 36.594 Crane-1 CILR SPAN1 2.850 0.000 11.211 16.901 Crane-2 CUR SPAN1 0.710 0.000 0.000 17.000 C-96 Tie-Back CUR SPAN2 0.710 0.000 0.000 63.000 C-95 Tie-Back CUR SPAN2 2.850 0.000 11.348 63.094 Crane-2 ------------------------------ L 0 A D C O M B I N A T I O N S ------------------------------------ ASR Cases 1) 1.00 SW+RDL+COL 2) 1.00 SW+RDL+COL+SL+SR 3) 1,00 SW+RDL+COL+RLL+RLR 4) 1.00 SW+RDL+WIL 5) 1.00 SW+RDL+W2L 6) 1.00 SW+RDL+WIR 7) 1,00 SW+RDL+W2R 6) ].00 0.60SW+0.60RDL+WIL 9) 1.00 0.60SW+0.60RDL+W2L 10) 1.00 0.60SW+0.60RDL+WIR 11) 1.00 0.60SW+0.6ORDL+W2R 12) 1.00 SW+RDL+COL+0.75SL+0.755R+0.75W1L 13) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W2L 19) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W1R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W2R 16) 1:00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W1L 17) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W2L 18) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W1R 19) 1,00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W2R 20) 1.00 SW+RDL+W5B 21) 1.00 SW+RDL+W6B 22) 1.00 SW+RDL+W7B 23) 1.00 SW+RDL+WBB 24) 1.00 SW+RDL+W5F+NLL 25) 1.00 SW+RDL+W5F+NLR 26) 1.00 SW+RDL+W6F 21) 1.00 SW+RDL+W7F 28) 1.00 SW+RDL+WBF 29) 1.00 0.60SW+0.60RDL+W5B 30) 1,00 0.60SW+0.6ORDL+W6B 31) 1.00 0.60SW+0.60RDL+W7B 32) 1,00 0.60SW+0.60RDL+WBB 33) 1.00 0.60SW+0.60RDL+W5F 34) 1.00 0.60SW+0.60RDL+W6F 35) 1.00 0.60SW+0.60RDL+W7F 36) 1.00 0.60SW+0.60RDL+W8F 37) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W5B 38) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W6B 39) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W7B 40) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75WBB 41) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W5F 42) 1,00 SW+RDL+COL+0.75SL+0.75SR+0.75W6F 43) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W7F 44) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75WBF 45) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5B 96) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W6B 97) 1.00 SW+RDL+COL+0.75 RLL+0.75RLR+0.75W7B 48) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75WBB 49) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5F 50) 1,00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W6F 51) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W7F 52) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75WBF 53) 1.00 SW+RDL+COL+OOS 54) 1.00 SW+RDL+COL+LRD 55) 1.00 SW+RDL+COL+RRD 56) 1.00 SW+RDL+COL+CI0L+CILL 57) 1.00 SW+RDL+COL+CIOL+CILR 58) 1.00 SW+RDL+COL+ClOR+CILL 59) 1.00 SW+RDL+COL+CIOR+CILR 60) 1.00 SW+RDL+COL+0.56SL+0.56SR+0.75C10L+0.75CILL 61) 1.00 SW+RDL+COL+0.56SL+0.56SR+0.75C10L+0.75C1LR 62) 1.00 SW+RDL+COL+0.56SL+0.56SR+0.75C10R+0.75C1LL 63) 1.00 SW+RDL+COL+0.56SL+0.56SR+0.75C10R+0.75C1LR 64) 1.00 SW+RDL+0.56SL+0.56SR+0.38W1R+0.75C10L+0.75C1LR 6 5) 1.00 SW+RDL+0.56SL+0.56SR+0.38W1R+0.75C10R+0.75C1LR 66) 1.00 SW+RDL+0.56SL+0.565R+0.38W1L+0.75C1OL+0.75C1LL 67) 1.00 SW+RDL+0.56SL+0.56SR+0.3BWIL+0.75C10R+0.75CILL 68) 1:00 1.11SW+1.11RDL+1.11COL+0.91EQL 69) 1.00 1.115W+1.11RDL+1.11COL+0.91EQR 70) 1.00 1.08SW+1.OBRDL+l.0 8COL+0.6BEQL 71) 1.00 1.08SW+I.OBRDL+1.08COL+0.6BEQR 72) 1,00 0.49SW+0.49RDL+0.91EQL 73) 1,00 0.49SW+0,49RDL+0.91EQR 74) 1.00 RIG BWB All 5 of 362 U13R0049A-SCOTT GALVANIZING Sob U13ROO49A Scott Galvanizing NUCOR BUILDING SYSTEMS Date: 08-06-13 Pagel 1 Frame: FRAME LINES 2-3,9-10 MAIN By : BWB File: F13 •.. DESIGN SUMMARY REPORT -----------------------------------------------------------------------------------.»--��_ _» ------------- Built Up Rafter - RAFOI - T/L B/R T/L B/R Max ------------- SHEAR --------�^^- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'1 Mat'1 Mat.1 Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R --_________-__•_______--_.-......._-.....»-.- ----------------------------'-»-----------------------------^.---^ I F8.75 F8.75 W275 57 6 -9.2 0.02 428.0 0.65 0.64 0.66 66 3a 36.73 0.01 0.78 0.78 2 F8.63 F8.50 W250 57 7 -9.6 0.03 428.0 0.80 0.B5 0.82 69 12 -15.76 0.42 0.44 0.39 Chkpt 1 6 7 12 Depth 49.50 33.31 40.12 Section I 1 1 2 1 --- ------------------------------------------------- I width thick Fy I width thick Fy I --------------- -_---------^-------------------^-----------------------------------»-.- T/L Flg 1 8.0 0.7500 55.00 1 8.0 0.6250 55.00 1 Web 1 0.2750 55.00 1 0.2500 55.00 1 B/R Fig 1 8.0 0.7500 55,00 1 8.0 0.5000 55.00 1 Built Up Rafter - RAF02 T/L B/R T/L B/R Max ----^------- SHEAR ---- --- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Nat'l Nat'l Nat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -`---^----------------------------------- -^-----------------------------------^------------------_____ .'_«------ I F8.63 F8.50 W250 69 18 -6.0 0.02 289.5 0.54 0.70 0.71 64 17b 22.30 0.59 0.56 0.51 2 F6.75 F8.75 W275 64 24 -23.9 0.06 -762.6 0.71 0.82 0.85 65 22b -44.07 0.97 0.90 0.90 Chkpt 13 18 19 24 Depth 40.12 33.31 49.50 Section I 1 1 2 1 _------------------------- --- -- I width thick^ Fy I_width th ek Fy I ---------------».._-____ -----'---------»----------------------------------------------w-..-_-------^--------------------- T/L Flg 1 6.0 0.6250 55.00 1 8.0 0.7500 55.00 1 Web 1 0.2500 55.00 1 0.2750 55.00 1 B/R Flg 1 8.0 0.5000 55.00 1 8.0 0.1500 55.00 1 Built Up Column - COL01 T/L B/R T/L B/R Max -- --- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Nat'l Nat'l Nat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ---' -----------------------------------------------------------------_.------ --.-.- 1 F12.50 F12.63 W18B 66 30 -100.9 0.31 -187.9 0.35 0.37 0.63 68 30 -14.28 0.74 0.79 0.B3 2 F12.50 F12_63 W220 66 33 -91.5 0.27 -245.9 0.39 0.42 0.64 68 37 -12.84 0.61 0.42 0.45 3 F12.50 F12.63 W220 68 44 -38.3 0.09 -588.6 0.68 0.65 0.69 30 436 16.49 0.78 0.31 0.34 Chkpt 25 30 31 37 38 44 Depth 17.12 29.12 42,00 42.00 Section I 1 1 2 1 3 1 -�_- «-----'-------'---------------------------------------------------'----- --.»-__----_W»�------------------ I width thick Fy I width thick Fy I width thick Fy I --------^----------------------------------------------------------------------------- _-__--^-�-- --'------»- T/L Flg 1 12.0 0.5000 55.00 112.0 0.5000 55.00 1 12.0 0.5000 55.00 1 Web 1 0.1875 55.00 1 0.2200 55.00 1 0.2200 55.00 1 B/R Flg 1 12.0 0.6250 55.00 1 12.0 0.6250 55.00 1 12.0 0.6250 55.00 1 Built Up Column - COL02 T/L B/R T/L B/R Max SHEAR ------------^ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Nat'l Nat'l Nat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ^-»-_-------------------------------------=-- -----------.»-»----------------------------------»__----»»-_w»»__» 1 F12.63 F12.50 W188 65 50 BB.. 0.27 306.9 0.60 0.57 0.80 64 50 17.60 0.91 0.98 0.94 2 F12.63 F12.50 W220 65 52 -87.0 0.26 383.1 0.65 0.61 0.84 64 56a 18.06 0.83 0.55 0.51 3 F12.63 F12.50 W220 64 64 -47.7 0.11 798.7 0.88 0.93 0.93 64 591b 19.52 0.93 0.40 0.37 Chkpt 95 5U 51 57 58 64 Depth 17.12 29.12 42.00 42.00 Section I I 1 2 1 3 1 ---------------------------------------------------------------------------- I _-_-_--._-_- I width thick Fy I width thick Fy I width thick Fy I _»»» ------------^----------------------^------------------------------------------------------...--_-_-______ T/L Fig 1 12.0 0.6250 55.00 1 12.0 0.6250 55.00 1 12.0 0.6250 55.00 1 Web 1 0.1875 55.00 1 0.2200 55.00 1 0.2200 55.00 I B/R Fig 1 12.0 0.5000 55.00 1 12.0 0.5000 55.00 1 12.0 0.5000 55.00 1 Frame Weight (lbs) - 10674 Deflections (in): 10 yr Wind dx 2.-0 - H/ 173 WIND CASE 1 TO RIGHT Crane di. - 2.87 - H/ 176 CRANE 1 LATERAL TO RIGHT Seismic dx • -6.84 H/ 73 SEISMIC TO LEFT Story Drift -20.51 - 0.041H SEISMIC TO LEFT Drift Index • 0.02 1.11SW+1.11P.DL+1.11COL+0.91EQL Maximum d:: - 6.81 • H/ 74 1.11S[V+1.11P.DL+1.11COL+0.91EQR Maximum dy - -2.25 - L/ 193 12 MOD 1, SW+RDL+0.56SL+0.56SR+0.38W1R+D.75C10L+0.75C1LR Max. Live dy -1.22 - L/ 734 B MOD 1, SW+P.DL+COL+UOS BWB A116 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job H: U13ROO49A Job Name Scott Galvanizing Frame FRAME LINES 2-3,9-10 MAIN Date 2/20/2013 Designer BWB File F13.nfr App Version 2013.6.3.1 ----------------- --- 1 O N N E C T I O N S U M M A R Y ------------ Knee Connection - COL01 Web -----? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener-? Roof Web fv/Fv Weld Weld Weld Areq/A xeq/(WlIW2) W3req/W3 Weld Areq/A W9req/W4 Stiff. No. Theta Axial Slope Matt Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio 1.00:12 W313 0.65 FWS3 FWD4 FWS5 0.50 0.D0 0.71 FWD4 0.39 0.26 F3.38 1 0.000 0.00 I width thick Fy I height depth length I I width thick length Fy I Top Plate 12.0 1.0000 55.0 41.02 I Stiffener 1 3.0 0.3750 40.88 36.0 I Web 0.3125 55.0 99.76 40.8E I I 1 Bot Plate I 6.0 0.7500 55.0 40.88 Knee Connection - COL02 Web ----- ? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(WI+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matt Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Mail Stiff. Degrees Ratio -1.00:12 W313 0.89 FWS3 FWD4 FWS5 0.50 0.00 0.94 FWD4 0.42 0.35 F3.38 1 0.000 0.00 I width thick Fy height depth length I I width thick length Fy 1 __-_-_---^----------«-------------- Top Plate 1 12.0 1.0000 55.0 41.02 I Stiffener 1 3.0 0.3750 90.88 36.0 1 Web 1 0.3125 55.0 44.76 40.BB Bot Plate 1 6.0 0.7500 55.0 40.88 I I 1 Splice Connection - Moment Connection from COLO1 To RAF01 Left Right Left Right ---------- ---�-- BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio --------"'-""'- ----- - .-«« »______________________•__«------- --------_«»--_--___�W-____-_ 4BES F121.0 F81.0 8-1.250-S 79 19.06 42.B3 1167.8 0.67 1.03 79 19.06 42.83 1167.6 0.87 ------------------------------ ___«---._-_»--..-..«.«.«..._«----------- ( left right I 1 width thick length Fy size Left Plate 112.0 1.000 58.3E 11.0 Top Weld FWDS CJPI Right Plate I 8.0 1.000 58.36 55.0 Web Weld WP15 WP15 1 Stiffener I 4.0 0.375 7.00 55.0 ) Bottom Weld I FWD5 CJP1 I Splice Connection - Moment Connection from RAFO1 To RAF02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matt Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 4BE F8.63 F8.63 8-1.000-S 52 9.53 3.26 255.8 0.82 0.82 52 -9.53 3.26 255.6 0.70 1 I left right 1 width thick length Fy I 1 size 1 _ _.------------_"_-- -_--_- ----'_---------_..««««-«««-.-..«« Left Plate 1 0.0 0.625 17.00 55.11 I Top Weld FWD9 FWD9 Right Plate I 8.0 0.625 97.00 55.0 Web Weld WP19 WP19 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD4 FWD4 I Splice Connection - Moment Connection from RAF02 To COL02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Mail Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 4BES F101.0 F121.0 8-1.250-S 78 -19.57 45.21 1253.6 0.90 0.71 78 19.51 -15.21 -1253.6 0.94 -------------««----------�_w--»----I-------------I--left right 1 width thick length Fy I size .__.«.«««._«.«.......___ _»-.___»«»»_------«..------------ ___ --------------_-.« Left Plate 10.0 1.000 58.31 55.0 ( Top Weld I CJP1 FWD5 Right Plate 12.0 1.000 58,38 55.0 I Web Weld ( 47P15 WP15 I Stiffener 4.0 0.375 7.00 55.0 1 Bottom Weld I CJP1 FWD5 1 Base Plate - COLO1 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp %'.ial Web Shear Flg Shear ft/Ft fv/Fv ASTM MatI Qty/Size Weld Weld Weld Patio Chec1.. L Uplift 6 Uplift P.ado Ratio Design F12.50 6-1.250 FWS3 FWS4 FWS3 0.41 0.11 0.17 0.24 0.16 0.18 F1554 Gr.36 ^ ----------------------------------------________-_-_-__-..-«.._«-.-....«-«.-.«------- I width thick length Fy I -----------------------------------------------------------------------------------------------------------««-«-«-«-««---- Base Plate 1 12.00 0.500 17.13 55.0 Base Plate - COL02 Base T/L B/P, ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Pleb tp(req)/tp A;:ial Web Shear Fla Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check L Uplift f.. Uplift Ratio Ratio Design BWB A117 of 362 U13R0049A-SCOTT GALVANIZING ---------- ------------------------------------------------------------------------------------------------------------------ F12.50 6-1.250 FWS4 FWS3 FWS3 0.76 0.09 0.17 0.19 0.13 0.23 F1554 G-36 _---"'-_-----•-----------------------'-___'----_"---_-----'-------'------------------------------------------ width thick length ry I ---------------------- _____------------------------------------------------------- Base Plate 112.00'- 0.500 17.13 55.0 1 Splice Load Combinations: No. ASR Cases 1 1.00 SW + ROL I COL 2 1,00 SW + ROL • COL + SL + SR 3 1.00 SW + ROL 1 COL + RLL + RLR 4 1.00 SW + ROL • W1L S 1.00 SW + ROL 4 W2L 6 1.00 SW + ROL 1 W1R 7 1.00 SW + ROL + W2R 8 1.00 0.60SW + 0.60RDL 1 W1L 9 1.00 0.6 0 S W + 0.60RDL ♦ W2L 30 1.00 0.60SW + 0.60RDL / W1R 11 1.00 0.60SW + 0.60RDL 4 W2R 12 1.00 SW + RDL • COL • 0.75SL + 0.75SR + 0.75W1L 13 1.00 SW + ROL • COL 4 0.75SL + 0.75SR + 0.75W2L 14 1.00 SW + ROL 4 COL 1 0.755E + 0.75SR + 0.75W1R 1.5 1.00 SW + ROL 1 COL • 0.753L + 0.75SR + 0.75W2R 16 1.00 SW + ROL ♦ COL + 0.75RLL + 0.75RLR + 0.75W1L l7, I.00 SW + ROL 4 COL • 0.75RLL + 0.75RLR+ 0..75W2L IB 1.00 SW + ROL ♦ COL + 0.71RLL + 0.75RLR + 0.75W1R 19 1.00 SW + ROL • COL • 0.75RLL + 0.75RLR + 0.75W2R «0 1.01 SW + ROL 1 WSB 2l 1.00 SW + ROL 1 W6B 22 1.01 SW + ROL 1 W11 23 1.00 SW + ROL 1 W8B 24 1.00 SW + ROL • W5F 25 1.00 SW + ROL 1 W6F 26 1.00 SW + ROL / W7F 27 1.00 SW + ROL • W8F 18 1.00 0.60SW + 0.60RDL + W5B 29 1.00 0.60SW + 0.6ORDL + W611 30 1.00 0.60SW + O.60RDL + W7B 31 1.00 0.60SW + 0.6ORDL + W8B 32 1,00 0.60SW + 0.6OROL + W5F 33 1.00 0.60SW + 0.60ROL + W6F 34 1.00 0.60SW + 0.60RDL + W7F )`• 1.00 0.603W + 0.60RDL 1 WOF 36 1.00 SW + RDL • COL + 0.75SL + 0,75SR + 0.75W5B )7 1.00 SW + ROL • COL + 0.75SL + 0.75SR + 0.75WGB 38 1.00 SW + ROL • COL + 0.75SL + 0.75SR + 0.75W7B 39 1.00 SW + ROL 1 COL + 0.755L + 0.75SR + 0.75WBB 40 1.00 SW + ROL • COL + 0.75SL + 0.75SR + 0.75W5F 41 1.00 SW + ROL 1 COL + 0.75SL + 0.75SR + 0,75W6F 47 1.00 SW + ROL ♦ COL + 0.75SL + 0.75SR + 0.75W7F 43 1.00 SW + ROL 1 COL + 0.75SL + 0.75SR + 0.75WBF 44 1.00 SW + ROL 1 COL + 0.75RLL • 0.75RLR + 0.75W5B 45 1,00 SW + RDL 4 COL + 0.75RLL • 0.75RLR + 0.75W6B 46 1.no SW + ROL 1 COL + 0.75RLL • 0.75RLR + 0,75W7B 47 1.00 SW + ROL ♦ COL + 0.75RLL • 0.75RLR+ 0.75WBB 48 1.00 SW + ROL 4 COL + 0.75RLL • 0.75RLR + 0.75W5F 49 I,00 SW + ROL 1 COL + 0.75RLL • 0.75RLR + 0.75W6F 50 1.00 SW + ROL 1 COL + 0.75RLL • 0.75RLR + 0.75W7F 51 1.00 SW + ROL COL + 0.75RLL • 0.75RLR + 0.75WBF 52 1.00 SW + ROL i COL + UOS 53 1.00 SW + ROL 0 COL + LRD 54 1.00 SW + ROL • COL + PRO 55 1.00 SW + ROL 4 COL + C10L + C1LL 56 1.00 SW + ROL / COL + C10L + C1LR 57 1.00 SW , ROL 1 COL + C10R + C1LL 58 1.00 SW + ROL + COL + C10R + C1LR S9 1.00 SW + ROL / COL + 0.565L + 0.56SR + 0.75C101, + 0.75C1LL 60 1.00 SW + ROL 1 COL + 0.56SL + 0.56SR + 0.75C10L + 0.75C1LR 61 1.00 SW + ROL / COL + 0.56SL + 0.56SR + 0,75C10R + 0.75C1LL 62 1.00 SW + ROL 4 COL + 0.56SL + 0.56SR + 0.75C1OR + 0.75CILR 63 1.00 SW + ROL 1 0.56S1, + 0.565R + 0.38WIR / 0.75C10L + 0.75C1LR 64 1.00 SW + ROL + 0.56SL + 0.56SR + 0.38W1R + 0.75G10R + 0.75C1LR 6S 1.00 SW + ROL / 0.565L + 0.565R + 0.38W1L • 0.75C10L + 0.75C1LL 66 1.00 SW + ROL ♦ 0.56SL + 0.56SR + 0,3BW1L + 0,75C10R + 0.75C1LL 67 1.00 1.11SW + I.IIRDL 1 1.11COL + 0.91EQL 68 1.00 1.11SW + 1.11RDL ♦ 1.11COL + 0,91EQR 69 1.00 1.OBSW + 1.OBP.DL 4 1.08COL + 0.68EQL 70 1-00 1.08SW + 1.08RDL 1 1.08COL + 0.6BEQR 71 1.00 0.49SW + 0.49RDL ♦ 0.91EQL 72 1.00 0.49SW + 0.49RDL ♦ 0.91EQR 79 1.00 RIG 74 1.20 Special Seismic 75 1.20 Special Seismic 76 1.20 Special Seismic 77 1.20 Special Seismic 78 1.20 Special Seismic 79, 1.20 Special Seismic BA 1.20 Special Seismic 81 1-20 Special Seismic BWB A118 of 362 U13R0049A-SCOTT GALVANIZING V C C3 R Project No.: U 13R0049A BUILDING SYSTEMS GROUP Description: SCOTT GAL.-MAIN BLDG A DIVISION OF NUCOR CORPORATION Engineer BWB Anchor Bolt Cheeks(RISC 13th Edition) Date: 3/4/2013 per AISC Steel Construction Manual(131h Edition) Version: 1.6(Date: 12/30/1 1)By DJE GENERAL INFORMATION: FRAME REACTIONS Design Method,(ASD/LRFD): Al Axial y Allowable Stress Ratio,ASR: 1.20 (Y"Axis) X SreP.,�s\ Frame Reactions: (Longitudinal Combinations) Tensile Reaction,(y-axis): 19.370 kips. Shear Reaction,(x-axis): 18.370 kips. BRACE REACTIONS Bracing Reactions: (Longitudinal Combinations) y Tensile Reaction,(y-axis): 93.800 kips. Axial Shear Reaction,(z-axis): 54.600 kips. (Y-Axis) Y ANCHOR BOLT INFORMATION: X 2 hem Anchor Bolt Material: F.1554 Gr.36? s� Z Anchor Bolt Size,d n: 1'/4"ta ) No.of Anchor Bolts,n: 6 t<Z APPLIED LOADS: Required Tensile Strength, f,: 113.170 kips. Required Shear Strength, f,: 57.607 kips. DESIGN RESULTS: Tension Only Results: OK Remarks Tensile Strength Ratio(y-axis) f,/F, 0.699 R.,=F,,,Ab ASD Allowable Tensile Strength, Rn,/Q F, kips 161.980 sz=2.00(ASD) b=0.75(LRFD) Shear Only Results: OK Remarks Shear Strength Ratio(xz-axis) f,/F 0.667 R.,.=F,,,•Ab ASD Allowable Shear Strength, R /Q F kips 86.390 0=2.00(ASD) Combined Tension & Shear Results: r OK Remarks E ed Tensile Strength Ratio f,/F', 0.938 R„=F' Ab ed Shear Strength Ratio t /(",. 0.932 st=2.00(ASD) ailable Tensile Strength,R,,,/Q F', kips 120.709 F',,,=F,,,[I -(Qf,./F,,,)Z]'IZ<_F,,, (ASD)ailable Shear Strength, R,,,./Q h'w kips 61.807 F F,,,[I -(S2f,/F,,,)']"<F„� (ASD)' te:The elliptical relationship for combined strength has been adopted per the AISC commentary. (Eq.C-B-8a&C-B-8b) BWB Al19 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job 8: U13ROO49A Job Name Scott Galvanizing Frame FRAME LINES 4-7 MAIN Date 2/20/2013 Designer BWB File F14.nfr App Version 2013.6.3.1 ---------------------'________--_---_---- F R A M S D E S C R I P T I O N Frame type RCG Frame width 80.00 Ft. Bay width 25.00 Ft. LF.FT RIGHT Dim to ridge 40.00 Ft. 40.00 Ft. Roof slope 1.00/12 -1.00/12 Eave height . 46{67 Ft 46.67 Ft: Girt offset 8,00 In.. 8.00 In, Typ. Girt spacing 6.50 Ft. Purlin offset 0.00 In. 0.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 80.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace N Y Y Y Y Y Flange Brace 0 0 2 2 2 2 Location (ft): 7.5 14,.0 20.2 26.5 32.0 39.7 WP2 Girt Brace N Y Y Y Y Y Flange Brace 0 0 2 2 2 2 Location (ft): 7.5 14'.0 20.2 26.5 32:6 39.7 Other Braces: Column i COLON COL02 Left Brace Y Y Right Brace Y Y Location (ft): 34.9 34.9. L O A D I N G+C O N D I T I O N S ------------------------------- Building Code s Year IBC 2009 occupancy Classification II-Standard Buildings AISC Specification 2005 ASD L O A D S (Psf) Roof Dead load 4.00 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 85.00 Mph Exp. : C Wind pressurei 16.95 Psf Building is Enclosed Wind pressure coefficients C1 CLE CZ C3 C3E C4 W1R 0:950 0.000 -0.140 0.180 0.000 0.260 WlL 0.260 0.000 0,100 -0.140 0.000 0.950 W2R -0.150 0,000 -1.240 -0.920 0.000 -0.840 W21, -0,840 0.000 -0.920 -1.240 0,000 -0.150 W5B 0,100 -0.520 -0.140 -0.140 0.000 0.100 W5F 0.100 0.000 -0.140 -0.140 -0.520 0.100 W6B -1.000 -1.620 -1.240 -1.240 0.000 -1.000 W6F -1.000 0.000 -1.210 -1.240 -1.620 -1.000 W7B 0.100 0,020 0,180 0.180 0.000 0.100 W7F 0.100 0,000 0,180 0,180 0,020 0.100 W8B -1.000 -LOBO -0.920 -0.920 0,000 -1.000 W8F -1,000 0.000 -0.920 -0.920 -LOBO -1.000 Tributary Widths Panel Trib. Width (ft) WP1 25.00 WP2 25.00 P.P1 25.00 RP2 25.00 P R O G P. A M - A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load to Loc Klf Kit Ft. Ft. RDL P.P1 :0 100 -0,100 0.000 40.000 RDL P.P2 -0.100 -0.100 40.000 80.000 COI, RPI .0.075 -0.075 0.000 40.000 BWB A120 of 362 U13R0049A-SCOTT GALVANIZING COL RP2 -0.075 -0.075 40.000 80.000 SL RP1 -0.525 -0.525 0.000 40.000 SR RP2 -0.525 -0.525 40.000 80.000 UOS RP1 -0.625 -0.625 0.000 40.000 UOS RP2 -0.625 -0.625 _40.000 80.000 RLL RP1 -0.500 -0.500 0.000 40.000 RLR RP2 -0.500 -0.500 �'90.000 00.000 WJR RP1 -0.059 -0.059 0.000 40.000 W1R RP2 0.076 0.076 40.000 80.000 W1R WP1 0.403 0.403 0.000 46.667 W1R WP1 0.636 0.636 46.667 46.670 W1R WP2 -0.110 -0.110 0.000 46.667 W1R WP2 0.424 0.424 46.667 46.670 W1L RP1 0.076 0.076 0.000 40.000 W1L RP2 -0.059 -0.059 40.000 80.000 W1L WP1 0.110 0.110 0.000 46.667 W1L WP1 -0.424 -0.424 46.667 46.670 W1L WP2 -0.403 -0.403 0.000 46.667 W1L WP2 -0.636 -0.636 46.667 46.670 W2R RP1 -0.525 -0.525 0.000 40.000 W2R RP2 -0.390 -0.390 40.000 80.000 W2R WP1 -0.064 -0.064 0.000 46.667 W2R WP1 0.636 0.636 46.667 46.670 W2R WP2 0.356 0.356 0.000 46.667 W2R WP2 0.424 0.424 46.667 46.670 W2L RP1 -0.390 -0.390 0.000 40.000 W2L RP2 -0.525 -0.525 40.000 80.000 W2L WP1 -0.356 -0.356 0.000 46.667 W2L WP1 -0.424 -0.424 46.667 46.670 W2L WP2 0.064 0.064 0.000 46.667 W2L WP2 -0.636 -0.636 46.667 46.670 W5B RP1 -0.059 -0.059 0.000 40.000 W5B RP2 -0.059 -0.059 10.000 80.000 W5B WP1 0.042 0.042 0.000 46.667 W5B WP1 -0.424 -0.424 46.667 46.670 W5B WP2 -0.042 -0.042 0.000 46.667 W5B WP2 0.424 0.424 46.667 46.670 W5F RP1 -0.059 -0.059 0.000 40.000 W5F RP2 -0.059 -0.059 40.000 80.000 W5F WP1 0.042 0.042 0.000 46.667 W5F WP1 -0.424 -0.424 46.667 46.670 W5F WP2 -0.012 -0.042 0.000 46.667 W5F WP2 0.424 0.424 46.667 46.670 W6B BPI -0.525 -0.525 0.000 40.000 W6B RP2 -0.525 -0.525 40.000 80.000 W6B WP1 -0.424 -0.424 0.000 46„667 W6B WP1 -0.424 -0.424 46.667 46.670 W6B W22 0.424 0.424 0.000 46.667 W6B WP2 0.424 0.424 46.667 46.670 W6F BPI -0.525 -0.525 0.000 40.000 W6F RP2 -0.525 -0.525 40.000 80.000 W6F WP1 -0.424 -0.424 0.000 46.667 W6F WP1 -0.124 -0.424 46.667 46.670 W6F WP2 0.424 0.424 0.000 46.667 W6F WP2 0.424 0.424 46.667 46.670 W7B RP1 0.076 0.076 0.000 40.000 W7B RP2 0.076 0.076 40.000 80.000 W7B WP1 0.042 0.042 0.000 46.667 W7B WP1 -0.424 -0.424 46.667 46.670 W7B WP2 -0.042 -0.042 0.000 46.667 W7B WP2 0.424 0.424 46.667 46.670 W7F RP1 0.076 0.076 0.000 40.000 W7F RP2 0.076 0.076 40.000 B0.000 W7F WP1 0.042 0.042 0.000 46.667 W7F WP1 -0.424 -0.424 46.667 46.670 W7F WP2 -0.042 -0.042 0.000 46.667 W7F WP2 0.424 0.424 16.667 46.670 W8B BPI -0.390 -0.390 0.000 40.000 W8B RP2 -0.390 -0.390 40.000 80.000 W8B WP1 -0.424 -0.424 0.000 46.667 W8B WP1 -0.424 -0.424 46.667 46.670 WBB WP2 0.424 0.424 0.000 46.667 WBB WP2 0.424 0.424 46.667 46.670 WBF BPI -0.390 -0.390 0.000 40.000 W8F RP2 -0.390 -0.390 40.000 80.000 WBF WP1 -0.424 -0.424 0.000 46.667 W8F WP1 -0.424 -0.424 46.667 46.670 W8F WP2 0.424 0.424 0.000 46.667 W8F WP2 0.424 0.424 46.667 46.670 EQR RP1 0:077 0.077 0.000 40.000 EQR RP2 0.077 0.077 40.000 80.000 EQL RP1 -0.077 -0.077 0.000 40.000 EQL RP2 -0.077 -0.077 40.000 80.000 LRD RP1 -0.525 -0.525 0.000 40.000 LRD BPI -0.259 -0.259 20.815 40.000 LRD RP2 -0.157 -0.157 40.000 80.000 RRD RP1 -0.157 -0.157 0.000 40.000 RRD RP2 -0.525 -0.525 40.000 80.000 RRD RP2 -0.259 -0.259 40.000 59.185 U S E R A P P L I E D L O A D Sv__� Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. FL. Load N Description RDL COL01 0.000 -9.540 0.000 4:.333 C-24 JACK BEAM RDL COL02 0.000 -1.100 -1.353 10.000 C-1 Lean To RDL SPAN1 0.000 -'."0 0.000 14.906 Crane-1 RDL SPAN1 0.600 0.000 0.000 24..500 C-48 Tie-Back RDL SPAN2 0.600 0.000 0.000 63.000 C-49 Tie-Back RDL SPAN2 0.000 --.960 0.000 53.094 Crane-1 COL COL01 0.000 -1.500 0.000 4:.333 C-25 JACK BEAM COL COL02 0.000 -0.710 -0.673 18.000 C-2 Lean To COL SPAN1 0.580 0.000 0.000 17.000 C-51 Tie-Back COL SPAN2 0.400 0.000 0.000 0.000 C-50 Tie-Back SL COL01 0.000 -8.:00 0.000 4:.333 C-26 JACK BEAM SL SPAN1 0.545 0.000 0.000 17.000 C-51 Tie-Back SR COL02 0.000 -14.840 -18.257 18.000 C-3 Lean To SR SPAN2 0.645 0.000 0.000 63.000 C-53 Tie-Back: UOS COL01 0.000 -1-.200 0.000 42.333 C-27 JACK BEAM BWB A121 of 362 U13R0049A-SCOTT GALVANIZING DOS COL02 0.000 -5.870 -7.222 18.000 C-4 Lean To 00S SPAN1 1.415 0.000 0.000 17.000 C-54 Tie-Back 005 SPAN2 1.415 0.000 0.000 63.000 C-55 Tie-Back ILL COL01 0.000 -7.010 0.000 42.333 C-28 JACK BEAM RLL SPAN1 0.520 0.000 0.000 17.000 C-56 Tie-Back RLR COL02 0.000 -4.700 -5.782 18.000 C-5 Lean To RLR SPAN2 0,620 0.000 0.000 63.000 C-57 Tie-Back W1R COL01 0.000 4.000 0.000 42.333 C-29 JACK BEAM W1R COL02 2,600 1,B90 2.111 18.010 1-6 Lean To W1R SPAN1 1.805 0,000 0.000 17.000 C-58 Tie-Back W1R SPAN2 1.805 0.000 0.000 63.000 C-61 Tie-Back W1L COLO1 0.000 2.500 0.000 42.333 C-30 JACK BEAM W1L COL02 -0,800 0.580 0.714 18.000 C-7 Lean To W1L SPAN1 -0.655 0.000 0.000 17.000 C-65 Tie-Back W1L SPAN2 -0.655 0.000 0.000 63.000 C-12 Tie-Back W2R COLO1 0,000 7,000 0.000 42.333 C-31 JACK BEAM W2R COL02 0.870 2.931 3.605 18.000 C-8 Lean To W2R SPAN1 1.805 0,000 0.000 17.000 C-59 Tie-Back W2R SPAN2 1.805 0.000 0.000 63.000 C-60 Tic-Back W2L COLO1 0.000 5.000 0.000 42.333 C-32 JACK BEAR W2L COL02 -2.530 1,610 1.981 1B.000 C-9 Lean To W21, SPAN1 -0.655 0,000 0.000 17.000 C-64 Tie-Back W2L SPAN2 -0 655 0,000 0.000 63.000 C-63 Tie-Back W5B COLO1 0,.000 7.500 0.000 42.333 C-33 JACK BEAM W5B COL02 -1.450 1.550 1.907 18.000 C-10 Lean TO W5B SPAN1 1,100 0.000 0.000 17.000 C-66 Tie-Back W5B SPAN2 1.100 0.000 0.000 63.000 C-74 Tie-Back W5F COLO1 0,000 7.500 0.000 42.333 C-34 JACK BEAM W5F COL02 -1.450 1.550 1.907 18.000 C-11 Lean To W5F SPAN1 1.100 0.000 0.000 17.000 C-67 Tie-Back W5F SPAN2 1.100 0.000 0.000 63.000 C-75 Tie-Back W6B COL01 0.000 7.500 0.000 42.333 C-35 JACK BEAM W6B COL02 -3,180 2.590 3.186 18.000 C-12 Lean To W6B SPAN1 1,100 0.000 0.000 17.000 C-68 Tie-Back W6B SPAN2 1,100 0.000 0.000 63.000 C-'76 Tie-Back W6F COL01 0,000 7.500 0.000 42.333 C-36 JACK BEAM W6F COL02 -3,180 2.590 3.1B6 18.000 C-13 Lean To W6F SPAN1 1.100 0.000 0.000 17.000 C-69 Tie-Back W6F SPAN2 1.100 0.000 0.000 63.000 C-77 Tie-Back W7B COL01 0.000 7.500 0.000 42.333 C-37 JACK BEAM W7B COL02 -1.250 0.520 0.640 18.000 C-14 Lean To W7B SPAN1 1.100 0.000 0.000 17.000 C-10 Tie-Back W7B SPAN2 1.100 0.000 0.000 63.000 C-78 Tie-Back W7F COL01 0,000 7.500 0.000 42.333 C-3B JACK BEAM W7F COLO2 -1,250 0,520 0.640 18.000 C-15 Lean To WIF 6 PAN 1 1.100 0,000 0,000 17.000 C-71 Tle-Back W7F SPAN2 1,100 0.000 0.000 63.006 C-79 Tie-Back W8B COL01 0 000 7.500 0,000 42.333 C-39 JACK BEAM WBB COL02 -2,,980 1.560 1,919 18.000 C-16 Lean To W8B SPAN1 1.100 0.000 0,000 17.000 C-72 Tie-Back W8B SPAN2 1.100 0.000 0.000 63.000 C-80 Tie-Back W8F COLO1 0.000 7.500 0.000 42.333 C-40 JACK BEAM W8F COL02 -2,980 1.560 1,911 18.000 1-11 Lean To W8F SPAN1 1.100 0.000 0,000 17.000 C-73 Tie-Back W8F SPAN2 1.100 0.000 0.000 63.000 C-B1 Tie-Back EQR COL02 1.640 0.200 0.123 18.000 C-18 Lean To EQR SPAN1 3.240 0.000 0.000 17.000 C-20 Crane Horiz. EQR Sp 1.580 0.000 0.000 17.000 C-82 Tie-Back EQR SPAN2 3.240 0.000 0.000 63.000 C-23 Crane Horiz. EQR SPAN2 1.580 0.000 0.000 63.000 C-85 Tie-Back EQL COL02 -1.640 -0.100 -0.123 18.000 C-19 Lean To EOL SPAN1 -1,580 0.000 0.000 17.000 C-83 Tie-Back EQL SPAN1 -3,240 0,000 0.000 17.000 C-21 Crane Horiz. EQL SPAN2 -1.580 0.000 0.000 63.000 C-84 Tie-Back EQL SPAN2 -3,240 0.000 0.000 63.000 C-22 Crane Horiz. LRD COLO1 0,000 -9.200 0.000 42.333 C-41 JACK BEAM LRD SPAN1 1.025 0.000 0,000 17.000 C-86 Tie-Back RRD COL01 0.000 -4.550 0,000 42.333 C-42 JACK BEAM RRD SPAN2 1.025 0.000 0,000 63.000 C-87 Tie-Back RIG COL01 1.000 0.000 0.000 42.310 C-47 RIGIDITY C10L COLO1 0.000 -9.740 0,000 42.333 C-43 JACK BEAM C10L SPAN1 0,000 -2B.510 0.000 16,906 Crane-1 C1OL SPAN1 1,410 0.000 0,000 17.000 C-88 Tie-Back C10L SPAN2 1.910 0.000 0.000 63.000 C-91 Tie Back C10L SPAN2 0.000 -14.260 0,000 63.094 Crane-1 C10R COL01 0.000 -6.070 0.000 42.333 C-44 JACK BEAM C10R SPAN1 0.000 -14.260 0,000 16.906 Crane-1 C10R SPAN1 1.410 0.000 0.000 17.000 C-89 Tie-Back C10R SPAN2 1.410 0.000 0.000 63.000 C-90 Tie-Back C10R SPAN2 0.000 -28.510 0.000 63.094 Crane-1 C1LL COLO1 0.BOO 0.100 D.000 42.333 C-45 JACK BEAM C1LL SPAN1 -2.850 0.000 -11,632 16,906 Crane-1 C1LL SPAN1 0.710 0.000 0.000 17.000 C-95 Tie-Back C1LL SPAN2 0.710 0.000 0,000 63.000 C-92 Tie-Back C1LL SPAN2 -2,850 0.000 -11,766 63.094 Crane-1 C1LR COLO1 0,000 0.100 0,000 12,313 C-46 JACK BEAM R C1L SPAN1 2,850 0.000 11,632 16.906 Crane-1 C1LR SPAN1 0.710 0.000 0,000 17.000 C-14 Tie-Bach. C1LR SPAN2 0.710 0.000 0,000 63,000 C-93 Tie-Bac4: C1LR SPAN2 2.850 0.000 11.766 63.094 Crane-1 ---------"'------"---.-.----- L 0 A D C O M B I N A T I O N S ASR Cases 1) 1.01 SW+ROLtCOL 2) 1.00 SW+P.DL+COL+SL+SR 3) 1.00 SW+RDL+COL+RLL+RLR 4) 1.00 SW+RDLIWIL 5) 1.00 SW+RDL+W2L 6) 1.00 SW+RDL+WIP, 7) 1.00 SW+RDL+W2R 8) 1.00 0.605W+0.6ORDL+WIL 9) 1.00 O.6OSW+0,6ORDL+W2L 10) 1.00 O.60SW+O,60P.DL+W1R 11) 1.01 0160SW+0,6ORDL+W2 P. 11) 1.00 SWWDI,+COL+0,75SL+0,75SR+0,75W1L 13) 1.00 SW+P.DL+COL+0.75SL+0.75SP.+0.75W2L 14) 1.60 SW+P,DL+COL+0,75SL+0.75SR+0,75WIR 1 5) 1.00 SWWDL+COL+0.75SL+0.75SR+0.75W2R. BWB Al22 of 362 U13R0049A-SCOTT GALVANIZING 16) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W1L 17) 1'r00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W2L 18) 1.00. SW+RDL+COL+0.75RLL+0.75RLR+0.75W1R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W2R 20) 1.00 SW+RDL+W5B 21) 1.00 SW+RDL+W6B 22) 1.00 SW+RDL+W7B 23) 1`00 SW+RDL+WBB 24) 1.00 SW+RDL+W5F 25) 1.00 SW+RDL+W6F 26) 1.00 SW+RDL+W7F 27) 1.00 SW+RDL+WBF 2B) 1.00 0.60SW+0.60RDL+W5B 29) 1:00 0.60SW+0.60RDL+W6B 30) 1.00 0.60SW+0.60RDL+W7B 31) 1.00 0.60SW+0.60RDL+W6B 32) 1.00 0.60SW+0.60RDL+W5F 33) 1.00 0.60SW+0.60RDL+W6F 34) 1.00 0.60SW+0.60RDL+W7F 35) 1.00 0.60SW+0.60RDL+WBF 36) 1.00 SW+RDL+COL+0.75SL+0 75SR+0.75W5B 37) 1.00 SW+RDL+COL+0.75SL+0.,75SR+0.75W6B 38) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W7B 39) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75WBB 40) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W5F 41) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W6F 42) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W7F 43) 1.00 SW+RDL+COL+0.755L+0.75SR+0.75W8F 44) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5B 45) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W6B 46) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W7B 47) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W8B 48) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5F 49) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W6F 50) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W7F 51) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75WBF 52) 1.00 SW+RDL+COL+UOS 53) 1.00 SW+RDL+COL+LRD 54) 1.00 SW+RDL+COL+RRD 55) 1.00 SW+RDL+COL+CIOL+CILL 56) 1.00 SW+RDL+COL+CIOL+CILR 57) 1.00 0.60SW+0.60RDL+WIR 58) 1.00 0.60SW+0.60RDL+W2R 59) 1.00 SW+RDL+COL+0.56SL+0.56SR+0.75C10L+0.75C1LL 60) 1.00 SW+RDL+COL+0.56SL+0.56SR+0.75C10L+0.75C1LR 61) 1.00 SW+RDL+COL+0.56SL+0.56SR+0.75C10R+0.75C1LL 62) 1.00 SW+RDL+COL+0.56SL+0.56SR+0.75C10R+0.75C1LR 63) 1.00 SW+RDL+0.56SL+0.56SR+0.38W1R+0.75C10L+0.75C1LR 64) 1.00 SW+RDL+0.56SL+0.56SR+0.38W1R+0.75C10R+0.75C1LR 65) 1.00 SW+RDL+0.56SL+0.56SR+0.38W1L+0.75C10L+0.75C1LL 66) 1.00 SW+RDL+0.56SL+0.56SR+0.3BW1L+0.75C10R+0.75C1LL 67) 1.00 1.115W+1.11RDL+1.11COL+0.91EQL 68) 1.00 1.11SW+1.IIRDL+1.11COL+0.91EQR 69) 1.00 1.08SW+1.08RDL+1.O8COL+0.68EQL 70) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR 71) 1.00 0.49SW+0.49RDL+0.91EQL 72) 1.00 0.49SW+0.49RDL+0.91EQR 73) 1.00 RIG BWB A123 of 362 U13R0049A-SCOTT GALVANIZING Job : 013B0049A Scott Galvanizing NUCOR BUILDING SYSTEMS Date: 08-06-13 Page: 1 Frame: FRAME LINES 4-7 MAIN By : BWB File: Ell - DESIGN SUMMARY REPORT - ___----_-__--_------_------------------------------------_-_-----_-^-----_______-__ Built Up Rafter - RAFn1 T/L B/R T/L B/R Max ^----- -- SHEAR -------��----- Flange Flange Web Load Axial Axial Moment Bend Bend unity Load Force Shear Flow (k/in) Section Mat'l Mat-1 Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -_-------------------___�_.� __ _---__---------------------_---•._,.-----^-"------------------�-^-------- 1 FB.50 F8.63 W275 56 6 -7.0 0.02 353.1 0..80 0.74 0.81 65 3a 34.29 0.71 0.73 0.82 2 F8.63 F8.50 W220 56 7 -7.6 0.03 353.1 0.79 0.85 0.83 63 13 -11.78 0.52 0.38 0.34 Chkpt 1 6 7 13 Depth 48.62 29.12 39.12 Section I 1 I 2 _ -_------_-------_------------- _-- ^ I width thick Fy I width thick Fy I ------------- T/L Flg 1 8.0 0.5000 55.00 1 8.0 0.6250 55.00 1 Web 1 0.2750 55.00 1 0.2200 55.00 1 B/R Fig 1 8.0 0.6250 55.00 1 8.0 0.5000 55.00 1 Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'I MaL'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ��--_-_----^-----..________ _�__-_-_-----------_----__--_-_- ___--__-_-____-________ 1 F8.63 F8.50 W220 6B 19 -5.5 0.02 -199.0 0.45. 0.57 0.5B 52 18b 19.30 0.67 0.59 0.53 2 F8.50 F8.63 W275 63 25 -22.5 0.06 -649.6 0.79 0.83 0.87 62 23b -41.88 0.87 0.82 0.93 Chkpt 14 19 20 25 Depth 39.12 29.12 48.62 Section I 1 1 2 1 -« ------------------------------_.._-----------____----------------------------------------------____-_-W--_-_--_ I width thick Fy I width thick Fy I ---' -------------- --»______--------------------------^_-_- T/L Fig 1 8.0 0.6250 55.00 1 8.0 0.5000 55.00 1 Web 1 0.2200 55.00 1 0.2750 55.00 1 B/R Flg 1 8.0 0.5000 55.00 1 B.0 0.6250 55.00 1 Built Up Column - COL01 T/L B/R T/L B/R Max -^---------- SHEAR ------- ------ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat-1 Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ---------------------------_»«»__"__--__-_----------------------------"'------'___----^---------------------- 1 F10.50 F10.63 W188 65 31 -63.4 0.26 133.9 0.29 0.33 0.55 10 28a 11.90 0.47 0.65 0.68 2 F10.50 F10.63 W220 65 33 -63.2 0.25 -168.2 0.31 0.37 0.57 66 37 -8.96 0.43 0.24 0.26 3 F10.50 F10.63 W220 66 42 -52.4 0.13 -396.0 0.53 0.49 0.55 29 411a 13.57 0.64 0.25 0.27 Chkpt 26 31 32 37 38 42 Depth 17.12 29.12 42.00 42.00 Section I 1 2_ _ _- I 3 1 ��_ _ ----- - - - --- ------------------- I width thick Fy I width thick Fy I width thick Fy I ---- ---------------------------------------------_-- ---------- T/L Flg 1 10.0 0.5000 55.00 1 10.0 0.5000 55.00 1 10.0 0.5000 55.00 1 Web 1 0.1875 55.00 1 0.2200 55.00 1 0.2200 55.00 1 B/R Flg 1 10.0 0.6250 55.00 1 10.0 0.6250 55.00 1 10.0 0.6250 55.00 1 Built Up Column - COL02 T/L B/R T/L B/R Max ------ SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -----------------------------------^__- ---------------^------------______ 1 F10.63 F10.50 W188 64 48 -61.0 0.25 251.0 0.63 0.55 0.80 63 48 14.60 0.76 0.80 0.76 2 F10.63 F10.50 W220 64 51 -52.0 0.20 324.4 0.70 0.60 0.83 63 55 14.39 0.68 0.45 0.41 3 F10.63 F10.50 W220 63 60 -44.0 0.11 685.5 0.85 0.92 0.90 63 59b 16.50 0.78 0.33 0.30 Chkpt 43 46 49 55 56 60 Depth 17.12 29.12 42.00 42;.00 Section I 1 1 2 1 3 1 _W----------_--_----- ------------------------------------^- _______ I width thick Fy I width thick Fy I width thick Fy I --------------------- ---------------------^----__ T/L Fig 1 10.0 0.6250 55.00 1 10.0 0.6250 55.00 1 10.0 0.6250 55.00 1 Web 1 0.1875 55.00 1 0.2200 55.00 1 0.2200 55.00 I B/R Flg 1 10.0 0.5000 55.00 1 10.0 0.5000 55.00 1 10.0 0.5000 55.00 1 Frame Weight (lbs) - 9439 Deflections (in): 10 yr Wind dr. = 2.95 = H/ 170 WIND CASE 1 TO RIGHT Crane dx = 2.28 = H/ 221 CRANE 1 LATERAL TO EIGHT Seismic dx. = 5.38 = H/ 94 SEISMIC TO EIGHT Story Drift = 16.14 = 0.032H SEISMIC TO RIGHT Drift Index. = 0.03 1.IISW+1.11R.DL+1.11COL-0.51EQL Maximum dr. = 5.99 = H/ B4 1.11SW+1.11RDL+1.11COL+0,91F.QR Maximum dy = -2.54 = L/ 354 @ MOD 1, SW+RDL+0.56SL+0.565F+0.3EI91F.+0.75CIOL+0.75C1LF. Max. Live dy = -1.45 = L/ 620 @ MOD 1, SVI+RDL+COL+UOS BWB A124 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job N: U13ROO49A Job Name Scott Galvanizing Frame FRAME LINES 4-1 MAIN Date 2/20/2013 Designer BWB File F14.nfr App Version 2013.6.3.1 ------ ----------------------.---- C O H H C C 4 1 0 H S U H M A R Y Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W9req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matt Stiff. Degrees Ratio 1.00:12 W313 0.91 FWS3 FWS3 0.80 0.00 0.76 FWS3 D.44 0.42 0 -----------------------------------------------.---------.--- -.-.------.-.------.-----.---.-.-����.��.�.���_ I width thick Fy I height depth length I I width thick length Fy I -------------------------------------------------------------------------------- -------W--------------------------- Top Plate 1 10.0 0.5000 55.0 1 41.02 1 Stiffener I I Web 1 0.3125 55.0 1 44.26 40.88 Bot Plate 1 6.0 0.5000 55.0 1 40.88 1 I I Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W9req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio - -- -------------------------- -----------------------.----- -1.00:12 W313 0.76 FWS3 FWD9 FWSS 0.80 0.00 0.81 FWS3 0.84 0.75 F3.38 1 0.000 0.00 --------------------- ---------------------_---_-__- ---.----- I width thick Fy I height depth length I I width thick length Fy I Top Plate 1 10.0 0.5000 55.0 1 41.02 1 Stiffener 1 3.0 0.3750 40.BB 36.0 1 Web 1 0.3125 55.0 1 44.26 40.88 1 1 1 Bot Plate 1 5.0 0.3750 55.0 1 10.88 1 1 ----------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matt Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 9BE F10.75 F8.75 8-1.000-S 74 -1B.40 30.B8 -754.7 0.B3 0.B9 79 18.40 30.86 754.7 0.80 ------------ _ .r.r___-------------------_----------- ight_I_____-_--------------------_ ..__- I I left 1 width thick length Fy I 1 size size I Left Plate 1 10.0 0.750 55.63 55.0 1 Top Weld FWD9 CJPl Right Plate 1 8.0 0.750 55.63 55.0 1 Web Weld WP14 WP14 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD9 CJP1 Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matt Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------ -------------------------------------------------- .----_----------" "'---- ' - 9BE F8.61 F8.69 8-1.000-5 52 9.33 4.04 252.7 0.82 0.82 52 -9.33 4.09 252.7 0.71 --------------------------------------------------- -------------------------`-------------------"" 1 I I left right I 1 width thick length Fy I I size size I Left Plate 1 8.0 0.625 46.00 55.0 I Top Weld I FWD9 FWD4 I Right Plate 1 8.0 0.625 46.00 55.0 1 Web Weld I WP14 WP14 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD9 FWD9 I Splice Connection - Moment Connection from RAF02 To COL02 Left Right Left Right ----------------- BOLT --------------------- Conn.. Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 9BE F10.75 F10,75 8-1 250-H 78� -19.73 -39 58 -__ -876.6---- 0.96'^0.93 63 16.B2 -41.19_-_-_ 649.6 0.75W t I I left right 1 I width thick length Fy 1 size size I _______ ---------------------- Left Plate 1 10.0 0.750 57.13 55.0 1 Top Weld I CJP1 FWD5 1 Right Plate 1 10.0 0.750 57.13 55.0 1 Web Weld ( WP14 WP14 1 Stiffener 1 0.0 0.000 0.00 0.0 I Bottom Weld I CJP1 FWD5 I Base Plate - COLO1 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fla Shear ft/FC fv/F• ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift F.atic Patio D,sivn 110.50 6-1.250 FWS3 FWS9 FWS3 0.60 0.12 0.17 0.27 0.15 0.14 F1554 Gr.3F -------------------------------------------------------------- ----------------------------.---------.-.-------------------- I width thick length Fy I ---------------------------------------------------------------------------------------.-.-.-.----------------------------------- Base Plat, 1 10.00 0.500 17.13 55.0 1 -----------------.--.-------------------------------------.-----.---.------------.-------------------------------.-.-----------. Base Plate - COL02 Bose T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flo Shear ft/Ft .:/F, AS 11M Matt Qty/Size Weld Weld Weld Patio Check & Uplift i. Uplift "a tic Rari. U,sicn BWB A125 of 362 U13R0049A-SCOTT GALVANIZING --------------- --- --»» ---------------------------------------- ----------------------- ------------ F10.50 6-1.250 FWS4 FWS3 FWS3 0.57 0.10 0.16 0.23 0.13 0.19 F1554 G-36 I width thick length Fy I ------------------»- -""--"--- -'__------------------------------»»..__-_-- - __-_,•--»__ _- Base Plate 1 10.00 0.500 17.13 55.0 I 3pli- Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + SL + SR 3 1.00 SW + RDL + COL + RLL + RLR 4 1.00 SW + RDL + W1L 5 1.00 SW + RDL + W2L 6 1.00 SW + RDL + W1R 7 1.00 SW + RDL ♦ W2R 8 1.00 0.60SW + 0.60RDL + W1L 9 1.0U 0.605W + 0.60RDL • W2L 10 1.00 0.60SW + 0.60RDL ♦ W1R 11 1.00 0.60SW + 0.60RDL ♦ W2R 12 1.00 SW + RDL ♦ COL + 0.75SL + 0.75SR + 0.75W1L 13 1.00 SW + RDL+ COL + 0.75SL + 0.75SR + 0.75W2L 14 1.00 SW + RDL ♦ COL + 0.75SL + 0.75SR + 0.75W1R 15 1.00 SW + RDL • COL + 0.75SL + 0.75SR + 0.75W2R 16 1.00 SW + RDL • COL + 0.75RLL + 0.75RLR + 0.75W1L 17 1.00 SW + RDL • COL + 0.75RLL + 0.75RLR • 0.75W2L 18 1.00 SW + RDL ♦ COL + 0.75RLL + 0.75RLR • 0.75W1R 19 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR • 0.75W2R 20 1.00 SW + RDL ♦ W58 21 1.00 SW + RDL ♦ W6B 22 1.00 SW + RDL ♦ W7B 23 1.00 SW + RDL ♦ WBB 24 1.00 SW + RDL • W5F 25 1.00 SW + RDL • W6F 26 1.00 SW + RDL ♦ W7F 27 1.00 SW + RDL ♦ WBF 28 1.00 0.60SW + 0.60RDL + W5B 29 1.00 0.60SW + 0.60RDL + W6B 30 1.00 0.60SW + 0.60RDL + W7B 31 1.00 0.60SW + 0.60RDL + W8B 32 1.00 0.60SW + 0.60RDL + W5F 33 1.00 0.60SW + 0.60RDL + W6F 34 1.00 0.60SW + 0.60RDL + W7F 35 1.00 0.60SW + 0.60RDL + W8F 36 1.00 SW + RDL • COL + 0.75SL + 0.75SR + 0.75W5B 37 1.00 SW + RDL ♦ COL + 0.75SL + 0.75SR + 0.75MB 38 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.75W7B 39 1.00 SW + RDL ♦ COL + 0.75SL + 0.75SR + 0.75WBB 40 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.75W5F 41 1.00 SW + RDL ♦ COL + 0.75SL + 0.75SR + 0.75W6F 42 1.00 SW + RDL ♦ COL + 0.75SL + 0.75SR + 0.75W7F 43 1.00 SW + RDL ♦ COL + 0.75SL + 0.75SR + 0.75WBF 44 1.00 SW + RDL ♦ COL + 0.75RLL + 0.75RLR + 0.75W5B 45 1.00 SW + RDL ♦ COL + 0.75RLL + 0.75RLR + 0.75W6B 46 1.00 SW + RDL • COL + 0.75RLL + 0.75RLR + 0.75W7B 47 1.00 SW + RDL ♦ COL + 0.75RLL + 0.75RLR + 0.75WBB 48 1.00 SW + RDL ♦ COL + 0.75RLL + 0.75RLR + 0.75W5F 49 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W6F 50 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W7F 51 1.00 SW + RDL ♦ COL + 0.75RLL + 0.75RLR + 0.75W8F 52 1.00 SW + RDL • COL + UOS 53 1.00 SW + RDL ♦ COL + LRD 54 1.00 SW + RDL + COL + RRD 55 1.00 SW + RDL • COL + C10L + C1LL 56 1.00 SW + RDL ♦ COL + C10L + CUR 57 1.00 0.60SW + 0.60RDL + W1R 58 1.00 0.60SW + 0.60RDL + W2R 59 1.00 SW + RDL ♦ COL + 0.56SL + 0.56SR + 0.75C101, + 0.75C1LL 60 1.00 SW + RDL ♦ COL + 0.56SL + 0.5,6SR + 0.75C10L + 0.75C1LR 61 1.00 SW + RDL ♦ COL + 0.56SL + 0.56SR + 0.75C10R + 0.75C1LL 62 1.00 SW + RDL ♦ COL + 0.56SL + 0.56SR + 0.75C10R + 0.75C1LR 63 1.00 SW + RDL • 0.56SL + 0.56SR ♦ 0.38W1R + 0.75C10L + 0.75C1LR 64 1.00 SW + RDL + 0.56SL + 0.56SR ♦ 0.38W1R + 0.75C10R + 0.75C1LR 65 1.00 SW + RDL ♦ 0.56SL + 0.56SR ♦ 0.3BW1L + 0.75C10L + 0.75C1LL 66 1.00 SW + RDL ♦ 0.56SL + 0.56SR + 0.98WU + 0,75C10R + D.75CTLT, 67 1.00 1.11SW + 1.11RDL + 1.11COL ♦ 0.91EQL 68 1.00 1.11SW + 1.11RDL + 1.11COL • 0.91EQR 69 1.00 1.08SW + 1.08RDL + 1.08COL ♦ 0.68EQL 70 1.00 1.08SW + 1.OSRDL + 1.08COL 1 0.68EQR 71 1.00 0.49SW + 0.49RDL + 0.91EQL 72 1.00 0.49SW + 0.49RDL + 0.91EQR 73 1.00 RIG 74 1.20 Special Seismic 75 1.20 Special Seismic 76 1.20 Special Seismic 77 1.20 Special Seismic 78 1.20 Special Seismic 79 1.20 Special Seismic 80 1.20 Special Seismic 81 1.20 Special Seismic BWB A126 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job #: U13ROO49A Job Name Scott Galvanizing Frame FRAME LINE 2 Date 2/20/2013 Designer BWB File F15.afr App Version 2013.6.3.1 -------------------------------��.-_��_ F R A M E D E S C R I P T I O N ------------------------------ Frame type t RCG Frame width 80.00 Ft, Bay width 25.00 Ft. LEFT RIGHT Dim to ridge 40.00 Ft. 40.00 Ft, Roof slope 1.00/12 -1.00/12 Ea ve height 46.67 Ft. 46.,67 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 6.50 Ft. Purlin offset B.00 In. 8:00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 80.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Y Y Flange Brace 2 2 Location (ft): 32,0 39.7 WP2 Girt Brace Y Y Flange Brace 2 2 Location (ft): 32.B 39.7 Other Braces: Column COL01 COL02 Left Brace Y Y Right Brace Y Y Location (ft): 34.9 34.9 »____-------"------------------------- L O A D I N G C O N D I T I O N S Building Code & Year : IBC 2009 Occupancy Classification II-Standard Buildings AISC Specification 2005 AS L O A D S (Psf) Roof Dead load 4.00 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed B5.00 Mph Exp. : C Wind pressure 16.95 Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 :C3 C3E C4 W1R 0.950 0.000 O.1B0 '0.000 0.26 WIL 0.260 0.000 0.180 -0.140 0.000 0.950 W2R -0.150 0.000 -1.240 -0.920 0.000 -0.$40 W2L -0.B40 0.000 -0.920 -1.240 �0.000 -0.1S0 W5B 0.100 -0.520 -0.140 -0.140 0.000 0.100 W5F 0.100 0.000 1 140 -0.140 -0.520 0.100 W6B -1.000 -1.620 -1.240 -1.240 0.000 -1.000 W6F -1.000 0.000 -1.290 -1.240 -1.620 -1 ON W7B 0.100 0.020 0'.180 0.180 0.000 0.,100 W7F 0.101, 0.000 0.180 0.180 0,020 0,100 WBB -1,000 -1.080 -0.920 -0.920 0,000 -1...0 W8F -3.000 0.000 -0.920 -0.920 -1+080 -1.1100 Tributary Widths Panel Trib. Width (ft) WP1 25.00 WP2 25.00 RP1 25.00 RP2 25.00 -------__-__� P A 0 0 R A M - A P P L i E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.100 -0.100 0.000 40.000 RDL RP2 -0.100 -0.100 40.000 80.000 COL RP1 -0.075 -0,075 0.000 40.000 BWB A127 of 362 U13R0049A-SCOTT GALVANIZING COL RP2 -0.075 -0.075 40000 80.000 SL RP1 -0.525 -0.525 0,.000 40.000 SR RP2 -0:525 -0.525 40.000 80.000 NOS RP1 -0.625 -0.625 0.000 40.000 NOS RP2 -0.625 -0.625 40,000 80.000 RLL RP1 -0.500 -0.500 0.000 40.000 ' RT,R RP2 -n,5n0 -0,500 40,000 80.000 W1R RP1 -0.059 -0.059 0,000 40.000 W1R RP2 0.076 0.076 10.000 80.000 W1R WP1 0.403 0.403 32,000 46.667 W1R WP1 0.636 0.636 46,667 46.670 W1R WP2 -0.110 -0.110 32,000 46"667 W1R WP2 0.424 0.424 46.667 46.670 W1L RP1 0,076 0.076 0.000 40.000 W1L FPS -0y059 -0.059 40.000 80.000 W1L WP1 0.110 0.110 32.000 46.667 W1L WP1 -0.424 -0.424 46.667 46.670 W1L WP2 -0.403 -0.403 32.000 46.667 W 1 L WP2 -0.636 -0.636 46.667 46.670 W2R RP1 -0.525 -0.525 0.000 40.000 W2R RP2 -0.390 -0.390 40.000 80.000 W2R WP1 -0,064 -0.064 32.000 46.667 W2R WP1 0.636 0.636 46.667 46.670 W2R WP2 0.356 0.356 32.000 46.667 W2R WP2 0.424 0.424 46.667 46.670 W2L RP1 -0.390 -0.390 0.000 40.000 W2L RP2 -0.525 -0.525 40.000 80.000 W2L WP1 -0.356 -0.356 32.000 46.667 W2L WP1 -0.424 -0.424 96.667 46.670 W2L WP2 0.064 0.064 32.000 46.667 W2L WP2 -0.636 -0.636 46.667 46.670 W5B RP1 -0.059 -0.059 0.000 40.000 W5B RP2 -0.059 -0.059 40.000 80.000 W5B WP1 0.042 0.042 32.000 46.661 W5B WP1 -0.424 -0.424 46.667 46.670 W5B WP2 -0.042 -0.042 32.000 46.667 W5B WP2 0.424 0,424 46.667 46.670 W5F RP1 -0.059 -0.059 0.000 40.000 W5F RP2 -0.059 -0.059 40.000 80.000 W5F WP1 0.042 0.042 32.000 46.667 W5F WP1 -0.424 -0.424 46.667 46.670 W5F WP2 -0.042 -0.042 32.000 46.667 W5F WP2 0.424 0.424 16 667 46.670 W6B RP1 -0.525 -0.525 0.000 40.000 W6B RP2 -0.525 -0.525 40.000 80.000 W6B WP1 -',929 -'.929 1'.000 46.667 W6B WP1 -0.421 -0.929 46.667 46.670 W6B WP2 0.424 0.429 32.000 46.667 W6B WP2 0.424 0.424 46.667 46.670 W6F RP1 -0.525 -0.525 0.000 40.000 W6F RP2 -0.525 -0.525 40.000 80.000 W6F WP1 -0.424 -0.424 32.000 16.667 W6F WP1 -0.424 -0.424 46.667 46.670 W6F WP2 0.424 0.424 32.000 46.667 W6F WP2 0.424 0.424 46.667 46.670 W7B RP1 0.076 0.0 76 0.000 4q.000 W7B RP2 0.076 0.076 40.000 80.000 W7B WP1 0.042 0'.092 32.000 46.667 W7B WP1 -0.424 -0.424 46.667 46.670 W7B WP2 -0.092 -0.042 32.000 46.667 W7B WP2 0"924 0.424 46.667 46.670 W7F BPI 0.0 76 0"076 0000 40.000 W7F RP2 0.0 76 0"076 40.000 80.000 W7F WP1 0.042 0.042 32.000 46.667 W7F WP1 -0.424 -0.424 46.667 46.670 W7F WP2 -0.042 -0-,042 32.000 46.667 W7F WP2 0.424 0.424 46.667 46.670 W8B BPI -0.390 -0.390 0.000 40.000 W8B RP2 -0.390 -0.390 40.000 80.000 W8B WP1 -0.424 -0.424 32.000 46.667 W8B WP1 -0424 -0,929 46.667 46.670 W6B WP2 0;929 Q.929 32.000 96.667 W8B WP2 0.424 0.424 46.667 46.670 WBF RP1 -0.390 -0.390 0.000 40.000 W8F RP2 -0,390 -0.390 40.000 B0.000 W8F WP1 -0.424 -0.424 32.000 46.667 WBF WP1 -0.424 -0.424 46,667 46,670 W8F WP2 0.424 0.424 32.000 4 6.667 W8F WP2 0.424 0.424 46.667 46.670 EQR RP1 0.077 0.077 0.000 40.000 EQR RP2 0.077 0"077 40.000 80.000 EQL RP1 -0.077 -0:077 0.000 40.000 EQL RP2 -0.077 -0.077 40.000 80.000 LRD RP1 -0"525 25 0.000 90.000 LRD RP1 -G.259 -0.255 20.815 40000 LRD RP2 -0.157 -0.157 40.000 80.000 RRD BPI -0.157 -0"157 0.000 40.000 RRD RP2 -0.525 -0525 40.000 80.000 RRD RP2 -0._259 -0.259 40000 59.185 ---_'----------------t_"_________�___� U S E P. - A P P L I E D L O A D S Load On 8or" -I-rt. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load fl Description RDL COL01 0.000 - .300 -5.786 34.211 Crane-1 P.DL COL02 0.000 - .300 5.786 39.211 Crane-1 P.DL SPAN1 0.000 - .9B0 0.000 16.865 Crane-2 P.DL SPAH2 0.000 - ,980 0.000 63.135 Crane-2 COL SPAN -0.000 -1.585 0.000 26:667 C5 Roof Beam COL .SPAN2 0.000 -1.585 0.000 53333 C-6 Roof Beam EQR COL01 4.73G 0,000 0.000 36.600 C-1 Crane EQ EQF, COL02 4,7-0 0.000 0.000 36.600 C-2 Crane EQ EQL COL01 -4.73' O.G11 0.000 36,600 C-3 Crane EQ EQL COL02 -1.731 0.000 0"000 36,600 C-4 Crane EQ C10L COL01 O.000 -30.E00 7.461 39.211 Crane-1 C10L COL02 .000 .�00 93.519 31.211 Crane-1 C 1 OL SPAN1 U.000 -2E.510 0.000 15.865 Crane-2 C 1OL SPAN2 r'.000 -14.-60 0.101 63.135 Crane-2 C10P. COLC1 '.000 -1E.�00 -4-.514 34.211 Crane-1 BWB Al28 of 362 U13R0049A-SCOTT GALVANIZING C10R COL02 0.000 -30.000 77.4B1 34.211 Crane-1 C10R SPAN1 0.000 -14.260 0.000 16.865 Crane-2 C10R SPAN2 0.000 -28,510 0,100 13.111 Crane-2 C1LL COLO1 -2.300 0,000 0000 36.594 Crane-1 C1LL COL02 -2,300 0.000 0.000 36.594 Crane-1 C1LL SPAN1 -2.850 0,000 -111:121 16.111 Crane-2 C1LL SPAN2 -2.850 0,000 -11„,747 63.135 Crane-2 CILR COL01 2,300 0.000 0,.000 36.594 Crane-1 CILR COL02 2.300 0.000 0,000 36.594 Cxane-1 CILR SPAN1 2,850 0.000 11.628 16.865 Crane-2 CILR SPAN2 2.850 0.000 11.747 63.135 Crane-2 --------------------------- +..-. L 0 A D C O M B I N A T 1 0 N S ASR Cases 1) 1,01 SW+RDL+COL+CIOR+CILR 2) 1.00 SW+RDL+0.56SL+0.56SR+0.38WIR+0.75C10R+0,75C1LR 3) 1.00 SW+RDL+0.56SL+0.56SR+0.36W1L+0.75C10R+0.75C1LL 4) 1.00 SW+RDL+WIL 5) 1.00 SW+RDL+W2L 6) 1.00 SW+RDL+WIR 7) 1.00 SW+RDL+W2R 8) 1.00 0.60SW+0.60RDL+WIL 9) 1.00 0.60SW+0.60RDL+W2L 10) 1.00 0.60SW+0.60RDL+WIR I) 1.00 0.60SW+0.6ORDL+W2R 12) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W1L 13) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W2L 14) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75WIR 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W2R 16) 1,00 SW+RDL+COL+0.75RLL+0.75RLR+0.75WIL 17) 2.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W2L 18) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0,75W1R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W2R 20) 1.00 SW+RDL+W5B+NLL 21) 1.00 SW+RDL+W5B+NLR 22) 1.00 SW+RDL+W611 23) 1.00 SW+RDL+W7B+NLL 24) 1.00 SW+RDL+W7B+14LR 25) 1.00 SW+RDL+W8B+NLL 26) 1.00 SW+RDL+WBB+NLR 27) 1.00 SW+RDL+W5F+NLL 28) 1.00 SW+RDL+W5F+NLR 29) 2.00 SW+RDL+W6F 30) 1.00 SW+RDL+W7F+NLL 31) 1.00 SW+RDL+W7F+NLR 32) 1.00 SW+RDL+W8F+NLL 33) 1.00 SW+RDL+WBF+NLR 34).1:00 0.60SW+0.60RDL+W5B+NLL 35) 1.00 0.60SW+0.60RDL+W5B+NLR 36) 1.00 0.60SW+0.60RDL+W6B 37) 1.00 0.60SW+0.60RDL+W7B+NLL 38) 1.00 0.60SW+0.60RDL+W7B+NLR 39) 1.00 0.60SW+0.60RDL+WBB M1.00 0.60SW+0.60RDL+W5F+NLL 1.00 0.60SW+0.60RDL+W5F+NLR 42) 1.00 0.60SW+0.60RDL+W6F 43) 1.00 0.60SW+0.60RDL+W7F+NLL 44) 1,00 0.60SW+0.60RDL+W7F+NLR 45) 1.00 0.60SW+0.60RDL+W8F 46) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W5B+NLL 47) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W5B+NLR 4B) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W6B+NLL 49) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W6B+NLR 50) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W7B+NLL 51) 1,00 SW+RDL+COL+0.75SL+0.75SR+0.75W7B+NLR 52) 1.00 SW+RDL+COL+0.755L+0.75SR+0.75WBB+NLL 53) 1,00 SW+RDL+COL+0.75SL+0.75SR+0.75WBB+NLR 54) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75WSF+NLL 55) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W5F+NLR 56) 1,00 SW+RDL+COL+0.75SL+0.75SR+0.75W6F+NLL 57) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W6F+NLR 58) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W7F+NLL 59) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W7F+NLR (10) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W8F+NLL 61) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W8F+NLR 62) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5B+NLL 63) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5B+NLR 64) 1,00 SW+RDL+COL+0,75RLL+0.75RLR+0.75W6B+NLL 65) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W6B+NLR 66) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W7B+NLL 67) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W7B+NLR 68) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75WBB+NLL 69) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75WBB+NLR 70) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5F+NLL 71) 1,00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5F+NLR 72) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75WGF+NLL 73) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W6F+NLR 74) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W7F+NLL 75) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W7F+NLR 76) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75WBF+NLL 77) 1.00 SW+RDL+COL+0.75RLL+0.75RLP,+0.75W8F+NLR 78) 1..00 SW+RDL+COL+OOS+NLL 79) 1.00 SW+RDL+COL+UOS+NLR 80) 1.00 SW+RDL+COL+LRD+NLL 81) 1.00 SW+RDL+COL+LRD+NLR 82) 1.00 SW+P.DL+COL+RRD+NLL 83) 1.00 SW+RDL+COL+RP,D+NLR 84) 1.01 SW+RDL+COL+CIOL+GILL 85) 1.00 SW+RDL+COL+CIOL+CILR 86) 1.00 SW+RDL+WIR 87) 1.00 SW+RDL+W2R 88) 1.00 SW+RDL+COL+0.56SL+0.56SP.+0.75C10L+0.75C!I.L 89) 1.00 SW+RDL+COL+0.56SL+0,56SP.+0.75C10L+D.75CILF. 90) 1.00 SW+RDL+COL+0.56SL+0.56SP.+0.75C1OR+0.75C!LL 91) 1.00 SW+RDL+COL+0.55SL+O.Sc'S P.+0.75C10P.+0.75C1LF. 92) 1.00 SW+RDL+0.56SL+0.56SR+0.3EW1 P.+0.75C 10L�G.75C1LF-. 93) 1.00 SW+RDI,+0.56SL+0.56SR+0.38WI R+0-.75C10R.+4.75C1LF 94) 1.00 SW+P,DL10.56SL+0.56SR+0.38141L+0.75C10L+�'- 75C1 I-L BWB A129 of 362 U13ROO49A-SCOTT GALVANIZING 95) 1.00 SW+RDL+0.565L+0.565R+0.38W1L+0.75C1OR+0.75C1LL 96) 1.00 1.115W+1.11RDL+1.11COL+0.91EQL 97) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR 98) 1.00 1.O8SW+1.D8RDL+1.u8COL+0.6eEUL 99) 1.00 1.085W+1.01RDL+1.IICOL+0.68EQR ]00� 1.00 0.99SW+0.49RDL+0.91EQL 101) 1.00 0.99SW+0.49RDL+0.91EQR BWB A13O of 362 L113R0049A-SCOTT GALVANIZING Job : U13R0099A Scott Galvanizing NUCOR BUILDING SYSTEMS Date: 08-06-13 page: 1 Frame: FRAME LINE 2 By : BWB File: F15 *** DESIGN SUMMARY REPORT *" -----_--__------------------------------------------_____--- ----------------___ ______-..___.--_-_-_-- Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR ----- -----� Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb too Kips Ratio T/L B/R 1 F10.50 F10.50 W275 90 1 -18.6 0,05 -554.7 0.74 0.80 0.83 88 2a 43.70 0.95 0.96 0.98 2 F10.50 F10.50 W250 85 7 -10.7 0.03 330.1 0.68 0.64 0.70 90 Ba 18.09 0.45 0.50 0.50 Chkpt 1 6 7 13 Depth 41.00 30.25 41.00 Section I 1 2 1 ----------------'---------------- .-----_'_----------------------------------- -________--____ I width thick Fy I width thick Fy I -- -------------------"-----"----------"-------------------------------------------"_-�____�_______-. T/L Flg 1 10.0 0.5000 55.00 1 10.0 0.5000 55.00 1 Web 0.2750 55.00 0.2500 55.00 B/R Flg 10.0 0.5000 55.00 10.0 0.5000 55.00 Built Up Rafter - RAF02 T/L B/R T/L B/R Max SHEAR - ----- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'I Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -_----------------------------------- _"-'__--__---- 1 F10.50 F10,50 W250 90 20 -12.2 0.04 278.4 0.57 0.54 0.59 89 196 -18.10 0.45 0.50 0.50 2. F10.50 F10.50 W275 85 26 -17.9 0.05 -569.0 0.76 0.82 0.85 91 25b -43.73 0.95 0.98 0.98 Chkpt 14 20 21 26 Depth 41.00 30.25 41.00 Section 1 1 I 2 1 --------- -'-- ---- -----� __ -�____- ^--- -----------------��_�_�-_---------��_��---- - I width thick Fy I width thick Fy I -----_-----------------------------------------------------__-.__-_ T/L Flg 1 10.0 0.5000 55.00 1 1D.0 0.5000 55.00 1 Web 1 0.2500 55.00 I 0.2750 55.00 B/R Flg 10.0 0.5000 55.00 10.0 0.5000 55.00 Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb too Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 Y F12,63 F121.0 W250 84 30 -81.3 ~0.36 -227.2 0.27 0.39 0.70 90 30~ -13.62 0.29 0.72 0.79 2 F12,63 F121.0 W250 84 36 -79.7 0,36 -447.3 0.42 0.66 0.94 90 36 -13.69 0.43 0.40 0.45 3 F12.63 F121.0 W250 84 38 -79.2 0.35 -456.6 0.43 0.67 0.95 90 37 -15.82 0.50 0.30 0.35 Chkpt 27 30 31 36 37 43 Depth 17.62 29.62 42.00 42.00 Section 1 1 1 2 3 I I width thick Fy I width thick Fy I width thick^ Fy I T/L Flg 1 12.0 0.6250 55.00 1 12.0 0.6250 55.00 1 12.0 0.6250 55.00 1 Web 0.2100 55.00 0.2500 55.00 0.2500 55.00 1 B/R F1g 112.0 1.0000 55.00 12.0 1.0000 55.00 12.0 1.0000 55.00 1 Built Up Column - COL02 T/L B/R T/L B/R Max SHEAR ------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb too Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -- .-____________________________________________________________________________________________..__-_..__-_-__ t F121.0 F12.63 W250 1 47 -81.2. 0.36 227.3 0.39 0.27 0.70 85 47 13.95 0.30 0.81 0,79 2 F121,0 F12.63 W251 1 53 -79.7 0.36 997,5 0.66 0.442 0.99 B5 53 19.02 0.94 0.96 0.40 3 F121.0 F12.63 W250 1 55 -79.1 0.35 956.0 0.67 0.93 0.95 85 54 16.09 0.51 0.36 0.31 Chkpt 44 47 48 53 54 60 Depth 17.62 29,62 42.00 42.00 Section 1 1 2 1 3 1 -------------------------------------------------------------------------------------------- I width^thick Fy I width thick Fy I width thick Fy I T/L Flg 1 12.0 1.0000 55.00 1 12.0 1.0000 55.00 1 12.0 1.0000 55.00 1 Web 0.2500 55.00 0.2500 55.00 0.2500 55.00 I B/R Flg 1 12.0 0.6250 55.00 12.0 0..6250 55.00 1 12.0 0.6250 55.00 I Frame Weight (lbsl = 1261E Deflections (in): 10 yr Wind dr. _ -0.67 = H/ 164 WIND CASE 2 TO LEFT Crane dx = -2.67 = H/ 192 CRANE 1 LATERAL TO LEFT Seismic dx = 3.97 = H/ 12p SEISMIC TO RIGHT Story Drift = 11.90 = 0.023H SEISMIC TO RIGHT Drift Index = I.02 1.11SW+1.11RDL+1.11COL+0.91EOL Maximum dx = 3.67 = H/ 140 1.11SW+1.11RDL+1.11COL+0.91EQR Maximum dy = -1.47 = L/ 453 (1MOD 1: SW+RDL+COL+0.56SL+0,56SR+0.75ClCL+0.75C1LR Mar.. Live dy = -1.06 = L/ 841 C MOD 1 SW+RDL+COL+UOS BWB A131 of 362 L113R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job #: U13ROO49A Job Name Scott Galvanizing Frame FRAME LINE 2 Da to 2/20/2013 Designer BWB File F15.nfr App Version 2013.6.3.1 C O N N E C T I O N S U M M A R Y Knee Connection - COLO1 Web - ------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W9 Stiff. No. TheLe Axial Slope Matt Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio 1.00:12 W275 0.87 FWS3 FWD4 FWS5 O.B3 0.00 0.84 FWS3 0.38 0.76 F3.38 1 0.000 0.00 »_.__---i__ ».»-_ -______Y____.- ___----- _»_------------- width thick. F I height depth length I width thick length Fy I Top Plate 1 12.0 0.5000 55.0 40.51 I Stiffener I 3.0 0.3750 40.38 36.0 web 0.2750 55.0 36.77 40.38 ( 1 1 Bat plate 1 6.0 0.5000 55.0 40.38 1 Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A xeq/(W1+W2) W3req/W3 Weld Areq/A W9xeq/W4 Stiff. No. Theta Axial Slope Mat Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio all Stiff. Degrees Ratio -1.00:12 W275 0.89 FWS3 FWD4 FWS5 0.83 0.00 0.96 FWS3 0.41 0.78 F3.38 1 0.000 0.00 I width thick Fy I height depth length I width thick length Fy I Top Plate 12.0 0.5000 55.0 40.51 I Stiffener 1 3.0 0.3750 40.38 36.0 1 Web I 0.2750 55.0 36.77 40.38 ( 1 Bot Plate I 6.0 0.5000 55.0 90.38 1 ( 1 Splice Connection - Moment Connection from COLO1 To RAFO1 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Marl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ...__ ... .»_«..______________»_..»_._.......o...»»...»_ 4BE F121.0 F10.75 8-1.250-H 73 -9.67 31.35 -742.4 0.68 0.94 61 14.11 40.B5 -554.7 0.76 1 left right 1 width thick length Fy 1 size size Left Plate 12.0 1.000 49.38 55.0 Top Weld FWD5 CJP1 1 Right Plate 10.0 0.?50 49.38 55.0 Web Weld WP15 WP19 Stiffener 0,0 0.000 0.00 0.0 Bottom Weld I FWD5 CJP1 1 Splice Connection - Moment Connection from RAFO1 To RAF02 Left Right Left Right ----------------- BOLT ---- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matt Matt Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 4BE F10.63 F10.67 B-1.000-S 52 -9.82 0.08 268.9 0.76 0.76 52 -9.82 0.08 268.9 0.79 _...._»_»___.»__»_-_ ._--^-«----------------------------------------- 1 I left right 1 I width thick length Fy 1 size size ___ ---------------._-------------------»-------- Left Plate 10.0 0.621 17.75 55.0 Top Weld FWD4 FWD4 1 Right Plate 110.0 0.625 97.75 55.0 Web Weld WP14 WP19 1 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD4 FWD4 1 Splice Connection - Moment Connection from R-AF02 To COL02 Left Right Left Right ----------------- BOLT ----------- Conn. Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Mail Qty/Size Comb Kips Kips Ft-kip Ratio Patio Comb Kips Kips Ft-kip Ratio 4BE F10.75 F121.0 8-1.250-H 77 -9.66 31.35 792.E 0.99 0.46. 56 -13.78 -36.98 -569.0 0.78 1 1 »I left right I - -- ( width thick length Fy 1 1 size I Left Plate 10.0 0.750 19.31 55.0 To Weld CJP1 FWD5 1 Right Plate 12.0 -1.000 99.38 55.0 1 Web Weld WP14 WP15 1 Stiffener 0.0 0.000 0.00 0.0 Bot tam Weld CJP1 FWD5 1 Base Plate - COL01 Base T/L B/R ---------- WELD _________ ______ BOLT ------- Plate Bolt Fly Flange Web tp(req)/tp A:�ial Web Shear Fla Shear ft/Ft fv/Fv ASTM 14a tl Qty/Size Weld Weld Weld Ratio Check. G Uplift G Uplift Patio Patio Design _____________ »_. -------- -.-»-----.«__W_«_.__»__».«___.»._.__..____» F12.50 6-1.250 FWS4 FWSS FWS3 0.68 0.05 0.09 0.11 0.09 0.19 F1554 Gr.36 ------------------«-. _-____»____________.______.__». I width thick length Fy I Base Plate 1 12.00 0.500 17.63 55.0 I Base Plate - COL02 Base T/L B/P. ---------- WELD --------- BOLT --•-•-- Plate Bolt Flange Flange Web tp(xeq)/tp A:;ial Viet Shear Flq Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld weld Weld Ratio Che : L Uplift G Uplift Ratio Patio Design BWB A132 of 362 U13R0049A-SCOTT GALVANIZING r----------------------------------------------------------...-------------------------------------------- - - -------------------- F12.50 6-1.250 FWS5 FWS4 FWS3 0.68 0.05 0.09 0.11 0.09 0.19 F1554 G-36 ------"---------------------------------------"-^-- -----------------"--------------- I width thick length Fy IT --------------------------------------------------------------_-------------------------------------------------- - Base Plate 1 12.00 0.500 17.63 55.0 1 Splice Load Combinations: No. ASR Cases 1 1.00 SW ♦ RDL + COL + C10R + C1LR 2 1.00 SW 4 RDL + 0.56SL + 0.56SR + 0.38W1R + 0.75C10R + 0.75C1LR 7 1.00 SW • RDL + 0.56SL + 0.56SR + 0.38W1L + 0.75C10R + 0.75CUL 4 1.00 SW ♦ RDL ♦ W1L 5 1.00 SW • RDL ♦ W2L 6 1.00 SW • RDL ♦ W1R 7 1.00 SW ♦ RDL 4 W2R 9 1.00 0.605W + 0.6DRDL • W1L 9 1.00 0.60SW + p,60RDL ♦ W2L 10 1.00 0.60SW + 0.60RDL ♦ W1R 11 1.00 0.605W + 0.60RDL 4 W2R 12 1.00 SW + RDL 4 COL + 0.75SL + 0.75SR + 0.75W1L 13 1.00 SW + RDL 4 COL + 0.75SL + 0.75SR + 0.75W2L 14 1.00 SW + RDL ♦ COL + 0.75SL + O.75SR + 0.75W1R 15 1.00 SW + RDL + COL + 0.755L + 0.75SR + 0.75W2R 16 1.00 SW + RDL + COL + 0.75RLL i 0.75RLR + 0.75W1L 17 1.00 SW + RDL ♦ COL + 0.75RLL ♦ 0.75RLR + 0.75W2L 18 1.00 SW + RDL ♦ COL + 0.75RLL ♦ 0.75RLR + 0.75W1R 19 1.00 SW + RDL ♦ COL + 0.75RLL ♦ 0.75RLR + 0.75W2R 20 1.00 SW + RDL ♦ W5B 21 1.00 SW + RDL ♦ W6B 22 1.00 SW + RDL 4 W7B 23 1.00 SW + RDL 4 WOB 24 1.00 SW + RDL 4 W5F 25 1.00 SW + RDL ♦ W6F 26 1.00 SW + RDL ♦ W7F 27 1.00 SW + RDL ♦ WBF 28 1.00 0.60SW ♦ 0.60RDL 4 WSB 29 1.00 0.60SW ♦ 0.60RDL ♦ W6B 30 1.00 0.60SW ♦ 0.60RDL + W7B 31 1.00 0.60SW ♦ 0.60RDL + WBB 32 1.00 0.60SW ♦ 0.60RDL + W5F 33 1.00 0.60SW ♦ 0.60RDL + W6F 34 1.00 0.60SW ♦ 0.60RDL + W7F 35 1.00 0.60SW ♦ 0.60RDL + WBF 36 1.00 SW + RDL ♦ COL + 0.75SL + 0.75SR + 0.75W5B 37 1.00 SW + RDL 4 COL + 0.75SL + 0.75SR + 0.75WGB 38 1.00 SW + RDL • COL + 0.75SL + 0.75SR + 0.75W7B 39 1.00 SW + RDL ♦ COL + 0.75SL + 0.75SR + 0,75W8B 40 1,00 SW + RDL ♦ COL + 1.75SL + 0,75SR + 0.75W5F 41 1.00 SW + RDL • COL + 0.75SL + 0.75SR + 0.75W6F 42 1.00 SW + RDL ♦ COL + 0.75SL + 0.75SR + 0.75W7F 43 1.00 SW + RDL • COL + 0.75SL + 0.755R + 0.75W8F 44 1.00 SW + RDL ♦ COL + 0.75RLL + 0.75RLR 4 0.75W5B 45 1.00 SW + RDL ♦ COL + 0.75RLL • 0.75RLR♦ 0.75W6B 46 1.00 SW + RDL ♦ COL + 0.75RLL 4 0.75RLR+ 0.75W7B 47 1.00 SW + RDL ♦ COL + 0.75RLL 4 0.75RLR♦ 0.75W8B 48 1.00 SW + RDL ♦ COL + 0.75RLL • 0.75RLR • 0.75W5F 49 1.00 SW + RDL 4 COL + 0.75RLL ♦ 0.75RLR ♦ 0.75W6F 50 1.00 SW + RDL • COL + 0.75RLL • 0.75RLR ♦ 0.15W7F 51 1.00 SW + RDL ♦ COL + 0.75RLL ♦ 0.75RLR ♦ 0.75W8F 52 1.00 SW + RDL 4 COL + OOS 53 1.00 SW + RDL ♦ COL + LED 54 1.00 SW + RDL 4 COL + RRD 55 1.00 SW + RDL ♦ COL + C10L + C1LL 56 1.00 SW + RDL 4 COL + C10L + C1LR 57 1.00 SW + RDL 4W1R 58 1.00 SW + RDL 4 W2R 59 1.00 SW + RDL ♦ COL + 0.56SL + 0.565R + 0.75C10L + 04.75C1LL 60 1.00 SW + RDL • COL + 0.56SL + 0.56SR + 0.75C10L + 0.75C1LR 61 1.00 SW + RDL 4 COL + 0.56SL + 0.56SR + 0.75C10R + 0475C1LL 62 1.00 SW + RDL • COL + 0.56SL + 0.56SR + 0.75C10R + 0..75C1LR 63 1.00 SW + RDL 4 0.56SL + 0.56SR + 0.3BW1R + 0.75C10L + 0.75C1LR 64 1.00 SW + RDL 4 O.S6SL + 0.56SR + 0.3BW1R + 0.75C10R + 0.75C1LR 65 1.00 SW + RDL 4 0,56SL + 0.56SR + 0.36W1L + 0.75C10L + 0.75C1LL 66 1.00 SW + RDL 4 0,56SL + 0.56SR + 0.38W1L + 0.75C10R + 0.75C1LL 67 1.00 1.11SW + 1.11RDL + 1.11COL + 0.91EQL 68 1.00 1.11SW + 1,11RDL + 1.11COL + 0.91EQR 69 1.00 1.OBSW + I.OBRDL + 1.08COL + 0.66EQL 70 1.00 1.08SW + 1.OBRDL + 1.08COL + 0.68EQR 71 1.00 0.49SW + 0:49RDL + 0.91EQL 72 1.00 0.49SW + 0,99RDL + 0.91EQR 73 1.20 Special Seismic 74 1.20 Special Seismic 75 1.20 Special Seismic 76 1.20 Special Seismic 77 1.20 Special Seismic 78 1.20 Special Seismic 79 1.20 Special Seismic BO 1.10 Special Seismic BWB A133 of 362 U13R0049A-SCOTT GALVANIZING NOCOR BUILDING SYSTEMS NIS Job #: U13ROO49A Job Name Scott Galvanizing Frame EQUIPMENT BLDG LEAN-TO'S Date 2/20/2013 Designer BWB File F21.nfr App Version 2012.11.13.1 F R A M E D E S C R I P T I O N Frame type LCS Frame width 16.67 Pt. Bay width 31.25 Ft. LEFT RIGHT Dim to ridge 16.67 Ft, 0.00 Ft. Roof slope 1.00/12 0.00112 Eaves height 10.00 Ft, 19.39 Ft. Girt offset 8.00 In. 0.00 In. Typ. Girt spacing 6.50 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 3.00 Ft. Col, spacing 16.6667 Supports / Spring Constants COLO1 - Bottom V H COL02 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Flange Brace 1 0 Location (ft): 7.5 19.0 Other Braces: Column Left Brace Right Brace Location (ft): ------------------------------------ L O A D I N G C O N D I T I O N S Building Code & Year IBC 2009 Occupancy Classification II-Standard Buildings AISC Specification 2005 ASD L O A D S (Psf) Roof Dead load 4.00 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R= 3.50 Cd =.3.00 Sds = 0.752 Shc = 0.399 rho = 1.30 omega 2.500 Wind speed 85.00 Mph Exp. . C Wind pressure 13,87 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C9 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1 T. -0.110 0.000 -0.190 -0.510 0.000 0.5RO W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W21, -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 -0.890 -0.510 -0.510 0.000 -0.270 W5F -0.270 0.000 -0.510 -0.510 -0.690 -0.270 W6B -0.630 -1.250 -0.870 -0.870 0.000 -0.630 W6F -0.630 0.000 -0.870 -O.B70 -1.250 -0.630 W7B -0.270 -0.350 -0.190 -0.190 0.000 -0.270 W7F -0.270 0.000 -0.190 -0.190 -0.350 -0.270 W8B -0.630 -0.710 -0.550 -0.550 0.000 -0.630 W8F -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 31.25 RE 31.25 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load too Loc Elf Klf Ft. Ft. RDL RP1 -0,125 -0.125 01..000 16.667 COL P.Pl -0,094 -0.094 0,000 16.667 SL RP1 -0,656 -0.656 0.000 16.667 UOS RP1 -0,781 -0.781 0.000 16.667 ELL RP1 -0.625 -0.625 0.000 16.667 W1 P. RP1 -0,221 -0.221 0.000 16.667 W1 P. WPl 0,251 0.251 0_000 18.000 W1L RP1 -0,082 -0.082 0.000 16.667 W1L WPl -0,04B -0.048 0,000 18.000 BWB A134 of 362 U13R0049A-SCOTT GALVANIZING W2R RP1 -0.377 -0.377 0,000 16.667 W2R WP1 0.095 0.095 0,000 18.000 W2L RP1 -0.238 -0.238 0 000 16.667 W2L WP1 -0.204 -0.204 0.,000 18.000 W5B RP1 -0.221 -0.221 0.000 16.667 W5B WP1 -0.117 -0.117 0.000 18.000 W5F RP1 -0.221 -0.221 0.000 16.667 WSF WP1 -0.117 -0.117 0.000 18.000 W6B RP1 -0.377 -0.377 0.000 16.667 W6B WP1 -0.273 -0.273 0.000 18.000 W6F RP1 -0.377 -0.377 0.000 16.667 W6F WP1 -0.273 -0.273 0.000 18.000 W7B RP1 -0.082 -0.082 0.000 16.667 W7B WP1 -0.117 -0.117 0.000 1B.000 W7F RP1 -0.082 -0.082 0.000 16.667 W7F WPl -0.117 -0.117 0.000 16.000 WBB RP1 -0.238 -0.238 0.000 16.667 W8B WP1 -0.273 -0.273 0.000 18.000 W8F RP1 -0.238 -0.238 0.000 16.667 W8F WP1 -0.273 -0.273 0.000 16.000 EQR RP1 0.098 0.098 0.000 16.667 EQL RP1 -0.098 -0.098 0.000 16.667 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. WIR COL01 0.459 0-000 0.000 18,000 W1L COL01 -0.107 0:000 0.000 18.000 W1L COL02 -0,107 0.000 0.000 19,389 W2R COL01 0,459 Q.000 0.000 18.000 W2L COL01 -0,107 0.000 0.000 18.000 W2L COL02 -0,107 0,000 0.000 19,369 U S E R - A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load N Description SL RP1 -0,468 -0.468 1.000 16.000 P-2 Sliding Snow SL RP1 0.000 -1.621 3.970 16.000 P-1 Drift L O A D C O M B I N A T I O N Ste^ ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 31 1.00 SW+RDL+COL+SL+NLL 41 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+WIL B) 1.00 SW+RDL+W2L 9) 1.00 SW+RDL+WIR 10) 1.00 SW+RDL+W2R 11) 1.00 0.60SW+0.60RDL+WIL 12) 1.00 0.60SW+0.60RDL+W2L 13) 1.00 0.60SW+0.60RDL+WIR 14) 1.00 0.60SW+0.60RDL+W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75W1R 18) 1.00 SW+RDL+COL+0.75SL+0.75W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75W2R 23) 1.00 SW+RDL+W5B 24) 1.00 SW+RDL+W6B 25) 1.00 SW+RDL+W7B 26) 1.00 SW+RDL+WBB 27) 1.00 SW+RDL+W5F 28) 1.00 SW+RDL+W6F 29) 1.00 SW+RDL+W7F 30) 1.00 SW 3 1) 1.00 0.60SW+0.60RDL+W5B 32) 1.00 0.60SW+0.60RDL+W6B 3 3) 1.00 0.60SW+0.60RDL+W7B 34) 1.00 0.60SW+0.60RDL+W8B 35) 1.00 0.60SW+0.60RDL+W5F 36) 1.00 0.60SW+0.60RDL+W6F 37) 1.00 D.60SW+0.60RDL+W7F 3 B) 1.00 0.60SW+0.60RDL+W8F 39) 1.00 SW+RDL+COL+0.75SL+0.75W5B 40) 1.00 SW+RDL+COL+0.75SL+0.75W6B 41) 1.00 SW+RDL+COL+0.75SL+0.75W7B 42) 1.00 SW+RDL+COL+0.75SL+0.75W8B 43) 1.00 5W+RDL+COL+0.75SL+0.75W5F 44) 1.00 SW+RDL+COL+0.75SL+0.75W6F 45) 1.00 SW+RDL+COL+0.75SL+0.75W7F 46) 1.00 SW+RDL+COL+0.75SL+0.75W8F 47) 1.00 SW+RDL+COL+0.75RLL+0.75W5B 48) 1,00 SW+RDL+COL+0.75RLL+0.75W6B 49) 1.00 SW+RDL+COL+D.75RLL+0.75W7B 50) 1.00 SW+RDL+COL+0.75RLL+0.75W8B 51) 1.00 SW+RDL+COL+0.75RLL+0.75W5F 52) 1.00 SW+RDL+COL+0.75RLL+0.75W6F 53) 1.00 SW+RDL+COL+0.75RLL+0.75W7F 54) 1.00 SW+RDL+COL+0.75RLL+0.75WBF 55) 1.00 SW+RDL+COL+UOS+NLL 56) 1.00 SW+RDL+COL+UOS+NLP, 57) 1.00 1.11SW+1.11FDL+1.11COL+0.91EQL 58) 1.00 1.11SW+1.11 RDL+1.11COL+0.9IEQR 59) 1.00 1.06SW+I.08RDL+1.08 COL+0.66EQL CO) 1.00 1.06SW+1.08 RDL+1.08 COL+0.68 EQP. 51) 1.00 0.995W+0.99P.DL+0.51EQL C�) 1,00 0.99SW+0:99RDL+0.91EQR BWB A135 of 362 U13R0049A-SCOTT GALVANIZING Job : U13R0049A Scott Galvanizing NUCOR BUILDING SYSTEMS Date: 03-04-13 Page: 1 Frame: EQUIPMENT BLDG LEAN-TO'S By : BWB File. F21 •`" DESIGN SUMMARY REPORT ________--""'-"'""---«-------""'-----"-""""--____«.___«---__»----------------------»-__»»_-------_»-_»_----- Rnilt Up Raffar - RAFni T/L B/R T/L B/R Max ------------- SHEAR ------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Rafin Check (.nmh T.- Kips Rafin T/T. B/R 1 F5.36 F5.25 W150 4 3 -0.7 0.01 60.6 0.97 0.97 0.97 3 6 16.58 0.68 1.28 1.10 Chkpt 2 6 Depth 12.12 12.12 Section 1 1 I «-_--_ width thick Fy T/L Flg 5.0 0.3750 55.00 Web 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 Built Up Column - COL01 T/L B/R T/L B/R Max -----------» SHEAR ------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R --------------------------------------------------------------«--________««-»_-__________�.. 1 F5.19 F5.19 W125 42 9 -10.1 0.23 8.3 0.23 0.26 0.46 32 12b 2.09 0.15 0.14 0.14 Chkpt 7 13 Depth 11.88 11.88 Section 1 1 width thick Fy I ---------------'-------------------------------------------------- "-"""'-"""'-"---- -----"___^____ T/L Flg 1 5.0 0.1875 55.00 1 Web I 0.1250 55.00 1 B/R Flg I 5.0 0.1875 55.00 1 Built Up Column - COL02 T/L B/R T/L B/R Max ----------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R --------------------- ---»»-----------__»__«»»»_»-««»»__-_-_»_______»»____»»_______»»»_r__�»»-__»»_»«» 1 F5.19 F5.19 W125 3 14 -16.6 0.21 0.0 0.00 0.00 0.21 40 14 0.00 0.00 0.00 0.00 Chkpt 14 15 Depth 11.68 11.88 Section I 1 I I width thick Fy I T/L Flg 1 5.0 0.1875 55.00 » -T Web 1 0.1250 55.00 B/R Flg 1 5.0 0.1875 55.00 Frame Weight (lbs) - 465 Deflections (in): Maximum dy = -0.69 = L/ 271 @ MOD 1, SW+RDL+COL+SL Max. Live dy = -0.60 = L/ 307 @ MOD 1, SW+RDL+COL+SL BWB A136 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job H: U13ROO49A Job Name Scott Galvanizing Frame STORAGE LEAN-TO'S Date 2/20/2013 Designer BWB File F31.nfr App Version 2012.11.13.1 F R A M E D E S C R I P T I O N Frame type LCS Frame width 16.67 Ft. Bay width 25.50 Ft. LEFT RIGHT Dim to ridge i 16.67 Ft. 0.00 Ft. Roof slope 1.00112 0.00112 Eave height 30.67 Ft. 32.06 Ft. Girt offset 8.00 In. 0.00 In. Typ. Girt spacing Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 3�400 IV. Col. spacing 16.6667 Supports / Spring Constants COL01 - Bottom V H COL02 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Y Flange Brace 1 0 1 0 Location (ft): 7.5 14.0 20.2 26.5 Other Braces: Column Left Brace Right Brace Location (ft): L O A D I N G C O N D I T I O N S __-- Building Code & Year IBC 2009 Occupancy Classification II-Standard Buildings AISC Specification 2005 ASD L O A D S (Psf) Roof Dead load 4.50 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 3 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R 3.50 Cd = 3.00 Sds = 0.752 Shc = 0.399 rho 1.30 omega 2.500 Wind speed 1 85.00 Mph Exp. : C Wind pressure 15.51 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 WIR 0.560 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W21, -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 -0.890 -0.510 -0.510 0.000 -0.270 W5F -0.270 0.000 -0.510 -0.510 -0.890 -0.270 W6B -0.630 -1.250 -0.870 -0.870 0.000 -0.630 W6F -0.630 0.000 -0.670 -0.870 -1.250 -0.630 W7B -0.270 -0.350 -0.190 -0.190 0.000 -0.270 W7F -0.270 0.000 -0.190 -0.190 -0.350 -0.270 W8B -0.630 -0.710 -0.550 -0.550 0.000 -0.630 W8F -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 25.50 RP1 25.50 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ------------------ Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.115 -0.115 0.000 16.667 COL RP1 -0.076 -0.076 0.000 16.667 SL RP1 -0.535 -0.,535 0.000 16.667 UOS RP1 -0.637 -0.637 0.000 16.667 RLL RP1 -0.510 -0.510 0.000 16.667 W1R RP1 -0.202 -0.202 0.000 16.667 W1P. WPl 0.224 0.229 0.000 30.667 W1R Wpl 0.593 0.593 30.667 30.670 W1L RP1 -0.075 -0.075 0.000 16.667 BWB A137 of 362 U13R0049A-SCOTT GALVANIZING W1L WPl -0.044 -0.044 0.000 30.667 W1L WP1 -0396 -0.396 30.667 30.670 W2R. RP1 -0.344 -0,344 0.000 16.667 W2R WP1 0.087 •0.087 0.000 30.667 W2R WP1 0.593 0.593 30.667 30.670 W2L RP1 -0.218 -0.21B 0.000 16.667 W2L WP1 -0.186 -0.106 '.,0.000 30,667 W2L WP1 -0.396 -0.396 30.667 30.670 W5B kPl -0.202 -0.202 0.000 16.667 W5B WP1 -0.107 -0.107 0.000 30.667 W5B WP1 0.306 0.396 70.66/ 30.6/0 W5F RP1 -0.202 -0.202 0.000 16.667 W5F WP1 -0.107 -0.107 0.000 30.667 W5F WP1 -0.396 -0.396 30.667 30.670 W68 RP1 -0.344 -0.344 0.000 16.667 W69 WP1 -0.249 -0.249 0.000 30.667 W6B WP1 -0.396 -0.396 30.667 30.670 W6F RP1 -0.341 -0.344 0.000 16.667 W6F WP1 -0.299 -0.249 0.000 30.667 W6F WP1 -0.396 -0.396 30.66/ 30.6/0 W7B RP1 -0.075 -0.615 0.000 16.667 W7B WP1 -0.ID7 -0.107 0.000 30.667 W7B WP1 -0.396 -0.396 30.667 30.670 W7F RP1 -0.075 -0.075 0.000 16.667 W7F WP1 -0.107 -0.107 0.000 30.667 W7F WP1 -0.396 -0.396 30.667 30.670 W8B RP1 -0.218 -0.21B 0.000 16.667 WBB WP1 -0.249 -0.249 0.000 30.667 W8B WP1 -0.396 -0.396 30.667 30.670 W8F RP1 -0.218 -0.218 0.000 16.667 W8F WP1 -0.249 -0.249 0.000 30.667 W8F WP1 -0.396 -0.396 30.667 30.670 EQR RP1 0.099 0.094 0.101 11.111 EQL RP1 -0.094 -0.094 0.000 16.667 Load On Her. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. WIR COL01 0.011 0.000 0.000 30:667 W2R COL01 0,011 0.000 0.000 30.667 ^--- U S E R - A-P P LI G0 LOADS Load On Start End Start End Case Panel Load Load Lee Lee Special Klf Klf Ft. Ft. Load # Description SL RP1 -0.468 -0.468 1.000 16.000 P-2 Sliding Snow SL RP1 0.000 -1.330 3.970 16.000 P-1 Drift -- --'----------------..«.« L O A D C O M B I N A T I O N S ASR Cases 1) 1,00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+WIL 8) 100 SW+RDL+W2L 9) 1..00 SW+RDL+WIR 10) 1.00 SW+RDL+W2R 11) 1.00 0.60SW+0.60RDL+WIL 12) 1.00 0.605W+0.60RDL+W2L 13) 1.00 0.60SW+0.60RDL+WIR 14) 1.00 0.60SW+0.60RDL+W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75W1L 16) 1.00 SW+RDL+COL+0.759L+0.75W2L 17) 1,00 SW+RDL+COL+0.75SL+0.75W1R 18) 1.00 SW+RDL+COL+0.75SL+0.75W2R 19) 1.00 SW+RDL+COL+0.75RLL+0,75W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75W2L 21) 1.00 SW+RDL+COL+0.75RLL+O,75W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75W2R 23) 1.00 SW+RDL+WSB 24) 1.00 SW+RDL+W6B 25) 2.00 SW+RDL+W7B 26) 1,00 SW+RDL+181 27) 1.00 SW+RDL+W5F 28) 2.00 SW+RDL+W6F 29) 1.00 SW+RDL+W7F 30) 1,00 SW+RDL+WBF 31) 1.00 0.605W+0.60RDL+WSB 32) 1,00 060SW+0.60RDL+W6B 33) 1.00 0.60SW+0.60RDL+W7B 39) 1.00 0:60SW+0.60P.DL+WBB 35) 1.00 0.60SW+0.60RDL+W5F 36) 1.00 0.605W+0,60RDL+W6F 37) 1.00 0.60SW+0.60RDL+W7F 38) 1.00 0.60SW+0.60RDL+W8F 39) 1.00 SW+RDLFCOL+0.75SL+0.75W5B 40) 1.00 SW+RDL+COL+0.75SL+0,75W6B 41) 1.00 SW+P,DL+COL+0.75SL+0.75W7B 42) 1.00 SW+RDL+COL+0.755L+0.75WBB 43) 1.00 SW+RDL+COL+0.75SL+0.71WIl 44) 1.00 SW+RDL+COL+0.75SL+0.75W6F 45) 1.00 SW+RDL+COL+0.75SL+0.75W7F 46) 1.00 SW+RDL+COL+0.75SL+0.75W8F 47) 1.00 SW+RDL+COL+0.75P.LL+0.75W5B 48) 1.00 SW+P,DL+COL+0,75RLL+0.75W6B 49) 1,01 SW+RDL+COL+0,75RLL+0,75W76 50) 1.00 SW+P.DL+COL+0.75PLL+0.75WBB 51) 1.00 SW+PDL+COL+0,75RLL+0.75W5F 52) 1.00 SW+RDL+COL, 0,75RLL+0.71W F 531 1.00 SW+P,DL+COL+0.75RLL+0.75W7F 54) 1.00 SW+RDL+COL+0.75RLL+0.75W6F BWB A138 of 362 U13R0049A-SCOTT GALVANIZING 55) 1.00 SW+RDL+COL+UOS+NLL 56) 1.00 SW+RDL+COL+UOS+NLR 57) 1.00 1.115W+1.11RDL+1.11COL+0.;91EQL 58) 1.00 1.11SW+1.11RDL+1.11COL+O'.'91EQR 59) 1.00 1.08SW+1.08RDL+I.OBCOL+O.-68EQL 60) 1.00 1.OBSW+1.08RDL+1.08COL+0.68EQR 61) 1.00 0.49SW+0.99RDL+0.91EQL 62) 1.00 0.99SW+0.99RDL+0.91EQR BWB A139 of 362 U13R0049A-SCOTT GALVANIZING Job : 013R0049A Scott Galvanizing NUCOR BUILDING SYSTEMS Date: 03-04-13 Page: 1 Framer STORAGE LEAN-TO'S By : BWB File: F31 ... DESIGN SUMMARY REPORT ----------------------------------------------------------"__"--- Built Up Rafter - RAF01 T/1' R/R T/L B/R Max --- SHEAR --------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'1 Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R F5.31 F5.25 W150 4 3 -0.6 0.01 52.E 0.09 0.89 0.90 3 6 14.25 0.59 1.06 0.97 Chkpt ! 6 Depth 12.06 12.06 Section I 1 1 I width thick Fy I _------------------------------------------_____»--------------------»»__ - T/L Flg I 5.0 0.3125 55.00 1 Web I 0.1500 55.00 H/R Flq I 5.0 0.2500 55.00 Built Up Column - COL01 T/L B/R T/L B/R Max SHEAR ------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F6.25 F6.25 W125 26 11 0.9 0.01 26.6 0.45 0.71 0.70 26 7 -2.73 0.20 0.20 0.20 7 F6.25 F6.25 W125 26 13 0.9 0.01 -26.3 0.44 0.70 0.69 32 16b 3.46 0.25 0.26 0.26 Chkpt 7 12 13 17 Depth 12.00 12.00 12.00 Section I 1 I 2 1 "'----- »----------- "" width thick Fy I width thick Fy I _»__---------»---»»'_ ___W___----------- - --------------»------------------------- T/L Flg 1 6.0 0.2500 55.00 1 6.0 0.2500 55.00 1 Web 0.1250 55.00 I 0.1250 55.00 B/R Flg 6.0 0.2500 55.00 6.0 0.2500 55.00 I Built Up Column - COL02 T/L B/R T/L B/R Max SHEAR -------- ------ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F5.19 F5.19 W125 1 18 -14.3 0.18 0.0 0.00 0.00 0.18 42 18 0.00 0.00 0.00 0.00 Chkpt 18 19 Depth 11.08 11.B8 Section I 1 I I width thick Fy I T/L Flg 1 5.0 0.1875 55.00 1 Web 1 0.1250 55.00 1 B/R Flg 1 5.0 0.1875 55.00 1 Frame Weight (lbs) w 104 Deflections (in): Maximum dy = -0.64 L/ 288 @ MOD 1, SW+RDL+COL+SL Max. Live dy = -0.57 a L/ 327 @ MOD 1, SW+RDL+COL+SL BWB A140 of 362 U13R0049A-SCOTT GALVANIZING L.J C= ®F=:1 Project No.: U 13R0049A B U 1 L D 1 IV O S GROUP Description; SCOTT GALVANIZING A DlvlSTOW OTxTUCOR CORPORATION Engineer: B W B LeanTo Connections (A1SC 13th Edition) Date: 3/4/2013 per AISC'Steel Construction Manual(13th Edition)-Part 10-49& Section J10 Version: 1.3(Date:09/23/09)By DJE GENERAL INFORMATION: Design Method,(ASD/LRPD): ❑ Use Alternate Low Eave Connection (Bearing Connection). DESIGN RESULTS - LEAN—TO RAFTER TO LEAN—TO RAFTER TO MAIN COLUMN CONNECTION COLUMN CONNECTION Bolt Limit States: (Low Eave) 0.624 va^M End-Plate Limit States: (Low Eave) 0.957 m MUM a ' End-Plate Weld Ratio: (Low Eave) 0.991 _ Bolts Pb1 Bolt Limit States: (Iligh Eave) 0.624 ears End-Plate Limit States: (high Eave) 0.957 tNOP� End-Plate Weld Ratio: (Fligh Eave) 0.991 SEE FRAME OUTPUT FOR CAPPL �/AFtNlt�1G ,�. AP Ap- WELD DETAIL WELD DETAIL *Top flange weld shall use a minimum 3/16" single—sided fillet weld. (U.N.O.) APPLIED LOADS: (Low Eave) APPLIED LOADS: (High Eave) Maximum Rafter End-Reaction: Maximum Rafter End-Reaction: Allowable Stress Ratio,ASR: Allowable Stress Ratio,ASR: Required Shear Strength,V,: kips Required Shear Strength,V,: kips RAFTER GEOMETRY: (Low Eave) RAFTER GEOMETRY: (High Eave) Section Designation: BUIN14 Section Designation: BU12x14 Web Depth,dw:(WF=Toll Depl]Ld) 11.5 in. Web Depth,d,*,:(WF=Tolal Depllld) 11.5 in. Web Thickness,t,,,: 0.150 in. Web Thickness,tw: 0.150 in. Flange Width,bf: 5.0 in. Flange Width,bf: 5.0 in. Flange Thickness,tr: 0.25 in. Flange Thickness,tf: 0.25 in. Section Material: A572 Gr.55 Section Material: A572 Gr.55 Rafter Slope,(x : 12): 1.0 FS CONNECTION PROPERTIES: (Low Eave) CONNECTION PROPERTIES: (High Eave) Column Flange Thickness,tf_aal: 0.1875 in. Column Flange Thickness,tr_aal: 0.1875 in. End-Plate Information: End-Plate Information: End-Plate Thickness,tp: 0.25 in. End-Plate Thickness,tl,: 0.25 in. End-Plate Material: A572 Or.55 End-Plate Material: A572 Gr.55 'A' End-Plate Weld: 3/16 'A' End-Plate Weld: 3/16 No. of Bolt Rows/Connx,n,: 2 No.of Bolt Rows/Connx,n,: 2 Bolt Diameter.(1),: '/a"s Bolt Diameter,da: '/a"u Bolt Material: A325 Bolt Material: A325 Standard Plate Dimensions: ❑ Manual Input! Standard Plate Dimensions: ❑ Manual Input! End-Plate Width. bp: 5 in. End-Plate Width,bp: 5 in. Minimum End-Plate Length,/p: 5.75 in. Minimum End-Plate Length,/p: 5.75 in. Distance to I" Bolt, Pr: 1.25 in. Distance to I"Bolt,Pr: 1.25 in. Bolt Spacing,Pb: 3 iIT. Bolt Spacing,Ph: 3 in. Bolt Gage,g: 3 in. Bolt Gage.g: 3 in. BWB A141 of 362 U13R0049A-SCOTT GALVANIZING r4 V C c3 R Project No.: IJ13R0049A BUILDING SYSTEMS GROUP Description:�COTT GAL.-LEAN TO BLDG` A DIVISION OF NUCOR CORPORATION Engineer: BWB Anchor Bolt Checks(RISC 13th Edition) Date: 2/20/2013 per AISCSteel Construction.14anual(lath Edition) Version: 1.6(Date: 12/30/1 1)By D.IE GENERAL INFORMATION: FRAME REACTIONS Design Method,(ASD/LRFD): Axial Y Allowable Stress Ratio,ASR: (Y-Axis) X Sreac-sal Frame Reactions: (Longitudinal Combinations) �) Tensile Reaction,(y-axis): 3, kips. Shear Reaction,(x-axis): 0.1O. kips. BRACE REACTIONS Bracing Reactions: (Longitudinal Combinations) Y Tensile Reaction,(y-axis): �1.I W I<i PS. Axial (Y-Axis) Shear Reaction,(z-axis): I.1,M) kips. Y ANCHOR BOLT INFORMATION: X Anchor Bolt Material: F1»4 Gr.36 Z Anchor Bolt Size,dh: '/,"at No.of Anchor Bolts,n: 4 Z APPLIED LOADS: Required Tensile Strength, f,: 9.128 kips. Required Shear Strength, f,,: 4.484 kips. DESIGN RESULTS: Tension Only Results: OK Remarks Tensile Strength Ratio(y-axis) 1, 0.243 R,r=Fn Ab ASD Allowable Tensile Strength, R,,,/Q F kips 37.614 Q=2.00(ASD) =0.75(LRFD) Shear Only Results: OK Remarks Shear Strength Ratio(xz-axis) f /F 0.224 R,,,=F,,,Ab ASD Allowable Shear Strength, R,,,,/Q F kips 20.061 Qz 2.00(ASD) r —0.75(LRFD) Combined Tension &Shear Results: OK Remarks Combined Tensile Strength Ratio 1,/F, 0.249 R„=P.,Ab Combined Shear Strength Ratio t,/F, 0.230 sz=2.00(ASD) ASD Available Tensile Strength,Rn,/Q Pt kips 36.662 F',,,=F,,,[1 -(nf,/F.,,.)']112<_Fn, (ASD); ASD Available Shear Strength, R /Q F kips 1 19.461 1 F',,,.=r- [I -(Qf,/F, z "1<_F„ ASD User Note:The elliptical relationship for combined su-ength has been adopted per the A1SC commentary. (Eq.C-.13-8a&C-33-8b) BWB A142 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job Y: 1113R0049A Job Name Scott Galvanizing Frame FL B Jac):ed Out Frame Date 2/20/2013'- Designer BWB File F49.nfr App Version 2012.11.13.1 --------------------------- -----� F R A N C D E S C R I P T I O N ----------------- Frame type RCG Frame width 80.00 Ft. Bay width 25.00 Ft. LEFT RIGHT Dim to ridge 40.00 Ft. 40.00 Ft: Roof slope 1.00/12 -1.00/12 Rave height 46.67 Ft. 46.67 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 6.00 Ft. Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 80.0000 Supports / Spring Constants COL01 - Top V 41.667 H 5.602 COL02 - Top H 5.405 Bottom V N Column Bracing: WP1 Girt Brace Y Y Flange Brace 1 1 Location (ft): 32.8 30.0 WP2 Girt Brace N Y T Y Y T Flange Brace 1 1 1 1 1 1. Location (ft): 7.5 14.0 20.2 26.5 37;!8 a9:7 Other Braces: Column Left Brace Right Brace Location (ft): --------------- ------��--- --- L O A D I N G C O N D I T I O N S Building Code s Year IBC 2009 Occupancy Classification II-Standard Buildings AISC Specification 2005 ASD L O A D S (Psf) Roof Dead load 4.00 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 85.00 Mph Exp. : C Wind pressure 1 16.95 Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.B70 0.000 0.220 W5B -0.270 -0.890 -0.510 -0.510 0.000 -0.270 W5F -0.270 0.000 -0.510 -0.510 -0.890 -0.270 W6B -0.630 -1.250 -0.870 -0.870 0.000 -0.630 W6F -0..630 0.000 -0.B70 -0.870 -1.250 -0.630 W7B -0.270 -0.350 -0.190 -0.190 0.000 -0.270 W7F -0.270 0.000 -0.190 -0.190 -0.350 -0.270 W8B -0.630 -0.710 -0.550 -0.550 0.000 -0.630 WBF -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 25.00 WP2 25.00 RP1 25.00 RP2 25.00 -----------------------`-------------.-- F R O G R A N - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Lee Loc Klf Klf Ft. Ft. RDL RP1 -0.100 -0.100 0.000 40.000 RDL RP2 -0.100 -0.100 40.000 80.000 COL P.P1 -0.075 -0.075 0.000 40.000 BWB A143 of 362 U13R0049A-SCOTT GALVANIZING COL RP2 -0.075 -0.075 40.000 80,000 SL RP1 -0.525 -0.525 0.000 40.000 SR RP2 -0.525 -0.525 40.000 80.000 UOS RP1 -0.625 -0.625 0.000 40.000 UOS RP2 -0.625 -0.625 40.000 80.000 RLL RP1 -0.500 -0.500 0.000 40.000 RLR RP2 -0.500 -0.500 40.000 80.000 W1R RP1 -0.216 -0.216 0.000 40.000 W1R RP2 -0.081 -0.081 40.000 80.000 WIR WP1 0.246 0.246 32.000 40.0G7 W1R WP1 0.636 0.636 46.667 46..670 W1R WP2 0,047 0.047 0.000 46.667 W1R WP2 0.424 0.424 46.667 46.670 W1L RP1 -0.081 -0.OB1 0.000 40.000 W1L RP2 -0.216 -0.216 40.000 BO.000 W1L WP1 -0.047 -0.047 32.000 46.667 W1L W21 -0.424 -0.424 46.667 46.670 W1L WP2 -0.246 -0.246 0.000 46.667 WIT. WP2 -0.636 -0.636 46.667 46.670 W2R RP1 -0.369 -0.369 0.000 40.000 W2R RP2 -0.233 -0.233 40.000 8U.000 W2R WP1 0.093 0.093 32,000 16.667 W2R WP1 0.636 0.636 46.667 46.670 W2R WP2 0.199 0.199 0.000 46.667 W2R WP2 0.424 0.421 46.667 46.670 W2L RP1 -0.233 -0.233 0.000 40.000 W2L RP2 -0.369 -0.369 40.000 80.000 W2L WP1 -0.199 -0.199 32.000 46.667 W21, WP1 -0.424 -0.424 46.667 46.670 W2L WP2 -0.093 -0.093 0.000 46.667 W2L WP2 -0.636 -0.636 46.667 46.670 W5B RP1 -0.216 -0.216 0,000 40.000 W5B RP2 -0.216 -0.216 40.000 80.000 W5B WP1 -0.114 -0.114 32.000 46.667 W5B WP1 -0,424 -0.424 46.667 46.670 W5B WP2 0.114 0.114 0.000 46.667 W5B WP2 0.424 0.424 46.667 46.670 W5F RP1 -0.216 -0.216 0.000 10.000 W5F R22 -0.216 -0.216 40,000 80.000 W5F WP1 -0.114 -0.114 32.000 46.667 W5F WP1 -0.424 -0.424 46.667 46.670 W5F WP2 0.114 0.114 0.000 46.667 W5F WP2 0.424 0.424 46.667 46.670 W6B RP1 -0.369 -0.369 0.000 40.000 W6B RP2 -0.369 -0.369 40.000 80.000 WfiR WP1 -0.267 -0.267 32.000 46.667 W6B WP1 -0.424 -0.424 46.667 46.670 W6B WP2 0.267 0.267 0.000 46.667 W6B WP2 0.424 0.424 46.667 46.670 W6F RP1 -0.369 -0.369 0.000 40.000 W6F RP2 -0.369 -0.369 40.000 80.000 W6F WP1 -0.267 -0.267 32.000 46.667 W6F WP1 -0.424 -0.424 46.667 46.670 W6F WP2 0.267 0.267 0.000 46.667 W6F WP2 0.424 0.424 46.667 46.670 W7B RP1 -0.081 -0.081 0.000 40.000 W7B RP2 -0.081 -0.081 40.000 80.000 W7B WP1 -0.114 -0.114 32.000 46.667 W7B WP1 -0.424 -0.424 46.667 46.670 W7B WP2 0.114 0.114 0.000 46.667 W7B WP2 0.424 0.424 46.667 46.670 W7F RP1 -0.061 -0.081 0.000 40.000 W7F RP2 -0.081 -0.081 40.000 80.000 W7F WP1 -0.114 -0.114 32.000 46.667 W7F WP1 -0.424 -0.424 46.667 46.670 W7F WP2 0.114 0.114 0.000 46.667 W7F WP2 0.424 0.424 46.667 46.670 W8B RP1 -0.233 -0.233 0.000 40.000 WBB RP2 -0.233 -0.233 10.000 80.000 WBB WP1 -0.267 -0.267 32.000 46.667 WBB WP1 -0.424 -0-.424 46.667 46.670 W8B WP2 0.267 0.267 0.000 46.667 W8B WP2 0.424 0.424 46.667 46.670 WBF RP1 -0.233 -0.233 0.000 40.000 WBF RP2 -0.233 -0.233 40.000 80.000 WBF WP1 -0.267 -0.267 32.000 46,667 WBF WP1 -0.424 -0.421 46.667 46.670 WOF WP2 0.267 0.267 0.000 46.667 W8F WP2 0.424 0.424 46.667 46.670 EQR RP1 0.077 0.077 0.000 40.000 EQR RP2 0.077 0.077 40.000 BO.000 EQL RP1 -0.077 -0.077 0.000 40.000 EQL RP2 -0.077 -0.077 40.000 80.000 LRD RP1 -0.525 -0.525 0.000 40.000 LRD RP1 -0.259 -0.259 20.815 40.000 LRD RP2 -0.157 -0.157 40.000 80.000 RRD RP1 -0.157 -0.157 0.000 40.000 RRD RP2 -0.525 -0.525 40.000 80.000 RRD RP2 -0.259 -0.259 40.000 59.185 Load On Hot. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL01 3.565 0.000 0.000 46.667 W1R COL02 3,585 0.000 0.000 46.667 W1L COL01 -0.398 0.000 0.000 46.667 W1L COL02 -0.398 0.000 0.000 46.667 W2R COLOI 1.144 0.000 a,000 46.667 W2R COL02 1.144 0.000 0.000 46.967 W2L COL01 -2.639 0.000 0.000 46.667 W2L COL02 -2.839 0.000 0.000 46.467 -______-_-_� 0 S E R - A P P L I E D L O A D S Load On Hot. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description P.DL SPAW1 0.000 -2.980 0.000 24.500 Crane-1 RDL SPAN2 0.000 -2.980 0.000 63.111 Crane-1 EQR. SPANI 3.240 0.000 0.000 24.500 C-1 Cranc Hori=. BWB A144 of 362 U13R0049A-SCOTT GALVANIZING EQR SPAN1 3.240 0.000 0.000 63.000 C-4 Crane Horiz. EQL SPANI -3.240 0.000 0.001 29.500 C-2 Crane HOriz. EQL SPAN1 -3.290 0.000 0,000 63.000 C-3 Crane Hoxiz. C10L SPAN1 0.000 -20.510 0,000 24.500 Crane-1 C10L SPAN2 0.000 -14.260 0.000 63.111 Crane-I C10R SPAN1 0.000 -A.260 O,000 24.500 Cxane-1 C10R SPAN2 0.000 -28.510 0.000 63.111 Cxane-1 C ILL SPAN1 -2.850 0.000 -12.012 24.500 Crane-1 CILL SPAN2 -2.850 0000 -11.367 63.111 Cxane-1 C 1LR SPANI 2.850 0,.000 12.012 24.500 Crane-1 CILR SPAN2 2.850 0,000 11,367 63.111 Crane-1 ---------------------------------------- L O A D C O M B I N A T I O N S -------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+SL+SR+NLR 5) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 7) 1.00 SW+RDL+WIL B) 1.00 SW+RDL+W2L 9) 1.00 SW+RDL+WIR 10) 1.00 SW+RDL+W2R 11) 1.00 0.60SW+0.60RDL+WIL 12) 1.00 0.605W+0.60RDL+W2L 13) 1.00 0.60SW+0.60RDL+WIR 14) 1.00 0.60S W+0.60RDL+W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W1L 16) 1..00 SW+RDL+COL+0.75SL+0.75SR+0.75W2L 17) 1.00 SW+RDL+COL+0.75SL+0.755R+0.75W1R 16) 1.00 SW+RDL+COL+0.755L+0.75SR+0.75W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W2R 23) 1.00 SW+RDL+W5B 24) 1.00 SW+RDL+W6B 25) 1.00 SW+RDL+W7B 26) 1.00 SW+RDL+WBB 27) 1.00 SW+RDL+W5F 28) 1.00 SW+RDL+W6F 29) 1.00 SW+RDL+W7F 30) 1.00 SW+RDL+W8F 31) 1.00 0.60SW+0.60RDL+W5B 32) 1.00 0.60SW+0.60RDL+W6B 33) 1.00 0.60SW+0.60RDL+W7B 34) 1.00 0.60SW+0.60RDL+W8B 35) 1.00 0.60SW+0.60RDL+W5F 36) 1.00 0.60SW+0.60RDL+W6F 37) 1.00 0.60SW+0.60RDL+W7F 38) 1.00 0.60SW+0.60RDL+WBF 39) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W5B 40) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W6B 41) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W7B 42) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W8B 43) 1.00 SW+RDL+COL+0.155L+0.75SR+0.75W5F 44) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75W6F 4 5) 1.00 SW+RDL+COL+0.75SL+0.755R+0.75W7F 46) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.75WBF 47) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5B 4B) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W6B 49) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W7B 50) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W8B 51) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5F 52) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W6F 53) 1,00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W7F 54) 1.00 SW+RDL+COL+0,75RLL+0.75RLR+0.75W8F 55) 1..00 SW+RDL+COL+UOS+NLL 56) 1.00 SW+RDL+COL+UOS+NLR 57) 1.00 SW+RDL+COL+LRD+NLL 58) 1.00 SW+RDL+COL+LRD+NLR 59) 1.00 SW+RDL+COL+RRD+NLL 60) 1.00 SW+RDL+COL+RRD+NLR 61) 1.00 SW+RDL+COL+CIOL+CILL 62) 1.00 SW+RDL+COL+CIOL+CILR 63) 1.00 SW+RDL+COL+CIOR+CILL 64) 1.00 SW+RDL+COL+CIOR+CILR 65) 1.00 SW+RDL+COL+0.565L+0.56SR+0.75C10L+0.75C1LL 66) 1.00 SW+RDL+COL+0.56SL+0.56SR+0.75CIOL+0.75CILR 67) 1.00 SW+RDL+COL+0.56SL+0.56SR+0.75C10R+0.75CILL 68) 1.00 SW+RDL+COL+0.56SL+0.565R+0.75CIOR+0.75C1LR 69) 1.00 SW+RDL+0.56SL+0.56SR+0.3BWIR+0.75C10L+0.75C1LR 70) 1.01 SW+RDL+0.56SL+0.56SR+0.36W1R+0.75C10R+0.75C1LR 71) 1.00 SW+RDL+0.56SL+0.56SR+0.3BW1L+0.75C10L+0.75C1LL 72) 1.00 SW+RDL+0.565L+0.56SR+0.3BW1L+0.75C10R+0.75C1LL 73) 1.00 1.115W+1.11RDL+1.11COL+0.91EQL 79) 1.00 1.11SW+1.11RDL+I.IICOL+0.91EQR 75) 1.00 1.O8SW+I.08 RDL+1.08COL+0.68EQL 76) 1.00 1.08SW+1.08RDL+I.OBCOL+0.68EQR 77) 1.00 0.49SW+0.49RDL+0.91EQL 78) 1.00 0.49SW+0,49RDL+0.91EQR BWB A145 of 362 L113R0049A-SCOTT GALVANIZING Job : U13R0049A Scott Galvanizing NUCOR BUILDING SYSTEMS Date: 03-19-13 Page: 3 Frame: FL B Jacked Out Frame By : BWB File: F49 "^ DESIGN SUMMARY REPORT Built Up Rafter - RAF01 T/L B/P. T/L B/P. Max ---- - SHEAR. ----------�--- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F10.50 F10.3B W275 65 4 -10.1 0.03 340.1 0.48 0.50 0.49 66 0 29.03 0.73 0.B5 0.73 2 F10.63 F10.50 W275 65 9 -6.5 0.02 655.4 0.70 0.76 0.75 66 Ga 28.68 0.72 0.54 0.18 Chkpt 1 4 5 13 Depth 32.88 43.00 47.12 Section I 1 2 I width thick Fy I width thick Fy T/L Flg 10.0 0.5000 55.00 10.0 0.6250 55.00 Web 0.2750 55.00 0.2750 55.00 B/R Flg 10.0 0.3750 55.00 10.0 0.5000 55.00 Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR ------^------ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 3 F10.50 F10.36 W220 65 14 -7.4 0.02 547.8 0.77 0.77 0.78 56 18b 21.17 0:11 11.11 0.50 2 F10.38 F10.38 W275 67 20 -8.8 0.04 273.6 0.73 0 57 0.74 67 23b -44.06 098 0.81 0.81 Chkpt 14 19 20 26 Depth 46.BB 32.81 46,75 Section I 1 1 2 I width thick Fy width thick Fy I T/L Flg 1 10.0 0.5000 55.00 10.0 0.3150 55.00 1 Web 0.2200 55.00 I 0.2750 55.00 B/R Flg 10.0 0.3750 55.00 1 10.0 0.3750 55.00 Built Up Column - COL01 T/L B/R T/L B/R Max ------------ SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F10.63 F10.63 W220 24 31 0.5 0,00 19.7 0.06 0.06 0.06 34 28b 2.76 0.05 0.15 0.15 Chkpt 27 31 Depth 17.25 17.25 Section I 1 I I width thick Fy I T/L Flg 1 10.0 0.6250 55.00 1 Web I 0.2200 55.00 B/R F•lg 110.0 0.6250 55.00 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F10.36 F10,38 W164 68 36 -53.0 0.30 140.,0 0.55 0.42 0.78 68 37 9.57 0,75 0.52 0.52 2 F10.38 F10,38 W188 68 43 -52.2 0.24 297.6 0.79 0.58 0.95 68 43 9.89 0.71 0.28 0,28 3 F10.38 F1U.38 W220 68 48 -51,5 0.22 413.4 0.85 0.61 0.98 72 48 10.32 0.56 0.19 0.19 Chkpt 32 37 38 43 44 48 Depth 16.75 28.75 38.75 46.75 Section 1 1 1 2 1 width thick Fy width thick Fy I width thick Fy I T/L Flg 110.0 0.3750 55.00 10.0 0.3750 55,.00 1 10.0 0.3750 55,.00 1 Web I 0.1644 55.00 0.1875 55.00 0.2200 55.00 B/R Flg 10,0 0.3750 55.00 10.0 0.3750 55.00 10.0 0.3750 55.00 ----------------------------------------------------------- Frame Weight (lbs) = 7442 Deflections (in): 10 yr Wind dx = 0.87 = H/ 114 WIND CASE 1 TO P.IGHT Crane dx = -0.49 = H/ 208 CRAVE 1 LATERAL TO LEFT Seismic dx = 1.08 = H/ 93 SEISMIC TO RIGHT Story Drift = 3.25 = 0.032H SEISMIC TO FIGHT Drift Index = 0.02 1.11SW+1.11FDL+1.11COL-0.91EQP. Maximum dx = -1,69 = H/ 59 SW+P.DL+0.56SL+0.56SR+0.38W1L+0.75C10P,+0.75C1LL Maximum dy = -3.71 = L/ 245 @ MOD 1, SW+RDL+COL+().56SL+0.56SR+0,75C10L+0.75C1LL Max. Live dy = -2.07 = L/ 440 @ MOD 1, SW+P.DL+COL+UOS BWB A146 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job N: U13R0049A Job Name Scott Galvanizing Frame FL 8 Jacked Out Frame Date 2/20/2013 Designer BWB File F49.nfr App Version 2012.11.13.1 ----------------- C O N N E C T I O N S U M M A R Y Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ?Horiz./Diagonal Stiffener--?Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Mall Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio 1.00:12 W220 0.21 FWS3 FWS3 1.00 0.00 0.29 FW33 0.09 0.14 0 I width thick Fy I height depth length I I width thick length Fy I Top Plate 1 10.0 0.5000 55.0 1 16.06 1 Stiffener I Web 1 0.2200 55.0 1 30.78 16.00 1 1 1 Bat Plate 1 5.0 0.3750 55.0 1 16.00 1 1 1 Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Marl Stiff. Degrees Ratio -1.00:12 W313 0.85 FWS3 FWS3 1.00 0.00 0.65 FWS3 0.43 0.36 0 I width thick Fy I height depth length I I width thick length Fy I ___---------_ _____»_____________________�__^__^��..___�»____� Top Plate 1 10.0 0.3750 55.0 1 46.16 ( Stiffener 1 I Web 1 0.3125 55.0 1 42.33 46.00 I 1 I Bat Plate 1 5.0 0.3750 55.0 1 46.00 ( 1 Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right BOLT -- Connx Plate Plate Bolt Load Axial Shear Hownt Plate Plate Load Axial Shear Moment Bolt Type Mail Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ____^________________»»-____________^_»_»____-__----------^_-------------- _________^ 4/8BE F10.63 F10.50 B-0.750-S 23 5.14 0.08 22.1 0.28 0.35 59 -B.89 34.37 23.0 0.11 ----'------------------------------------------------ --""""---9'»»____-�_»^_^^__�_�---------_--»-_------'^_^`------ I I left right I 1 width thick length Fy I I size size I ------------ - ___'__ _---------------------------------------»-�-- Left Plate 1 10.0 0.625 3B.25 55.0 1 Top Weld I FWD4 FWD3 I Right Plate 1 10.0 0.500 36.25 55.0 1 Web Weld I WP14 WP13 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD4 FWD3 I Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right ----------------- BOLT ------ Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ^-------------------------^-------------_------------- 4/BBE F10.75 F10.75 B-1.000-S 59 -6.76 -10.75 547.8 0.87 0.88 59 -6.76 10.75 547.8 0.97 ^»»----^---------------------------------------- 6 I I left right I _»__»___-____~»-_ I width thick length Fy I size i z e 1 ------------___»»------------------______________._______^_._____^____^^_._____ --------------------------------- Left Plate 10.0 0.750 54.00 55.0 Top Weld FWD4 FWD4 Right Plate 10.0 0.750 54.00 55.0 Web Weld WP14 WP14 1 Stiffener I 0.0 0.000 0.00 0.0 Bottom Weld I FWD4 FWD4 1 Splice Connection - Moment Connection from RAF02 To COL02 Left Right Left Right - ----- BOLT -------- Connx Plate Plate ..It Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matt Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio _-_____.---------.------------------ __._»�__ 4/8BE F10.63 F10.63 8-1.000-S 60 -9.02 42.46 -342.5 0.80 0.80 62 -9.15 48.00 -339.5 0.90 -----------------_ _.._- .___-_________._____ ( 1 left right 1 width thick length Fy I size ize Left Plate 10.0 0.625 67.38 55.0 Top Weld FWD4 FWD4 1 Right Plate 10.0 0.625 53.38 55.0 I Web Weld WP14 WP14 Stiffener 0.0 0.000 0.00 0.0_1 Bottom Weld 1 FWD4 FWD4 --------------------------- Base Plate - COL01 Base T/L B/R ^^^---- WELD --------- ---��- BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flc Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift S Uplift Patio Ratio Design »__ --"-------"------------ ------"-------"-----------_»--------------------------_--_ F10.50 6-1.250 FW34 FWS4 FWS3 0.00 0.00 0.02 0,.00 0.00 0.01 F1554 Gr.36 -___-_________________'--------^-------`--------------------------___»__._-"-'____._-^_---------- I width thick length Fy I _________________________________________________-_--_.------------------^--^_____ _ __-____»»»»_____»__--.---_------------- Base Plate 1 10.00 0.500 17.25 55.0 1 Base Plate - COL02 Base T/L B/P. _^------- WELD _________ ______ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp A.%ial Web Shear F19 Sher ft/F� :,/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check e Uplift a UF11fL F. io ratio Design BWB A147 of 362 U13R0049A-SCOTT GALVANIZING --------------------------------------------------------------------------------------------------------------------- F10.50 6-1.250 FWS3 FWS3 FWS3 0.47 0.05 0.06 0.12 0.06 0.13 F1554 Gz.36 ----------------- ----------- _- - ---_ I width thick length Fy I ---------------------------------------------------------------------- Base Plate 1 10.00 0,500 16.B8 55.0 1 --------------------------------------- Splice Load Combinations: No. ASR Cases 1 1.00 SW ♦ RDL + COL 2 1.00 SW + RDL + COL + SL + SR 3 1.00 SW ♦ RDL + COL + RLL + RLR 4 1.00 SW + RDL + W1L 5 1.00 SW + RDL + W2L 6 1.00 SW ♦ RDL + W1R 7 1.00 SW + RDL + W2R 8 1.00 0,60SW + 0.6ORDL + W1L 9 1.00 0,60SW + 0.6URDL + W2L 10 1.00 0.60SW + 0.60RDL + W1R 11 1.00 0,60SW + 0.60RDL + W2R 12 1.00 SW + RDL + COL 1 0.75SL + 0.75SR + 0 70W1L 13 1.00 SW + RDL + COL ♦ 0.75SL + 0.75SR + 0,75W2L 14 1.00 SW + RDL + COL 1 0.75SL + 0.75SR + 0.75W1R 15 1.00 SW + RDL + COL ♦ 0.75SL + 0.75SR + 0.75W2R 16 1.00 SW + RDL + COL ♦ 0.75RLL + 0.75RLR + 0.75W1L 17 1.00 SW + RDL + COL ♦ 0.75RLL + 0.75RLR + 0.75W2L 18 1.00 SW + RDL + COL ♦ 0.75RLL + 075RLR + 0.75W1R 19 1.00 SW + RDL + COL • 0.75RLL + 0..75RLR + 0.75W2R 20 1.00 SW + RDL + WSB 21 1.00 SW + RDL + W6B 22 1.00 SW + RDL + W7B 23 1.00 SW + RDL + WBB 24 1.00 SW + RDL + W5F 25 1.00 SW + RDL + W6F 26 1.00 SW + RDL + W7F 27 1.00 SW + RDL + W8F 2B 1.00 0.60SW + 0.6ORDL + W5B 29 1.00 0.60SW + 0.6ORDL + W6B 30 1.00 0.600W + 0.60RDL + W7B 31 1.00 0.60SW + 0.6ORDL + WBB 32 1.00 0.60SW + 0.6ORDL + W5F 33 1.00 0.60SW + 0.6ORDL + W6F 34 1.00 0.60SW + 0.60RDL + W7F 35 1.00 0.60SW + 0.60RDL + W8F 36 1.00 SW + RDL + COL + 0.756L + 0.75SR • 0.75W5B 37 1.00 SW + RDL + COL + 0.75SL + 0.75SR 1 0.75W6B 38 1.00 SW + RDL + COL + 0.75SL + 0.75SR ♦ 075W7B 39 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0,.75WBB 40 1.00 SW + RDL + COL + 0.75SL + 0.75SR ♦ 0.75W5F 41 1.00 SW + RDL + COL + 0.75SL + 0.75SR • 0.75W6F 42 1.00 SW + RDL + COL + 0.75SL + 0.75SR ♦ 0.'15W7F 93 1.00 SW + RDL + COL + 0.755E + 0.750R • 0.75WBF 44 1.00 SW + RDL + COL + 0.75RLL ♦ 0,15RLR ♦ 0.75W5B 45 1.00 SW + RDL + COL + 0.75RLL ♦ 0,75RLR ♦ 0.75W6B 46 1.00 SW + RDL + COL + 0.75RLL • 0,75RLR • 0.75W7B 47 1.00 SW + RDL + COL + 0.75RLL 1 0.75RLR • 0.75W8B 48 1.00 SW + RDL + COL + 0.75RLL • 0.75RLR • 0.75W5F 49 1.00 SW + RDL + COL + 0.75RLL • 0,75RLR • 0.75W6F 50 I.00 SW + RDL + COL + 0.75RLL . 0.75RLR 1 0.75W7F 51 1.00 SW + RDL + COL + 0.75RLL • 0.75RLR • 0.75WBF 52 1.00 SW + RDL + COL + UOS 53 1.00 SW + RDL + COL + LRD 54 1.00 SW + RDL + COL + RRD 55 1.00 SW + RDL + COL + C10L + C1LL 56 1.00 SW + RDL + COL + C10L + C1LR 57 1.00 SW + RDL + COL + C10R + C1LL 58 1.00 SW + RDL + . CO L + C 1.0R, + C 1LR 09 1.00 SW + RDL + COL + 0.56SL + 0. 56S,9R 1+ L0 .75C10L + 00.75C1LL 601.00 SW + RDL + COL + 0.56SL + 0.56SR + 0.75C10L 75C1LR 61 1.00SW + RDL + COL + 0.56SL + 0.56SR + 0.75C10R + 0.75C1LL 62 1.00 SW + RDL + COL +L0+56SL +R0.56SR + 0.75C10R • 0.75C1LR 63 1.00 SW + RDL + 0. 60 . 60 38W1R + 0 75 C1LR 6 . SW + RDL + 56 56 ,381 0. . 4 00 0.50 0P0, WR 0.75C10R 00,75C1LR 65 1.00 SW + RDL + 0. 6L . 6R + 0.38W1L 75C1OL 75C1LL 61n0 SW + RDL + 0.56S + 0.56SR + 0.?9W1L 0.75CIOR 0.75CILL 1S +10 67 1W + 1.11RDL + .11COL + 0 � EQ 6B 00111SW + I'll + 1.11COL + OEQR 69 1.00 1.08SW + 1,OB RDL + 108COL + 0,68EQL 701,001.08SW + 1.08 RDL + 1.08COL + 0.68EQR 71 1.00 0.49SW + 0.49RDL + 0-91EQL 72 1.00 0.49SW + 0-49RDL + 0.91EQR 73 1.20 Special Seismic 74 1.20 Special Seismic 75 1.20 Special Seismic 76 1.20 Special Seismic 77 1.20 Special Seismic 78 1.20 Special Seismic 79 1.10 Special Seismic 80 1.20 Special Seismic BWB A148 of 362 U13R0049A-SCOTT GALVANIZING NUCOR BUILDING SYSTEMS NBS Job #: U13ROO49A Job Name Scott Galvanizing Frame Sack Beam Date 1/20/13 Designer BWB File F50.nfr App Version 2012.11.13.1 F R A M E D E S C^R I P T I O N Frame type ECS Frame width 50.00 Ft. Bay width 0.00 Ft. LEFT RIGHT Dim to ridge 50.00 Ft. 0.00 Ft. Roof slope 0.00/12 0.00112 Rave height 35.00 Ft, 35.00 Ft. Girt offset 8.00 In, 8.00 In. Typ. Girt spacing 6.00 Ft. Purlin offset 0.00 In. 0.00 In. Typ. Purlin spacing: 5.00 Ft. Col, spacing 50.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Y Y 14 Flange Brace 2 2 2 2 2 0 Location (ft): 7.5 12.0 18.0 24.0 30.0 34.3 WP2 Girt Brace Y Y Y Y Y N Flange Brace 2 2 2 2 2 0 Location (ft): 7.5 12,0 18.0 24.0 30.0; 34..3 Other Braces: Column Left Brace Right Brace Location (ft): ------------------------------------- L O A D I N G C O N D I T I O N S Building Code & Year IBC 2009 Occupancy Classification II-Standard Buildings AISC Specification 2005 ASO L O A D S (Psf) Roof Dead load 5.00 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Cc = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site ClasS - D R = 3.50 Cd = 3.00 Sds = 0.752 Shc = 0.399 rho = 1.30 omega - 2.500 Wind speed 85.00 Mph Exp. : C Wind pressure 15.95 PSI Building is Enclosed Wind pressure coefficients Cl C2E c2 ('3 C3E C4 WIR 0,950 0.000 -0.140 0.180 0,000 0.260 W1L 0,260 0.000 0.180 -0.140 0,000 0,950 W2R -0,150 0.000 -1.240 -0.920 0,000 -0.840 W2L -0.840 0.000 -0.920 -1.240 0,000 -0.150 W5B 0.100 -0.520 -0.140 -0.140 0,000 0,100 W5F 0,100 0.000 -0.140 -0.140 -0.520 0,100 WGB -I.000 -1:620 -1.240 -1.240 0.000 -1,000 W6F -1.000 0.000 -1.240 -1.240 -1.620 -1.000 W7B 0.100 0.020 0.180 0.180 0.000 0.100 W7F 0.100 0.000 0.180 0.180 0.020 0,100 WBB -1.000 -1.080 -0.920 -0.920 0.000 -1.000 WBF -1.000 0,000 -0.920 -0.920 -1,060 -1,000 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COLO1 10.00 -10.00 COL02 10.00 -10.00 Wind Loads for Endwall Rafter Interior Zone Pressure 10.DO 13.56 Suction 10.00 -24.73 Pressure 100.00 11.96 Suction 100.00 -23.13 Edge Zone Pressure 10.00 13,56 Suction 10.00 -37.49 BWB A149 of 362 U13R0049A-SCOTT GALVANIZING Pressure 100.00 11.96 Suction 100.00 -26.32 Tributary Widths Panel Trib. Width (ft) WP1 25.00 WP2 25.00 RP1 0.00 P R O G R A M - A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Elf Elf Ft. Ft. RDL RP1 0.000 0.000 0.000 50.000 COL RP1 0.000 0.000 0.000 50.000 SL RP1 0.000 0.000 0.000 50.000 DOS RP1 0.000 0.000 0.000 50.000 ELL RP1 0.000 0.000 0.000 50.000 W5B WEI 0.250 0.250 0.000 35.000 W5B WP2 0.250 0.250 0.000 35.000 W5F WP1 -0.250 -0.250 0.000 35.000 W5F WP2 -0,250 -0.250 0.000 35.000 FOR RP1 0.000 0.000 0.000 50,000 EOL RP1 0.000 0.000 0.000 50.000 --------------------------------------- U S E R - A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Special Elf Elf Ft. Ft. Load N Description RDL RP1 -0.044 -0.044 0.000 50.000 P-1 Addl.. Dead Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load N Description RDL COL01 0,000 -0.000 0.000 2.333 Crane-1 RDL COL02 0.000 -0.000 0.000 2.333 Crane-1 RDL SPAN1 0.000 -9.670 0.000 25.000 C-1 Frame Loads COL SPAN1 0.000 -3.000 0.000 25.000 C-2 Frame Loads SL SPAN1 0.000 -16.400 0.000 25.000 C-3 Frame Loads UOS SPAN1 0.000 -24.390 0.000 25.000 C-4 Frame Loads ELL SPAN1 0.000 -15.620 0.000 25.000 C-5 Frame Loads W1R SPAN1 0.000 8.000 0.000 25.000 C-6 Frame Loads WIL SPAN1 0.000 5.000 0.000 25.000 C-7 Frame Loads W2R SPAN1 0.000 14.000 0.000 25.000 C-8 Frame Loads W2L SPAN1 0.000 10.000 0.000 25.000 C-9 Frame Loads W5B SPAN1 0.000 15.000 0.000 25.000 C-10 Frame Loads W5F SPAN1 0.000 15.000 0.000 25.000 C-11 Frame Loads RIG SPANl 0.000 -1.000 0.000 25.000 C-12 RIGIDITY LED SPAN1 0.000 -18.380 0.000 25.000 C-13 FRAME LOADS RED SPAN1 0.000 -9.110 0.000 25.000 C-14 FRAME LOADS C10L COL01 0.000 -0.000 0.000 2.333 Crane-1 C10L COL02 0.000 -0.000 0.000 2.333 Crane-1 C10L SPAN1 0.000 -19.490 0.000 25.000 C-15 FRAME LOADS C10R COL01 0.000 -0.000 0.000 2.333 Crane-1 C10R COL02 0.000 -0.000 0.000 2.333 Crane-1 C10R SPANl 0.000 -12.140 0.000 25.000 C-16 FRAME LOADS C1LL COL01 0.000 0.000 0.000 3.000 Crane-1 C 1LL COL02 0.000 0.000 0.000 3.000 Crane-1 C 1LL SPAN1 0.000 0.200 0.000 25.000 C-17 FRAME LOADS C 1 LR COL01 0.000 0.000 0.000 3.000 Crane-1 C 1 LR COL02 0.000 0.000 0.000 3.000 Crane-1 C 1LR SPANI 0.000 0.200 0.000 25.000 C-18 FRAME LOADS _______•--------------"""---- L O A D C 0 M B I N A T I O N S ASR Caccs 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+R,DL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1,00 SWFFDL+COL+RLL+NLR 7) 1.00 SW+P,DL+WIL+NLL 8) 1.00 SW+R.DL+WIL+NLR 9) 1.00 SW+RDL+W2L+NLL 10) 1.00 SW+RDL+W2L+NLR 11) 1.00 SW+RDL+WI F,+NLL 12) 1.00 SW+P,DL+WIR+NLR 13) 1.00 SW+R.DL+W2R+NLL 14) 1.00 SW+RDL+W2R+NLR 15) 1.00 0.60SW+0.60RDL+WIL+NLL 16) 1.01, O.60SW+O.60RDL+WIL+NLR, 17) 1.00 0.60SW+0.60RDL+W2L+NLL 18) 1.00 0.60SW+0.60RDL+W2L+NLR. 19) 1.00 0.60SW,0.60PDL+WIR+NLL 20) 1.00 0.60SW+0.60RDL+WIR+NLR 21) 1,00 0.60SW+0.60RDL+W2R 22) i.C10 SW+RDL+COL+0.75SL+0.75W1L+NLL 2 3) 1.00 SW+P,DL�COL+0.75SL+0.75W1L+NLR 24) 1.00 SW+P.DL,COL+0.75SL+0.75W2L+NLL 25) 1.00 SW+RDL+COL+D.75SL+0.75W2L+NLR 26) 1.00 SW+RDL+COL+0.75SL+0.75W1R+NLL 27) 1.00 SW+R,DL+COL+0,75SL+0.75W1R+NLR 28) S.OG .SW+RDL+COL+O-75SL+0.75W2 R+NLL 29) 1.00 5W+FDL+CCLr0.75SL+D.75W2R+NLR 30) 1.00 SW+FDL+COL+0.75RLL+0.75W1L+NLL 31) 1,00 SiV+FDL+COL+0.75ELL+0.75W1L+NLR 32) 1.00 SW+RDL+COL+0.75ELL+0.75W2L+NLL 33) I.DD Sil+FDL+COL+0.15R.LL-0.75W2 L+NLF, 34) :.00 SW+FDL+COL+0.75RLL+0.75WlR ELL BWB A150 of 362 U13R0049A-SCOTT GALVANIZING 35) 1.00 SW+RDL+COL+0.75RLL+0.75W1 R+NLR 36) 1.00 SW+RDL+COL+0.75RLL+0.75W2 R+NLL 371 1.00 SW+RDL+COL+0.75RLL+0.75W2R+NLR 38) 1.00 SW+RDL+W5B 39) 1..00 SW+RDL+W5F 40) 1.00 0.60SW+0.60RDL+W5B 41) 1.00 0.60SW+0.60RDL+W5F 42) 1.00 SW+RDL+COL+0.75SL+0.75W5B 43) 1.00 SW+RDL+COL+0.75SL+0.75W5F 99) 1.00 SW+RDL+COL+0.75RLL+0.75W5B 95) 1.01 SW+RDL+COL+0.75RLL+0.75WSF 46) 1.00 SW+RDL+COL+UOS+NLL 47) 1.00 SW+RDL+COL+UOS+NLR 48) 1.00 SW+RDL+COL+CIOL+GILL+NLL 49) 1.00 SW+RDL+COL+CIOL+CILL+NLR 50) 1.00 SW+RDL+COL+CIOL+CILR+NLL 51) 1.00 SW+RDL+COL+CIOL+CILR+NLR 52) 1.00 SW+RDL+COL+CIOR+CILL+NLL 53) 1.00 SW+RDL+COL+CIOR+CILL+NLR 59) 1.00 SW+RDL+COL+CIOR+CILR+NLL 55) 1.00 SW+RDL+COL+CIOR+CILR+NLR 56) 1.00 SW+RDL+COL+0.56SL+0.75C1OL+0.75C1LL+NLL 57) L.00 SW+RDL+COL+0.56SL+0.75C1OL+0.75C1LL+NLR 58) 1.00 SW+RDL+COL+0.56SL+0.75C1OL+0.75C1LR+NLL 59) 1.00 SW+RDL+COL+0.56SL+0.75CI0L+0.75C1LR+NLR 60) 1.00 SW+RDL+COL+0.56SL+0.75C1OR+0.75C1LL+NLL 61) 1.00 SW+RDL+COL+0.56SL+0.75C1OR+0.75C1LL+NLR 62) 1.00 SW+RDL+COL+0.56SL+0.75 CIO R+0.75C1LR+NLL 63) 1.00 SW+RDL+COL+0.56SL+0.75C1OR+0.75C1LR+NLR 64) 1.00 SW+RDL+0.56SL+0.38W1R+0.75CI0L+0.75C1LR+NLL 65) 1.00 SW+RDL+0.56SL+0.3BWl R+0.75CI0L+0.75C1LR+NLR 66) 1.00 SW+RDL+0.56SL+0.38W1R+0.75C1OR+0.75C1LR+NLL 67) 1.00 SW+RDL+0.56SL+0.38W1R+0.75C1OR+0.75C1LR+NLR 68) 1.00 SW+RDL+0.56SL+0.38W1L+0.75CloL+0.75C1LL+NLL 6 9) 1.00 SW+RDL+0.56SL+0.38W1L+0.75C1OL+0.75C1LL+NLR 70) 1.00 SW+RDL+0.56SL+0.38W1L+0.75C10R+0.75C1LL+NLL 71) 1.00 SW+RDL+0.56SL+0.3BW1L+0.75C1OR+0.75C1LL+NLR 72) 1.00 1.11SW+1.11RDL+1.11C0L+0.91EQL+NLL 73) 1.00 1.11SW+1.11RDL+1.11C0L+0.91EQL+NLR 79) 1.00 1.11SW+1.11RDL+1.11C0L+0.91EQR+NLL 75) 1.00 1.11SW+1.11RDL+1.11C0L+0.91EQR+NLR 76) 1.00 1.OSSW+1.08RDL+l.OBCOL+0.68EQL+NLL 77) 1.00 1.0 8SW+I.0 BRDL+1.08C0L+0.68EQL+NLR 76) 1.00 I.OBSW+I.0 8RDL+1.08COL+0.68EQR+NLL 79) 1.00 1.OBSW+I.0 8RDL+I.0000L+0.68EQR+NLR 80) 1.00 0.49SW+0.49RDL+0,91EQL+NLL 81) 1.00 0.49SW+0.49RDL+0.91EQL+NLR B2) 1.00 0.99SW+0.49RDL+O.9IEQR+NLL 83) 1.00 0.49SW+0.99RDL+0.91EQR+NLR 84) 1.00 RIG+NLL 85) 1.00 RIG+NLR _ 86) 1.00 SW+RDL+COL+LRD+NLL 87) 1.00 SW+RDL+COL+LRD+NLR 88) 1.00 SW+RDL+COL+RRD+NLL 89) 1.00 SW+RDL+COL+RRD+NLR BWB A151 of 362 U13R0049A-SCOTT GALVANIZING Job : U13R0049A Scott Galvanizing NUCOR BUILDING SYSTEMS Date: 03-19-13 Page: 1 Frame: Jack Beam By : BWB File: F50 DESIGN SUMMARY REPORT '•" ------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max -^-----^--- SHEAR ----^--- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Sertinn Mat'l Mat-1 Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Lee Kips Ratio ---------------------^-^--------------------___ ----------_-__----___^----------___- 1 P12,75 F1275 W250 47 6 0.0 0.00 512.7 0.51 0.51 0.51 46 1 21.64 0.60 0.52 0.52 2 F12.75 F12. -.75 W250 47 7 0.0 0.00 512.7 0.51 0.51 0.51 46 12 -21.64 0.60 0.52 0.52 Ch kpt 1 6 7 12 Depth 36.75 36.75 36.75 Section I 1 I 2 1 ---------------- --------------». _ I width thick Fy I width thick Fy ------------ ------------- T/L Flg 12.0 0.7500 55.00 12.0 0.7500 55.00 I Web 0.25011 11.110 0.2500 55.00 B/R Flg 12.11 0.7500 55.00 12.0 0.7500 55.00 Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------� Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat.1 Mat-1 Mat'l Comb Lee Kips Ratio Ft-kip Ratio Ratio Check Comb Lee Kips Ratio T/L B/R 1 F6.38 F6.38 W125 38 19 -1.3 0.01 31.6 0.39 0.36 0.40 40 13 3.07 0.23 0.22 0.22 2 F6.38 F6.3B W125 38 21 -1.3 0.01 31.9 0.40 0.37 0.40 38 23b -4.02 0.30 0.29 0.29 Chkpt 13 19 20 24 Depth 12.75 12.75 12.75 Section I 1 2 I width thick Fy I width thick Fy ------_____________------------- _____ T/L Flg 6.0 0.3750 55.00 1 6.0 0,3711 55.00 Web 0.1250 55.00 1 0.1250 55,00 B/R Flg 6.0 0.3750 55.00 1 6.0 0.3750 55.00 1 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'1 Comb Lee Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips - Ratio T/L B/R - 1 F6.38 F6.38 W125 38 31 -0.8 0.01 31.5 0.39 0.36 0.39 40 25 3.07 0.23 0.22 0.22 2 F6.38 F6.38 W125 38 33 -0.B 0.01 31.8 0.39 0.36 0.40 38 35b -4.02 0,30 0.29 0.29 Chkpt 25 31 32 36 Depth 12.75 12.75 12.75 Section 1 1 I width thick Fy width thick Fy _.__------------___-___-----------____.- _------------------------------------------------ T/L Flg 1 6.0 0.3750 55.00 1 6.0 0.3750 55.00 1 Web I 0.1250 55.00 0.1250 55.00 I B/R Flg 1 6.0 0.3750 55.00 6.0 0.3750 55.00_1 Frame Weight (lbs) - 5865 Deflections (in): Maximum dy = -1.01 = L/ 595 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -0.59 = L/ 1018 @.MOD 1, SW+RDL+COL+UOS E/W col dx = -1.05 = L/ 365 @ COL01, SW+RDL+0.56SL+0.38W1R+0.75C10R+0,75C1LR BWB A152 of 362 U13R0049A-SCOTT GALVANIZING 1y LJ C M F a __ _ Project No.: 1J 13R0049A B 1J I L ID 1 At O S O FI O U P Description : JACK RAFTER CONNX. A DIVISION OF NUCOR CORPORATION Engineer: BROOKS BI.ACKMER, Mezzanine Beata Clips(RISC 13th Edition Date: 3/4/2013 perAISCSteel Construction Manual(13th Edition) Version: 1.4(Date:01/25/11)By KAW GENERAL INFORMATION: Design Method,(ASD/LRFD): Cb mm Allowable Stress Ratio,ASR: A— Pfo APPLIED LOADS: ,p + Required Shear Strength,V,: 22.000 kips. # # IV CLIP INFORMATION: P.Sin Do V .A. Select Angle Size: 1.5X3X5!16 Angle Material: A30 BOLT INFORMATION: SINGLE BEAM—TO—COLUMN (WEB) No.of Bolt Rows/Connx,n: 6 Bolt Diameter,d b: '/, Bolt Material: A325 Standard Clip Dimensions: Manual Clip Distance to 0 Bolt,Pfo: 3 in. • One Verti;. Two Vertical Bolt Spacing,Pb: 3 in. AISC DIMENSION CRITERIA: Bolt Gage at Support Member,g,: 4 in. Minimum End Distance, /,: 1.25 in. Angle Gage,9SL: (Short Leg) 1.75 in. Minimum Edge Distance, l h: 1.0 in. Angle Gage,9LL: (Long Leg) 3.75 in. Minimum Bolt Spacing, S: 2.0 in. SECTION GEOMETRY: Cope Beam! (Single Cope Column/Support Rafter: LEFT Mezzanine Beam/Other: RIGHT Section Designation: BU42x72 Section Designation: BU37x91 Web Depth,dam,:(WF=Total Depth,d) -11.0 in. Web Depth,d,:(WF=Total Depth,d) 35.25 in. Web Thickness,tN,: U.?_' in. Web Thickness,tW: 0.25 in. Flange Width,bf: 1211 in. Flange Width,bf: 12.0 in. Flange Thickness,tf: in. Flange Thickness,tf: 0.75 in. Column/Support Rafter Material: A572 Gr.55 Mezzanine Beam/Other Material: A572 Gr.55 U W_ Shear Ratio (Bolts): 0.173 Bearing Ratio (Angle): 0.200 Bearing Ratio (Beam): 0.233 Bearing Ratio (Column/Support): 0.132 Shear Yielding Ratio (Angle): 0.140 Shear Rupture Ratio (Angle): 0.160 Block Shear Ratio (Angle): 0.176 Block Shear Ratio (Coped Beam): 0.318 BWB A153 of 362 U13R0049A-SCOTT GALVANIZING Page 1 Of 81 _ I Job No I Main Date 8/15/2013 s.��� If II �.�F— Customer SEA CON LLC Designed B Description SCOTT GALVANIZING STRUCTURAL DESIGN CALCULATIONS FOR SEA CON LLC 165 NE JUNIPER ST, SUITE 100 ISSAQUAH, WA 98027 PROJECT Job: Main SCOTT GALVANIZING 199TH ST NE ARLINGTON, WA 98223 BUILDING DATA BUILDING SIZE: Width (ft) = 80 Length (ft) = 327 Back Eave Height (ft) = 46.67 Front Eave Height (ft) = 46.67 Roof Slope (rise/100) = 1.0:12 BUILDING LOADS: Roof Dead Load (psf) = 3.50 Roof Live Load (psf) = 20.00 Rigid Frame Live Load (psf) = 20 Collateral Load (psf) - 3 Roof Snow Load (psf) = 25 BUILDING CODE: Wind Code = IBC 09 Wind Speed(mph) = 85 Closed/Open = Closed Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category = D Seismic Coeff (Fa*Ss) = 1.129 This building was designed by: BWB, DATE: 8/15/13 The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. BWB AV A of 362 U13R0049A-SCOTT GALVANIZING Page 2 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING f I � Main Sidewall Design Code 8/ 6/13 12:10pm STRUCTURAL CODE: Design Basis : WS - Working Stress Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS07 BUILDING CODE: Wind Code : IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) ----------- Main --- Bypass Girt Design Summary 8/ 6/13 12:10pm GIRT LAYOUT: Des Bay Bay_Offset Design ----Lap---- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Td UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.50 1 2 08ZO89 0.00 25.00 25.00 0.00 1.81 117.1 WS 0.94 Moment D 3 08Z067 0.00 25.00 25.00 1.81 1.81 94.1 WS 0.89 Mom+Shr D 4 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.85 Mom+Shr D 5 08ZO60 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.85 Mom+Shr D 6 08Z067 0.00 25.00 25.00 1.81 1.81 94.1 WS 0.89 Mom+Shr D 7 08ZO89 0.00 25.00 25.00 1.81 0.00 117.1 WS 0.94 Moment D 2 9 08ZO89 0.00 25.00 25.00 0.00 1.81 117.1 WS 0.95 Moment D 10 08ZO60 0.00 25.00 25.00 1,.81 1.81 84.3 WS 1.03 Mom+Shr D 11 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 1.03 Moment D 12 08ZO67 0.00 25.00 25.00 1.81 1.81 94 .1 WS 0.91 Mom+Shr D 13 08ZO89 0.00 25.00 25.00 1.81 0.00 117.1 WS 1.00 Moment D 14 .00 3 2 08ZO89 0.00 25.00 25.00 0.00 1.81 117.1 WS 0.85 Moment D 3 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.94 Mom+Shr D 4 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.96 Mom+Shr D 5 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.96 Mom+Shr D 6 08ZO60 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.94 Mom+Shr D 7 08ZO89 0.00 25.00 25.00 1.81 0.00 117.1 WS 0.85 Moment D 4 9 08ZO89 0.00 25.00 25.00 0.00 1.81 117.1 WS 0.86 Moment D 10 08ZO60 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.93 Mom+Shr D 11 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.93 Moment D 12 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.95 Mom+Shr D 13 08ZO89 0.00 25.00 25.00 1.81 0.00 117.1 WS 0.91 Moment D 20.17 5 2 08ZO89 0.00 25.00 25.00 0.00 1.81 117. 1 WS 0.84 Moment D 3 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.92 Mom+Shr D B1N8 Al55 of 362 U13R0049A-SCOTT GALVANIZING Page 3 Of 81 _ Job No Main I Date 8/15/2013 �- Customer SEA CON LLC I! Designed B Description SCOTT GALVANIZING 4 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.94 Mom+Shr D 5 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.94 Mom+Shr D 6 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.92 Mom+Shr D 7 08Z089 0.00 25.00 25.00 1.81 0.00 117.1 WS 0.84 Moment D 6 9 08Z089 0.00 25.00 25.00 0.00 1.81 117.1 WS 0.85 Moment D 10 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.92 Mom+Shr ll 11 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.92 Moment D 12 OBZ060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0. 94 Mom+Shr D 13 08Z089 0.00 25.00 25.00 1.81 0.00 117.1 WS 0.89 Moment D 26.50 7 2 08Z089 0.00 25.00 25.00 0.00 1.81 117.1 WS 0.85 Moment D 3 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.94 Mom+Shr D 4 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.96 Mom+Shr D 5 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.96 Mom+Shr D 6 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.94 Mom+Shr D 7 08Z089 0.00 25.00 25.00 1.81 0.00 117.1 WS 0.85 Moment D 8 9 08Z089 0.00 25.00 25.00 0.00 1.81 117.1 WS 0.86 Moment D 10 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.93 Mom+Shr D 11 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.93 Moment D 12 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.95 Mom+Shr D 13 08Z089 0.00 25.00 25.00 1.81 0.00 117.1 WS 0.91 Moment D 32 .00 9 1 08C060 1.00 26.00 25.00 0.00 0.00 73. 6 WS 0.18 Moment U 10 8 08C060 0.00 25.00 25.00 0.00 0.00 73.6 WS 0.17 Moment U 32 .83 11 1 08Z054 1.00 26.00 25.00 0.00 1.81 71.1 WS 0.93 Mom+Shr D 2 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0. 98 Mom+Shr D 3 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0.98 Mom+Shr D 4 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0. 97 Mom+Shr D 5 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.97 Mom+Shr D 6 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 1.03 Mom+Shr D 7 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.92 Moment D 8 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.71 Mom+Shr D 9 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.92 Moment D 10 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 1.03 Mom+Shr D 11 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.96 Mom+Shr D 12 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.99 Mom+Shr D 13 08Z089 0.00 25.00 25.00 1.81 0.00 117.1 WS 0.94 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 39. 67 12 1 08Z089 1.00 26.00 25.00 0.00 1.81 117.1 WS 0. 98 Moment D 2 08Z060 0.00 25.00 25.00 1.81 1.81 84 .3 WS 1.03 Mom+Shr D 3 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.02 Mom+Shr D 4 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.02 Mom+Shr D 5 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.00 Mom+Shr D 6 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.00 Mom+Shr D 7 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.00 Mom+Shr D 8 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.00 Mom+Shr D 9 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 1.00 Mom+Shr D 10 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 1.02 Mom+Shr D 11 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 1.02 Mom+Shr D 12 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 1.03 Mom+Shr D 13 08Z089 0.00 25.00 25.00 1.81 0.00 117.1 WS 0. 98 Moment D WS - Wind Suction B A156 of 362 U13R0049A-SCOTT GALVANIZING Page 4 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 1 GIRT INSIDE FLANGE BRACE: No.-Brace/Bay 1 2 3 4 5 6 7 8 9 10 11 12 13 ---- --- --- --- --- --- --- --- --- --- --- --- --- 0 0 0 0 0 0 0 0 0 0 0 0 --------------------------------------------------- Main Girt Design 1 (Locate= 7.500) 8/ 6/13 12:10pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 2 08Z089 7.5000 25.00 1.81 7.00 0 117.1 0.00 0.70 3 08ZO67 7.5000 25.00 1.81 1.81 7.00 0 94.1 0.00 0.70 4 08Z060 7.5000 25.00 1.81 1.81 7.00 0 84 .3 0.00 0.70 5 08Z060 7.5000 25.00 1.81 1.81 7.00 0 84 .3 0.00 0.70 6 08Z067 7.5000 25.00 1.81 1.81 7.00 0 94.1 0.00 0.70 7 08ZO89 7.5000 25.00 1.81 7.00 0 117.1 0.00 0.70 591.2 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 1.02 -1.37 -1.55 0.00 -5.06 9.92 3.99 6.63 3 1.35 1.16 -1.04 -1.22 6.64 4.36 -2.23 13.13 2.97 5.02 4 1.27 1.08 -1.12 -1.31 5.02 2.89 -2.77 12.30 3.33 5.53 5 1.31 1.12 -1.08 -1.27 5.53 3.33 -2.77 12.70 2.89 5.02 6 1.22 1.04 -1.16 -1.35 5.02 2.97 -2.23 11.87 4.36 6.64 7 1_55 1.37 -1.02 6.64 3.99 -5.06 15.08 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment (f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 2 RLap -1.37 8.43 0.16 MidS -5.06 7.43 0.68 LLap 0.52 -0.96 3.33 3 LLap 1.16 3.57 0.33 LLap 4 .36 5.82 0.75 LLap 0.81 -0.33 3.33 4 RLap -1.12 2.56 0.44 RLap 3.33 5.20 0.64 RLap 0.78 -0. 60 3.33 5 LLap 1.12 2.56 0.44 LLap 3.33 5.-20 0.64 LLap 0.78 -0.60 3.33 6 RLap -1.16 3.57 0.33 RLap 4 .36 5.82 0.75 RLap 0.81 -0.33 3.33 7 LLap 1.37 8.43 0.16 MidS -5.06 7.43 0.68 RLap 0.52 -0. 96 3.33 B" A157 of 362 U13R0049A-SCOTT GALVANIZING Page 5 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GAT.VANTZTNG UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 2 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 3 25.0 1.8 4.7 0.0 3.5 1.8 1.17 1.80 1.00 1.77 1.20 0.66 0.00 1.00 0.00 4 25.0 1.8 3.2 0.0 3.6 1.8 1.21 1.75 1.00 1.76 1.20 0.58 0.00 1.00 0.00 5 25.0 1.8 3.6 0.0 3.2 1.8 1.20 1.76 1.00 1.75 1.21 0.60 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 4.7 1.8 1.20 1.77 1.00 1.80 1.17 0.59 0.00 1.00 0.00 7 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0.60 0.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k ) -------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -1.12 1.50 1.70 0.00 5.55 9.92 -4.37 -7.27 3 -1.48 -1.28 1.13 1.34 -7.27 -4 .77 2.45 13.13 -3.26 -5.49 4 -1.39 -1.18 1.23 1.43 -5:49 -3.17 3.03 12.30 -3.65 -6.06 5 -1.43 -1.23 1.18 1.39 -6:06 -3.65 3.03 12.70 -3.17 -5.49 6 -1.34 -1.13 1.28 1.48 -5:49 -3.26 2.45 11.87 -4.77 -7.27 7 -1.70 -1.50 1.12 -7.21 -4 .37 5.55 15.08 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 2 RLap 1.50 8.43 0.18 MidS 5.55 5.89 0.94 LLap 0.57 1.05 3.33 3 LLap -1.28 3.57 0.36 LLap -4.77 5.46 0.87 LLap 0.89 0.36 3.33 4 RLap 1.23 2.56 0.48 MidS 3.03 3.64 0.83 RLap 0.85 0.65 3.33 5 LLap -1.23 2.56 0.48 MidS 3.03 3.64 0.83 LLap 0.85 0.65 3.33 6 RLap 1.28 3.57 0.36 RLap -4.77 5.46 0.87 RLap 0.89 0.36 3.33 7 LLap -1.50 8.43 0.18 MidS 5.55 5.89 0.94 RLap 0.57 1.05 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 2 25.0 19.8 19.8 19.8 0.0 0.0 1. 14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 13.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 14 .7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 13.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 7 25.0 0.0 0.0 19.8 19.8 19.8 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 BWB A158 of 362 U13R0049A-SCOTT GALVANIZING Page 6 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC T Designed B Description) SCOTT GALVANIZING - Main Girt Design 2 (Locate= 7.500) 8/ 6/13 12:10pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 9 08Z089 7.5000 25.00 1.81 7.00 0 117.1 0.00 0.70 10 08ZO60 7.5000 25.00 1.81 1.81 7.00 0 84.3 0.00 0.70 11 08ZO54 7.5000 25.00 1.81 1.81 7.00 0 75.9 0.00 0.70 12 08ZO67 7.5000 25.00 1.81 1.81 7.00 0 94.1 0.00 0.70 13 08ZO89 7.5000 25.00 1.81 7.00 0 117.1 0.00 0.70 488.6 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )- ------ --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 9 1.02 -1.36 -1.55 0.00 -5.10 9.95 3.92 6.55 10 1.34 1.16 -1.04 -1.23 6.55 4.29 -2.21 13.05 3.08 5.14 11 1.29 1.10 -1.10 -1.29 5.14 2.98 -2.89 12.49 2.99 5.16 12 1.23 1.04 -1.16 -1.34 5.16 3.10 -2.18 11.94 4.33 6.59 13 1.55 1.36 -1.02 6.59 3.95 -5.08 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 9 RLap -1.36 8.43 0.16 MidS -5.10 7.43 0.69 LLap 0.52 -0.97 3.33 10 LLap 1.16 2.56 0.45 LLap 4 .29 5.20 0.83 LLap 0.94 -0.36 3.33 11 RLap -1.10 1.86 0.59 RLap 2.99 4.41 0.68 RLap 0.90 -0.72 3.33 12 RLap -1.16 3.57 0.32 RLap 4.33 5.82 0.74 RLap 0.81 -0.31 3.33 13 LLap 1.36 8.43 0.16 MidS -5.08 7.43 0.68 RLap 0.52 -0. 97 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 9 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 10 25.0 1.8 4.7 0.0 3.6 1.8 1.17 1.80 1.00 1.77 1.20 0.65 0.00 1.00 0.00 11 25.0 1.8 3.2 0.0 3.2 1.8 1.21 1.75 1.00 1.75 1.21 0.58 0.00 1.00 0.00 12 25.0 1.8 3.6 0.0 4.7 1.8 1.20 1.78 1.00 1.80 1.17 0.60 0.00 1.00 0.00 13 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0.60 0.00 1.00 1.00 8W.B A159 of 362 U13R0049A-SCOTT GALVANIZING Page 7 Of 81 Job No Main Date 8/15/2013 Customer ) SEA CON LLC Designed By, Description SCOTT GALVANIZING I LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k ) -------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 9 -1.12 1.49 1.70 0.00 5.58 9.95 -4.29 -7.17 10 -1.47 -1.27 1.14 1.35 -7.17 -4.69 2.42 13.05 -3.38 -5.64 11 -1.41 -1.21 1.20 1.41 -5.64 -3.27 3.18 12.51 -3.25 -5.61 12 -1.34 -1.13 1.27 1.48 -5.62 -3.37 2.34 11.88 -4 .86 -7.36 13 -1.73 -1.52 1.26 -7.36 -4.41 5.88 15.21 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 9 RLap 1.49 8.43 0.18 MidS 5.58 5.89 0.95 LLap 0.57 1.06 3.33 10 LLap -1.27 2.56 0.49 LLap -4.69 4.92 0.95 LLap 1.03 0.39 3.33 11 LLap -1.21 1.86 0. 65 MidS 3.18 3.09 1.03 LLap 0. 98 0.80 3.33 12 RLap 1.27 3.57 0.36 RLap -4.86 5.46 0.89 RLap 0. 91 0.32 3.33 13 LLap -1.52 8.43 0.18 MidS 5.88 5.89 1.00 RLap 0. 62 1.12 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 9 25.0 19.9 19.9 19.9 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 10 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 11 25.0 0.0 0.0 15.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 12 25.0 0.0 0.0 12.9 0.0 0.0 1.00 1.00 1.14 1.00 1. 00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 19.8 19.8 19.8 1.00 1.00 1.13 1.13 1. 13 1.00 1.00 1.00 1.00 Main Girt Design 3 (Locate- 14.000) 8/ 6/13 12:10pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 2 08Z089 14 .0000 25.00 1.81 6.33 0 117.1 0.00 0.70 3 08Z060 14 .0000 25.00 1.81 1.81 6.33 0 84 .3 0.00 0.70 4 08Z054 14.0000 25.00 1.81 1. 81 6.33 0 75. 9 0.00 0.70 5 08ZO54 14.0000 25.00 1.81 1.81 6.33 0 75. 9 0.00 0.70 6 08ZO60 14.0000 25.00 1. 81 1.81 6.33 0 84 .3 0.00 0.70 7 08ZO89 14.0000 25.00 1.81 6.33 0 117.1 0.00 0.70 BWB A160 of 362 U13R0049A-SCOTT GALVANIZING Page 8 Of 81 _ Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 554.7 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0. 93 -1.23 -1.40 0.00 -4.60 9.94 3.57 5.96 3 1.22 1.05 -0.94 -1.11 5.96 3.90 -2.04 13.10 2.70 4.55 4 1.15 0. 98 -1.01 -1.18 4.55 2.63 -2.50 12.31 3.01 5.00 5 1. 18 1.01 -0.98 -1.15 5.00 3.01 -2.50 12.69 2.63 4.55 6 1.11 0. 94 -1.05 -1.22 4.55 2.70 -2.04 11.90 3.90 5.96 7 1.40 1.23 -0.93 5.96 3.57 -4.60 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 2 RLap -1.23 8.43 0.15 MidS -4.60 7.43 0.62 LLap 0.47 -0.87 3.33 3 LLap 1.05 2.56 0.41 LLap 3.90 5.20 0.75 LLap 0.86 -0.34 3.33 4 RLap -1.01 1.86 0.54 RLap 3.01 4.41 0.68 RLap 0.87 -0. 60 3.33 5 LLap 1.01 1.86 0.54 LLap 3.01 4.41 0.68 LLap 0.87 -0.60 3.33 6 RLap -1.05 2.56 0.41 RLap 3. 90 5.20 0.75 RLap 0.86 -0.34 3.33 7 LLap 1.23 8.43 0.15 MidS -4. 60 7.43 0.62 RLap 0.47 -0.87 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 2 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 3 25.0 1.8 4.7 0.0 3.5 1.8 1.17 1.80 1.00 1.77 1.20 0.65 0.00 1.00 0.00 4 25.0 1.8 3.2 0.0 3.6 1.8 1.21 1.76 1.00 1.76 1.20 0.58 0.00 1.00 0.00 5 25.0 1.8 3. 6 0.0 3.2 1.8 1.20 1.76 1.00 1.76 1.21 0.60 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 4 .7 1.8 1.20 1.77 1.00 1.80 1.17 0.59 0.00 1.00 0.00 7 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0.60 0.00 1.00 1.00 LOAD ID:Wind Suction --------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -1.01 1.35 1.54 0.00 5.04 9.94 -3.91 -6.53 3 -1.34 -1.15 1.03 1.21 -6.53 -4 .27 2.23 13.10 -2.95 -4 .99 4 -1.25 -1.07 1.11 1.29 -4.99 -2.88 2.74 12.31 -3.30 -5.47 BWB A161 of 362 U 1 3R0049A-SCOTT GALVANIZING Page 9 Of 81 1 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed 8y4 t r Description SCOTT GALVANIZING 1� 5 -1.29 -1.11 1.07 1.25 -5.48 -3.30 2.74 12.69 -2.88 -4 .99 6 -1.21 -1.03 1.15 1.34 -4.99 -2.95 2.23 11.90 -4.27 -6.53 7 -1.54 -1.35 1.01 -6.53 -3.91 5.04 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 2 RLap 1.35 8.43 0.16 MidS 5.04 5.89 0.85 LLap 0.52 0.96 3.33 3 LLap -1.15 2.56 0.45 LLap -4.27 4.92 0.87 LLap 0. 94 0.37 3.33 4 RLap 1.11 1.86 0.60 MidS 2.74 3.09 0.89 RLap 0. 96 0. 65 3.33 5 LLap -1.11 1.86 0.60 MidS 2.74 3.09 0.89 LLap 0. 96 0.65 3.33 6 RLap 1.15 2.56 0.45 RLap -4.27 4.92 0.87 RLap 0. 94 0.37 3.33 7 LLap -1.35 8.43 0.16 MidS 5.04 5.89 0.85 RLap 0.52 0. 96 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 2 25.0 19.9 19.9 19.9 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 13.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 14.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 13.2 0.0 0.0 1. 00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 7 25.0 0.0 0<.0 19.9 19.9 19.9 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 ------------------- Main Girt Design 4 (Locate= 14.000) 8/ 6/13 12:10pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 9 08ZO89 14.0000 25.00 1. 81 6.33 0 117.1 0.00 0.70 10 08ZO60 14.0000 25.00 1.81 1. 81 6.33 0 84.3 0.00 0.70 11 08ZO54 14.0000 25.00 1.81 1. 81 6.33 0 75.9 0.00 0.70 12 08ZO60 14.0000 25.00 1.81 1. 81 6.33 0 84.3 0.00 0.70 13 08ZO89 14.0000 25.00 1.81 6.33 0 117.1 0.00 0_70 478.8 LOAD ID:Wind Pressure GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup BWB A162 of 362 U13R0049A-SCOTT GALVANIZING Page 10 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description ] SCOTT GALVANIZING --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 9 0. 93 -1.23 -1.40 0.00 -4.61 9.95 3.54 5.93 10 1.21 1.05 -0.94 -1.11 5.93 3.88 -2.00 13.05 2.79 4.65 11 1.16 1.00 -1.00 -1.16 4.65 2.69 -2.62 12.50 2.69 4.65 12 1.11 0. 94 -1.05 -1.21 4.65 2.79 -2.00 11.95 3.88 5.93 13 1.40 1.23 -0.93 5.93 3.54 -4.61 15.05 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 9 RLap -1.23 8.43 0.15 MidS -4.61 7.43 0.62 LLap 0.47 -0.88 3.33 10 LLap 1.05 2.56 0.41 LLap 3.88 5.20 0.75 LLap 0.85 -0.33 3.33 11 LLap 1.00 1.86 0.53 LLap 2.69 4.41 0.61 LLap 0.81 -0.66 3.33 12 RLap -1.05 2.56 0.41 RLap 3..88 5.20 0.75 RLap 0.85 -0.33 3.33 13 LLap 1.23 8.43 0.15 MidS -4.61 7.43 0.62 RLap 0.47 -0.88 3.33 UNBRACE LENGTHS: Bay ---Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap - ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- --- --- ---- --------- - 9 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 10 25.0 1.8 4.7 0.0 3.6 1.8 1.17 1.80 1.00 1.77 1.20 0.65 0.00 1.00 0.00 11 25.0 1.8 3.2 0.0 3.2 1.8 1.21 1.75 1.00 1.75 1.21 0.58 0.00 1.00 0.00 12 25.0 1.8 3.6 0.0 4.7 1.8 1.20 1.77 1.00 1.80 1.17 0.60 0.00 1.00 0.00 13 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0.60 0.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k ) -------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 9 -1.01 1.35 1.53 0.00 5.05 9.95 -3.88 -6.49 10 -1.33 -1.15 1.03 1.22 -6.49 -4.25 2.18 13.04 -3.06 -5.10 11 -1.28 -1.09 1.09 1.27 -5.10 -2.96 2.88 12.52 -2.92 -5.06 12 -1.21 -1.03 1.15 1.34 -5.06 -3.03 2.15 11.89 -4.36 -6.61 13 -1.56 -1.38 1.15 -6.61 -3.95 5.34 15.20 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment (f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 9 RLap 1.35 8.43 0.16 MidS 5.05 5.89 0.86 LLap 0.52 0.96 3.33 10 LLap -1.15 2.56 0.45 LLap -4.25 4.92 0.86 LLap 0.93 0.36 3.33 11 LLap -1.09 1.86 0.59 MidS 2.88 3.09 0.93 LLap 0.89 0.72 3.33 12 RLap 1.15 2.56 0.45 RLap -4 .36 4.92 0.89 RLap 0.95 0.34 3.33 13 LLap -1.38 8.43 0.16 MidS 5.34 5:89 0.91 RLap 0.56 1.02 3.33 BWB A163 of 362 U13R0049A-SCOTT GALVANIZING Page 11 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 9 25.0 19.9 19. 9 19.9 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 10 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 11 25.0 0.0 0.0 15.0 0.0 0.0 1.00 1. 00 1.14 1.00 1.00 1 ,00 1 .00 1 .00 1 .00 12 25.0 0.0 0.0 13.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 19.9 19.9 19.9 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Main Girt Design 5 (Locate= 20.167) 8/ 6/13 12:10pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 2 08ZO89 20.1667 25.00 1.81 6.25 0 117.1 0.00 0.70 3 08ZO60 20.1667 25.00 1.81 1.81 6.25 0 84.3 0.00 0.70 4 08ZO54 20.1667 25.00 1.81 1.81 6.25 0 75.9 0.00 0.70 5 08ZO54 20.1667 25.00 1.81 1.81 6.25 0 75.9 0.00 0.70 6 08ZO60 20.1667 25.00 1.81 1.81 6.25 0 84.3 0.00 0.70 7 08ZO89 20.1667 25.00 1.81 6.25 0 111.1 0.00 0.70 554.7 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.91 -1.22 -1.38 0.00 -4.54 9. 94 3.52 5.88 3 1.20 1.04 -0.93 -1.09 5. 88 3.85 -2.01 13.10 2. 66 4.49 4 1.13 0. 96 -1.00 -1.17 4 . 49 2.59 -2.47 12.31 2. 97 4 . 93 5 1.17 1.00 -0.96 -1.13 4 . 93 2.97 -2.47 12.69 2.59 4.49 6 1.09 0. 93 -1.04 -1.20 4 . 49 2.66 -2.01 11.90 3.85 5.88 7 1.38 1.22 -0.91 5.88 3.52 -4.54 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) -Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RLap -1.22 8.43 0.14 MidS -4 .54 7.43 0.61 LLap 0.47 -0.86 3.33 3 LLap 1.04 2.56 0.40 LLap 3.85 5.20 0.74 LLap 0.84 -0.34 3.33 4 RLap -1.00 1.86 0.54 RLap 2. 97 4 .41 0. 67 RLap 0.86 -0.59 3.33 Bws A164 of 362 U13R0049A-SCOTT GALVANIZING Page 12 Of 81 Job No ' Main Date 8/15/2013 Customer SEA CON LLC Designed Description SCOTT GALVANIZING 5 LLap 1.00 1.86 0.54 LLap 2.97 4.41 0.67 LLap 0.86 -0.59 3.33 6 RLap -1.04 2.56 0.40 RLap 3.85 5.20 0.74 RLap 0.84 -0.34 3.33 7 LLap 1.22 8.43 0.14 MidS -4.54 7.43 0.61 RLap 0.47 -0.86 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 2 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 3 25.0 1.8 4.7 0.0 3.5 1.8 1.17 1.80 1.00 1.77 1.20 0.65 0.00 1.00 0.00 4 25.0 1.8 3.2 0.0 3.6 1.8 1.21 1.76 1.00 1.76 1.20 0.58 0.00 1.00 0.00 5 25.0 1.8 3.6 0.0 3.2 1.8 1.20 1.76 1.00 1.76 1.21 0.60 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 4.7 1.8 1.20 1.77 1.00 1.80 1.17 0.59 0.00 1.00 0.00 7 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0.60 0.00 1.00 1.00 LOAD ID:Wind Suction ------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -1.00 1.33 1.52 0.00 4.97 9.94 -3.86 -6.44 3 -1.32 -1.14 1.01 1.20 -6.44 -4.21 2.20 13.10 -2.92 -4.92 4 -1.24 -1.06 1.09 1.28 -4.92 -2.84 2.70 12.31 -3.25 -5.40 5 -1.28 -1.09 1.06 1.24 -5.40 -3.25 2.70 12.69 -2.84 -4.92 6 -1.20 -1.01 1.14 1.32 -4.92 -2.92 2.20 11.90 -4.21 -6.44 7 -1.52 -1.33 1.00 -6.44 -3.86 4.97 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 2 RLap 1.33 8.43 0.16 MidS 4.97 5.89 0.84 LLap 0.51 0.95 3.33 3 LLap -1.14 2.56 0.44 LLap -4.21 4.92 0.86 LLap 0. 92 0.37 3.33 4 RLap 1.09 1.86 0.59 MidS 2.70 3.09 0.88 RLap 0. 94 0.65 3.33 5 LLap -1.09 1.86 0.59 MidS 2.70 3.09 0.88 LLap 0. 94 0.65 3.33 6 RLap 1.14 2.56 0.44 RLap -4.21 4.92 0.86 RLap 0.92 0.37 3.33 7 LLap -1.33 8.43 0.16 MidS 4.97 5.89 0.84 RLap 0..51 0.95 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 2 25.0 19. 9 19.9 19.9 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 13.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1 .00 1.00 5 25.0 0.0 0.0 14.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 13.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1 .00 1.00 BWB A165 of 362 U13R0049A-SCOTT GALVANIZING Page 13 Of 81 Job No Main Date 18/15/2013 I Customer i SEA CON LLC I Designed By Description SCOTT GALVANIZING 7 25.0 0.0 0.0 19.9 19.9 19. 9 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 Main Girt Design 6 (Locate= 20.167) 8/ 6/13 12:10pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 9 08Z089 20.1667 25.00 1.81 6.25 0 117.1 0.00 0.70 10 08ZO60 20.1667 25.00 1.81 1.81 6.25 0 84.3 0.00 0.70 11 08ZO54 20.1667 25.00 1.81 1.81 6.25 0 75.9 0.00 0.70 12 08Z060 20.1667 25.00 1.81 1.81 6.25 0 84.3 0.00 0.70 13 08ZO89 20.1667 25.00 1.81 6.25 0 117.1 0.00 0.70 478.8 LOAD ID:Wind Pressure ---------------------- GIRT ACTIONS: ---------Shear(k )------ ---------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 9 0. 91 -1.22 -1.38 0.00 -4.55 9.95 3.50 5.85 10 1.20 1.03 -0.93 -1.10 5.85 3.83 -1. 97 13.05 2.75 4.59 11 1.15 0. 98 -0.98 -1.15 4.59 2. 66 -2.59 12.50 2.66 4.59 12 1.10 0.93 -1.03 -1.20 4.59 2.75 -1.97 11.95 3.83 5.85 13 1.38 1.22 -0.91 5.85 3.50 -4.55 15.05 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 9 RLap -1.22 8.43 0.14 MidS -4 .55 7.43 0. 61 LLap 0. 47 -0.87 3.33 10 LLap 1.03 2.56 0.40 LLap 3.83 5.20 0.74 LLap 0.84 -0.32 3.33 11 LLap 0.98 1.86 0.53 RLap 2.66 4 .41 0. 60 RLap 0. 80 -0.65 3.33 12 RLap -1.03 2.56 0.40 RLap 3.83 5.20 0.74 RLap 0.84 -0.32 3.33 13 LLap 1.22 8.43 0.14 MidS -4.55 7.43 0.61 RLap 0. 47 -0.87 3.33 UNBRACE LENGTHS: Bay ---------Minor------- Cb----------- --- Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 9 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 10 25.0 1.8 4.7 0.0 3.6 1.8 1.17 1 .80 1.00 1.77 1.20 0. 65 0.00 1.00 0.00 BWB A166 of362 U13R0049A-SCOTT GALVANIZING Page 14 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B ISo Description SCOTT GALVANIZING 11 25.0 1.8 3.2 0.0 3.2 1.8 1.21 1.75 1.00 1.75 1.21 0.58 0.00 1.00 0.00 12 25.0 1.8 3.6 0.0 4.7 1.8 1.20 1.77 1.00 1.80 1.17 0. 60 0.00 1.00 0.00 13 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0.60 0.00 1.00 1.00 LOAD ID:Wind Suction ---------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 9 -1.00 1.33 1.51 0.00 4.98 9.95 -3.83 -6.40 10 -1.31 -1.13 1.02 1.20 -6.40 -4.19 2.16 13.04 -3.02 -5.04 11 -1.26 -1.08 1.07 1.26 -5.04 -2.92 2.85 12.52 -2.89 -5.00 12 -1.20 -1.01 1.14 1.32 -5.00 -2.99 2.12 11.89 -4.30 -6.52 13 -1.54 -1.36 1.13 -6.52 -3.90 5.27 15.20 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 9 RLap 1.33 8.43 0.16 MidS 4.98 5.89 0.85 LLap 0.51 0. 95 3.33 10 LLap -1.13 2.56 0.44 LLap -4.19 4.92 0.85 LLap 0.92 0.35 3.33 11 LLap -1.08 1.86 0.58 MidS 2.85 3.09 0.92 LLap 0.88 0.71 3.33 12 RLap 1.14 2.56 0.44 RLap -4.30 4.92 0.87 RLap 0.94 0.33 3.33 13 LLap -1.36 8.43 0.16 MidS 5.27 5.89 0.89 RLap 0.56 1.01 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- 9 25.0 19.9 19.9 19.9 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 10 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 11 25.0 0.0 0.0 15.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 12 25.0 0.0 0.0 13.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 19.9 19.9 19.9 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Main Girt Design 7 (Locate= 26.500) 8/ 6/13 12:10pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 2 08ZO89 26.5000 25.00 1.81 6.33 0 117.1 0.00 0.70 3 08Z060 26.5000 25.00 1.81 1.81 6.33 0 84.3 0.00 0.70 BWB A167 of 362 U 13R0049A-SCOTT GALVANIZING Page 15 Of 81 Job No I Main Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 4 08ZO54 26.5000 25.00 1.81 1.01 6.33 0 75.9 0.00 0.70 5 08Z054 26.5000 25.00 1.81 1.81 6.33 0 75.9 0.00 0.70 6 08ZO60 26.5000 25.00 1.81 1. 81 6.33 0 84.3 0.00 0.70 7 08ZO89 26.5000 25.00 1.81 6.33 0 117.1 0.00 0.70 554.7 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.93 -1.23 -1.40 0.00 -4.60 9.94 3.57 5.96 3 1.22 1.05 -0. 94 -1.11 5.96 3.90 -2.04 13.10 2.70 4.55 4 1. 15 0.98 -1.01 -1.18 4.55 2.63 -2.50 12.31 3.01 5.00 5 1.18 1.01 -0. 98 -1.15 5.00 3.01 -2.50 12.69 2.63 4.55 6 1.11 0.94 -1.05 -1.22 4.55 2.70 -2.04 11.90 3.90 5.96 7 1.40 1.23 -0.93 5.96 3.57 -4.60 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ---- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RLap -1.23 8.43 0.15 MidS -4.60 7.43 0.62 LLap 0.47 -0.87 3.33 3 LLap 1.05 2.56 0.41 LLap 3.90 5.20 0.75 LLap 0.86 -0.34 3.33 4 RLap -1.01 1.86 0.54 RLap 3.01 4.41 0.68 RLap 0.87 -0. 60 3.33 5 LLap 1.01 1.86 0.54 LLap 3.01 4.41 0.68 LLap 0.87 -0. 60 3.33 6 RLap -1.05 2.56 0.41 RLap 3.90 5.20 0.75 RLap 0.86 -0.34 3.33 7 LLap 1.23 8.43 0.15 MidS -4.60 7.43 0.62 RLap 0.47 -0.87 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 2 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1. 00 1.00 1.00 0.00 3 25.0 1.8 4.7 0.0 3.5 1.8 1.17 1.80 1.00 1.77 1.20 0. 65 0.00 1.00 0.00 4 25.0 1.8 3.2 0.0 3. 6 1.8 1.21 1.76 1.00 1.76 1.20 0.58 0.00 1.00 0.00 5 25.0 1.8 3. 6 0.0 3.2 1.8 1.20 1.76 1.00 1.76 1.21 0.60 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 4 .7 1.8 1.20 1.77 1.00 1.80 1.17 0.59 0.00 1.00 0.00 7 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0.60 0.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right svvs A168 of 362 U13R0049A-SCOTT GALVANIZING Page 16 Of 81 Job No Main 1 Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -1.01 1.35 1.54 0.00 5.04 9.94 -3.91 -6.53 3 -1.34 -1.15 1.03 1.21 -6.53 -4.27 2.23 13.10 -2.95 -4.99 4 -1.25 -1.07 1.11 1.29 -4.99 -2.88 2.74 12.31 -3.30 -5.47 5 -1.29 -1.11 1.07 1.25 -5.47 -3.30 2.74 12.69 -2.88 -4.99 6 -1.21 -1.03 1.15 1.34 -4.99 -2.95 2.23 11.90 -4.27 -6.53 7 -1.54 -1.35 1.01 -6.53 -3.91 5.04 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 2 RLap 1.35 8.43 0.16 MidS 5.04 5.89 0.85 LLap 0.52 0. 96 3.33 3 LLap -1.15 2.56 0.45 LLap -4.27 4. 92 0.87 LLap 0.94 0.37 3.33 4 RLap 1.11 1.86 0.60 MidS 2.74 3.09 0.89 RLap 0.96 0. 65 3.33 5 LLap -1.11 1.86 0.60 MidS 2.74 3.09 0.89 LLap 0.96 0. 65 3.33 6 RLap 1.15 2.56 0.45 RLap -4.27 4. 92 0.87 RLap 0. 94 0.37 3.33 7 LLap -1.35 8.43 0.16 MidS 5.04 5.89 0.85 RLap 0.52 0.96 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 2 25.0 19.9 19.9 19.9 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 13.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 14.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 13.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 7 25.0 0.0 0.0 19.9 19.9 19.9 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 Main Girt Design 8 (Locate= 26.500) 8/ 6/13 12:10pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 9 08Z089 26.5000 25.00 1.81 6.33 0 117.1 0.00 0.70 10 08ZO60 26.5000 25.00 1.81 1.81 6.33 0 84.3 0.00 0.70 11 08ZO54 26.5000 25.00 1.81 1.81 6.33 0 75.9 0.00 0.70 12 08Z060 26.5000 25.00 1.81 1.81 6.33 0 84.3 0.00 0.70 13 08ZO89 26.5000 25.00 1.81 6.33 0 117.1 0.00 0.70 478.8 LOAD ID:Wind Pressure -------------------------- BWB A169 of 362 U13R0049A-SCOTT GALVANIZING Page 17 Of 81 Job No Main Date 8/15/2013 - Customer SEA CON LLC Designed B Description SCOTT GALVANIZING GIRT ACTIONS: ---------Shear(k ) -------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup _ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 9 0.93 -1.23 -1.40 0.00 -4. 61 9.95 3.54 5.93 10 1.21 1.05 -0.94 -1.11 .5.93 3.88 -2.00 13.0.5 2.79 4 .65 11 1.16 1.00 -1.00 -1.16 4.65 2.69 -2.62 12.50 2.69 4.65 12 1.11 0. 94 -1.05 -1.21 4.65 2.79 -2.00 11.95 3.88 5.93 13 1.40 1.23 -0.93 5.93 3.54 -4.61 15.05 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 9 RLap -1.23 8.43 0.15 MidS -4.61 7.43 0.62 LLap 0.47 -0.88 3.33 10 LLap 1.05 2.56 0.41 LLap 3.88 5.20 0.75 LLap 0.85 -0.33 3.33 11 LLap 1.00 1.86 0.53 LLap 2.69 4.41 0.61 LLap 0.81 -0.66 3.33 12 RLap -1.05 2.56 0.41 RLap 3.88 5.20 0.75 RLap 0.85 -0.33 3.33 13 LLap 1.23 8.43 0.15 MidS -4.61 7.43 0.62 RLap 0.47 -0.88 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 9 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 10 25.0 1.8 4.7 0.0 3.6 1.8 1.17 1.80 1.00 1.77 1.20 0. 65 0.00 1.00 0.00 11 25.0 1.8 3.2 0.0 3.2 1.8 1.21 1.75 1.00 1.75 1.21 0.58 0.00 1.00 0.00 12 25.0 1.8 3. 6 0.0 4.7 1.8 1.20 1.77 1.00 1.80 1.17 0. 60 0.00 1.00 0.00 13 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0. 60 0.00 1.00 1.00 LOAD ID:Wind Suction GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 9 -1.01 1.35 1.53 0.00 5.05 9.95 -3.88 -6.49 10 -1.33 -1.15 1.03 1.22 -6.49 -4.25 2.18 13.04 -3.06 -5.10 11 -1.28 -1.09 1.09 1.27 -5.10 -2.96 2.88 12.52 -2.92 -5.06 12 -1.21 -1.03 1 .15 1.34 -5.06 -3.03 2.15 11.89 -4.36 -6. 61 13 -1.56 -1.38 1.15 -6.61 -3.95 5.34 15.20 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 9 RLap 1.35 8.43 0.16 MidS 5.05 5.89 0.86 LLap 0.52 0.96 3.33 BWB A170 of 362 U13R0049A-SCOTTGALVANIZING Page 18 Of 81 Job No Main Date 8/15/2013 Customer I SEA CON LLC Designed B Description ) SCOTT GALVANIZING 10 LLap -1.15 2.56 0.45 LLap -4.25 4.92 0.86 LLap 0. 93 0.36 3.33 11 LLap -1.09 1.86 0.59 MidS 2.88 3.09 0.93 LLap 0.89 0.72 3.33 12 RLap 1.15 2.56 0.45 RLap -4.36 4.92 0.89 RLap 0.95 0.34 3.33 13 LLap -1.38 8.43 0.16 MidS 5.34 5.89 0.91 RLap 0.56 1.02 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 9 25.0 19.9 19.9 19.9 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 10 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 11 25.0 0.0 0.0 15.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 12 25.0 0.0 0.0 13.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 19.9 19.9 19. 9 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Main Girt Design 9 (Locate- 32.000) 8/ 6/13 12:10pm __---------- -------------_------- GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08CO60 32.0000 25.00 0.42 0 73.6 0.00 0.62 73.6 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.08 -0.08 0.00 -0.48 12.50 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup 0.08 2.56 0.03 MidS -0.48 4.85 0.10 RLap 0.08 -0.17 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 0.0 0.0 0.0 0.0 0.0 1. 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 BWB A171 of 362 U13R0049A-SCOTTGAI_VANIIING Page 19 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By_ r Description SCOTT GALVANIZING LOAD ID:Wind Suction GIRT ACTIONS: --- Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.09 0.09 0.00 0.54 13.02 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup -0.09 2.56 0.04 MidS 0.54 3.02 0.18 LLap 0.09 0.19 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Mom1/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- -- 1 25.0 25.0 25.0 25.0 25.0 25.0 1.13 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 --------- -__ =-ca=svx=aaaaaaaaaaaaaaaaaaaaa=a=cvaaaa--- --- Main Girt Design 10 (Locate= 32.000) 8/ 6/13 12:10pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In ---- ------- ------ ---- ----- ----- ----- ------ ---- ---- 8 08C060 32.0000 25.00 0.42 0 73.6 0.00 0.62 73. 6 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- --- ----- ----- 8 0.08 -0.08 0.00 -0.48 12.50 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) BWB A172 of 362 U13R0049A-SCOTT GALVANIZING Page 20 Of 81 Job No Main Date $ 15/2013 Customer SEA CON LLC Designed B ( Description SCOTT GALVANIZING Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit -- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 8 LSup 0.08 2.56 0.03 MidS -0.48 4.85 0.10 RLap 0.08 -0.17 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 8 25.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) --------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 8 -0.08 0.08 0.00 0.52 12.50 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 8 LSup -0.08 2.56 0.03 MidS 0.52 3.02 0.17 LLap 0.08 0.18 3.33 UNBRACE LENGTHS: Bay ---- Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 8 25.0 25.0 25.0 25.0 25.0 25.0 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 Main Girt Design 11 (Locate- 32.833) 8/ 6/13 12:10pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- 1 08ZO54 32.8333 25.00 1. 81 3.83 0 71.1 0.00 0.70 2 08ZO54 32.8333 25.00 1.81 1.81 6.58 0 75.9 0.00 0.70 3 08ZO54 32.8333 25. 00 1.81 1.81 6.58 0 75.9 0.00 0.70 4 08ZO54 32.8333 25.00 1.81 1.81 6.58 0 75.9 0.00 0.70 5 08ZO54 32-8333 25.00 1.81 1.81 6.58 0 75.9 0.00 0.70 6 08ZO54 32.8333 25.00 1.81 1. 81 6.58 0 75.9 0.00 0.70 7 08Z060 32.8333 25.00 1.81 1. 81 6.58 0 84.3 0.00 0.70 awe Al 73 of 362 U13R0049A-SCOTT GALVANIZING Page 21 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING . k 8 08ZO54 32.8333 25.00 1.81 1.81 3.83 0 75.9 0.00 0.70 9 08ZO60 32.8333 25.00 1.81 1.81 6.58 0 84.3 0.00 0.70 10 08ZO54 32.8333 25.00 1.81 1.81 6.58 0 75.9 0.00 0.70 11 08ZO54 32.8333 25.00 1.81 1.81 6:.58 0 75.9 0.00 0.70 12 08Z060 32.8333 25.00 1.81 1.81 6.50U 0 84.3 0.00 0. /0 13 08Z089 32.8333 25.00 1.81 6.58 0 117.1 0.00 0.70 1048.2 LOAD ID:Wind Pressure -------------------- GIRT ACTIONS: -- Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.52 -0.79 -0.89 0.00 -2.37 9.17 3.17 4.70 2 1. 19 1.02 -1.05 -1.23 4.70 2.70 -2.65 12.32 3.07 5.13 3 1.21 1.04 -1.03 -1.20 5.13 3.09 -2.49 12.55 2.98 5.01 4 1.21 1.03 -1.04 -1.21 5.01 2698 -2.52 12.47 3.03 5.07 5 1.21 1.04 -1.03 -1.20 5.07 3.03 -2.55 12.55 2. 92 4.94 6 1.19 1.02 -1.05 -1.23 4.94 2.94 -2.39 12.31 3.33 5.39 7 1.28 1.10 -0.96 -1.14 5.39 3.24 -3.06 13.22 1.75 3.66 8 0.70 0.60 -0.60 -0.70 3.66 2.48 -0.74 12.49 2.48 3.67 9 1.14 0.97 -1.10 -1.28 3.67 1.76 -3.06 11.80 3.22 5.37 10 1.22 1.05 -1.02 -1.20 5.37 3.31 -2.36 12. 64 3.02 5.02 11 1.22 1.04 -1.02 -1.20 5.02 2.97 -2.66 12. 60 2.76 4.78 12 1.15 0.98 -1.09 -1.27 4.78 2.85 -2.10 11. 92 4.04 6.18 13 1. 46 1.28 -0.96 6.18 3.70 -4.79 15.05 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -0.79 1.86 0.42 RLap 3.17 4.41 0.72 RLap 0.84 -0.61 3.33 2 RLap -1.05 1.86 0.56 RLap 3.07 4.41 0.70 RLap 0.90 -0.64 3.33 3 LLap 1.04 1.86 0.56 LLap 3.09 4.41 0.70 LLap 0.90 -0.57 3.33 4 RLap -1.04 1.86 0.56 RLap 3.03 4.41 0.69 RLap 0.88 -0.58 3.33 5 LLap 1.04 1.86 0.56 LLap 3.03 4.41 0.69 LLap 0. 88 -0. 60 3.33 6 RLap -1.05 1.86 0.56 RLap 3.33 4.41 0.75 RLap 0.94 -0.53 3.33 7 LLap 1.10 2.56 0.43 LLap 3.24 5.20 0.62 LLap 0.76 -0.74 3.33 8 RLap -0.60 1.86 0.32 RLap 2.48 4.41 0.56 RLap 0.65 0.00 3.33 9 RLap -1.10 2.56 0.43 MidS -3.06 4.92 0.62 RLap 0.75 -0.74 3.33 10 LLap 1.05 1.86 0.56 LLap 3.31 4.41 0.75 LLap 0.94 -0.51 3.33 11 LLap 1.04 1.86 0.56 LLap 2.97 4.41 0.67 LLap 0.88 -0. 65 3.33 12 RLap -1.09 2.56 0.43 RLap 4 .04 5.20 0.78 RLap 0.89 -0.35 3.33 13 LLap 1.28 8.43 0.15 MidS -4.79 7.43 0.64 RLap 0.49 -0.91 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap BWB A174 of 362 U13R0049A-SCOTT GALVANIZING Page 22 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 25.0 0.0 0.0 0.0 4.9 1.8 1.00 1.00 1.00 1.77 1.15 1.00 1.00 1.00 0.00 2 25.0 1.8 3.1 0.0 3.5 1.8 1:21 1.75 1.00 1.76 1.20 0.57 0.00 1.00 0.00 3 25.0 1.8 3. 6 0.0 3.5 1.8 1.20 1.77 1.00 1.76 1.20 0.60 0.00 1.00 0.00 4 25.0 1.8 3.4 0.0 3.5 1.8 1.20 1.76 1.00 1.76 1.20 0.59 0.00 1.00 0.00 5 25.0 1.8 3.5 0.0 3.4 1.8 1.20 1_76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 3.8 1.8 1.20 1.77 1.00 1.77 1.19 0.60 0.00 1.00 0.00 7 25.0 1.8 3.5 0.0 2.0 1.8 1.20 1.76 1.00 1.72 1.28 0.60 0.00 1.00 0.00 8 25.0 1.8 5. 6 0.0 5.6 1.8 1.15 1.85 1.00 1.85 1.15 0.68 0.00 1.00 0.00 9 25.0 1.8 2.0 0.0 3.4 1.8 1.28 1.72 1.00 1.75 1.20 0.48 0.00 1.00 0.00 10 25.0 1.8 3.8 0.0 3.6 1.8 1.19 1.78 1.00 1.77 1.20 0.62 0.00 1.00 0.00 11 25.0 1.8 3.4 0.0 3.2 1.8 1.20 1.76 1.00 1.75 1.21 0.59 0.00 1.00 0.00 12 25.0 1.8 3.5 0.0 4.7 1.8 1.20 1.77 1.00 1.80 1.17 0.60 0.00 1.00 0.00 13 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0. 60 0.00 1.00 1.00 LOAD ID:Wind Suction --------------------------- GIRT ACTIONS: --Shear(k )-------- --------------Moment(f-k ) -------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.64 0.88 0.99 0.00 2.77 9.02 -3.53 -5.23 2 -1.31 -1. 12 1.15 1.34 -5.23 -3.03 2.87 12.36 -3.35 -5. 60 3 -1.33 -1.14 1.13 1.32 -5.60 -3.36 2.73 12.54 -3.27 -5.49 4 -1.32 -1.13 1.14 1.33 -5.49 -3.27 2.76 12.48 -3.32 -5.55 5 -1.33 -1.14 1.13 1.32 -5.55 -3.32 2.80 12.55 -3.20 -5.42 6 -1.31 -1.11 1.15 1.34 -5.42 -3.22 2.62 12.31 -3.65 -5.91 7 -1.40 -1.21 1.06 1.25 -5.91 -3.54 3.35 13.22 -1.92 -4.01 8 -0.77 -0.66 0. 66 0.77 -4.01 -2.71 0.81 12.49 -2.72 -4.02 9 -1.25 -1.06 1.21 1.40 -4.02 -1.93 3.36 11.80 -3.52 -5.88 10 -1.34 -1.15 1.12 1.31 -5.88 -3.63 2.59 12.64 -3.31 -5.51 11 -1.34 -1. 15 1.12 1.31 -5.51 -3.26 2.92 12.62 -3.00 -5.20 12 -1.26 -1.07 1.20 1.39 -5.20 -3.10 2.26 11.86 -4.54 -6.89 13 -1.62 -1.43 1.19 -6.89 -4.12 5.54 15.20 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 0.88 1.86 0.47 MidS 2.77 3.09 0.90 RLap 0.93 0.72 3.33 2 RLap 1. 15 1.86 0. 62 MidS 2.87 3.09 0.93 RLap 0.98 0. 69 3.33 3 LLap -1.14 1.86 0. 61 MidS 2.73 3.09 0.89 LLap 0.98 0. 63 3.33 4 RLap 1. 14 1.86 0. 61 MidS 2.76 3.09 0. 89 RLap 0.97 0. 64 3.33 5 LLap -1.14 1.86 0.61 MidS 2.80 3.09 0. 91 LLap 0. 97 0.66 3.33 6 RLap 1.15 1.86 0.62 MidS 2. 62 3.09 0.85 RLap 1.03 0.58 3.33 7 LLap -1.21 2.56 0.47 MidS 3.35 3.64 0.92 LLap 0.83 0.81 3.33 8 RLap 0.66 1.86 0.35 RLap -2.72 4.41 0.62 RLap 0.71 0.00 3.33 9 RLap 1.21 2.56 0.47 MidS 3.36 3.64 0.92 RLap 0.83 0.81 3.33 10 LLap -1.15 1.86 0. 62 MidS 2.59 3.09 0.84 LLap 1.03 0.56 3.33 11 LLap -1 . 15 1.86 0. 61 MidS 2. 92 3.09 0.95 LLap 0.96 0.72 3.33 BWB A175 of 362 U13R0049A-SCOTT GALVANIZING Page 23 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING' , 12 RLap 1.20 2.56 0.47 RLap -4.54 4.92 0. 92 RLap 0. 99 0.36 3.33 13 LLap -1.43 8.43 0.17 MidS 5.54 5.89 0.94 RLap 0.59 1.06 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 18.2 18.2 18.2 0.0 0.0 1. 13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 14.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 14.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 14.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 7 25.0 0.0 0.0 15.9 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 8 25.0 0.0 0.0 10.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 9 25.0 0.0 0.0 15.9 0.0 0.0 1. 00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 10 25.0 0.0 0.0 14.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 11 25.0 0.0 0.0 14.9 0.0 0.0 1. 00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 12 25.0 0.0 0.0 13.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 19.8 19.8 19.8 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Main Girt Design 12 (Locate= 39.667) 8/ 6/13 12:10pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08ZO89 39.666V 25.00 1.81 6.83 0 117.1 0.00 0.70 2 08Z060 39.6667 25.00 1.81 1.81 6.83 0 84.3 0.00 0.70 3 08ZO54 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 4 08ZO54 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 5 08ZO54 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 6 08Z054 39.6667 25. 00 1.81 1.81 6.83 0 75.9 0.00 0.70 7 08ZO54 39.6667 25. 00 1.81 1.81 6.83 0 75.9 0.00 0.70 8 08ZO54 39.6667 25. 00 1.81 1.81 6.83 0 75.9 0.00 0.70 9 08Z054 39.6667 25. 00 1.81 1.81 6.83 0 75.9 0.00 0.70 10 08Z054 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 11 08ZO54 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 12 08Z060 39.6667 25.00 1.81 1.81 6.83 0 84.3 0.00 0.70 13 08Z089 39.6667 25.00 1.81 6.83 0 117.1 0.00 0.70 1085.9 LOAD ID:Wind Pressure GIRT ACTIONS: BWB A176 of 362 U13R0049A-SCOTT GALVANIZING Page 24 Of 81 Job No Main Date 1 9/15/2013 : Customer SEA CON LLC Designed B l Description SCOTT GALVANIZING F ---------Shear(k )-------- ---- --Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 1.00 -1.33 -1.51 0.00 -4.97 9.94 3.85 6.42 2 1.32 1.13 -1.01 -1.20 6.42 4.20 -2.19 13.09 2.93 4. 93 3 1.24 1.06 -1.09 -1.27 4.93 2.85 -2.73 12.35 3.17 5.31 4 1.26 1.08 -1.07 -1.25 5.31 3.19 -2.59 12.54 3.11 5.21 5 1.25 1.07 -1.07 -1.26 5.21 3.10 -2.62 12.49 3.12 5.24 6 1.26 1.07 -1.07 -1.26 5.24 3.13 -2.61 12.50 3.12 5.23 7 1.26 1.07 -1.07 -1.26 5.23 3.12 -2.62 12.50 3.12 5.23 8 1.26 1.07 -1.07 -1.26 5.23 3.12 -2.61 12.50 '3.13 5.24 9 1.26 1.07 -1.07 -1.25 5.24 3.12 -2.62 12.51 3.10 5.21 10 1.25 1.07 -1.08 -1.26 5.21 3.11 -2.59 12.46 3.19 5.31 11 1.27 1.09 -1.06 -1.24 5.31 3.17 -2.73 12.65 2.85 4.93 12 1.20 1.01 -1.13 -1.32 4.93 2.93 -2.19 11.91 4.20 6.42 13 1.51 1.33 -1.00 6.42 3.85 -4.97 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -1.33 8.43 0.16 MidS -4.97 7.43 0.67 LLap 0.51 -0.94 3.33 2 LLap 1.13 2.56 0.44 LLap 4.20 5.20 0.81 LLap 0.92 -0.36 3.33 3 RLap -1.09 1.86 0.58 RLap 3.17 4.41 0.72 RLap 0.93 -0.66 3.33 4 LLap 1.08 1.86 0.58 LLap 3.19 4.41 0.72 LLap 0.93 -0.59 3.33 5 RLap -1.07 1.86 0.58 RLap 3.12 4.41 0.71 RLap 0. 91 -0.61 3.33 6 LLap 1.07 1.86 0.58 LLap 3.13 4.41 0.71 LLap 0.91 -0.61 3.33 7 LLap 1.07 1.86 0.58 LLap 3.12 4.41 0.71 LLap 0.91 -0.61 3.33 8 RLap -1.07 1.86 0.58 RLap 3.13 4.41 0.71 RLap 0.91 -0.61 3.33 9 LLap 1.07 1.86 0.58 LLap 3.12 4.41 0.71 LLap 0.91 -0.61 3.33 10 RLap -1.08 1.86 0.58 RLap 3.19 4.41 0.72 RLap 0.93 -0.59 3.33 11 LLap 1.09 1.86 0.58 LLap 3.17 4.41 0.72 LLap 0.93 -0.66 3.33 12 RLap -1.13 2.56 0.44 RLap 4.20 5.20 0.81 RLap 0.92 -0.36 3.33 13 LLap 1.33 8.43 0.16 MidS -4.97 7.43 0.67 RLap 0.51 -0.94 3.33 UNBRACE LENGTHS: Bay ---------Minor- --- -----------Cb----------- --------Moml/Mom2---- ld Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 2 25.0 1.8 4.7 0.0 3.5 1.8 1.17 1.80 1.00 1.77 1.20 0.65 0.00 1.00 0.00 3 25.0 1.8 3.2 0.0 3.5 1.8 1.21 1.75 1.00 1.76 1.20 0.58 0.00 1.00 0.00 4 25.0 1.8 3.6 0.0 3.5 1.8 1.20 1.77 1,00 1.76 1.20 0.60 0.00 1.00 0.00 5 25.0 1.8 3.4 0.0 3.5 1.8 1.20 1.76 1.00 1.76 1.20 0_60 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 3.5 1.8 1.20 1.76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 7 25.0 1.8 3.5 0.0 3.5 1.8 1.20 1.76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 8 25.0 1.8 3.5 0.0 3.5 1.8 1.20 1.76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 9 25.0 1.8 3.5 0.0 3.4 1.8 1.20 1.76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 10 25.0 1.8 3.5 0.0 3.6 1.8 1.20 1.76 1.00 1.77 1.20 0.60 0.00 1.00 0.00 11 25.0 1.8 3.5 0.0 3.2 1.8 1.20 1.76 1.00 1.75 1.21 0.60 0.00 1.00 0.00 12 25.0 1 .8 3.5 0.0 4 .7 1.8 1.20 1,77 1.00 1.80 1.17 0.59 0.00 1.00 0.00 13 25:0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0.60 0.00 1.00 1.00 am A177 of 362 U13R0049A-SCOTT GALVANIZING Page 25 Of 81 Job No Main Date 8/15/2013 Customer'1 SEA CON LLC Designed B Description SCd T GALVANIZING LOAD ID:Wind Suction ----------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.23 1.49 1.69 0.00 5.75 9.79 -4.29 -7.16 2 -1.45 -1.25 1.10 1.30 -7.16 -4.72 2.35 13.15 -3.19 -5.37 3 -1.36 -1.16 1.19 1.39 -5.37 -3.09 3.00 12.33 -3.48 -5.83 4 -1.38 -1.18 1.17 1.37 -5.83 -3.51 2.83 12.54 -3.40 -5.70 5 -1.37 -1.17 1.18 1.38 -5.70 -3.39 2.87 12.49 -3.42 -5.74 6 -1.38 -1.18 1.18 1.37 -5.74 -3.42 2.86 12.50 -3.42 -5.73 7 -1.38 -1.18 1.18 1.38 -5.73 -3.42 2.87 12.50 -3.42 -5.13 8 -1.37 -1.18 1.18 1.38 -5.73 -3.42 2.86 12.50 -3.42 -5.74 9 -1.38 -1.18 1.17 1.37 -5.74 -3.42 2.87 12.51 -3.39 -5.70 10 -1.37 -1.17 1.18 1.38 -5.70 -3.40 2.83 12.46 -3.51 -5.83 11 -1.39 -1.19 1.16 1.36 -5.83 -3.48 3.00 12.67 -3.09 -5.37 12 -1.30 -1.10 1.25 1.45 -5.37 -3.19 2.35 11.85 -4.72 -7.16 13 -1. 69 -1.49 1.23 -7.16 -4.29 5.75 15.21 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 1.49 8.43 0.18 MidS 5.75 5.89 0.98 LLap 0.61 1.10 3.33 2 LLap -1.25 2.56 0.49 LLap -4.,72 4.92 0.96 LLap 1.03 0.38 3.33 3 RLap 1,19 1.86 0.64 MidS 3.00 3.09 0.97 RLap 1.02 0.73 3.33 4 LLap -1.18 1.86 0.63 MidS 2.83 3.09 0..92 LLap 1.02 0.65 3.33 5 RLap 1.18 1.86 0.63 MidS 2.,87 3.09 0.93 RLap 1.00 0.67 3.33 6 LLap -1.18 1.86 0.63 MidS 2.86 3.09 0.93 LLap 1.00 0.66 3.33 7 LLap -1.18 1.86 0.63 MidS 2.87 3.09 0.93 LLap 1.00 0.67 3.33 8 RLap 1.18 1.86 0.63 MidS 2.86 3.09 0.93 RLap 1.00 0.66 3.33 9 LLap -1.18 1. 86 0.63 MidS 2.87 3.09 0.93 LLap 1.00 0.67 3.33 10 RLap 1.18 1.86 0.63 MidS 2.83 3.09 0.92 RLap 1.02 0.65 3.33 11 LLap -1.19 1. 86 0.64 MidS 3.00 3.09 0.97 LLap 1.02 0.73 3.33 12 RLap 1.25 2.56 0.49 RLap -4.72 4.92 0.96 RLap 1.03 0.38 3.33 13 LLap -1.49 8.43 0.18 MidS 5.75 5.89 0.98 RLap 0.61 1.10 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- 1 25.0 19.8 19.8 19.8 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 14.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14.3 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 14.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 ova A178 of 362 U13R0049A-SCOTTGALVANIZING Page 26 Of 81 _ Job No Main I Date 18/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 7 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 8 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 9 25.0 0.0 0.0 14.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 10 25.0 0.0 0.0 14.3 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 11 25.0 0.0 0.0 14.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 12 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 19.8 19.8 19.8 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Main Wall Panel Summary (Bay- 13) 8/ 6/13 12:10pm PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height --- -------- ---- ----- ----- --------- ------ 13 CW6-80 CW 26.00 80.0 0.44 46.50 MOMENTS & DEFLECTION: ----------Moment (ft-lb/ft)--------- Span Span Support Midspan ---Deflect(in)-- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC 1 7.50 WP 101.4 181.1 0.56 -82.3 134.7 0.61 -0.36 1.00 0.36 WS -135.0 134.7 1.00 109.5 181.1 0.60 0.47 1.00 0.47 2 6.50 WP 101.4 181.1 0.56 -21.8 134.7 0.16 -0.02 0.87 0.02 WS -135.1 134.7 1.00 29.0 181.1 0.16 0.03 0.87 0.03 3 6.17 WP 61.0 181.1 0.34 -30_8 134.7 0.23 -0.07 0.82 0.09 WS -81.3 134.7 0.60 41.0 181.1 0,23 0.09 0.82 0.11 6.33 WP 61.0 181.1 0.34 -30.3 134.7 0.23 -0.07 0.84 0.08 WS -81.3 134.7 0.60 40.4 181.1 0.22 0.09 0.84 0.11 6.33 WP 60.8 181.1 0.34 -30.5 134.7 0.23 -0.07 0.84 0.08 WS -80.9 134.7 0.60 40_6 181.1 0.22 0.09 0.84 0.11 6.83 WP 91.0 181.1 0.50 -30.9 134.7 0.23 -0.07 0.91 0.07 WS -121.2 134.7 0.90 41.1 181.1 0.23 0.09 0.91 0.10 6.83 WP 91.0 181.1 0.50 -65.6 134.7 0,49 -0.23 0.91 0.25 WS -121.2 134.7 0.90 87.3 181.1 0.48 0.30 0.91 0.33 WP - Wind Pressure WS - Wind Suction -------------------------------------------------------------------------------- Main Weight Summary 8/ 6/13 12:10pm Girts = 6461.41 Frame Openings = 0.00 6461.41 8W6 A179 of 362 U13R0049A-SCOTT GALVANIZING Page 27 of 81 Job No l Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING Main Warning Summary 8/ 6/13 12:10pm . No Warnings BWB A180 of U13R0049A-SCOTT GALVANIZING Page 28 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC it Designed By Description SCOTT GALVANIZING Main Sidewall Design Code 8/ 6/13 12:11pm STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel : AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) Main Bypass Girt Design Summary 8/ 6/13 12:11pm GIRT LAYOUT: Des Bay Bay_Offset Design ----Lap---- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.50 1 1 08ZO75 1.00 26.00 25.00 0.00 1.81 98.7 WS 0.95 Moment D 2 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.99 Mom+Shr D 3 08ZO54 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0.80 Mom+Shr D 4 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.80 Mom+Shr D 5 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.79 Mom+Shr D 6 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.79 Mom+Shr D 7 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.98 Mom+Shr D 8 08ZO67 0.00 25.00 25.00 1.81 0.00 88.2 WS 1.03 Moment D 2 11 08Z075 0.00 25.00 25.00 0.00 1.81 98.7 WS 0.93 Moment D 12 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0.94 Mom+Shr D 13 08ZO75 0.00 25.00 25.00 1.81 0.00 98.7 WS 0.97 Moment D 14.00 3 1 08Z089 1.00 26.00 25.00 0.00 1.81 117. 1 WS 0.90 Moment D 2 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.96 Mom+Shr D 3 08ZO54 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0.94 Mom+Shr D 4 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.94 Mom+Shr D 5 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.94 Mom+Shr D 6 08ZO54 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0.94 Mom+Shr D 7 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.94 Mom+Shr D 8 08ZO89 0.00 25.00 25.00 1.81 0.00 117.1 WS 0,86 Moment D 4 11 08ZO89 0.00 25.00 25.00 0.00 1.81 117.1 WS 0.88 Moment D 12 08ZO60 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.90 Mom+Shr D 13 08ZO89 0.00 25.00 25.00 1.81 0.00 117.1 WS 0.93 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 20.17 5 1 08Z089 1.00 26.00 25.00 0.00 1.81 117.1 WS 0.89 Moment D 2 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.94 Mom+Shr D 13vvs A181 of 362 U13R0049A-SCOTT GALVANIZING Page 29 Of 81 Job No Main -- Date 8/15/2013 I Customer SEA CON LLC Designed B ( Description SCOTT GALVANIZING 3 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.93 Mom+Shr D 4 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0.93 Mom+Shr D 5 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0.93 Mom+Shr D 6 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0.93 Mom+Shr D 7 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0. 92 Mom+Shr D 8 08Z089 0.00 25.00 25.00 1.81 0.00 117. 1 WS 0.84 Moment D 6 11 08ZO89 0.00 25.00 25.00 0.00 1.81 117. 1 WS 0.87 Moment D 12 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.89 Mom+Shr D 13 08ZO89 0.00 25.00 25.00 1.81 0.00 117.1 WS 0. 91 Moment D 26.50 7 1 08Z089 1.00 26.00 25.00 0.00 1.81 117.1 WS 0.90 Moment D 2 08ZO60 0.00 25.00 25.00 1.81 1.81 84.3 WS 0. 95 Mom+Shr D 3 08ZO54 0.00 25.00 25.00 1 .81 1.81 75.9 WS 0.94 Mom+Shr D 4 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.94 Mom+Shr D 5 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.94 Mom+Shr D 6 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.94 Mom+Shr D 7 08ZO60 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.94 Mom+Shr D 8 08ZO89 0.00 25.00 25.00 1.81 0.00 117. 1 WS 0.86 Moment D 8 11 08Z089 0.00 25.00 25.00 0.00 1.81 117.1 WS 0.88 Moment D 12 08ZO60 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.90 Mom+Shr D 13 08Z089 0.00 25.00 25.00 1.81 0.00 117.1 WS 0.93 Moment D 32.00 9 9 08C060 0.00 25.00 25.00 0.00 0.00 73. 6 WS 0.17 Moment U 10 10 08C060 0.00 25.00 25.00 0.00 0.00 73. 6 WS 0.17 Moment U 32.03 11 1 08Z089 1.00 26.00 25.00 0.00 1.01 117.1 WS 0.94 Moment D 2 08ZO60 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.99 Mom+Shr D 3 08ZO54 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0.98 Mom+Shr D 4 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.98 Mom+Shr D 5 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.97 Mom+Shr D 6 08ZO54 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0.97 Mom+Shr D 7 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 1.01 Mom+Shr D 8 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.03 Moment D 9 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.79 Mom+Shr D 10 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.80 Mom+Shr D 11 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0. 91 Moment D 12 08Z060 0.00 25.00 25.00 1.81 1.81 84.3 WS 0.98 Mom+Shr D 13 08ZO89 0.00 25.00 25.00 1.81 0.00 117.1 WS 0. 95 Moment D 39. 67 12 1 08ZO89 1.00 26.00 25.00 0.00 1.81 117.1 WS 0.98 Moment D 2 08Z060 0.00 25.00 25.00 1.81 1.81 84 .3 WS 1.03 Mom+Shr D 3 08ZO54 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.02 Mom+Shr D 4 08Z054 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.02 Mom+Shr D 5 08ZO54 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.00 Mom+Shr D 6 08ZO54 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.00 Mom+Shr D 7 08ZO54 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.00 Mom+Shr D 8 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 1.00 Mom+Shr D 9 08ZO54 0..00 25.00 25.00 1.81 1.81 75. 9 WS 1.00 Mom+Shr D 10 08ZO54 0.00 25.00 25.00 1.81 1.81 75. 9 WS 1.02 Mom+Shr D 11 08ZO54 MO 25.00 25.00 1-.81 1.81 75. 9 WS 1.02 Mom+Shr D 12 08Z060 0:00 25.00 25.00 1.81 1.81 84.3 WS 1.03 Mom+Shr D 13 08ZO89 0.00 25.00 25.00 1.81 0.00 117. 1 WS 0.98 Moment D WS - Wind Suction B{NB A182 of 362 U13R0049A-SCOTTGALVANIZING Page 30 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Descriptio" LSCOTT GALVANIZING GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 3 4 5 6 7 8 9 10 11 12 13 --- --- --- --- --- --- --- --- --- --- --- --- --- 0 0 0 0 0 0 0 0 0 0 0 0 0 Main Girt Design 1 (Locate= 7.500) 8/ 6/13 12:11pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 08ZO75 7.5000 25.00 1.81 5.33 0 98.7 0.00 0.70 2 08ZO54 7.5000 25.00 1.81 1.81 5.33 0 75.9 0.00 0.70 3 08ZO54 7.5000 25.00 1. 81 1.81 5.33 0 75.9 0.00 0.70 4 08Z054 7.5000 25.00 1. 81 1.81 5.33 0 75.9 0.00 0.70 5 08ZO54 7.5000 25.00 1.81 1.81 5.33 0 75.9 0.00 0.70 6 08ZO54 7.5000 25.00 1.81 1.81 5.33 0 75.9 0.00 0.70 7 08ZO54 7.5000 25.00 1.81 1.81 5.33 0 75.9 0.00 0.70 8 08ZO67 7.5000 25.00 1.81 5.33 0 88.2 0.00 0.70 642.2 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.78 -1.04 -1.18 0.00 -3.86 9.93 3.03 5.04 2 1.03 0. 89 -0.79 -0.93 5.04 3.30 -1.71 13.12 2.27 3.83 3 0.97 0.82 -0.85 -0.99 3.83 2.20 -2.13 12.33 2.49 4.16 4 0. 98 0. 84 -0.83 -0.98 4.16 2.50 -2.02 12.56 2.41 4.05 5 0. 98 0. 83 -0.84 -0.98 4.05 2.41 -2.02 12.44 2.50 4.16 6 0. 99 0.85 -0.82 -0.97 4.16 2.49 -2.14 12.67 2.19 3.82 7 0.93 0.79 -0.89 -1.03 3.82 2.26 -1.69 11.85 3.34 5.08 8 1.18 1.04 -0.78 5.08 3.07 -3.85 15.09 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RLap -1.04 5.02 0.21 MidS -3.86 6.13 0.63 LLap 0.50 -0.87 3.33 2 LLap 0.89 1.86 0.48 LLap 3.30 4.41 0.75 LLap 0.89 -0.31 3.33 3 RLap -0.85 1.86 0.46 RLap 2.49 4.41 0.56 RLap 0.73 -0.52 3.33 BWB A183 of 362 U13R0049A-SCOTT GALVANIZING Page 31 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed ft Description SCOTT GALVANIZING 4 LLap 0.84 1.86 0.45 LLap 2.50 4.41 0.57 LLap 0.73 -0.47 3.33 5 RLap -0.84 1.86 0.45 RLap 2.50 4.41 0.57 RLap 0.73 -0.46 3.33 6 LLap 0.85 1.86 0.46 LLap 2.49 4.41 0.56 LLap 0.73 -0.52 3.33 7 RLap -0.89 1.86 0.48 RLap 3.34 4.41 0.76 RLap 0.90 -0.31 3.33 8 LLap 1.04 3.57 0.29 MidS -3.85 5.46 0.70 LLap 0.60 -0.96 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Momi/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 2 25.0 1 .8 4.7 0.0 3.5 1.8 1.17 1.80 1.00 1.77 1.20 0.66 0.00 1.00 0.00 3 25.0 1.8 3.1 0.0 3.5 1.8 1.21 1.75 1.00 1.76 1.20 0.58 0.00 1.00 0.00 4 25.0 1.8 3.6 0.0 3.4 1.8 1.20 1.77 1.00 1.76 1.20 0.60 0.00 1.00 0.00 5 25.0 1.8 3.4 0.0 3.6 1.8 1.20 1.76 1.00 1.77 1.20 0.59 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 3.1 1.8 1.20 1.76 1.00 1.75 1.21 0. 60 0.00 1.00 0.00 7 25.0 1.8 3.5 0.0 4.8 1.8 1.20 1.77 1.00 1.80 1.16 0.59 0.00 1.00 0.00 8 25.0 1.8 3.4 0.0 0.0 0.0 1.19 1.74 1.00 1.00 1.00 0.60 0.00 1.00 1.00 LOAD ID:Wind Suction GIRT ACTIONS: Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0. 96 1.16 1.32 0.00 4.47 9.78 -3.38 -5.62 2 -1. 13 -0.98 0.86 1.02 -5.62 -3.71 1.83 13.18 -2.47 -4 .17 3 -1.06 -0.90 0.93 1.09 -4.17 -2.39 2.35 12.32 -2.73 -4.56 4 -1.08 -0.92 0.91 1.07 -4.56 -2.75 2.21 12.56 -2.63 -4.43 5 -1.07 -0.91 0.92 1.08 -4.43 -2.63 2.22 12.44 -2.74 -4 .56 6 -1.09 -0.93 0.90 1.06 -4.56 -2.72 2.34 12.68 -2.40 -4 .18 7 -1.02 -0.86 0.97 1.13 -4.18 -2.48 1.85 11.85 -3.66 -5.57 8 -1.30 -1.14 0.85 -5.57 -3.36 4.21 15.09 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect (in) Id Loc Calc Limit UC Loc Cale Limit UC Loc UC Calc Limit 1 RLap 1.16 5.02 0.23 MidS 4.47 4.71 0.95 LLap 0.59 1.01 3.33 2 LLap -0.98 1.86 0.52 LLap -3.71 4.41 0.84 LLap 0. 99 0.33 3.33 3 RLap 0.93 1.86 0.50 MidS 2.35 3.09 0.76 RLap 0.80 0.57 3.33 4 LLap -0.92 1.86 0.50 MidS 2.21 3.09 0.72 LLap 0.80 0.51 3.33 5 RLap 0.92 1.86 0.49 MidS 2.22 3.09 0.72 RLap 0.79 0.51 3.33 6 LLap -0.93 1.86 0.50 MidS 2.34 3.09 0.76 LLap 0.79 0.57 3.33 7 RLap 0.97 1.86 0.52 RLap -3.66 4.41 0.83 RLap 0. 98 0.34 3.33 8 LLap -1.14 3.57 0.32 MidS 4.21 4.09 1.03 LLap 0. 66 1.05 3.33 UNBRACE LENGTHS: ME A184 of 362 U13R0049A-SCOTT GALVANIZING Page 32 Of 81 Job No Main Date 8/15/2013 -,7 j i Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Bay ----I----Minor---------- -----------Cb----------- --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 25.0 19.8 19.8 19.8 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 14.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 14 .4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 14.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 7 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 8 25.0 0.0 0.0 19.8 19.8 19.8 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 - ------c-« Main Girt Design 2 (Locate= 7.500) 8/ 6/13 12:11pm -=-=--eeeo=--=._--�---.--.---- GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 11 08Z075 7.5000 25.00 1.81 5.33 0 98.7 0.00 0.70 12 08ZO54 7.5000 25.00 1.81 1.81 5.33 0 75.9 0.00 0.70 13 08ZO75 7.5000 25.00 1.81 5.33 0 98.7 0.00 0.70 273.3 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 11 0.79 -1.03 -1.17 0.00 -3.97 10.07 2.78 4.77 12 0. 98 0.84 -0.84 -0.98 4.77 3.12 -1.36 12.50 3.12 4.77 13 1.17 1.03 -0.79 4.77 2.78 -3.97 14.93 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 11 RLap -1.03 5.02 0.20 MidS -3.97 6.13 0.65 LLap 0.51 -0. 91 3.33 12 LLap 0.84 1.86 0.45 LLap 3.12 4.41 0.71 LLap 0.84 -0. 16 3.33 13 LLap 1.03 5.02 0.20 MidS -3.97 6.13 0.65 RLap 0.51 -0. 91 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- -- -Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap BWB A185 of 362 U13R0049A-SCOTT GALVANIZING Page 33 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed Bp Description )I SCOTT GALVANIZING 1 --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 11 25.0 0.0 0.0 0.0 3.1 1.8 1.00 1.00 1.00 1.73 1.21 1.00 1.00 1.00 0.00 12 25.0 1.8 4.8 0.0 4.8 1.8 1. 17 1.82 1.00 1.82 1.17 0. 65 0.00 1.00 0.00 13 25.0 1.8 3.1 0.0 0.0 0.0 1.21 1.73 1.00 1.00 1.00 0.58 0.00 1.00 1.00 LOAD ID:Wind Suction GIRT ACTIONS: ---------Shear(k )------ --Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 11 -0.87 1.13 1.28 0.00 4.36 10.08 -3.01 -5.19 12 -1.07 -0. 91 0.92 1.08 -5.19 -3.40 1.45 12.44 -3.51 -5.33 13 -1.30 -1.15 0.97 -5.33 -3.10 4.59 15.09 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment (f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 11 RLap 1.13 5.02 0.22 MidS 4.36 4.71 0.93 LLap 0.56 1.00 3.33 12 RLap 0.92 1.86 0.50 RLap -3.51 4.41 0.80 RLap 0.94 0.16 3.33 13 LLap -1.15 5.02 0.23 MidS 4 .59 4 .71 0.97 RLap 0.60 1.06 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 11 25.0 20.2 20.2 20.2 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 12 25.0 0.0 0.0 11.6 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 20.1 20.1 20.1 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 --------------------------------- -- ---- Main Girt Design 3 (Locate= 14.000) 8/ 6/13 12:11pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 08Z089 14.0000 25.00 1.81 6.33 0 117.1 0.00 0.70 2 08Z060 14.0000 25.00 1.81 1.81 6.33 0 84.3 0.00 0.70 3 08Z054 14.0000 25.00 1.81 1.81 6.33 0 75.9 0.00 0.70 4 08ZO54 14 .0000 25.00 1.81 1.81 6.33 0 75.9 0.00 0.70 5 08ZO54 14 .0000 25. 00 1. 81 1.81 6.33 0 75.9 0.00 0.70 6 08ZO54 14.0000 25. 00 1. 81 1. 81 6..33 0 75.9 0.00 0.70 7 08Z060 14.0000 25. 00 1. 81 1.81 6.33 0 84.3 0.00 0.70 BVVB A186 of 362 U13R0049A-SCOTT GALVANIZING Page 34 Of 81 Job No I Main Date 8/15/2013 Customer SEA CON LLC Design - Description SCOTT GALVANIZING 8 08ZO89 14.0000 25.00 1.81 6.33 0 117.1 0.00 0.70 706.4 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ---- ----- ----- ----- ----- ----- ----- ----- 1 0.93 -1.23 -1.40 0.00 -4.60 9.94 3.56 5.95 2 1.22 1.05 -0.94 -1.11 5.95 3.90 -2.03 13.09 2.72 4.57 3 1.15 0.98 -1.01 -1.18 4.57 2.64 -2.52 12.35 2.95 4.93 4 1.17 1.00 -0.99 -1.16 4. 93 2.96 -2.40 12.55 2. 86 4.81 5 1.16 0.99 -1.00 -1.17 4.81 2.86 -2.40 12.45 2.96 4.93 6 1.18 1.01 -0.98 -1.15 4.93 2.95 -2.52 12.65 2.64 4.57 7 1.11 0.94 -1.05 -1.22 4.57 2.72 -2.03 11.91 3. 90 5.95 8 1.40 1.23 -0.93 5.95 3.56 -4.60 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RLap -1.23 8.43 0.15 MidS -4.60 7.43 0.62 LLap 0.47 -0.88 3.33 2 LLap 1.05 2.56 0.41 LLap 3.90 5.20 0.75 LLap 0.85 -0.34 3.33 3 RLap -1,01 1.86 0.54 RLap 2.95 4.41 0. 67 RLap 0. 86 -0.61 3.33 4 LLap 1.00 1.86 0.54 LLap 2.96 4.41 0.67 LLap 0.86 -0.55 3.33 5 RLap -1.00 1.86 0.54 RLap 2.96 4.41 0.67 RLap 0.86 -0.55 3.33 6 LLap 1.01 1.86 0.54 LLap 2.95 4.41 0.67 LLap 0.86 -0. 61 3.33 7 RLap -1.05 2.56 0.41 RLap 3.90 5.20 0.75 RLap 0.85 -0.34 3.33 8 LLap 1.23 8.43 0.15 MidS --4.60 7.43 0.62 RLap 0.47 -0.88 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- -- - 1 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 2 25.0 1.8 4 .7 0.0 3.5 1.8 1.17 1.80 1.00 1.77 1.20 0.65 0.00 1.00 0.00 3 25.0 1.8 3.2 0.0 3.5 1.8 1.21 1.75 1.00 1.76 1.20 0.58 0.00 1.00 0.00 4 25.0 1.8 3. 6 0.0 3.4 1.8 1.20 1.77 1.00 1.76 1.20 0.60 0.00 1.00 0.00 5 25.0 1.8 3.4 0.0 3.6 1.8 1.20 1.76 1.00 1.77 1.20 0.59 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 3.2 1.8 1.20 1.76 1.00 1.75 1.21 0.60 0.00 1.00 0.00 7 25.0 1.8 3.5 0.0 4.7 1.8 1.20 1.77 1.00 1.80 1.17 0.59 0.00 1.00 0.00 8 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0.60 0.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- gWg A187 of 362 U13R0049A-SCOTT GALVANIZING Page 35 Of 81 Job No !I Main Date 8/15/2013 Customer SEA CON LLC Designed B Descr.-iP6,onl SCOTT GALVANIZING GIRT ACTIONS: ---------Shear(k )-------- ---------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -1.14 1.38 1.56 0.00 5.33 9.79 -3.97 -6.64 2 -1.34 -1.16 1.02 1.21 -6.64 -4.37 2.18 13.15 -2.95 -4.98 3 -1.26 -1.07 1.11 1_29 -4.98 -2.87 2.78 12.33 -3.23 -5.41 4 -1.28 -1.10 1.08 1.27 -5.41 -3.25 2.63 12.56 -3.13 -5.26 5 -1.27 -1.08 1.10 1.28 -5.26 -3.13 2.63 12.45 -3.25 -5.40 6 -1.29 -1.11 1.07 1.26 -5.40 -3.23 2.76 12.65 -2.89 -5.01 7 -1.21 -1.03 1.15 1.34 -5. 01 -2.97 2.22 11.91 -4.27 -6.52 8 -1.54 -1.35 1.01 -6.52 -3.90 5.04 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RLap 1.38 8.43 0.16 MidS 5.33 5.89 0.90 LLap 0.56 1.02 3.33 2 LLap -1.16 2.56 0.45 LLap -4 .37 4.92 0_89 LLap 0.96 0.35 3.33 3 RLap 1.11 1.86 0.59 MidS 2.78 3.09 0.90 RLap 0.94 0.67 3.33 4 LLap -1.10 1.86 0.59 MidS 2.63 3.09 0.85 LLap 0.94 0.60 3.33 5 RLap 1.10 1.86 0.59 MidS 2 . 63 3.09 0.85 RLap 0.94 0.61 3.33 6 LLap -1.11 1.86 0.59 MidS 2.76 3.09 0.90 LLap 0.94 0..67 3.33 7 RLap 1.15 2.56 0.45 RLap -4.27 4.92 0.87 RLap 0.94 0.37 3.33 8 LLap -1.35 8.43 0.16 MidS 5.04 5.89 0.86 RLap 0.52 0.96 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 19.8 19.8 19.8 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 14.8 0.0 0.0 1.00 1.00 1.14 1.00 1.,00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 14.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 7 25.0 0.0 0.0 13.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 8 25.0 0.0 0.0 19. 9 19.9 19.9 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 Main Girt Design 4 (Locate- 14.000) 8/ 6/13 12:llpm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 11 08ZO89 14.0000 25.00 1.81 6.33 0 117.1 0.00 0.70 12 08ZO60 14.0000 25.00 1.81 1.81 6.33 0 84.3 0.00 0.70 BWB Al88 of 362 U13R0049A-SCOTT GALVANIZING Page 36 Of 81 Job No Main Date -� 8/15/2013 Customer SEA CON LLC Designed BY S7-': Description SCOTT GALVANIZING 13 08Z089 14.0000 25.00 1.81 6.33 0 117.1 0.00 0.70 318.6 LOAD ID:Wind Pressure ------------------------ GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- I1 0. 94 -1.22 -1.39 0.00 -4.73 10.08 3.27 5.64 12 1.16 1.00 -1.00 -1.16 5.64 3.68 -1.64 12.50 3.68 5.64 13 1.39 1.22 -0.94 5.64 3.27 -4.73 14.92 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit I1 RLap -1.22 8.43 0.14 MidS -4.73 7.43 0.64 LLap 0.48 -0.92 3.33 12 LLap 1.00 2.56 0.39 LLap 3.68 5.20 0.71 LLap 0. 81 -0.18 3.33 13 LLap 1.22 8.43 0.14 MidS -4.73 7.43 0.64 RLap 0.48 -0.92 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 11 25.0 0.0 0.0 0.0 3.0 1.8 1.00 1.00 1.00 1.73 1.21 1.00 1.00 1.00 0.00 12 25.0 1.8 4.8 0.0 4.8 1.8 1.17 1.81 1.00 1.81 1.17 0.65 0.00 1.00 0.00 13 25.0 1.8 3.0 0.0 0.0 0.0 1.21 1.73 1.00 1.00 1.00 0.58 0.00 1.00 1.00 LOAD ID:Wind Suction ----------------------- -- GTRT ACTIONS: -Shear(k ) -------- --------------Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 11 -1.03 1.34 1.52 0.00 5.19 10.09 -3.55 -6.14 12 -1.27 -1.08 1.10 1.28 -6.14 -4.01 1.75 12.44 -4 .14 -6.29 13 -1.55 -1.36 1.16 -6.29 -3.65 5.46 15.07 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment (f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 11 RLap 1.34 8.43 0.16 MidS 5.19 5.89 0.88 LLap 0.53 1.01 3.33 12 RLap 1.10 2.56 0.43 RLap -4 .14 4. 92 0.84 RLap 0. 90 0. 18 3.33 B A189 of 362 U13R0049A-SCOTT GALVANIZING Page 37 Of 81 Job No I Main Date 8/15/2013 Customerl SEA CON LLC Designed B Descriptions SCOTT GALVANIZING 13 LLap -1.36 8.43 0.16 MidS 5.46 5.89 0.93 RLap 0.57 1.07 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Mom1/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 11 25.0 20.2 20.2 20.2 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 12 25.0 0.0 0.0 11.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 20.1 20.1 20.1 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 --------___ Main Girt Design 5 (Locate= 20.167) 8/ 6/13 12:11pm ___----- ------------------------------------- --------- GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08Z089 20.1667 25. 00 1.81 6.25 0 117.1 0.00 0.70 2 08Z060 20.1667 25. 00 1.81 1.81 6.25 0 84.3 0.00 0.70 3 08ZO54 20.1667 25.00 1.81 1.81 6.25 0 75.9 0.00 0.70 4 08ZO54 20.1667 25.00 1.81 1.81 6.25 0 75.9 0.00 0.70 5 08ZO54 20.1667 25.00 1.81 1.81 6.25 0 75.9 0.00 0.70 6 08ZO54 20.1667 25.00 1.81 1.81 6.25 0 75.9 0.00 0.70 7 08Z060 20.1667 25.00 1.81 1.81 6.25 0 84.3 0.00 0.70 8 08Z089 20.1667 25.00 1.81 6.25 0 117.1 0.00 0.70 706.4 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )--- - --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0. 91 -1 .22 -1.38 0.00 -4.54 9.94 3.52 5.87 2 1.20 1.04 -0.93 -1.09 5.87 3.84 -2.00 13.09 2.68 4.51 3 1. 13 0.97 -1.00 -1 .16 4.51 2.61 -2.49 12.35 2. 91 4.86 4 1. 15 0.99 -0. 98 -1 .14 4.86 2.92 -2.37 12.55 2.82 4.75 5 1. 14 0.98 -0.99 -1 .15 4.75 2.82 -2.37 12.45 2.92 4 .86 6 1.16 1.00 -0. 97 -1 .13 4.86 2.91 -2.49 12.65 2. 61 4.51 7 1.09 0.93 -1 .04 -1.20 4.51 2.68 -2.00 11.91 3.84 5.87 8 1.38 1.22 -0.91 5.87 3.52 -4.54 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect (in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit BwB A190 of 362 U13R0049A-SCOTT GALVANIZING Page 38 Of 81 I Job No Main Date i 8/15/2013 Customer SEA CON LLC 1 Designed By rV1LA:HS SYst' Y_S Description SCOTT GALVANIZING - r --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -1.22 8.43 0.14 MidS -4.54 7.43 0.61 LLap 0.47 -0.86 3.33 2 LLap 1.04 2.56 0.40 LLap 3.84 5.20 0.74 LLap 0.84 -0.33 3.33 3 RLap -1.00 1.86 0.53 RLap 2.91 4.41 0. 66 RLap 0.85 -0. 60 3.33 4 LLap 0.99 1.86 0.53 LLap 2.92 4.41 0.66 LLap 0.85 -0.55 3.33 5 RLap -0.99 1.86 0.53 RLap 2.92 4.41 0.66 RLap 0.85 -0.55 3.33 6 LLap 1.00 1.86 0.53 LLap 2.91 4.41 0.66 LLap 0.85 -0.60 3.33 7 RLap -1.04 2.56 0.40 RLap 3.84 5.20 0.74 RLap 0.84 -0.33 3.33 8 LLap 1.22 8.43 0.14 MidS -4.54 7.43 0. 61 RLap 0.47 -0.86 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 2 25.0 1.8 4.7 0.0 3.5 1.8 1.17 1,.80 1.00 1.77 1.20 0.65 0.00 1.00 0.00 3 25.0 1.8 3.2 0.0 3.5 1.8 1.21 1.75 1.00 1.76 1.20 0.58 0.00 1.00 0.00 4 25.0 1.8 3.6 0.0 3.4 1.8 1.20 1.77 1.00 1.76 1.20 0.60 0.00 1.00 0.00 5 25.0 1.8 3.4 0.0 3.6 1.8 1.20 1.76 1.00 1.77 1.20 0.59 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 3.2 1.8 1.20 1.76 1.00 1.75 1.21 0.60 0.00 1.00 0.00 7 25.0 1.8 3.5 0.0 4.7 1.8 1.20 1.77 1.00 1.80 1.17 0.59 0.00 1.00 0.00 8 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0. 60 0.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --- -Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.13 1.36 1.54 0.00 5.26 9.79 -3.92 -6.55 2 -1.32 -1.14 1.01 1.19 -6.55 -4.32 2.15 13.15 -2.92 -4.91 3 -1.24 -1.06 1.09 1.27 -4 .91 -2.83 2.74 12.33 -3.19 -5.34 4 -1.26 -1.08 1.07 1.25 -5.34 -3.21 2. 60 12.56 -3.09 -5.20 5 -1.25 -1.07 1.08 1.26 -5.20 -3.09 2.60 12.45 -3.20 -5.33 6 -1.27 -1.09 1.06 1.24 -5.33 -3.19 2.73 12.65 -2.85 -4.94 7 -1.20 -1.02 1.14 1.32 -4.94 -2.93 2.19 11.91 -4.21 -6.43 8 -1.52 -1.33 1.00 -6.43 -3.85 4 .97 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RLap 1.36 8.43 0.16 MidS 5.26 5.89 0.89 LLap 0.56 1.00 3.33 2 LLap -1.14 2.56 0.45 LLap -4.32 4.92 0.88 LLap 0. 94 0.35 3.33 3 RLap 1.09 1.86 0.59 MidS 2.74 3.09 0.89 RLap 0. 93 0.66 3.33 4 LLap -1.08 1.86 0.58 MidS 2.60 3.09 0.84 LLap 0. 93 0.60 3.33 5 RLap 1.08 1.86 0.58 MidS 2.60 3.09 0.84 RLap 0.93 0.60 3.33 6 LLap -1.09 1.86 0.59 MidS 2.73 3.09 0.88 LLap 0.93 0.66 3.33 7 RLap 1.14 2.56 0.44 RLap -4.21 4:92 0.86 RLap 0. 92 0.36 3.33 BUNG A191 of 362 U13R0049A-SCOTT GALVANIZING Page 39 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 8 LLap -1.33 8.43 0.16 MidS 4.97 5.89 0.84 RLap 0.51 0.95 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- -- 1 25.0 19.8 19.8 19.8 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 14.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 14.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 7 25.0 0.0 0.0 13.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 8 25.0 0.0 0.0 19.9 19.9 19.9 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 Main Girt Design 6 (Locate= 20.167) 8/ 6/13 12:11pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------ ------ ---- ----- ----- ----- ------ ---- ---- 11 08ZO89 20.1667 25.00 1. 81 6.25 0 117.1 0.00 0.70 12 08Z060 20.1667 25.00 1. 81 1.81 6.25 0 84.3 0.00 0.70 13 08Z089 20.1667 25.00 1. 81 6.25 0 117.1 0.00 0.70 318.6 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 11 0.93 -1.20 -1.37 0.00 -4. 67 10.08 3.23 5.56 12 1. 15 0. 98 -0.98 -1.15 5.56 3.63 -1. 61 12.50 3.63 5.56 13 1.37 1.20 -0.93 5.56 3.23 -4 . 67 14 .92 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect (in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 11 RLap -1.20 8 .43 0.14 MidS -4.67 7.43 0.63 LLap 0. 48 -0. 91 3.33 12 LLap 0.98 2.56 0.38 LLap 3.63 5.20 0.70 LLap 0.80 -0.18 3.33 13 LLap 1.20 8.43 0.14 MidS -4.67 7.43 0.63 RLap 0. 48 -0. 91 3.33 BWB A192 of 362 U13R0049A-SCOTT GALVANIZING Page 40 Of 81 Job No Main Date 8/15/2013 r_ Customer SEA CON LLC Designed B Description SCOTT GALVANIZING UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- 11 25.0 0.0 0.0 0.0 3.0 1.8 1.00 1.00 1.00 1.73 1.21 1.00 1.00 1.00 0.00 12 25.0 1.8 4.8 0.0 4.8 1.8 1. 17 1.81 1.00 1.81 1.17 0. 65 0.00 1.00 0.00 13 25.0 1.8 3.0 0.0 0.0 0.0 1.21 1.73 1.00 1.00 1.00 0.58 0.00 1.00 1.00 LOAD ID:Wind Suction ------------------------� GIRT ACTIONS: ---------Shear(k ) -------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- - --- ----- ----- ----- ----- ----- ----- ----- ----- ----- 11 -1.02 1.32 1.50 0.00 5.12 10.09 -3.51 -6.06 12 -1.25 -1.07 1.08 1.26 -6.06 -3.96 1.73 12.44 -4.09 -6.21 13 -1.53 -1.35 1.14 -6.21 -3.61 5.39 15.07 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 11 RLap 1.32 8.43 0.16 MidS 5.12 5.89 0.87 LLap 0.52 1.00 3.33 12 RLap 1.08 2.56 0.42 RLap -4.09 4.92 0.83 RLap 0.89 0.18 3.33 13 LLap -1.35 8.43 0.16 MidS 5.39 5.89 0.91 RLap 0.57 1.05 3.33 UNBRACE LENGTHS: Bay ---------Minor -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 11 25.0 20.2 20.2 20.2 0.0 0.0 1. 14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 12 25.0 0.0 0.0 11.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 20.1 20.1 20.1 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Main Girt Design 7 (Locate= 26.500) 8/ 6/13 12:11pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08ZO89 26.5000 25.00 1.81 6.33 0 117.1 0.00 0.70 2 08ZO60 26.5000 25.00 1.81 1.81 6.33 0 84.3 0.00 0.70 3 08ZO54 26.5000 25.00 1 .81 1.81 6.33 0 75.9 0.00 0.70 avift A193 of 362 U13R0049A-SCOTT GALVANIZING Page 41 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING I 4 08Z054 26.5000 25.00 1.81 1.81 6.33 0 75.9 0.00 0.70 5 08Z054 26.5000 25.00 1.81 1.81 6.33 0 75.9 0.00 0.70 6 08Z054 26.5000 25.00 1.81 1.81 6.33 0 75.9 0.00 0.70 7 08Z060 26.5000 25.00 1.81 1. 81 6.33 0 84.3 0.00 0.70 8 08Z089 26.5000 25.00 1.81 6.33 0 117.1 0.00 0.70 706.4 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k ) - - --------------Moment(f-k ) ------ Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0. 93 -1.23 -1.40 0.00 -4.60 9.94 3.56 5.95 2 1.22 1.05 -0.94 -1.11 5.95 3.90 -2.03 13.09 2.72 4.57 3 1.15 0. 98 -1.01 -1.18 4.57 2.64 -2.52 12.35 2.95 4 .93 4 1. 17 1.00 -0.99 -1.16 4.93 2.96 -2.40 12.55 2.86 4.81 5 1. 16 0. 99 -1.00 -1.17 4.81 2.86 -2.40 12.45 2. 96 4.93 6 1.18 1.01 -0.98 -1.15 4.93 2.95 -2.52 12. 65 2. 64 4.57 7 1.11 0. 94 -1.05 -1.22 4.57 2.72 -2.03 11. 91 3.90 5.95 8 1.40 1.23 -0.93 5.95 3.56 -4.60 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -1.23 8.43 0.15 MidS -4.60 7.43 0.62 LLap 0.47 -0.88 3.33 2 LLap 1.05 2.56 0.41 LLap 3.90 5.20 0.75 LLap 0.85 -0.34 3.33 3 RLap -1.01 1.86 0.54 RLap 2.95 4.41 0.67 RLap 0.86 -0. 61 3.33 4 LLap 1.00 1.86 0.54 LLap 2. 96 4.41 0.67 LLap 0.86 -0.55 3.33 5 RLap -1.00 1.86 0.54 RLap 2.96 4.41 0.67 RLap 0.86 -0.55 3.33 6 LLap 1.01 1.86 0.54 IaLap 2.95 4 .41 0.67 T,Lap 0.86 -0.61 .3.33 7 RLap -1.05 2.56 0.41 RLap 3.90 5.20 0.75 RLap 0.85 -0.34 3.33 8 LLap 1.23 8.43 0.15 MidS -4.60 7.43 0.62 RLap 0.47 -0.88 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- - -----Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 2 25.0 1.8 4.7 0.0 3.5 1.8 1. 17 1.80 1.00 1.77 1.20 0. 65 0.00 1.00 0.00 3 25.0 1.8 3.2 0.0 3.5 1.8 1.21 1.75 1.00 1.76 1.20 0.58 0.00 1.00 0.00 4 25.0 1.8 3. 6 0.0 3.4 1.8 1.20 1.77 1.00 1.76 1.20 0.60 0.00 1.00 0.00 5 25.0 1.8 3.4 0.0 3. 6 1.8 1.20 1.76 1.00 1.77 1.20 0.59 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 3.2 1.8 1.20 1.76 1.00 1.75 1.21 0. 60 0.00 1.00 0.00 7 25.0 1.8 3.5 0.0 4.7 1.8 1.20 1.77 1.00 1.80 1.17 0.59 0.00 1.00 0.00 8 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0. 60 0.00 1.00 1.00 BWB Al94 of 362 U13R0049A-SCOTT GALVANIZING Page 42 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC - - DesignedBY Description SCOTT GALVANIZING LOAD ID:Wind Suction ------------ ------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.14 1.38 1.56 0.00 5.33 9.79 -3.97 -6.64 2 -1.34 -1.16 1.02 1.21 -6.64 -4.37 2.18 13.15 -2.95 -4.98 3 -1.26 -1.07 1.11 1.29 -4.98 -2.87 2.78 12.33 -3.23 -5.41 4 -1.28 -1.10 1.08 1.27 -5.41 -3.25 2.63 12.56 -3.13 -5.26 5 -1.27 -1.08 1.10 1.28 -5.26 -3.13 2.63 12.45 -3.25 -5.40 6 -1.29 -1.11 1.07 1.26 -5.40 -3.23 2.76 12.65 -2.89 -5.01 7 -1.21 -1.03 1.15 1.34 -5.01 -2.97 2.22 11.91 -4.27 -6.52 8 -1.54 -1.35 1.01 -6.52 -3.90 5.04 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Cale Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 1.38 8.43 0.16 MidS 5.33 5.89 0.90 LLap 0.56 1.02 3.33 2 LLap -1.16 2.56 0.45 LLap -4.37 4.92 0.89 LLap 0. 95 0.35 3.33 3 RLap 1.11 1.86 0.59 MidS 2.78 3.09 0.90 RLap 0. 94 0.67 3.33 4 LLap -1.10 1.86 0.59 MidS 2.63 3.09 0.85 LLap 0. 94 0.60 3.33 5 RLap 1.10 1.86 0..59 MidS 2.63 3.09 0.85 RLap 0. 94 0.61 3.33 6 LLap -1.11 1.86 0.59 MidS 2.76 3.09 0.90 LLap 0. 94 0.67 3.33 7 RLap 1.15 2.56 0,45 RLap -4.27 4.92 0.87 RLap 0. 94 0.37 3.33 8 LLap -1.35 8.43 0.16 MidS 5.04 5.89 0.86 RLap 0.52 0.96 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- -----Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- --- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 25.0 19.8 19.8 1948 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1:14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 14.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14 .4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 14.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 7 25.0 0.0 0.0 13.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 8 25.0 0.0 0.0 19.9 19.9 19. 9 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 �=cco=cc==000=ema=�=cam=a=caa�an��a=a=a=a�a�a�saaa===ooac=a=c==cco=cc==os=a==mac Main Girt Design 8 (Locate- 26.500) 8/ 6/13 12:11pm xoo=000cooc=c=e=eacccc=axa----==oc=oa==oaaa-------------•^---^----- ^^ -_�oco- GIRT LAYOUT: Available Reduction Design --Lap(ft) -- Load No. Factor BWB A195 of 362 U13RO049A-SCOTTGALVANIZING Page 43 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By, Description SCOTT GALVANIZING T - Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 11 08ZO89 26.5000 25.00 1.81 6.33 0 117.1 0.00 0.70 12 08Z060 26.5000 25.00 1.81 1.81 6.33 0 84.3 0.00 0.70 13 08ZO89 26.5000 25.00 1.81 6.33 0 117.1 0.00 0.70 318.6 LOAD ID:Wind Pressure ------------------------ GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 11 0. 94 -1.22 -1.39 0.00 -4.73 10.08 3.27 5.64 12 1.16 1.00 -1.00 -1.16 5.64 3.68 -1.64 12.50 3.68 5.64 13 1.39 1.22 -0.94 5.64 3.27 -4.73 14.92 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit I1 RLap -1.22 8.43 0.14 MidS -4�-73 7.43 0.64 LLap 0.48 -0. 92 3.33 12 LLap 1.00 2.56 0.39 LLap 3,68 5.20 0.71 LLap 0. 81 -0.18 3.33 13 LLap 1.22 8.43 0.14 MidS -4 73 7.43 0.64 RLap 0.48 -0.92 3.33 UNBRACE LENGTHS: Bay ---- Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 11 25.0 0.0 0.0 0.0 3.0 1.8 1.00 1.00 1.00 1.73 1.21 1.00 1.00 1.00 0.00 12 25.0 1.8 4.8 0.0 4.8 1.8 1.17 1.81 1.00 1.01 1.17 0. 65 0.00 1.00 0.00 13 25.0 1.8 3.0 0.0 0.0 0.0 1.21 1.73 1.00 1.00 1.00 0.58 0.00 1.00 1.00 LOAD ID:Wind Suction GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 11 -1.03 1.34 1.52 0.00 5.19 10.09 -3.55 -6.14 12 -1.27 -1.08 1.10 1.28 -6.14 -4.01 1.75 12.44 -4 .14 -6.29 13 -1.55 -1.36 1. 16 -6.29 -3. 65 5.46 15.07 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect (in) BWB A196 of 362 U13R0049A-SCOT?GALVANIZING Page 44 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ------ 11 RLap 1.34 8.43 0.16 MidS 5.19 5.89 0.88 LLap 0*53 1.01 3.33 12 RLap 1.10 2.56 0.43 RLap -4.14 4.92 0.84 RLap 0..90 0.18 3.33 13 LLap -1.36 8.43 0.16 MidS 5.46 5.89 0.93 RLap 0.,57 1.07 3.33 UNBRACE LENGTHS: Bay --- Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 11 25.0 20.2 20.2 20.2 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 12 25.0 0_0 0.0 ll.7 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 20.1 20.1 20.1 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Main Girt Design 9 (Locate= 32.000) 8/ 6/13 12:llpm ------------ -------- ---------------------- GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In -- ------- ------ ---- ----- ----- ----- ------ ---- ---- 9 08C060 32.0000 25.00 0.42 0 73.6 0.00 0.62 73.6 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k ) -------- --------------Moment(f-k ) ------ -- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 9 0.08 -0.08 0.00 -0.48 12.50 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment (f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 9 LSup 0.08 2.56 0.03 MidS -0.48 4 .85 0.10 RLap 0.08 -0.17 3.33 UNBRACE LENGTHS: Bay -- --Minor ----- -----------Cb----------- -----Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 9 25.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 BWB A197 of 362 U13R0049A-SCOTT GALVANIZING Page 45 Of 81 Job No Main Date 18/15/2013 Customer � SEA CON LLC Designed By l't_ ;�, �_,_,, Description I SCOTT GALVANIZING LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 9 -0.08 0.08 0.00 0.52 12.50 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 9 LSup -0.08 2.56 0.03 MidS 0.52 3.02 0.1V LLap 0.08 0.18 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb ------ --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 9 25.0 25.0 25.0 25.0 25.0 25.0 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 -C- - -=--G----------=G--------- ----------------------- Main Girt Design 10 (Locate- 32.000) 8/ 6/13 12:llpm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 10 08C060 32.0000 25.00 0.42 0 V3.6 0.00 0.62 V3.6 LOAD ID:Wind Pressure ---------------------------- GIRT ACTIONS: -Shear(k )-------- Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 10 0.08 -0.08 0.00 -0.48 12.50 0.00 STRENGTH/DEFLECTION: Bay -Shear(k ) ------ -----Moment (f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit BWB A198 of 362 U13R0049A-SCOTT GALVANIZING Page 46 Of 81 Job No Main Date 8/15/2013 IL A Customer SEA CON LLC I Designed By t y t,.S FMS Description SCOTT GALVANIZING --- ---- ------ ----- ---- ---- ------ ----- ---- --I- ---- ----- ----- 10 LSup 0.08 2.56 0.03 MidS 0.48 4.85 0.10 RLap 0.08 0.17 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 10 25.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 10 -0.08 0.08 0.00 0.52 12.50 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ------ ----- ---- ----- ------ ----- ---- ---- ---- ----- ----- 10 LSup -0.08 2.56 0.03 MidS 0.52 3.02 0.17 LLap 0.08 0.18 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 10 25.0 25.0 25.0 25.0 25.0 25.0 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 Main Girt Design 11 (Locate= 32.833) 8/ 6/13 12:11pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08ZO89 32.8333 25.00 1.81 6.58 0 117.1 0.00 0.70 2 08Z060 32.8333 25. 00 1.81 1.81 6.58 0 84.3 0.00 0.70 3 08ZO54 32.8333 25.00 1.81 1.81 6.58 0 75.9 0.00 0.70 4 08ZO54 32.8333 25. 00 1.81 1. 81 6.58 0 75.9 0.00 0.70 5 08ZO54 32.8333 25. 00 1. 81 1.81 6.58 0 75.9 0.00 0.70 6 08ZO54 32.8333 25. 00 1.81 1.81 6.58 0 75.9 0.00 0.70 7 08Z054 32 .8333 25. 00 1.81 1.81 6.58 0 75.9 0.00 0.70 8 08Z054 32.8333 25.00 1.81 1.81 6.58 0 75.9 0.00 0.70 BWB A199 of 362 U13R0049A-SCOTT GALVANIZING Page 47 Of 81 Job No I Main Date 8/15/2013 Customer l SEA CON LLC Designed B Description SCOTT GALVANIZING 9 08Z054 32.8333 25.00 1. 81 1.81 3.83 0 75. 9 0.00 0.70 10 08Z054 32.8333 25.00 1.81 1.81 3.83 0 75.9 0.00 0.70 11 08Z060 32.8333 25.00 1.81 1.81 6.58 0 84.3 0.00 0.70 12 08Z06O 32.8333 25.00 1.81 1.81 6.58 0 84.3 0.00 0.70 13 08Z089 32.8333 25.00 1.81 6.58 0 117.1 0.00 0.70 1094.3 LOAD ID:Wind Dre33ure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.96 -1.28 -1.46 0.00 -4.78 9.94 3.70 6.19 2 1.27 1..09 -0.98 -1.15 6.19 4.05 -2.11 13.09 2.82 4 .75 3 1.20 1.02 -1.05 -1.22 4.75 2.75 -2. 63 12.35 3.06 5.12 4 1.21 1.04 -1.03 -1.21 5.12 3.08 -2.49 12.54 2.99 5.01 5 1.21 1.03 -1.04 -1.21 5.01 2.98 -2.52 12.48 3.03 5.06 6 1.21 1.04 -1.03 -1.21 5.06 3.02 -2.54 12.54 2.94 4. 97 7 1.20 1.02 -1.05 -1.22 4.97 2.96 -2.43 12.36 3.24 5.30 8 1.26 1.08 -0.98 -1.16 5.30 3.18 -2.89 13.01 2.12 4.06 9 0.77 0, 67 -0.53 -0. 64 4.07 2.16 -1.23 13.71 1.30 2.36 10 0. 64 0.53 -0.67 -0.77 2.36 1.30 -1.22 11.27 2.78 4.09 11 1. 17 1.00 -1.07 -1.25 4.09 2.13 -3.01 12.12 2.91 5.01 12 1.17 0.99 -1.08 -1.25 5.01 3.06 -2.01 12.05 4.00 6.11 13 1.45 1.28 -0.97 6.11 3.63 -4.81 15.03 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -1.28 8.43 0.15 MidS -4.78 7.43 0.64 LLap 0.49 -0. 91 3.33 2 LLap 1.09 2.56 0.43 LLap 4.05 5.20 0.78 LLap 0.89 -0.35 3.33 3 RLap -1.05 1.86 0.56 RLap 3.06 4.41 0.69 RLap 0.89 -0.63 3.33 4 LLap 1.04 1.86 0.56 LLap 3.08 4.41 0.70 LLap 0.89 -0.57 3.33 5 RLap -1.04 1.86 0.56 RLap 3.03 4.41 0.69 RLap 0.88 -0.59 3.33 6 LLap 1.04 1.86 0.56 LLap 3.02 4.41 0.69 LLap 0.88 -0.60 3.33 7 RLap -1.05 1.86 0.56 RLap 3.24 4.41 0.74 RLap 0.93 -0.54 3.33 8 LLap 1.08 1.86 0.58 LLap 3.18 4.41 0.72 LLap 0.93 -0.75 3.33 9 LLap 0.67 1.86 0.36 LLap 2.76 4.41 0.63 LLap 0.72 -0.21 3.33 10 RLap -0.67 1.86 0.36 RLap 2.78 4.41 0.63 RLap 0.73 -0.21 3.33 11 RLap -1.07 2.56 0.42 MidS -3.01 4.92 0.61 RLap 0.70 -0.73 3.33 12 RLap -1.08 2.56 0.42 RLap 4.00 5.20 0.77 RLap 0.88 -0.31 3.33 13 LLap 1.28 8.43 0.15 MidS -4.81 7.43 0.65 RLap 0.49 -0.92 3.33 UNBRACE LENGTHS: Bay ---------Minor ----- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap B1N8 A200 of 362 U13R0049A-SCOTT GALVANIZING Page 48 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By ( Description SCOTT GALVANIZING 1 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 2 25.0 1.8 4.7 0.0 3.5 1.8 1.17 1.80 1.00 1.77 1.20 0.65 0.00 1.00 0.00 3 25.0 1.8 3.2 0.0 3.5 1.8 1.21 1.75 1.00 1.76 1.20 0.58 0.00 1.00 0.00 4 25.0 1.8 3.6 0.0 3.5 1.8 1.20 1.77 1.00 1.16 1.20 0.60 0.00 1.00 0.00 5 25.0 1.8 3.4 0.0 3.5 1.8 1.20 1.76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 3.4 1.8 1.20 1.76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 7 25.0 1.8 3.5 0.0 3.7 1.8 1.20 1.77 1.00 1.77 1.19 0.60 0.00 1.00 0.00 8 25.0 1.8 3.5 0.0 2.4 1.8 1.20 1.76 1.00 1.73 1.25 0. 60 0.00 1.00 0.00 9 25.0 1.8 5.3 0.0 2.9 1.8 1.15 1.81 1.00 1.76 1.23 0.68 0.00 1.00 0.00 10 25.0 1.8 2.9 0.0 5.3 1.8 1.23 1.76 1.00 1.82 1.15 0.55 0.00 1.00 0.00 11 25.0 1.8 2.4 0.0 3.2 1.8 1.25 1.73 1.00 1.75 1.21 0.52 0.00 1.00 0.00 12 25.0 1.8 3.8 0.0 4.7 1.8 1.19 1.78 1.00 1.80 1.17 0. 61 0.00 1.00 0.00 13 25.0 1.8 3.2 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0.59 0.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- ------- -Moment (f-k ) - Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- -- ----- ----- ----- ----- ----- 1 -1.19 1.43 1.62 0.00 5.54 9.79 -4.13 -6.90 2 -1.39 -1.20 1.06 1.26 -6.90 -4.55 2.27 13.15 -3.07 -5.17 3 -1.31 -1.12 1.15 1.34 -5.17 -2.98 2.89 12.33 -3.36 -5.62 4 -1.33 -1.14 1.13 1.32 -5.62 -3.38 2.73 12.55 -3.27 -5.49 5 -1.32 -1.13 1.14 1,33 -5.49 -3.27 2.76 12.48 -3.32 -5.55 6 -1.33 -1.14 1.13 1.32 -5.55 -3.31 2.79 12.54 -3.22 -5.44 7 -1.31 -1.12 1.15 1.34 -5.44 -3.24 2.66 12.36 -3.55 -5.81 8 -1.38 -1.19 1.08 1.27 -5.81 -3.48 3.16 13.01 -2.32 -4.45 9 -0.85 -0.73 0.58 0.70 -4.45 -3.02 1.35 13.71 -1.42 -2.59 10 -0.70 -0.58 0.74 0.85 -2.59 -1.43 1.33 11.26 -3.06 -4.49 11 -1.29 -1.09 1.17 1.36 -4.49 -2.33 3.31 12.14 -3.16 -5.46 12 -1.27 -1.08 1.19 1.38 -5.46 -3.33 2.16 11.99 -4.49 -6.81 13 -1. 62 -1.43 1.19 -6.81 -4.05 5.57 15.17 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RLap 1.43 8.43 0.17 MidS 5.54 5.89 0.94 LLap 0.58 1.06 3.33 2 LLap -1.20 2.56 0.47 LLap -4.55 4.92 0.92 LLap 0. 99 0.37 3.33 3 RLap 1.15 1.86 0.62 MidS 2.89 3.09 0.94 RLap 0. 98 0.70 3.33 4 LLap -1.14 1.86 0.61 MidS 2.73 3.09 0.88 LLap 0. 98 0.63 3.33 5 RLap 1.14 1.86 0.61 MidS 2.76 3.09 0.89 RLap 0. 97 0.64 3.33 6 LLap -1.14 1.86 0.61 MidS 2.79 3.09 0.90 LLap 0.97 0.65 3.33 7 RLap 1.15 1.86 0.62 MidS 2.66 3.09 0.86 RLap 1.01 0.59 3.33 8 LLap -1.19 1.86 0.64 MidS 3.16 3.09 1.03 LLap 1.01 0.82 3.33 9 LLap -0.73 1.86 0.39 LLap -3.02 4 .41 0.69 LLap 0.79 0.23 3.33 10 RLap 0.74 1.86 0.39 RLap -3.06 4.41 0.69 RLap 0.80 0.22 3.33 11 RLap 1.17 2.56 0.,46 MidS 3.31 3.64 0.91 RLap 0.76 0.81 3.33 12 RLap 1.19 2.56 0.46 RLap -4 .49 4. 92 0.91 RLap 0. 98 0.32 3.33 BWB A201 of 362 U13R0049A-SCOTTGALVANIZING Page 49 Of 81 Job Nol Main Date 8/15/2013 Customer SEA CON LLC Designed By, iDescription SCOTT GALVANIZING I � 13 LLap -1.43 0.43 0.17 MidS 5.57 5.89 0.95 r<Lap 0.59 1.07 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------MoMI/MoM2---- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 19.8 19. 8 19.8 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 14.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14.3 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 14.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 7 25.0 0.0 0.0 14.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 8 25.0 0.0 0.0 15.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 9 25.0 0.0 0.0 13.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 10 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 11 25.0 0.0 0.0 15.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 12 25.0 0.0 0.0 12.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 19.9 19.9 19.9 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Main Girt Design 12 (Locate= 39.667) 8/ 6/13 12:11pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ----- ---- ----- ----- ----- ------ ---- ---- 1 08ZO89 39.6667 25.00 1. 81 6.83 0 117.1 0.00 0.70 2 08Z060 39.6667 25.00 1.81 1.81 6.83 0 84.3 0.00 0.70 3 08ZO54 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 4 08ZO54 39.6667 25.00 1. 81 1. 81 6.83 0 7.5.9 0.00 0.70 5 08ZO54 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 6 08ZO54 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 7 08ZO54 39. 6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 8 08ZO54 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 9 08ZO54 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 10 08ZO54 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 11 08ZO54 39.6667 25.00 1.81 1.81 6.83 0 75.9 0.00 0.70 12 08Z060 39.6667 25.00 1.81 1.81 6.83 0 84.3 0.00 0.70 13 08ZO89 39.6667 25.00 1.81 6.83 0 117.1 0.00 0.70 1085.9 LOAD ID:Wind Pressure GIRT ACTIONS: Shear(k ) -------- --------------Moment (f-k ) -------------- BWB A202 of 362 U13R0049A-SCOTT GALVANIZING Page 50 Of 81 Job No I Main Date 8/15/2013 Customer , SEA CON LLC Designed B Description SCOTT GALVANIZING Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 1.00 -1.33 -1.51 0.00 -4.97 9.94 3.85 6.42 2 1.32 1.13 -1.01 -1.20 6.42 4.20 -2.19 13.09 2.93 4.93 3 1.24 1.06 -1.09 -1.27 4.93 2.85 -2.73 12.35 3.17 5.31 4 1.26 1.08 -1.07 -1.25 5.31 3.19 -2.59 12.54 3.11 5.21 5 1.25 1.07 -1.07 -1.26 5.21 3.10 -2.62 12.49 3.12 5.24 6 1.26 1.07 -1.07 -1.26 5.24 3.13 -2.61 12.50 3.12 5.23 7 1.26 1.07 -1.07 -1.26 5.23 3.12 -2.62 12.50 3.12 5.23 8 1.26 1.07 -1.07 -1.26 5.23 3.12 -2. 61 12.50 3.13 5.24 9 1.26 1.07 -1.07 -1.25 5.24 3.12 -2.62 12.51 3.10 5.21 10 1.25 1.07 -1.08 -1.26 5.21 3.11 -2.59 12.46 3.19 5.31 11 1.27 1.09 -1.06 -1.24 5.31 3.17 -2.73 12.65 2.85 4.93 12 1.20 1.01 -1.13 -1.32 4.93 2,93 -2.19 11.91 4.20 6.42 13 1.51 1.33 -1.00 6.42 3,,85 -4.97 15.06 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -1.33 8.43 0.16 MidS -4.97 7.43 0.67 LLap 0.51 -0.94 3.33 2 LLap 1.13 2.56 0.44 LLap 4.20 5.20 0.81 LLap 0.92 -0.36 3.33 3 RLap -1.09 1.86 0.58 RLap 3.17 4.41 0.72 RLap 0.93 -0.66 3.33 4 LLap 1.08 1.86 0.58 LLap 3.19 4.41 0.72 LLap 0.93 -0.59 3.33 5 RLap -1.07 1.86 0.58 RLap 3.12 4.41 0.71 RLap 0.91 -0.61 3.33 6 LLap 1.07 1.86 0.58 LLap 3.13 4.41 0.71 LLap 0.91 -0.61 3.33 7 LLap 1.07 1.86 0.58 LLap 3.12 4.41 0.71 LLap 0.91 -0.61 3.33 8 RLap -1.07 1.86 0.58 RLap 3.13 4.41 0.71 RLap 0.91 -0.61 3.33 9 LLap 1.07 1.86 0.58 LLap 3.12 4.41 0.71 LLap 0.91 -0.61 3.33 10 RLap -1.08 1.86 0.58 RLap 3.19 4.41 0.72 RLap 0.93 -0.59 3.33 11 LLap 1.09 1.86 0.58 LLap 3.17 4.41 0.72 LLap 0.93 -0.66 3.33 12 RLap -1.13 2.56 0.44 RLap 4.20 5.20 0.81 RLap 0.92 -0.36 3.33 13 LLap 1.33 8,,43 0.16 MidS -4.97 7.43 0.67 RLap 0.51 -0.94 3.33 UNBRACE LENGTHS: Bay - ---Minor- -----------Cb----------- --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 0.0 0.0 0.0 3.3 1.8 1.00 1.00 1.00 1.74 1.20 1.00 1.00 1.00 0.00 2 25.0 1.8 4.7 0.0 3.5 1.8 1.17 1.80 1.00 1.77 1.20 0.65 0.00 1.00 0.00 3 25.0 1.8 3.2 0.0 3.5 1.8 1.21 1.75 1.00 1.76 1.20 0.58 0.00 1.00 0.00 4 25.0 1.8 3. 6 0.0 3.5 1.8 1.20 1.77 1.00 1.76 1.20 0.60 0.00 1.00 0.00 5 25.0 1.8 3.4 0.0 3.5 1.8 1.20 1.76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 6 25.0 1.8 3.5 0.0 3.5 1.8 1.20 1.76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 7 25.0 1.8 3.5 0.0 3.5 1.8 1.20 1.76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 8 25.0 1.8 3.5 0.0 3.5 1.8 1,20 1.76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 9 25.0 1.8 3.5 0.0 3.4 1.8 1,20 1.76 1.00 1.76 1.20 0.60 0.00 1.00 0.00 10 25.0 1.8 3.5 0.0 3.6 1.8 1.20 1.76 1.00 1.77 1.20 0. 60 0.00 1.00 0.00 11 25.0 1.8 3.5 0.0 3.2 1.8 1.20 1.76 1.00 1.75 1.21 0.60 0.00 1.00 0.00 12 25.0 1.8 3.5 0.0 4.7 1.8 1.20 1.77 1.00 1.80 1.17 0.59 0.00 1.00 0.00 13 25.0 1.8 3.3 0.0 0.0 0.0 1.20 1.74 1.00 1.00 1.00 0.60 0.00 1.00 1.00 9Wa A203 of 362 U13R0049A-SCOTT GALVANIZING Page 51 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC f Designed B Description SCOTT GAT,VANTRTNG C I LOAD ID:Wind Suction ------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) ------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.23 1.49 1.69 0.00 5.75 9.79 -4.29 -7.16 2 -1.45 -1.25 1.10 1.30 -7.16 -4.72 2.35 13.15 -3.19 -5.37 3 -1.36 -1.16 1.19 1.39 -5.37 -3.09 3.00 12.33 -3.48 -5.83 4 -1.38 -1.18 1.17 1.37 -5.83 -3.51 2.83 12.54 -3.40 -5.70 5 -1.37 -1.17 1.18 1.38 -5.70 -3.39 2.87 12.49 -3.42 -5.74 6 -1.38 -1.18 1.18 1.37 -5.74 -3.42 2.86 12.50 -3.42 -5.73 7 -1.38 -1.18 1.18 1.38 -5.73 -3.42 2.87 12.50 -3.42 -5.73 8 -1.37 -1.18 1.18 1.38 -5.73 -3.42 2.86 12.50 -3.42 -5.74 9 -1.38 -1.18 1.17 1.37 -5.74 -3.42 2.87 12.51 -3.39 -5.70 10 -1.37 -1.17 1.18 1.38 -5.70 -3.40 2.83 12.46 -3.51 -5.83 11 -1.39 -1.19 1.16 1.36 -5.83 -3.48 3.00 12.67 -3.09 -5.37 12 -1.30 -1.10 1.25 1.45 -5.37 -3.19 2.35 11.85 -4.72 -7.16 13 -1.69 -1.49 1.23 -7.16 -4.29 5.75 15.21 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 1.49 8.43 0.18 MidS 5.75 5.89 0.98 LLap 0.61 1.10 3.33 2 LLap -1.25 2.56 0.49 LLap -4.72 4.92 0.96 LLap 1.03 0.38 3.33 3 RLap 1.19 1.86 0.64 MidS 3.00 3.09 0.97 RLap 1.02 0.73 3.33 4 LLap -1.18 1.86 0.63 MidS 2.83 3.09 0.92 LLap 1.02 0.65 3.33 5 RLap 1.18 1.86 0.63 MidS 2.87 3.09 0.93 RLap 1. 00 0.67 3.33 6 LLap -1.18 1.86 0.63 MidS 2.86 3.09 0.93 LLap 1.00 0.66 3.33 7 LLap -1.18 1.86 0.63 MidS 2.87 3.09 0.93 LLap 1.00 0.67 3.33 8 RLap 1.18 1.86 0.63 MidS 2.86 3.09 0.93 RLap 1.00 0.66 3.33 9 LLap -1.18 1.86 0.63 MidS 2.87 3.09 0.93 LLap 1.00 0.67 3.33 10 RLap 1.18 1.86 0.63 MidS 2.83 3.09 0.92 RLap 1.02 0.65 3.33 11 LLap -1.19 1.86 0.64 MidS 3.00 3.09 0.97 LLap 1.02 0.73 3.33 12 RLap 1.25 2.56 0.49 RLap -4.72 4.92 0.96 RLap 1.03 0.38 3.33 13 LLap -1.49 8.43 0.18 MidS 5.75 5.89 0.98 RLap 0. 61 1.10 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- - Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 19.8 19.8 19.8 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1 .00 1.00 1.00 3 25.0 0.0 0.0 14.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 14.3 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 14.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 7 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1 .00 1.00 1.00 1.00 BWB A204 of 362 U13R0049A-SCOTT GALVANIZING Page 52 Of 81 Job No Main Date 8/15/2012 Customer SEA CON LLC Designed B d Vli.ryl Description SCOTT GALVANIZING 8 25.0 0.0 0.0 14.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 9 25.0 0.0 0.0 14.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 10 25.0 0.0 0.0 14.3 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 11 25.0 0.0 0.0 14.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 12 25.0 0.0 0.0 13.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 13 25.0 0.0 0.0 19.8 19.8 19.8 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 -- ---------- ----------------- Main Wall Panel Summary (Bay= 1) 8/ 6/13 12:11pm PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height 1 CW6-80 CW 26.00 80.0 0.44 46.50 MOMENTS & DEFLECTION: ----------Moment(ft-lb/ft)--------- Span Span Support Midspan ---Deflect(in) -- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC 1 4.17 WP 54.7 181.1 0.30 -16.9 134.7 0.13 -0.01 0.56 0.02 WS -72.8 134.7 0.54 22.5 181.1 0.12 0.01 0.56 0.03 6.50 WP 63.4 181.1 0.35 -37.1 134.7 0.28 -0.10 0.87 0.12 WS -84.4 134.7 0.63 49.4 181.1 0.27 0.13 0.87 0.15 6.17 WP 63.4 181.1 0.35 -26.0 134.7 0.19 -0.05 0.82 0.06 WS -84.4 134.7 0.63 34.6 181.1 0.19 0.07 0.82 0.08 4 6.33 WP 61.7 181.1 0.34 -31.6 134.7 0.23 -0.07 0.84 0.09 WS -82.1 134.7 0.61 42.1 181.1 0.23 0.10 0.84 0.12 5 6.33 WP 61.7 181.1 0.34 -30.1 134.7 0.22 -0.07 0.84 0.08 WS -82.1 134.7 0.61 40.1 181.1 0.22 0.09 0.84 0.11 6 6.83 WP 91.1 181.1 0.50 -31.0 134.7 0.23 -0.07 0.91 0.07 WS -121.3 134.7 0.90 41.2 181.1 0.23 0.09 0.91 0.10 7 6.83 WP 91.1 181.1 0.50 -65.6 134.7 0.49 -0.23 0.91 0.25 WS -121.3 134.7 0.90 87.3 181.1 0.48 0.30 0.91 0.33 WP - Wind Pressure WS - Wind Suction Main Weight Summary 8/ 6/13 12:llpm Girts = 6317.97 Frame Openings = 0.00 6317.97 BWB A205 of 362 U13R0049A-SCO T GALVANIZING Page 53 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING Main Warning Summary 8/ 6/13 12:11pm . . No Warnings BWB A206 of 362 U13R0049A-SCOTT GALVANIZING Page 54 Of 81 Job No Main Date 8/15/2013 - �y� Customer SEA CON LLC Designed B Description SCOTT GALVANIZING ________------------------ Main Endwall Design Code 8/ 6/13 2:44pm _ -=_________ STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) Main Column & Rafter Design 8/ 6/13 2:44pm MEMBER SIZES: Member Member ---Web_Size-- -Flange Size- Member Member Id Locate Part Depth Thick Width Thick Length Weight Col-1 0.7 Col-2 25.7 W1415831 13.38 0.150 8.00 0.313 46.4 1105.7 Col-3 54.3 W1415831 13.38 0.150 8.00 0.313 46.4 1105.7 Col-4 79.3 Total- 2211.44 DESIGN ACTIONS/STRENGTH: Load ---Axial(k )-- ---Shear(k )-- -Moment(f-k ) - Id Id Calc Limit Calc Limit Calc Limit Col-2 1 1.11 27.30 0.00 20.78 0.00 23.94 Col-2 2 1.11 27.30 0.00 20.78 0.00 23.94 Col-2 3 1.11 27.30 0.00 20.78 0.00 23c94 Col-2 4 1.11 27.30 0.00 20.78 0.00 23.94 Col-2 5 1.11 27.30 0.00 20.78 0.00 23.94 Col-2 6 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-2 7 1.11 27.30 5.34 20.78 22.88 23.94 Col-2 8 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-2 9 1.11 27.30 5.34 20.78 22.88 23.94 Col-2 10 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-2 11 1.11 27.30 5.34 20.78 22.88 23._94 Col-2 12 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-2 13 1.11 27.30 5.34 20.78 22.88 23.94 Col-2 14 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-2 15 1.11 27.30 -4 .88 20.78 -20.89 23.:94 Col-2 16 1.11 27.30 5.34 20.78 22.88 23.94 BWB A207 of 3 22 U13R0049A-SCOTT GALVANIZING Page 55 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed S Description SCOTT GALVANIZING Col-2 17 1.11 27.30 5.34 20.78 22.88 23.94 Col-2 18 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 19 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 20 1.11 27.30 -3.66 20.78 -15. 67 23. 94 Col-2 21 1.11 27.30 4.00 20.78 1'/.16 23. 94 Col-2 22 1.11 27.30 -3.66 20.78 -15. 67 23.94 Col-2 23 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 24 1.11 27.30 -3.66 20.78 -15. 67 23. 94 Col-2 25 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 26 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 27 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 28 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 29 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 30 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 31 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 32 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 33 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 34 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 35 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 36 1.11 27.30 -3. 66 20.78 -15. 67 23.94 Col-2 37 1.11 27.30 4 .00 20.78 17.16 23. 94 Col-2 38 1.11 27.30 -3. 66 20.78 -15. 67 23. 94 Col-2 39 1.11 27.30 -3. 66 20.78 -15.67 23.94 Col-2 40 1.11 27.30 4 .00 20.78 17.16 23.94 Col-2 41 1.11 27.30 4 .00 20.78 17.16 23.94 Col-2 42 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-2 43 0.66 27.30 5.34 20.78 22.88 23.94 Col-2 44 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-2 45 0.66 27.30 5.34 20.78 22.88 23.94 Col-2 46 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-2 47 0.66 27.30 5.34 20.78 22.88 23.94 Col-2 48 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-2 49 0.66 27.30 5.34 20.78 22.88 23.94 Col-2 50 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-2 51 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-2 52 0.66 27.30 5.34 20.78 22.88 23.94 Col-2 53 0.66 27.30 5.34 20.78 22.88 23.94 Col-2 54 1.23 27.30 0.00 20.78 0.00 23.94 Col-2 55 1.23 27.30 0.00 20.78 0.00 23.94 Col-2 56 1.19 27.30 0.00 20.78 0.00 23.94 Col-2 57 1.19 27.30 0.00 20.78 0.00 23.94 Col-2 58 0.54 27 .30 0.00 20.78 0.00 23.94 Col-2 59 0.54 27.30 0.00 20.78 0.00 23.94 Col-2 60 1.11 27.30 0.00 20.78 0.00 23.94 Col-2 61 1.11 27.30 0.00 20.78 0.00 23.94 Col-3 1 1.11 27.30 0.00 20.78 0.00 23.94 Col-3 2 1.11 27.30 0.00 20.78 0.00 23.94 Col-3 3 1.11 27.30 0.00 20.78 0.00 23.94 Col-3 4 1.11 27.30 0.00 20.78 0.00 23.94 Col-3 5 1.11 27.30 0.00 20.78 0.00 23. 94 Col-3 6 1.11 27.30 -4 .88 20.78 -20.89 23.94 Col-3 7 1.11 27.30 5.34 20.78 22.88 23.94 Col-3 8 1.11 27.30 -4 .88 20.78 -20.89 23. 94 Col-3 9 1.11 27.30 5.34 20.78 22.88 23.94 - BWB A208 of 362 U13R0049A-SCOTT GALVANIZING Page 56 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B)� Description SCOTT GALVANIZING -� l Col-3 10 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-3 11 1.11 27.30 5.34 20.78 22.88 23.94 Col-3 12 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-3 13 1 .11 27.30 5.34 20.78 22.88 23.94 Col-3 14 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-3 15 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-3 16 1.11 27.30 5.34 20.78 22.88 23.94 Col-3 17 1.11 27.30 5.34 20.78 22.88 23.94 Col-3 18 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 19 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 20 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 21 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 22 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 23 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 24 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 25 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 26 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 27 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 28 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 29 1 .11 27.30 4.00 20.78 17.16 23.94 Col-3 30 1 .11 27.30 -3.66 20.78 -15.67 23.94 Col-3 31 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 32 1 .11 27.30 -3.66 20.78 -15.67 23.94 Col-3 33 1.11 27.30 4.00 20.78 17 .16 23.94 Col-3 34 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 35 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 36 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 37 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 38 1 .11 27.30 -3.66 20.78 -15.67 23.94 Col-3 39 1 .11 27.30 -3.66 20.78 -15.67 23.94 Col-3 40 1 .11 27.30 4.00 20.78 17.16 23.94 Col-3 41 1 .11 27.30 4.00 20.78 17.16 23.94 Col-3 42 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-3 43 0.66 27.30 5.34 20.78 22.88 23.94 Col-3 44 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-3 45 0.66 27.30 5.34 20.78 22.88 23.94 Col-3 46 0. 66 27.30 -4.88 20.78 -20.89 23.94 Col-3 47 0.66 27.30 5.34 20.78 22.88 23.94 Col-3 48 0. 66 27.30 -4.88 20.78 -20.89 23.94 Col-3 49 0.66 27.30 5.34 20.78 22.88 23.94 Col-3 50 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-3 51 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-3 52 0.66 27.30 5.34 20.78 22 .88 23.94 Col-3 53 0.66 27.30 5.34 20.78 22.88 23.94 Col-3 54 1.23 27.30 0.00 20.78 0.00 23.94 Col-3 55 1.23 27.30 0.00 20.78 0.00 23.94 Col-3 56 1 .19 27.30 0.00 20.78 0.00 23.94 Col-3 57 1.19 27.30 0.00 20.78 0.00 23.94 Col-3 58 0.54 27.30 0.00 20.78 0.00 23.94 Col-3 59 0.54 27.30 0.00 20.78 0.00 23.94 Col-3 60 1.11 27.30 0.00 20.78 0.00 23.94 Col-3 61 1 .11 27.30 0.00 20.78 0.00 23.94 STRESS RATIO: BUVI ' A209 of 362 U13R0049A-SCOTT GALVANIZING Page 57 Of 8 Job No ' Main Date i 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GAT.VANTZTNG Load Control Id Id Axial Shear Moment Axl+Mom Shr+Mom UC ----- ---- ----- ----- ------ ------- ------- ------- Col-2 1 0.04 0.00 0.00 0.04 0.04 Col-2 2 0.04 0.00 0.00 0.04 0.04 Col-2 3 0.04 0.00 0.00 0.04 0.04 Col-2 4 0.04 0.00 0.00 0.04 0.04 Col-2 5 0.04 0.00 0.00 0.04 0.04 Col-2 6 0.04 0.23 0.87 0.88 0.88 Col-2 7 0.04 0.26 0. 96 0. 97 0.97 Col-2 8 0.04 0.23 0.87 0.88 0.88 Col-2 9 0.04 0.26 0. 96 0.97 0.97 Col-2 10 0.04 0.23 0.87 0.88 0.88 Col-2 11 0.04 0.26 0.96 0. 97 0.97 Col-2 12 0.04 0.23 0.87 0.88 0.88 Col-2 13 0.04 0.26 0.96 0.97 0.97 Col-2 14 0.04 0.23 0. 87 0. 88 0.88 Col-2 15 0.04 0.23 0. 87 0.88 0.88 Col-2 16 0.04 0.26 0. 96 0.97 0. 97 Col-2 17 0.04 0.26 0.96 0. 97 0. 97 Col-2 18 0.04 0.18 0. 65 0.66 0. 66 Col-2 19 0.04 0.19 0.72 0.73 0.73 Col-2 20 0.04 0.18 0. 65 0. 66 0. 66 Col-2 21 0.04 0.19 0.72 0.73 0.73 Col-2 22 0.04 0.18 0.65 0. 66 0. 66 Col-2 23 0.04 0.19 0.72 0.73 0.73 Col-2 24 0.04 0.18 0.65 0.66 0.66 Col-2 25 0.04 0.19 0.72 0.73 0.73 Col-2 26 0.04 0.18 0.65 0.66 0.66 Col-2 27 0.04 0.18 0.65 0.66 0.66 Col-2 28 0.04 0.19 0.72 0.73 0.73 Col-2 29 0.04 0.19 0.72 0.73 0.73 Col-2 30 0.04 0.18 0. 65 0.66 0.66 Col-2 31 0.04 0.19 0.72 0.73 0.73 Col-2 32 0.04 0.18 0. 65 0.66 0.66 Col-2 33 0.04 0.19 0.72 0.73 0.73 Col-2 34 0.04 0.18 0.65 0. 66 0.66 Col-2 35 0.04 0.19 0.72 0.73 0.73 Col-2 36 0.04 0.18 0.65 0.66 0.66 Col-2 37 0.04 0.19 0.72 0.73 0.73 Col-2 38 0.04 0.18 0.65 0. 66 0.66 Col-2 39 0.04 0.18 0.65 0.66 0.66 Col-2 40 0.04 0.19 0.72 0.73 0.73 Col-2 41 0.04 0.19 0.72 0.73 0.73 Col-2 42 0.02 0.23 0. 87 0.88 0.88 Col-2 43 0.02 0.26 0.96 0.96 0.96 Col-2 44 0.02 0.23 0.87 0. 88 0.88 Col-2 45 0.02 0.26 0. 96 0. 96 0.96 Col-2 46 0.02 0.23 0.87 0. 88 0.88 Col-2 47 0.02 0.26 0. 96 0. 96 0.96 Col-2 48 0.02 0.23 0.87 0.88 0.88 Col-2 49 0.02 0.26 0. 96 0. 96 0.96 Col-2 50 0.02 0.23 0.87 0.88 0. 88 Col-2 51 0.02 0.23 0.87 0.88 0.88 BWB A210 of 362 U13R0049A-SCOTT GALVANIZING Page 58 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING I.. Col-2 52 0.02 0.26 0.96 0.96 0.96 Col-2 53 0.02 0.26 0.96 0.96 0.96 Col-2 54 0.04 0.00 0.00 0.04 0.04 Col-2 55 0.04 0.00 0.00 0.04 0.04 Col-2 56 0.04 0.00 0.00 0.04 0.04 Col-2 57 0.04 0.00 0.00 0.04 0.04 Col-2 58 0.02 0.00 0.00 0.02 0.02 Col-2 59 0.02 0.00 0.00 0.02 0.02 Col-2 60 0.04 0.00 0.00 0.04 0.04 Col-2 61 0.04 0.00 0.00 0.04 0.04 Col-3 1 0.04 0.00 0.00 0.04 0.04 Col-3 2 0.04 0.00 0.00 0.04 0.04 Col-3 3 0.04 0.00 0.00 0.04 0.04 Col-3 4 0.04 0.00 0.00 0.04 0.04 Col-3 5 0.04 0.00 0.00 0.04 0.04 Col-3 6 0.04 0.23 0.87 0.88 0.88 Col-3 7 0.04 0.26 0.96 0.97 0.97 Col-3 8 0.04 0.23 0.87 0.88 0.88 Col-3 9 0.04 0.26 0.96 0.97 0.97 Col-3 10 0.04 0.23 0.87 0.88 0.88 Col-3 11 0.04 0.26 0.96 0.97 0.97 Col-3 12 0.04 0.23 0.87 0.88 0.88 Col-3 13 0.04 0.26 0.96 0.97 0.97 Col-3 14 0.04 0.23 0.87 0.88 0.88 Col-3 15 0.04 0.23 0.87 0.88 0.88 Col-3 16 0.04 0.26 0.96 0.97 0.97 Col-3 17 0.04 0.26 0.96 0.97 0.97 Col-3 18 0.04 0.18 0.65 0.66 0.66 Col-3 19 0.04 0.19 0.72 0.73 0.73 Col-3 20 0.04 0.18 0.65 0.66 0.66 Col-3 21 0.04 0.19 0.72 0.73 0.73 Col-3 22 0.04 0.18 0.65 0.66 0.66 Col-3 23 0.04 0.19 0.72 0.73 0.73 Col-3 24 0.04 0.18 0.65 0.66 0.66 Col-3 25 0.04 0.19 0.72 0.73 0.73 Col-3 26 0.04 0.18 0.65 0.66 0.66 Col-3 27 0.04 0.18 0.65 0.66 0.66 Col-3 28 0.04 0.19 0.72 0.73 0.73 Col-3 29 0.04 0.19 0.72 0.73 0.73 Col-3 30 0.04 0.18 0.65 0.66 0. 66 Col-3 31 0.04 0.19 0.72 0.73 0.73 Col-3 32 0.04 0.18 0.65 0.66 0.66 Col-3 33 0.04 0.19 0.72 0.73 0.73 Col-3 34 0.04 0.18 0.65 0.66 0.66 Col-3 35 0.04 0.19 0.72 0.73 0.73 Col-3 36 0.04 0.18 0.65 0.66 0.66 Col-3 37 0.04 0.19 0.72 0.73 0.73 Col-3 38 0.04 0.18 0.65 0.66 0.66 Col-3 39 0.04 0.18 0.65 0.66 0.66 Col-3 40 0.04 0.19 0.72 0.73 0.73 Col-3 41 0.04 0.19 0.72 0.73 0.73 Col-3 42 0.02 0.23 0.87 0.88 0.88 Col-3 43 0.02 0.26 0. 96 0.96 0.96 Col-3 44 0.02 0.23 0.87 0.88 0.88 BWB A211 ,'362 U13R0049A-SCOTT GALVANIZING Page 59 Of 81 Job No Main Date L8/15/2013 Customer SEA CON LLC Designed By , Description SCOTT GALVANIZING Col-3 45 0,.02 0.26 0. 96 0.96 0.96 Col-3 46 0.02 0.23 0.87 0.88 0.88 Col-3 47 0.02 0.26 0. 96 0.96 0.96 Col-3 48 0.02 0.23 0.87 0. 88 0.88 Col-3 49 0.02 0.26 0.96 0.96 0.96 Col-3 50 0.02 0.23 0.87 0.88 0.88 Col-3 51 0.02 0.23 0.87 0.88 0.88 Col-3 52 0.02 0.26 0.96 0.96 0.96 Col-3 53 0.02 0.26 0.96 0.96 0.96 Co 1-3 54 0.04 0.00 0.00 0.04 0.04 Col-3 55 0.04 0.00 0.00 0.04 0.04 Col-3 56 0.04 0.00 0.00 0.04 0.04 Col-3 57 0.04 0.00 0.00 0.04 0.04 Col-3 58 0.02 0.00 0.00 0.02 0.02 Col-3 59 0.02 0.00 0.00 0.02 0.02 Col-3 60 0.04 0.00 0.00 0.04 0.04 Col-3 61 0.04 0.00 0.00 0.04 0.04 COLUMN REACTIONS: Load ------Reaction(k ) ------- Id Id Horz (OP) Vert Horz (IP) Col-2 1 0.00 1.11 0.00 Col-2 2 0.00 1.11 0.00 Col-2 3 0.00 1.11 0.00 Col-2 4 0.00 1.11 0.00 Col-2 5 0.00 1.11 0.00 Col-2 6 -0.90 1.11 0.00 Col-2 7 0. 99 1.11 0.00 Col-2 8 -0.90 1.11 0.00 Col-2 9 0.99 1.11 0.00 Col-2 10 -0. 90 1.11 0.00 Col-2 11 0.99 1.11 0.00 Col-2 12 -0.90 1.11 0.00 Col-2 13 0. 99 1.11 0.00 Col-2 14 -0.90 1.11 0.00 Col-2 15 -0.90 1.11 0.00 Col-2 16 0.99 1.11 0.00 Col-2 17 0.99 1.11 0.00 Col-2 18 -0.68 1.11 0.00 Col-2 19 0.74 1.11 0.00 Col-2 20 -0.68 1.11 0.00 Col-2 21 0.74 1.11 0.00 Col-2 22 -0.68 1.11 0.00 Col-2 23 0.74 1.11 0.00 Col-2 24 -0.68 1.11 0.00 Col-2 25 0.74 1.11 0.00 Col-2 26 -0.68 1.11 0.00 Col-2 27 -0.68 1.11 0.00 Col-2 28 0.74 1.11 0.00 Col-2 29 0.74 1.11 0.00 Col-2 30 -0. 68 1.11 0.00 BWB A212 of 362 U13R0049A-SCOTT GALVANIZING Page Job No Main Date 8/1512013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING i Col-2 31 0.74 1.11 0.00 Col-2 32 -0.68 1.11 0.00 Col-2 33 0.74 1.11 0.00 Col-2 34 -0.68 1.11 0.00 Col-2 35 0.74 1.11 0.00 Col-2 36 -0.68 1.11 0.00 Col-2 37 0.74 1.11 0.00 Col-2 38 -0.68 1.11 0.00 Col-2 39 -0.68 1.11 0.00 Col-2 40 0.74 1.11 0.00 Col-2 41 0.74 1.11 0.00 Col-2 42 -0.90 0.66 0.00 Col-2 43 0.99 0.66 0.00 Col-2 44 -0.90 0.66 0.00 Col-2 45 0.99 0.66 0.00 Col-2 46 -0.90 0.66 0.00 Col-2 47 0.99 0.66 0.00 Col-2 48 -0.90 0.66 0.00 Col-2 49 0.99 0.66 0.00 Col-2 50 -0.90 0. 66 0.00 Col-2 51 -0.90 0.66 0.00 Col-2 52 0.99 0. 66 0.00 Col-2 53 0.99 0. 66 0.00 Col-2 54 0.00 1.23 0.00 Col-2 55 0.00 1.23 0.00 Col-2 56 0.00 1.19 0.00 Col-2 57 0.00 1.19 0.00 Col-2 58 0.00 0.54 0.00 Col-2 59 0.00 0.54 0.00 Col-2 60 0.00 1.11 0.00 Col-2 61 0.00 1.11 0.00 Col-3 1 0.00 1 .11 0.00 Col-3 2 0.00 1.11 0.00 Col-3 3 0.00 1.11 0.00 Col-3 4 0.00 1.11 0.00 Col-3 5 0.00 1 .11 0.00 Col-3 6 -0.90 1.11 0.00 Col-3 7 0.99 1.11 0.00 Col-3 8 -0.90 1.11 0.00 Col-3 9 0.99 1.11 0.00 Col-3 10 -0.90 1 .11 0.00 Col-3 11 0.99 1.11 0.00 Col-3 12 -0.90 1.11 0.00 Col-3 13 0.99 1.11 0.00 Col-3 14 -0.90 1.11 0.00 Col-3 15 -0.90 1.11 0.00 Col-3 16 0.99 1.11 0.00 Col-3 17 0.99 1.11 0.00 Col-3 18 -0.68 1.11 0.00 Col-3 19 0.74 1.11 0.00 Col-3 20 -0.68 1.11 0.00 Col-3 21 0.74 1.11 0.00 Col-3 22 -0.68 1.11 0.00 Col-3 23 0.74 1.11 0.00 OWO A213 of 362 U13R0049A-SCOTT GALVANIZING Page 61 Of 81 Job No Main I Date 8/15/2013 Customer SEA CON LLC Designed By, Description SCOTT GALVANIZING Co1-3 24 -0.68 1.11 U.00 Col-3 25 0.74 1.11 0.00 Col-3 26 -0.68 1.11 0.00 Col-3 27 -0.68 1.11 0.00 Col-3 28 0.74 1.11 0.00 Col-3 29 0.74 1.11 0.00 Col-3 30 -0.68 1.11 0.00 Col-3 31 0.74 1.11 0.00 Col-3 32 -0.68 1.11 0.00 Col-3 33 0.74 1.11 0.00 Col-3 34 -0.68 1.11 0.00 Col-3 35 0.74 1.11 0.00 Col-3 36 -0.68 1.11 0.00 Col-3 37 0.74 1.11 0.00 Col-3 38 -0.68 1.11 0.00 Col-3 39 -0.68 1.11 0.00 Col-3 40 0.74 1.11 0.00 Col-3 41 0.74 1.11 0.00 Col-3 42 -0.90 0.66 0.00 Col-3 43 0.99 0.66 0.00 Col-3 44 -0.90 0.66 0.00 Col-3 45 0.99 0.66 0.00 Col-3 46 -0.90 0.66 0.00 Col-3 47 0.99 0.66 0.00 Col-3 48 -0.90 0.66 0.00 Col-3 49 0.99 0.66 0.00 Col-3 50 -0.90 0.66 0.00 Col-3 51 -0.90 0.66 0.00 Col-3 52 0.99 0.66 0.00 Col-3 53 0.99 0.66 0.00 Col-3 54 0.00 1.23 0.00 Col-3 55 0.00 1.23 0.00 Col-3 56 0.00 1.19 0.00 Col-3 57 0.00 1.19 0.00 Col-3 58 0.00 0.54 0.00 Col-3 59 0.00 0.54 0.00 Col-3 60 0.00 1.11 0.00 Col-3 61 0.00 1.11 0.00 COLUMN MEMBER DEFLECTIONS: Load Deflection(in) Id Id Calc Limit Col-2 1 0.00 4.64 Col-2 2 0.00 4.64 Col-2 3 0.00 4.64 Col-2 4 0.00 4 .64 Col-2 5 0.00 4 .64 Col-2 6 -0.89 4 .64 Col-2 7 0.97 4.64 Col-2 8 -0.89 4 .64 Col-2 9 0.97 4.64 Col-2 10 -0.89 4.64 BWB A214 of 362 U13R0049A-SCOTT GALVANIZING Page 62 Of 81 f Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B „$ x I Description SCOTT GALVANIZING Col-2 11 0.97 4.64 Col-2 12 -0.89 4.64 Col-2 13 0.97 4.64 Col-2 14 -0.89 4.64 Col-2 15 -0.89 4.64 Col-2 16 0.97 4.64 Col-2 17 0.97 4.64 Col-2 18 -0.67 4.64 Col-2 19 0.73 4.64 Col-2 20 -0.67 4.64 Col-2 21 0.73 4.64 Col-2 22 -0.67 4.64 Col-2 23 0.73 4.64 Col-2 24 -0.67 4.64 Col-2 25 0.73 4.64 Col-2 26 -0.67 4.64 Col-2 27 -0.67 4.64 Col-2 28 0.73 4.64 Col-2 29 0.73 4.64 Col-2 30 -0.67 4.64 Col-2 31 0.73 4.64 Col-2 32 -0.67 4.64 Col-2 33 0.73 4.64 Col-2 34 -0.67 4.64 Col-2 35 0.73 4.64 Col-2 36 -0.67 4.64 Col-2 37 0.73 4.64 Col-2 38 -0.67 4.64 Col-2 39 -0.67 4.64 Col-2 40 0.73 4.64 Col-2 41 0.73 4.64 Col-2 42 -0.89 4.64 Col-2 43 0.97 4.64 Col-2 44 -0.89 4.64 Col-2 45 0.97 4.64 Col-2 46 -0.89 4.64 Col-2 47 0.97 4.64 Col-2 48 -0.89 4.64 Col-2 49 0.97 4.64 Col-2 50 -0.89 4.64 Col-2 51 -0.89 4.64 Col-2 52 0.97 4.64 Col-2 53 0.97 4.64 Col-2 54 0.00 4.64 Col-2 55 0.00 4.64 Col-2 56 0.00 4.64 Col-2 57 0.00 4.64 Col-2 58 0.00 4.64 Col-2 59 0.00 4.64 Col-2 60 0.00 4.64 Col-2 61 0.00 4.64 Col-3 1 0.00 4.64 Col-3 2 0.00 4.64 Col-3 3 0.00 4.64 BWB A215 of 362 U13R0049A-SCOTT GALVANIZING Page 63 Of 81 Job No i Main Date 8/15/2013 Customer SEA CON LLC Designed By - u Description SCOTT GALVANIZING Col-3 4 0.00 4.64 Col-3 5 0.00 4.64 Col-3 6 -0.89 4.64 Col-3 7 0.97 4.64 Col-3 8 -0.89 4.64 Col-3 9 0.97 4.64 Col-3 10 -0.89 4.64 Col-3 11 0.97 4.64 Col-3 12 -0.89 4.64 Col-3 13 0.97 4.64 Col-3 14 -0.89 4.64 Col-3 15 -0.89 4.64 Col-3 16 0.97 4.64 Col-3 17 0.97 4.64 Col-3 18 -0.67 4.64 Col-3 19 0.73 4.64 Col-3 20 -0.67 4.64 Col-3 21 0.73 4.64 Col-3 22 -0.67 4.64 Col-3 23 0.73 4.64 Col-3 24 -0.67 4.64 Col-3 25 0.73 4.64 Col-3 26 -0.67 4. 64 Col-3 27 -0.67 4.64 Col-3 28 0.73 4.64 Col-3 29 0.73 4.64 Col-3 30 -0.67 4.64 Col-3 31 0.73 4.64 Col-3 32 -0.67 4.64 Col-3 33 0.73 4.64 Col-3 34 -0.67 4.64 Col-3 35 0.73 4.64 Col-3 36 -0.67 4.64 Col-3 37 0.73 4.64 Col-3 38 -0.67 4.64 Col-3 39 -0.67 4.64 Col-3 40 0.73 4.64 Col-3 41 0.73 4.64 Col-3 42 -0.89 4 .64 Col-3 43 0.97 4 .64 Col-3 44 -0.89 4 .64 Col-3 45 0.97 4.64 Col-3 46 -0.89 4.64 Col-3 47 0.97 4.64 Col-3 48 -0.89 4 .64 Col-3 49 0.97 4 .64 Col-3 50 -0.89 4.64 Col-3 51 -0.89 4 .64 Col-3 52 0. 97 4 .64 Col-3 53 0.97 4 .64 Col-3 54 0.00 4.64 Col-3 55 0.00 4.64 Col-3 56 0.00 4.64 Col-3 57 0.00 4 .64 A216 of 362 U13R0049A-SCOTT GALVANIZING Page 64 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING Col-3 58 0.00 4.64 Col-3 59 0.00 4.64 Col-3 60 0.00 4.64 Col-3 61 0.00 4.64 COLUMN/RAFTER KL/R RATIO: Mem Unbrace_Length ----KL/R---- Id Major Minor Major Minor Col-2 46.4 31.9 91 196 Col-3 46.4 31.9 91 196 Main Column Flange Brace Report 8/ 6/13 2:44pm _____________-------------______=___ COLUMN FLANGE BRACES Mem Column Brace At Id Side Part Girt Id Main Base Plate & Anchor Bolt Design 8/ 6/13 2:44pm _=______--------------------------------------------------- --------------=--- Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) BASE SIZE: Column-Base --Plate_Size(in)-- -Bolts (GR36 )- Id Depth Width Length Thick Row Diam Gage Col-2 14.0 8.0 14.0 0.375 2 0.750 4.00 Col-3 14.0 8.0 14.0 0.375 2 0.750 4.00 BASE REACTIONS: --------------- Max_Tension+Shear Column -Max_Comp- -Max-Tens- -Max-Shear Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) ------ --- ------ --- ------ --- ------ --- ------ ------ Col-2 54 1.2 1 0.0 7 1.0 1 0.0 0.0 Col-3 54 1.2 1 0.0 7 1.0 1 0.0 0.0 LOAD COMBINATIONS: ------------------ 1 - Dead+Collateral 7 - Dead+Wind_Leftl+Wind Suction 54 - 1.11Dead+l.11Collateral+0.7Seismic BWB A217 of 362 U13R0049A-SCOTT GALVANIZING Page 65 Of 81 Job No Main Date 18/15/2013 Customer SEA CON LLC Designed BY Description SCOTT GALVANIZING Main Flush Girt Design Report 8/ 6/13 2:44pm ===-----------------_________________________----___ GIRT LAYOUT: Bay Girt Bay-Offset Design Load ----Max_Load--- Id Id Locate Part Start End Length Weight Width Id UC Report --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ 1 1 32.000 08CO60 0.00 25.67 25.33 74. 6 2.13 WS 0.95 Moment 2 36.250 08ZO89 0.00 25.67 25.33 110.7 3.83 WS 0.98 Moment 3 39.667 08ZO89 0.00 25.67 25.33 110.7 3.33 WS 0.86 Moment 4 42.917 08ZO75 0.00 25.67 25.33 93.3 3.04 WS 0.98 Moment 5 45.750 08Z067 1.29 25.67 24.04 79.1 2.94 WS 0. 97 Moment --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ 2 6 32.000 08CO67 0.00 28.67 28.00 92.1 2.13 WS 0.96 Moment 7 36.250 08Z105 0.00 28.67 28.00 144.3 3.83 WS 0.98 Moment 8 39.667 08Z089 0.00 28.67 28.00 122.3 3.33 WS 1.00 Moment 9 42.917 08ZO89 0.00 28.67 28.00 122.3 3.04 WS 0.91 Moment 10 45.750 08ZO99 0.00 28.67 28.00 136.1 3.54 WS 0.96 Moment 3 11 32.000 08CO60 0.00 25.67 25.33 74. 6 2.13 WS 0.95 Moment 12 36.250 08Z089 0.00 25.67 25.33 110.7 3.83 WS 0.98 Moment 13 39.667 08ZO89 0.00 25.67 25.33 110.7 3.33 WS 0.86 Moment 14 42.917 08ZO75 0.00 25.67 25.33 93.3 3.04 WS 0.98 Moment 15 45.750 08ZO67 0.00 24.38 24.04 79.1 2. 94 WS 0.97 Moment WS - Wind Suction GIRT INSIDE FLANGE BRACE: No. Brace/Bay 1 2 3 0 0 0 GTRT STRENGTH: Bay Girt Ld ----Shear(k ) --- --Moment (f-k ) -- Mom+ ---Deflect(in)-- Id Id Id Calc Limit UC Calc Limit UC Shear Calc Limit UC --- ---- -- ----- ----- --- ----- ----- ---- ----- ----- ----- ---- 1 1 WP 0.40 2.56 0.15 -2.51 4.85 0.52 0.40 -0.89 3.38 0.26 WS -0.48 2.56 0.19 2.87 3.02 0. 95 0.47 1.03 3.38 0.30 1 2 WP 0.71 8.43 0.08 -4.52 8.42 0.54 0.40 -1.10 3.38 0.33 WS -0.87 8.43 0.10 5.17 5.25 0. 98 0.48 1.26 3.38 0.37 1 3 WP 0.62 8.43 0.07 -3.93 8.42 0.47 0.35 -0.96 3.38 0.28 WS -0.76 8 .43 0.09 4.50 5.25 0.86 0.42 1.10 3.38 0.33 1 4 WP 0.57 5.02 0.11 -3.59 6.73 0.53 0.40 -1.03 3.38 0.31 WS -0.69 5.02 0.14 4.10 4 .20 0.98 0.48 1.19 3.38 0_35 1 5 WP -0.52 3.57 0.15 -3.12 5.84 0.53 0.41 -0.90 3.21 0.28 WS -0.63 3.57 0.18 3.53 3. 64 0. 97 0.48 1.03 3.21 0.32 2 6 WP 0.44 3.57 0.12 -3.06 5.57 0.55 0.42 -1.19 3.73 0.32 WS -0.48 3.57 0.13 3.35 3.48 0.96 0.46 1.31 3.73 0.35 2 7 WP -0.79 12 .17 0.06 -5.52 9.88 0.56 0.42 -1.40 3.73 0_37 BWB A218 of 362 U13R0049A-SCOTT GALVANIZING Page 66 Of 81 _ Job No Main Date 8 15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING j 1 - WS -0.86 12.17 0.07 6.05 6.17 0.98 0.46 1.53 3.73 0.41 2 8 WP 0.69 8.43 0.08 -4.80 8.42 0.57 0.43 -1.43 3.73 0.38 WS -0.75 8.43 0.09 5.26 5.25 1.00 0.47 1.56 3.73 0.42 2 9 WP 0. 63 8.43 0.07 -4.38 8.42 0.52 0.39 -1.30 3.73 0.35 WS -0. 69 8.43 0.08 4.80 5.25 0. 91 0.43 1.43 3.73 0.38 2 10 WP -0.73 10.82 0.07 -5.10 9.34 0.55 0.41 -1.37 3.73 0.37 WS -0.80 10.82 0.07 5.59 5.83 0.96 0.45 1.50 3.73 0.40 3 11 WP 0.40 2.56 0.15 -2.51 4.85 0.52 0.40 -0.89 3.38 0.26 WS 0.48 2.56 0.19 2.87 3.02 0.95 0.47 1.02 3.38 0.30 3 12 WP -0.71 8.43 0.08 -4.52 8.42 0.54 0.40 -1.10 3.38 0.33 WS 0.87 8.43 0.10 5.17 5.25 0.98 0.48 1.26 3.38 0.37 3 13 WP 0.62 8.43 0.07 -3.93 8.42 0.47 0.35 -0.96 3.38 0.28 WS 0.76 8.43 0.09 4.50 5.25 0.86 0.42 1.10 3.38 0.33 3 14 WP 0.57 5.02 0.11 -3.59 6.73 0.53 0.40 -1.03 3.38 0.31 WS 0.69 5.02 0.14 4.10 4.20 0.98 0.48 1.19 3.38 0.35 3 15 WP 0.52 3.,57 0.15 -3.12 5.84 0.53 0.41 -0.90 3.21 0.28 WS 0.,63 3..57 0.18 3.53 3.64 0.97 0.48 1.03 3.21 0.32 WP - Wind Pressure WS - Wind Suction UNBRACED LENGTH: Reduction Bay Girt ----Minor--- ----Cb---- --Moml/Mom2- Factor Id Id Major Top Bot Top Bot Top Bot Top Bot 1 1 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0.62 1 2 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0.62 1 3 25.33 0.00 25.33 1.00 1.14 1.00 1. 00 0.00 0.62 1 4 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0.62 1 5 24.04 0.00 24.04 1.00 1.14 1.00 1.00 0.00 0.62 2 6 28.00 0.00 28.00 1.00 1.14 1.00 1.00 0.00 0.62 2 7 28.00 0.00 28.00 1.00 1.14 1.00 1.00 0.00 0.62 2 8 28.00 0.00 28.00 1.00 1.14 1.00 1.00 0.00 0.62 2 9 28.00 0.00 28.00 1.00 1.14 1.00 1.00 0.00 0.62 2 10 28.00 0.00 28.00 1.00 1.14 1.00 1.00 0.00 0.62 3 11 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0.62 3 12 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0.62 3 13 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0.62 3 14 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0.62 Main Wall Panel Report 8/ 6/13 2:44pm PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height --- -------- ---- ----- ----- --------- ------ 1 CW6-80 CW 26.00 80.0 0.44 48.79 MOMENTS & DEFLECTION: BWB A219 of 362 U13R0049A-SCOTT GALVANIZING Page 67 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GAT.VANTRTNC; ----Moment(ft-lb/ft) - Span Span Support Midspan ---Deflect(in) -- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC 1 4 .25 WP 31.5 181.1 0.17 -26.8 134.7 0.20 -0.04 0.57 0.07 WS -42.0 134.7 0.31 35.7 181.1 0.20 0.05 0.57 0.09 2 3.42 WP 31.5 181.1 0.17 -4.6 134 .7 0.03 0.00 0.46 0.00 WS -42.0 134.7 0.31 6.1 181.1 0.03 0.00 0.46 0.00 3 3.25 WP 13.9 181.1 0.08 -10.2 134 .7 0.08 -0.01 0.43 0.02 WS -18.5 134.7 0.14 13.5 181.1 0.07 0.01 0.43 0.02 4 2 .83 WP 16.3 181.1 0.09 -3..2 134.7 0.02 0.00 0.38 0.00 WS -21.8 134.7 0.116 4.3 181.1 0.02 0.00 0.38 0.00 5 3.04 WP 16.3 181. 1 0.09 -13.6 134 .7 0.10 -0.01 0.41 0.02 WS -21.8 134.7 0.16 18.1 181.1 0.10 0.01 0.41 0.03 WP - Wind Pressure WS - Wind Suction -_----- _=a===a=-=--------��-...----.-----�� Main Screw Report 8/ 6/13 2:44pm BASE SCREW CHECK: ------------Screw---------- Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Part (in) (ft) (k ) (k ) (k ) (k ) UC ---- ------ -------- ----- ----- ----- ----- ----- ----- ---- Main Weight Summary 8/ 6/13 2:44pm Total Column Weight - 2211.44 Total Rafter Weight 0.00 Total Girt Weight a 1552.95 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 49.50 Main Warning Summary 8/ 6/13 2:44pm No Warnings BWB A220 of 362 U13R0049A-SCOTT GALVANIZING Page 68 Of 81 Job No Main Date 1 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Main Endwall Design Code 8/ 6/13 2:44pm -------------------- STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) Main Column & Rafter Design 8/ 6/13 2:44pm =-=_-----=_= ----- _______________--______________---_ MEMBER SIZES: Member Member ---Web_Size-- -Flange Size- Member Member Id Locate Part Depth Thick Width Thick Length Weight Col-1 0.7 Col-2 25.7 W1415831 13.38 0.150 8.00 0.313 46.4 1105.7 Col-3 54.3 W1415831 13.38 0.150 8.00 0.313 46.4 1105.7 Col-4 79.3 Total= 2211.44 DESIGN ACTIONS/STRENGTH: Load ---Axial(k ) -- ---Shear(k ) -- -Moment(f-k ) - Id Id Calc Limit Calc Limit Calc Limit Col-2 1 1.11 27.30 0.00 20.78 0.00 23.94 Col-2 2 1.11 27.30 0.00 20.78 0.00 23.94 Col-2 3 1.11 27.30 0.00 20.78 0.00 23.94 Col-2 4 1.11 27.30 0.00 20.78 0.00 23.94 Col-2 5 1.11 27.30 0.00 20.78 0.00 23.94 Col-2 6 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-2 7 1.11 27.30 5.34 20.78 22.88 23.94 Col-2 8 1.11 27.30 -4 .88 20.78 -20.89 23. 94 Col-2 9 1.11 27.30 5.34 20.78 22.88 23.94 Col-2 10 1.11 27.30 -4.88 20.78 -20.89 23. 94 Col-2 11 1.11 27.30 5.34 20.78 22.88 23.94 Col-2 12 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-2 13 1.11 27.30 5.34 20.78 22.88 23.94 Col-2 14 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-2 15 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-2 16 1.11 27.30 5.34 20.78 22.88 23.94 8W8 A221 of 362 U13R0049A-SCOTT GALVANIZING Page 69 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING _ i Col-2 1'/ 1.11 27.30 5.34 20.78 22.88 23.94 Col-2 18 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 19 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 20 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 21 1.11 27.30 4.00 20.78 1'7.16 23.94 Col-2 22 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 23 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 24 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 25 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 26 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 27 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 28 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 29 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 30 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 31 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 32 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 33 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 34 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 35 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 36 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 37 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 38 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 39 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-2 40 1.11 27.30 4.00 20.78 17.16 23.94 Col-2 41 1.11 27.30 4.00 20.78 17.16 23. 94 Col-2 42 0.66 27.30 -4.88 20.78 -20.89 23. 94 Col-2 43 0.66 27 .30 5.34 20.78 22.88 23.94 Col-2 44 0.66 27.30 -4.88 20.78 -20.89 23. 94 Col-2 45 0.66 27.30 5.34 20.78 22.88 23. 94 Col-2 46 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-2 47 0.66 27.30 5.34 20.78 22.88 23. 94 Col-2 48 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-2 49 0.66 27.30 5.34 20.78 22.88 23. 94 Col-2 50 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-2 51 0.66 27.30 -4 .88 20.78 -20.89 23.94 Col-2 52 0.66 27.30 5.34 20.70 22.00 23.94 Col-2 53 0.66 27.30 5.34 20.78 22.88 23.94 Col-2 54 1.23 27.30 0.00 20.78 0.00 23.94 Col-2 55 1.23 27.30 0.00 20.78 0.00 23.94 Col-2 56 1.19 27.30 0.00 20.78 0.00 23.94 Col-2 57 1.19 27.30 0.00 20.78 0.00 23.94 Col-2 58 0.54 27.30 0.00 20.78 0.00 23.94 Col-2 59 0.54 27.30 0.00 20.78 0.00 23.94 Col-2 60 1.11 27.30 0.00 20.78 0.00 23. 94 Col-2 61 1.11 27.30 0.00 20.78 0.00 23. 94 Col-3 1 1 .11 27.30 0.00 20.78 0.00 23.94 Col-3 2 1.11 27.30 0.00 20.78 0.00 23. 94 Col-3 3 1.11 27.30 0.00 20.78 0.00 23. 94 Col-3 4 1.11 27.30 0.00 20.78 0.00 23. 94 Col-3 5 1.11 27.30 0.00 20.78 0.00 23.94 Col-3 6 1.11 27.30 -4.88 20.78 -20.89 23. 94 Col-3 7 1 .11 27.30 5.34 20.78 22.88 23.94 Col-3 8 1.11 27.30 -4 .88 20.78 -20.89 23. 94 Col-3 9 1.11 27.30 5.34 20.78 22.88 23.94 BWB A222 of 362 U13R0049A-SCOTT GALVANIZING Page 70 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING Col-3 10 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-3 11 1.11 27.30 5.34 20.78 22.88 23.94 Col-3 12 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-3 13 1.11 27.30 5.34 20.78 22.88 23.94 Col-3 14 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-3 15 1.11 27.30 -4.88 20.78 -20.89 23.94 Col-3 16 1.11 27.30 5.34 20.78 22.88 23.94 Col-3 17 1.11 27.30 5.34 20.78 22.88 23.94 Col-3 18 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 19 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 20 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 21 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 22 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 23 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 24 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 25 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 26 1.11 27.30 -3.66 20.78 -15. 67 23.94 Col-3 27 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 28 1.11 27.30 4..00 20.78 17.16 23.94 Col-3 29 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 30 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 31 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 32 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 33 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 34 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 35 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 36 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 37 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 38 1.11 27.30 -3.66 20.78 -15.67 23.94 Col-3 39 1.11 27.30 -3. 66 20.78 -15.67 23. 94 Col-3 40 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 41 1.11 27.30 4.00 20.78 17.16 23.94 Col-3 42 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-3 43 0.66 27.30 5.34 20.78 22.88 23.94 Col-3 44 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-3 45 0.66 27.30 5.34 20.78 22.88 23.94 Col-3 46 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-3 47 0.66 27.30 5.34 20.78 22.88 23.94 Col-3 48 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-3 49 0.66 27.30 5.34 20.78 22.88 23.94 Col-3 50 0.66 27.30 -4.88 20.78 -20.89 23. 94 Col-3 51 0.66 27.30 -4.88 20.78 -20.89 23.94 Col-3 52 0.66 27.30 5.34 20.78 22.88 23.94 Col-3 53 0.66 27.30 5.34 20.78 22.88 23.94 Col-3 54 1.23 27.30 0.00 20.78 0.00 23.94 Col-3 55 1.23 27.30 0.00 20.78 0.00 23.94 Col-3 56 1.19 27.30 0.00 20.78 0.00 23.94 Col-3 57 1.19 27.30 0.00 20.78 0.00 23.94 Col-3 58 0.54 27.30 0.00 20.78 0.00 23.94 Col-3 59 0.54 27.30 0..00 20.78 0.00 23.94 Col-3 60 1.11 27.30 0.00 20.78 0.00 23.94 Col-3 61 1.11 27.30 0.00 20.78 0.00 23. 94 STRESS RATIO: am A223 of 362 U13R0049A-SCOTT GALVANIZING Page 71 Of 81 Job No Main Date 8/15/2013 i Customer SEA CON LLC Designed By Description. SCOTT GALVANIZING Load Control Td Id Axial Shear Moment Axl+Mom Shr+Mom UC Col-2 1 0.04 0.00 0.00 0.04 0.04 Col-2 2 0.04 0.00 0.00 0.04 0.04 Col-2 3 0.04 0.00 0.00 0.04 0.04 Col-2 4 0.04 0.00 0.00 0.04 0.04 Col-2 5 0.04 0.00 0.00 0.04 0.04 Col-2 6 0.04 0.23 0.87 0.88 0.88 Col -2 7 0.04 0.26 0.96 0.97 0.97 Col-2 8 0,04 0.23 0.87 0.88 0.88 Col-2 9 0.04 0.26 0.96 0.97 0.97 Col-2 10 0.04 0.23 0.87 0.88 0.88 Col-2 11 0.04 0.26 0.96 0.97 0.97 Col-2 12 0.04 0.23 0.87 0.88 0.88 Col-2 13 0_04 0.26 0.96 0.97 0.97 Col-2 14 0.04 0.23 0.87 0.88 0.88 Col-2 15 0.04 0.23 0.87 0.88 0.88 Col-2 16 0.04 0.26 0. 96 0.97 0.97 Col-2 17 0.04 0.26 0.96 0.97 0.97 Col-2 18 0.04 0.18 0.65 0.66 0.66 Col-2 19 0.04 0.19 0.72 0.73 0.73 Col-2 20 0,.04 0.18 0.65 0.66 0.66 Col--2 21 0.04 0.19 0.72 0.73 0.73 Col-2 22 0.04 0.18 0.65 0.66 0.66 Col-2 23 0.04 0.19 0.72 0.73 0.73 Col-2 24 0.04 0.18 0.65 0.66 0.66 Col-2 25 0.04 0.19 0.72 0.73 0.73 Col-2 26 0.04 0.18 0.65 0.66 0.66 Col-2 27 0.04 0.18 0.65 0.66 0.66 Col-2 28 0.04 0.19 0.72 0.73 0.73 Col-2 29 0.04 0.19 0.72 0.73 0.73 Col-2 30 0.04 0.18 0.65 0.66 0.66 Col-2 31 0.04 0.19 0.72 0.'/3 0.73 Col-2 32 0.04 0.18 %65 0. 66 0.66 Col-2 33 0.04 0.19 0.72 0.73 0.73 Col-2 34 0.04 0.18 0.65 0.66 0.66 Col-2 35 0.04 0.19 0.72 0.73 0.73 Col-2 36 0.04 0.18 0.65 0.66 0.66 Col-2 37 0.04 0.19 0.72 0.73 0.73 Col-2 38 0.04 0.18 0.65 0.66 0.66 Col-2 39 0.04 0.18 0.65 0. 66 0.66 Col-2 40 0.04 0.19 0.72 0.73 0.73 Col-2 41 0.04 0.19 0.72 0.73 0.73 Col-2 42 0.02 0.23 0.87 0.88 0.88 Col-2 43 0.02 0.26 0. 96 0.96 0.96 Col-2 44 0.02 0.23 0.87 0.88 0.88 Col-2 45 0.02 0.26 0.96 0.96 0.96 Col-2 46 0.02 0.23 0.87 0.88 0.88 Col-2 47 0.02 0.26 0.96 0.96 0.96 Col-2 48 0.02 0.23 0.87 0.88 0.88 Col-2 49 0,02 0.26 0.96 0.96 0.96 Col-2 50 0.02 0.23 0.87 0188 0.88 Col-2 51 0.02 0.23 0.87 0.88 0.88 gVVg A224 of 362 U13R0049A-SCOTT GALVANIZING Page 72 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By y VI! Description SCOTT GALVANIZING I Col-2 52 0.02 0.26 0.96 0.96 0.96 Col-2 53 0.02 0.26 0.96 0.96 0.96 Col-2 54 0.04 0.00 0.00 0.04 0.04 Col-2 55 0.04 0.00 0.00 0.04 0.04 Col-2 56 0.04 0.00 0.00 0.04 0.04 Col-2 57 0.04 0.00 0.00 0.04 0.04 Col-2 58 0.02 0.00 0.00 0.02 0.02 Col-2 59 0.02 0.00 0.00 0.02 0.02 Col-2 60 0.04 0.00 0.00 0.04 0.04 Col-2 61 0.04 0.00 0.00 0.04 0.04 Col-3 1 0.04 0.00 0.00 0.04 0.04 Col-3 2 0.04 0.00 0.00 0.04 0.04 Col-3 3 0.04 0.00 0.00 0.04 0.04 Col-3 4 0.04 0.00 0.00 0.04 0.04 Col-3 5 0.04 0.00 0.00 0.04 0.04 Col-3 6 0.04 0.23 0.87 0.88 0.88 Col-3 7 0.04 0.26 0.96 0.97 0.97 Col-3 8 0.04 0.23 0.87 0.88 0.88 Col-3 9 0.04 0.26 0.96 0.97 0.97 Col-3 10 0.04 0.23 0.87 0.88 0.88 Col-3 11 0.04 0.26 0.96 0.97 0.97 Col-3 12 0.04 0.23 0.87 0.88 0.88 Col-3 13 0.04 0.26 0.96 0.97 0.97 Col-3 14 0.04 0.23 0.87 0.88 0.88 Col-3 15 0.04 0.23 0.87 0.88 0.88 Col-3 16 0.04 0.26 0.96 0.97 0.97 Col-3 17 0.04 0.26 0.96 0.97 0.97 Col-3 18 0.04 0.18 0.65 0.66 0.66 Col-3 19 0.04 0.19 0.72 0.73 0.73 Col-3 20 0.04 0.18 0.65 0.66 0.66 Col-3 21 0.04 0.19 0.72 0.73 0.73 Col-3 22 0.04 0.18 0.65 0.66 0.66 Col-3 23 0.04 0.19 0.72 0.73 0.73 Col-3 24 0.04 0.18 0.65 0.66 0.66 Col-3 25 0.04 0.19 0.72 0.73 0.73 Col-3 26 0.04 0.18 0.65 0.66 0. 66 Col-3 27 0.04 0.18 0.65 0.66 0.66 Col-3 28 0.04 0.19 0.72 0.73 0.73 Col-3 29 0.04 0.19 0.72 0.73 0.73 Col-3 30 0.04 0.18 0.65 0.66 0.66 Col-3 31 0.04 0.19 0.72 0.73 0.73 Col-3 32 0.04 0.18 0.65 0.66 0.66 Col-3 33 0.04 0.19 0.72 0.73 0.73 Col-3 34 0.04 0.18 0.65 0.66 0.66 Col-3 35 0.04 0.19 0.72 0.73 0.73 Col-3 36 0.04 0.18 0.65 0.66 0.66 Col-3 37 0.04 0.19 0.72 0.73 0.73 Col-3 38 0.04 0.18 0.65 0.66 0.66 Col-3 39 0.04 0.18 0.65 0.66 0. 66 Col-3 40 0.04 0.19 0.72 0.73 0.73 Col-3 41 0.04 0.19 0.72 0.73 0.73 Col-3 42 0.02 0.23 0.87 0.88 0.88 Col-3 43 0.02 0.26 0.96 0.96 0. 96 Col-3 44 0.02 0.23 0.87 0.88 0.88 BWB A225 of 362 U13R0049A-SCOTT GALVANIZING Page 73 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed By I.Description SCOTT GALVANIZING Col-3 45 0.02 0.26 0.96 0.96 0.96 Col-3 46 0.02 0.23 0.87 0.88 0.88 Col-3 47 0.02 0.26 0.96 0.96 0.96 Col-3 48 0..02 0.23 0.87 0.88 0.88 Col-3 49 0.02 0.26 0.96 0.96 0.96 Col-3 50 0.02 0.23 0.87 0.88 0.88 Col-3 51 0.02 0.23 0.87 0.88 0.88 Col-3 52 0_02 0.26 0.96 0.96 0.96 Col-3 53 0.02 0.26 0.96 0.96 0.96 Col-3 54 0.04 0.00 0.00 0.04 0.04 Col-3 55 0.04 0.00 0.00 0.04 0.04 Col-3 56 0.04 0.00 0.00 0.04 0.04 Col-3 57 0.04 0.00 0.00 0.04 0.04 Col-3 58 0.02 0.00 0.00 0.02 0.02 Col-3 59 0.02 0.00 0.00 0.02 0.02 Col-3 60 0.04 0.00 0.00 0.04 0.04 Col-3 61 0.04 0.00 0.00 0.,04 0.04 COLUMN REACTIONS: Load ------Reaction(k ) ------- Id Id Horz(OP) Vert Horz(IP) Col-2 1 0.00 1.11 0.00 Col-2 2 0.00 1.11 0.00 Col-2 3 0.00 1.11 0.00 Col-2 4 0.00 1.11 0.00 Col-2 5 0.00 1.11 0.00 Col-2 6 -0.90 1.11 0.00 Col-2 7 0.99 1.11 0.00 Col-2 8 -0.90 1.11 0.00 Col-2 9 0.99 1.11 0.00 Col-2 10 -0.90 1.11 0.00 Col-2 11 0.99 1.11 0.00 Col-2 12 -0.90 1.11 0.00 Col-2 13 0.99 1.11 0.00 Col-2 14 -0.90 1.11 0.00 Col-2 15 -0.90 1.11 0.00 Col-2 16 0.99 1.11 0.00 Col-2 17 0.99 1.11 0.00 Col-2 18 -0.68 1.11 0.00 Col-2 19 0.74 1.11 0.00 Col-2 20 -0.68 1.11 0.00 Col-2 21 0.74 1.11 0.00 Col-2 22 -0.68 1.11 0.00 Col-2 23 0.74 1.11 0.00 Col-2 24 -0.68 1.11 0.00 Col-2 25 0.74 1,11 0.00 Col-2 26 -0.68 1.11 0.00 Col-2 27 -0.68 1.11 0.00 Col-2 28 0.74 1.11 0.00 Col-2 29 0.74 1.11 0.00 Col-2 30 -0.68 1.11 0.00 BWB A226 of 362 U13R0049A-SCOTT GALVANIZING Page 74 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SC' OT.T GALVANIZING Col-2 31 0.74 1.11 0.00 Col-2 32 -0.68 1.11 0.00 Col-2 33 0.74 1.11 0.00 Col-2 34 -0.68 1.11 0.00 Col-2 35 0.74 1.11 0.00 Col-2 36 -0.68 1.11 0.00 Col-2 37 0.74 1.11 0.00 Col-2 38 -0.68 1 .11 0.00 Col-2 39 -0.68 1.11 0.00 Col-2 40 0.74 1.11 0.00 Col-2 41 0.74 1.11 0.00 Col-2 42 -0.90 0.66 0.00 Col-2 43 0.99 0.66 0.00 Col-2 44 -0.90 0.66 0.00 Col-2 45 0.99 0.66 0.00 Col-2 46 -0.90 0.66 0.00 Col-2 47 0.99 0.66 0.00 Col-2 48 -0. 90 0.66 0.00 Col-2 49 0.99 0.66 0.00 Col-2 50 -0.90 0.66 0.00 Col-2 51 -0.90 0.66 0.00 Col-2 52 0.99 0.66 0.00 Col-2 53 0.99 0.66 0.00 Col-2 54 0.00 1.23 0.00 Col-2 55 0.00 1.23 0.00 Col-2 56 0.00 1.19 0.00 Col-2 57 0.00 1.19 0.00 Col-2 58 0.00 0.54 0.00 Col-2 59 0.00 0.54 0.00 Col-2 60 0.00 1 .11 0.00 Col-2 61 0.00 1 .11 0.00 Col-3 1 0.00 1 .11 0.00 Col-3 2 0.00 1 .11 0.00 Col-3 3 0.00 1 .11 0.00 Col-3 4 0.00 1.11 0.00 Col-3 5 0.00 1 .11 0.00 Col-3 6 -0.90 1 .11 0.00 Col-3 7 0.99 1 .11 0.00 Col-3 8 -0.90 1.11 0.00 Col-3 9 0.99 1.11 0.00 Col-3 10 -0.90 1 .11 0.00 Col-3 11 0.99 1.11 0.00 Col-3 12 -0.90 1.11 0.00 Col-3 13 0.99 1.11 0.00 Col-3 14 -0.90 1.11 0.00 Col-3 15 -0.90 1 .11 0.00 Col-3 16 0. 99 1.11 0.00 Col-3 17 0.99 1 .11 0.00 Col-3 18 -0.68 1.11 0.00 Col-3 19 0.74 1.11 0.00 Col-3 20 -0.68 1.11 0.00 Col-3 21 0.74 1.11 0.00 Col-3 22 -0. 68 1..11 0.00 Col-3 23 0.74 1 .11 0.00 BIAS A227 of 362 U13R0049A-SCOTT GALVANIZING Page 75 Of 81 Job No Main Date 1 8/15/1U13 ' Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Col-3 24 -0.68 1.11 0.00 Col-3 25 0.74 1.11 0.00 Col-3 26 -0.68 1.11 0.00 Col-3 27 -0.68 1.11 0.00 Col-3 28 0.74 1.11 0.00 Col-3 29 0.74 1.11 0.00 Col-3 30 -0.68 1.11 0.00 Col-3 31 0.74 1.11 0.00 Col-3 32 -0.68 1.11 0.00 Col-3 33 0.74 1.11 0.00 Col-3 34 -0.68 1.11 0.00 Col-3 35 0.74 1.11 0.00 Col-3 36 -0.68 1.11 0.00 Col-3 37 0.74 1.11 0.00 Col-3 38 -0.68 1.11 0.00 Col-3 39 -0.68 1.11 0.00 Col-3 40 0.74 1.11 0.00 Col-3 41 0.74 1.11 0.00 Col-3 42 -0.90 0.66 0.00 Col-3 43 0.99 0.66 0.00 Col-3 44 -0.90 0.66 0.00 Col-3 45 0.99 0.66 0.00 Col-3 46 -0.90 0.66 0.00 Col-3 47 0.99 0.66 0.00 Col-3 48 -0.90 0.66 0.00 Col-3 49 0.99 0.66 0.00 Col-3 50 -0.90 0.66 0.00 Col-3 51 -0.90 0.66 0.00 Col-3 52 0.99 0.66 0.00 Col-3 53 0.99 0.66 0.00 Col-3 54 0.00 1.23 0.00 Col-3 55 0.00 1.23 0.00 Col-3 56 0.00 1.19 0.00 Col-3 57 0.00 1.19 0.00 Col-3 50 0.00 0.54 0.00 Col-3 59 0.00 0.54 0.00 Col-3 60 0.00 1.11 0.00 Col-3 61 0.00 1.11 0.00 COLUMN MEMBER DEFLECTIONS: Load Deflection(in) Id Id Calc Limit ---- ---- ------ ------ Col-2 1 0.00 4.64 Col-2 2 0.00 4.64 Col-2 3 0.00 4.64 Col-2 4 0.00 4.64 Col-2 5 0.00 4.64 Col-2 6 -0.89 4.64 Col-2 7 0.97 4.64 Col-2 8 -0.89 4.64 Col-2 9 0.97 4.64 Col-2 10 -0.89 4.64 BWB A228 of 362 U13R0049A-SCOTTGALVANIZING Page 76 Of 81 Job No Main Date 18/15/2013 �- Customer~ SEA CON LLC Designed By Description SCOTT GALVANIZING Col-2 11 0.97 4.64 Col-2 12 -0.89 4.64 Col-2 13 0.97 4.64 Col-2 14 -0.89 4.64 Col-2 15 -0.89 4.64 Col-2 16 0.97 4.64 Col-2 17 0.97 4.64 Col-2 18 -0.67 4.64 Col-2 19 0.73 4.64 Col-2 20 -0.67 4.64 Col-2 21 0.73 4.64 Col-2 22 -0.67 4.64 Col-2 23 0.73 4.64 Col-2 24 -0.67 4.64 Col-2 25 0.73 4.64 Col-2 26 -0.67 4.64 Col-2 27 -0.67 4.64 Col-2 28 0.73 4.64 Col-2 29 0.73 4.64 Col-2 30 -0.67 4.64 Col-2 31 0.73 4. 64 Col-2 32 -0.67 4.64 Col-2 33 0.73 4.64 Col-2 34 -0.67 4.64 Col-2 35 0.73 4.64 Col-2 36 -0.67 4.64 Col-2 37 0.73 4.64 Col-2 38 -0.67 4.64 Col-2 39 -0.67 4.64 Col-2 40 0.73 4.64 Col-2 41 0.73 4.64 Col-2 42 -0.89 4.64 Col-2 43 0.97 4.64 Col-2 44 -0.89 4.64 Col-2 45 0.97 4.64 Col-2 46 -0.89 4.64 Col-2 47 0.97 4.64 Col-2 48 -0.89 4.64 Col-2 49 0.97 4.64 Col-2 50 -0.89 4.64 Col-2 51 -0.89 4.64 Col-2 52 0.97 4 .64 Col-2 53 0.97 4.64 Col-2 54 0.00 4 .64 Col-2 55 0.00 4 .64 Col-2 56 0.00 4.64 Col-2 57 0.00 4.64 Col-2 58 0.00 4.64 Col-2 59 0.00 4.64 Col-2 60 0.00 4.64 Col-2 61 0.00 4.64 Col-3 1 0.00 4. 64 Col-3 2 0.00 4 .64 Col-3 3 0.00 4 .64 BWB A229 of 362 U13R0049A-SCOTT GALVANIZING Page 77 Of 81 Job No Main Dols H/lb/2 M 1 Customer SEA CON LLC Designed By: Description SCOTT GALVANIZING Col-3 4 0.00 4.64 Col-3 5 0.00 4.64 Col-3 6 -0.89 4.64 Col-3 7 0.97 4.64 Col-3 8 -0.89 4.64 Col-3 9 0.97 4.64 Col-3 10 -0.89 4.64 Col-3 11 0.97 4.64 Col-3 12 -0.89 4.64 Col-3 13 0.97 4.64 Col-3 14 -0.89 4.64 Col-3 15 -0.89 4.64 Col-3 16 0.97 4.64 Col-3 17 0.97 4.64 Col-3 18 -0. 67 4.64 Col-3 19 0.73 4.64 Col-3 20 -0.67 4.64 Col-3 21 0.73 4.64 Col-3 22 -0.67 4.64 Col-3 23 0.73 4.64 Col-3 24 -0.67 1.61 Col-3 25 0.73 4.64 Col-3 26 -0.67 4.64 Col-3 27 -0.67 4.64 Col-3 28 0.73 4.64 Col-3 29 0.73 4.64 Col-3 30 -0.67 4.64 Col-3 31 0.73 4.64 Col-3 32 -0.67 4.64 Col-3 33 0.73 4.64 Col-3 34 -0.67 4.64 Col-3 35 0.73 4.64 Col-3 36 -0.67 4.64 Col-3 37 0.73 4.64 Col 3 38 0.67 4.64 Col-3 39 -0.67 4.64 Col-3 40 0.73 4.64 Col-3 41 0.73 4.64 Col-3 42 -0.89 4. 64 Col-3 43 0.97 4.64 Col-3 44 -0.89 4.64 Col-3 45 0. 97 4.64 Col-3 46 -0.89 4.64 Col-3 47 0.97 4.64 Col-3 48 -0.89 4.64 Col-3 49 0.97 4.64 Col-3 50 -0.89 4.64 Col-3 51 -0.89 4.64 Col-3 52 0.97 4.64 Col-3 53 0.97 4. 64 Col-3 54 0.00 4.64 Col-3 55 0.00 4.64 Col-3 56 0.00 4 .64 Col-3 57 0.00 4 .64 BWB A230 of 362 U13R0049A-SCOTT GALVANIZING Page 78 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING Col-3 58 0.00 4.64 Col-3 59 0.00 4.64 Col-3 60 0.00 4.64 Col-3 61 0.00 4.64 COLUMN/RAFTER KL/R RATIO: Mem Unbrace_Length ----KL/R---- Id Major Minor Major Minor Col-2 46.4 31.9 91 196 Col-3 46.4 31.9 91 196 Main Column Flange Brace Report 8/ 6/13 2:44pm COLUMN FLANGE BRACES Mem Column Brace At Id Side Part Girt Id Main Base Plate & Anchor Bolt Design 8/ 6/13 2:44pm Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) BASE SIZE: Column-Base --Plate_Size(in)-- -Bolts(GR36 )- Id Depth Width Length Thick Row Diam Gage Col-2 14.0 8.0 14.0 0.375 2 0.750 4.00 Col-3 14.0 8.0 14.0 0.375 2 0.750 4.00 BASE REACTIONS: Max_Tension+Shear Column -Max_Comp- -Max_Tens- -Max-Shear Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) ----- --- ------ --- ------ --- ------ --- ------ ------ Col-2 54 1.2 1 0.0 7 1.0 1 0.0 0.0 Col-3 54 1.2 1 0.0 7 1.0 1 0.0 0.0 LOAD COMBINATIONS: ------------------ 1 - Dead+Collateral 7 - Dead+Wind Leftl+Wind Suction 54 - 1.11Dead+1.11Collateral+0.7Seismic BVVB A231 of 362 U13R0049A-SCOTT GALVANIZING Page 79 Of 81 Job No Main Date 18/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Main Flush Girt Design Report 8/ 6/13 2:44pm --------------------==-----------====--------------�---_- --___---------------- GIRT LAYOUT: Bay Girt Bay_Offset Design Load ----Max_Load--- Id Id Locate Part Start End Length Weight Width Id UC Report 1 1 32.000 08C060 0.00 25.67 25.33 74.6 2.13 WS 0.95 Moment 2 16.250 OAZO89 0.00 2.5.67 2.5.33 110.7 3.A3 WS 0.98 Moment 3 39.667 08Z089 0.00 25.67 25.33 110.7 3.33 WS 0.86 Moment 4 42.917 08Z075 0.00 25.67 25.33 93.3 3.04 WS 0.98 Moment 5 45.750 08Z067 1.29 25.67 24.04 79.1 2.94 WS 0.97 Moment -- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ 2 6 32.000 08C067 0.00 28.67 28.00 92.1 2413 WS 0.96 Moment 7 36.250 08Z105 0.00 28.67 28.00 144.3 3.83 WS 0.98 Moment 8 39.667 08Z089 0.00 28.67 28.00 122.3 3.33 WS 1.00 Moment 9 42.917 08Z089 0.00 28.67 28.00 122 .3 3.04 WS 0.91 Moment. 10 45.'/50 08Z099 0.00 28.6'/ 28.00 136.1 3.54 WS 0.96 Moment --- ---- ------ -------- ----- ------ ------ ------ ----- -- ---- ------ 3 11 32.000 08C060 0.00 25.67 25.33 74.6 2.13 WS 0.95 Moment 12 36.250 08Z089 0.00 25.67 25.33 110.7 3.83 WS 0.98 Moment 13 39.667 08Z089 0.00 25.67 25.33 110.7 3.33 WS 0.86 Moment 14 42.917 08Z075 0.00 25.67 25.33 93.3 3.04 WS 0.98 Moment 15 45.750 08Z067 0.00 24.38 24.04 79.1 2.94 WS 0.97 Moment WS - Wind Suction GIRT INSIDE FLANGE BRACE: No. Brace/Bay 1� 2 3 0 0 0 GIRT STRENGTH: Bay Girt Ld ----Shear(k ) Moment(f-k ) -- Mom+ ---Deflect(in) -- Id Id Id Calc Limit UC Calc Limit UC Shear Calc Limit UC 1 1 WP 0.40 2.56 0.15 -2.51 4.85 0.52 0.40 -0.89 3.38 0.26 WS -0.48 2.56 0.19 2.87 3.02 0.95 0.47 1.03 3.38 0.30 1 2 WP 0.71 8.43 0.08 -4 .52 8.42 0.54 0.40 -1.10 3.38 0.33 WS -0.87 8.43 0.10 5.17 5.25 0.98 0.48 1.26 3.38 0.37 1 3 WP 0.62 8.43 0.07 -3.93 8.42 0.47 0.35 -0.96 3.38 0.28 WS -0.76 8.43 0.09 4.50 5.25 0.86 0.42 1.10 3.38 0.33 1 4 WP 0.57 5.02 0.11 -3.59 6.73 0.53 0.40 -1.03 3.38 0.31 WS -0.69 5.02 0.14 4.10 4.20 0.98 0.48 1.19 3.38 0.35 1 5 WP -0.52 3.57 0..15 -3.12 5.84 0.53 0.41 -0.90 3.21 0.28 WS -0.63 3.57 0.18 3.53 3.64 0.97 0.48 1.03 3.21 0.32 2 6 WP 0.44 3.57 0.12 -3.06 5.57 0.55 0.42 -1.19 3.73 0.32 WS -0.48 3.57 0.13 3.35 3.48 0.96 0.46 1..31 3.73 0.35 2 7 WP -0.79 12.17 0.06 -5.52 9.88 0.56 0.42 -1.40 3.73 0.37 B" A232 of 362 U13R0049A-SCOTT GALVANIZING Page 80 Of 81 Job No Main Date 18/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 1 WS -0.86 12.17 0.07 6.05 6.17 0.98 0.46 1.53 3.73 0.41 2 8 WP 0.69 8.43 0.08 -4.80 8.42 0.57 0.43 -1.43 3.73 0.38 WS -0.75 8.43 0.09 5.26 5.25 1.00 0.47 1.56 3.73 0.42 9 WP 0.63 8.43 0.07 -4.38 8.42 0.52 0.39 -1.30 3.73 0.35 WS -0.69 8.43 0.08 4. 80 5.25 0.91 0.43 1.43 3.73 0.38 2 10 WP -0.73 10.82 0.07 -5. 10 9.34 0.55 0.41 -1.37 3.73 0.37 WS -0.80 10.82 0.07 5.59 5.83 0.96 0.45 1.50 3.73 0.40 3 11 WP 0.40 2,56 0.15 -2.51 4.85 0.52 0.40 -0.89 3.38 0.26 WS 0.48 2.56 0.19 2. 87 3.02 0.95 0.47 1.02 3.38 0.30 3 12 WP -0.71 8.43 0.08 -4.52 8.42 0.54 0.40 -1.10 3.38 0.33 WS 0.87 8.43 0.10 5.17 5.25 0.98 0.48 1.26 3.38 0.37 3 13 WP 0.62 8.43 0.07 -3. 93 8.42 0.47 0.35 -0.96 3.38 0.28 WS 0.76 8.43 0.09 4.50 5.25 0.86 0.42 1.10 3.38 0.33 3 14 WP 0.57 5.02 0.11 -3.59 6.73 0.53 0.40 -1.03 3.38 0.31 WS 0.69 5.02 0.14 4.10 4.20 0.98 0.48 1.19 3.38 0.35 3 15 WP 0.52 3.57 0.15 -3.12 5.84 0.53 0.41 -0.90 3.21 0.28 WS 0.63 3.57 0.18 3.53 3.64 0.97 0.48 1.03 3.21 0.32 WP - Wind Pressure WS - Wind Suction UNBRACED LENGTH: Reduction Bay Girt ----Minor--- ----Cb---- --Mom1/Mom2- Factor Id Id Major Top Bot Top Bot Top Bot Top Bot 1 1 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0.62 1 2 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0.62 1 3 25.33 0.00 25.33 1.00 1. 14 1.00 1.00 0.00 0.62 1 4 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0.62 1 5 24.04 0.00 24.04 1.00 1.14 1.00 1.00 0.00 0.62 2 6 28.00 0.00 28.00 1.00 1.14 1.00 1.00 0.00 0.62 2 7 28.00 0.00 28.00 1.00 1.14 1.00 1.00 0.00 0.62 2 8 28.00 0.00 28.00 1.00 1.14 1.00 1.00 0.00 0.,62 2 9 28.00 0.00 28.00 1.00 1.14 1.00 1.00 0.00 0.62 2 10 28.00 0.00 28.00 1.00 1.14 1.00 1.00 0.00 0.62 3 11 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0._62 3 12 25.33 0.00 25.33 1.00 1.14 1.00 1.00 0.00 0.62 3 13 25.33 0_00 25.33 1.00 1. 14 1.00 1.00 0.00 0.62 3 14 25.33 0.00 25.33 1.00 1. 14 1.00 1.00 0.00 0.62 Main Wall Panel Report 8/ 6/13 2:44pm PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height 1 CW6-80 CW 26.00 80.0 0. 44 48.79 MOMENTS & DEFLECTION: BWB A233 of 362 U13R0049A-SCOTT GALVANIZING Page 81 Of 81 Job No Main Date 8/15/2013 Customer SEA CON LLC I Designed By npsrriptinn SCOTT GALVANIZING 1 ----Moment(ft-lb/ft)--------- Span Span Support Midspan ---Deflect (in)-- _Id- -(ft) Load -Cale Limit UC Calr_. Limit i7C -Cale Limit UC -- - -- -- 1 4.25 WP 31.5 181.1 0.17 -26.8 134.7 0.20 -0.04 0.57 0.07 WS -42.0 134.7 0.31 35.7 181.1 0.20 0.05 0.57 0.09 2 3.42 WP 31.5 181.1 0.17 -4 . 6 134.7 0.03 0.00 0.46 0.00 WS -42.0 134.7 0.31 6.1 181.1 0.03 0.00 0.46 0.00 3 3.25 WP 13. 9 181.1 0.08 -10.2 134.7 0.08 -0.01 0.43 0.02 WS -18.5 134.7 0.14 13. 5 181.1 0.07 0.01 0. 43 n. n2 2.83 WP 16.3 181.1 0.09 -3.2 134.7 0.02 0.00 0.38 0.00 WS -21.8 134.7 0.16 4 .3 181.1 0.02 0.00 0.38 0.00 3.04 WP 16.3 181.1 0.09 -13. 6 134.7 0.10 -0.01 0.41 0.02 WS -21.8 134.7 0.16 18.1 181.1 0.10 0.01 0.41 0.03 WP - Wind Pressure WS - Wind Suction Main Screw RepurL 8/ 6/13 2:44pm ------------___=-- -__=_-- ----------------- BASE SCREW CHECK: - -Screw----- Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Part (in) (ft) (k ) (k ) (k ) (k ) UC Main Weight Summary 8/ 6/13 2:44pm Total Column Weight = 2211.44 Total Rafter Weight = 0.00 Total Girt Weight = 1552.95 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 49.50 Main Warning Summary 8/ 6/13 2:44pm No Warnings BWB A234 of 362 U13R0049A-SCOTT GALVANIZING Page 1 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed B t Description SCOTT GALVANIZING STRUCTURAL DESIGN CALCULATIONS FOR SEA CON LLC 165 NE JUNIPER ST, SUITE 100 ISSAQUAH, WA 98027 PROJECT Job: EquipmentBldg SCOTT GALVANIZING 199TH ST NE ARLINGTON, WA 98223 BUILDING DATA BUILDING SIZE: Width (ft) = 16 Length (ft) = 102 Back Eave Height (ft) = 19.33 Front Eave Height (ft) = 18 Roof Slope (rise/100) _ -1.0:12 BUILDING LOADS: Roof Dead Load (psf) = 4.00 Roof Live Load (psf) = 20.00 Rigid Frame Live Load (psf) = 20 Collateral Load (psf) = 3 Roof Snow Load (psf) = 25 BUILDING CODE: Wind Code = IBC 09 Wind Speed(mph) = 85 Closed/Open = Closed Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category = D Seismic Coeff (Fa*Ss) = 1.129 This building was designed by: BWB, DATE: 8/15/13 The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. BWB A235 of 36, U13R0049A-SCOTT GALVANIZING Page 2 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer ) SEA CON LLC Designed B Description ] SCOTT GALVANIZING Table Of Contents Cover Page TABLE OF CONTENTS 2 - 2 Front Side Wall Calculations 3 - 11 Back Side Wall Calculations 12 - 12 Left End Wall Calculations 13 - 16 Right End Wall Calculations 17 - 21 RoofDesRev.out 22 - 33 BWB A236 of 362 U13R0049A-SCOTT GALVANIZING Page 3 Of 33 Job No EquipmentBldg Date 8/15/2013 t S0 Customer SEA CON LLC Designed B r l+r r. srs 7 Description SCOTT GALVANIZING i� EquipmentBldg Sidewall Design Code 7/30/13 12:37pm _==_--- _______________________________________-=_------____= STRUCTURAL CODE: Design Basis : WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) EquipmentBldg Bypass Girt Design Summary 7/30/13 12:37pm GIRT LAYOUT: Des Bay Bay_Offset Design ----Lap---- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.50 1 1 08ZO89 1.00 26.00 25.00 0.00 0.00 109.2 WS 0.89 Moment D 2 08ZO89 0.00 3.00 2.67 0.00 0.00 11.7 WS 0.62 Moment D 2 2 08ZO54 13.00 25.00 11.67 0.00 1.25 34.2 WS 0.77 Mom+Shr D 3 08ZO60 0.00 25.00 25.00 1.25 1.25 81.0 WS 0.85 Mom+Shr D 4 08ZO60 0.00 8.00 7.67 1.25 0.00 26.3 WS 0.85 Mom+Shr D 3 4 08Z054 18.00 25.00 6.67 0.00 0.00 17.7 WS 0.19 Shear D 14.00 4 1 08ZO60 1.00 26.00 25.00 0.00 1.25 77.3 WS 0.91 Moment D 2 08ZO54 0.00 25.00 25.00 1.25 1.25 72. 9 WS 0.95 Mom+Shr D 3 08ZO60 0.00 25.00 25.00 1.25 1.25 81.0 WS 0.87 Mom+Shr D 4 08ZO89 0.00 25.00 25.00 1.25 0.00 114.7 WS 1.00 Moment D WS - Wind Suction GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 3 4 0 0 0 0 - - ----- -------- --------- EquipmentBldg Girt Design 1 (Locate= 7 .500) 7/30/13 12:37pm GIRT LAYOUT: BWB A237 of 362 U13R0049A-SCOTT GALVANIZING Page 4 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed B Description gnnTT (,AT,VANT7,TN( I Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08ZO89 7.5000 25.00 7.00 0 109.2 0.00 0.70 2 08ZO89 7.5000 2. 67 7.00 0 ll.7 0.00 0.70 120.9 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Trap T,ap Sup Sup Lap Mom Loc Lap Sup 1 0.91 -1.24 0.00 -4.80 10.56 4.18 2 1.68 1.45 4 .18 2.02 1.33 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup -1.24 8.43 0.15 MidS -4 .80 7.43 0.65 RSup 0.52 -1.00 3.33 2 LSup 1.68 8.43 0.20 LSup 4.18 8.05 0.52 LSup 0.54 0.17 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 0.0 0.0 0.0 0.0 3.9 1.00 1.00 1.00 1.00 1.74 1.00 1.00 1.00 1.00 2.7 2.7 2.7 2.7 2.7 2.7 1.70 1.70 1.70 1.70 1.70 0.00 0.00 0.00 0.00 LOAD ID:Wind Suction GIRT ACTIONS: ---------Shear(k ) -------- -----Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -1.03 1.36 0.00 5.24 10.54 -4 .58 2 -1.84 -1.59 -4 .58 -2.20 1.33 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect (in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit BWB A238 of 362 U13R0049A-SCOTT GALVANIZING Page 5 Of 33 Job Nol EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING 1 RSup 1.36 8.43 0.16 MidS 5.24 5.89 0.89 RSup 0.57 1.09 3.33 2 LSup -1.84 8.43 0.22 LSup -4.58 7.43 0.62 LSup 0.59 -0.19 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 21.0 21.0 21.0 21.0 0.0 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 2 2.7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 __________________________________________________ EquipmentBldg Girt Design 2 (Locate= 7.500) 7/30/13 12:37pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 2 08ZO54 7.5000 11. 67 1.25 7.00 0 34.2 0.00 0.70 3 08ZO60 7.5000 25.00 1.25 1.25 7 .00 0 81.0 0.00 0.70 4 08ZO60 7.5000 7.67 1.25 7 .00 0 26.3 0.00 0.70 141.5 LOAD ID:Wind Pressure ------------------ GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) --- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- - --- ----- ----- ----- ----- ----- ----- ----- ----- 2 0.19 -0.70 -0.81 0.00 -0.22 2.24 2.66 3.60 3 1.03 0.92 -1.02 -1.12 3.60 2.39 -2.54 11.95 3.46 4.80 4 0.96 0. 85 0.30 4.80 3.67 1.77 3.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment (f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- 2 RLap -0.70 1.86 0.38 RLap 2.66 4 .41 0. 60 RLap 0.71 -0.20 3 RLap -1.02 2.56 0.40 RLap 3.46 5.20 0.67 RLap 0.78 -0.59 3.33 4 LLap 0.85 2.56 0.33 LLap 3.67 5.10 0.72 LLap 0.78 -0.39 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap BWB A239 of 362 U13R0049A-SCOTT GALVANIZING Page 6 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed By Desrriptinn SCOTT GALVANIZIP]C I 2 11.7 0.0 0.0 0.0 1.8 1.3 1.00 1.00 1.00 2.04 1.28 1.00 1.00 1.00-0.19 3 25.0 1.3 3.0 0.0 4.1 1.3 1.16 1.75 1.00 1.77 1.13 0.66 0.00 1.00 0.00 4 7.7 1.3 6.4 6.4 6.4 6.4 1.11 1,93 1,93 1,93 1.93 0-77 0.00 0.00 0.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.21 0.77 0.88 0.00 0.24 2.25 -2.89 -3.92 3 -1.12 -1. 00 1.11 1.23 -3.92 -2.59 2.76 11.94 -3.78 -5.24 4 -1.04 -0. 93 -0.32 -5.24 -4.01 -1.93 3.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect (in) Id Luc Calc LimiL UC Luc Calc LimiL UC Luc UC Calc Limit 2 RLap 0.77 1.86 0.41 RLap -2.89 4.41 0. 66 RLap 0.77 0.22 3 RLap 1.11 2.56 0.43 RLap -3.18 4.92 0.77 RLap 0.85 0. 64 3.33 4 LLap -0.93 2 .56 0.36 LLap -4.01 4.92 0.82 LLap 0.85 0.43 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 2 11.7 8 .7 8.7 8.7 0.0 0.0 1.13 1.13 1.13 1.00 1.00 0.00 0.00 0.00 1.00 3 25.0 0.0 0.0 15.3 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 7 .7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 x== ====ee==eco===occcc o=o=c=----___ ---- EquipmentBldg Girt Design 3 (Locate= 7.500) 7/30/13 12:37pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 4 08ZO54 7.5000 6.67 7.00 0 17.7 0.00 0. 62 17.7 LOAD ID:Wind Pressure -------------------------- BWB A240 of 362 U13R0049A-SCOTT GALVANIZING Page 7 Of 33 Job No EquipmentBldg Date i 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING } - I GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.29 -0.29 0.00 -0.48 3.33 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 4 LSup 0.29 1.86 0.15 MidS -0.48 4.41 0.11 LLap 0.11 -0.01 0. 89 UNBRACE LENGTHS: Bay ---------Minor -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 4 6.7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k ) -----------Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 -0.32 0.35 0.00 0.54 3.19 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 4 RSup 0.35 1.86 0.19 MidS 0.54 4.03 0.13 RLap 0.13 0.01 0.89 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 4 6.7 6.7 6.7 6.7 6.7 6.7 1.13 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 EquipmentBldg Girt Design 4 (Locate= 14.000) 7/30/13 12:37pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor B1N8 A241 of 362 U13R0049A-SCOTT GALVANIZING Page 8 Of 33 Job No EquipmentBldg Date 8/1 /201i Customer SEA CON LLC Designed B Description SCOTT GALVANTZTNG i Id Part Locate Length Left Right Width Brace Weight Out In 1 08ZO60 14.0000 25.00 1.25 5.17 0 77.3 0.00 0.70 2 08Z054 14.0000 25.00 1.25 1.25 5.17 0 72.9 0.00 0.70 3 08Z060 14.0000 25.00 1.25 1.25 5.17 0 81.0 0.00 0.70 4 08Z089 14.0000 25.00 1.25 5.17 0 114.7 0.00 0.70 345.9 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.62 -0.09 -0. 97 0.00 -3.03 9.77 3.18 4.34 2 0. 60 0.52 -0.82 -0.90 4.34 3.64 -2.95 13.00 2.17 3.24 3 0.73 0. 65 -0.78 -0.86 3.24 2.38 -0.96 11.49 3.82 4.84 4 1.21 1. 13 -0.99 4.84 3.38 -5.35 18.00 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -0.89 2.56 0.35 MidS -3.03 4.92 0.62 RLap 0.70 -0.82 3.33 2 RLap -0.82 1.86 0.44 LLap 3.64 4.41 0.83 LLap 0.87 -0.54 3.33 3 RLap -0.78 2.56 0.30 RLap 3.82 5.01 0.76 RLap 0.80 -0.04 3.33 4 LLap 1.13 8.43 0.13 MidS -5.35 7.43 0.72 MidS 0.64 -1.00 3.33 UNBRACE LENGTHS: Bay --- -Minor---------- -----------Cb----------- --Mom1/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 0.0 0.0 0.0 4.2 1.3 1.00 1.00 1.00 1.75 1.12 1.00 1.00 1.00 0.00 2 25.0 1.3 1. 8 0.0 3.0 1.3 1.07 1.10 1.00 1.75 1.16 0. 84 0.78 1.00-0.01 3 25.0 1.3 4. 8 0.0 6.8 1.3 1.12 1.82 1.00 1.87 1.09 0.73 0.00 1.00 0.00 4 25.0 1.3 3.3 0.0 0.0 0.0 1.14 1.73 1.00 1.00 1.00 0.70-0.01 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.71 0.97 1.06 0.00 3.32 10.01 -3.47 -4.74 2 -0.65 -0.56 0.89 0. 98 -4.74 -3.98 3.22 13.00 -2.36 -3.52 avvs A242 of 362 U13R0049A-SCOTT GALVANIZING Page 9 Of 33 Job No EquipmentBldg Date 8/15/2013 j, Customer SEA CON LLC Designed B Description SCOTT GALVANIZING 3 -0.79 -0.71 0.85 0.94 -3.52 -2.58 1.04 11.48 -4.17 -5.29 4 -1.32 -1.24 1.11 -5.29 -3.69 5.87 17.98 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Cale Limit UC Loc Cale Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 0. 97 2.56 0.38 MidS 3.32 3.64 0.91 RLap 0.77 0.90 3.33 2 RLap 0.89 1.86 0.48 LLap -3.98 4.41 0.90 LLap 0.95 0.58 3.33 3 RLap 0.85 2.56 0.33 RLap -4.17 4.92 0.85 RLap 0.87 0.04 3.33 4 LLap -1.24 8.43 0.15 MidS 5.87 5.89 1.00 RLap 0.65 1.10 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 19.4 19. 4 19.4 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 7.7 0.0 0.0 1.00 1.00 1.40 1.00 1.00 1.00 1.00 0.01 1.00 3 25.0 0.0 0.0 11.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 10.0 7.0 7.0 1.00 1.00 1.15 1.54 1.54 1.00 1.00 0.53 0.00 EquipmentBldg Sidewall Jamb/Header Summary 7/30/13 12:37pm JAMB/HEADER LAYOUT: Open Bay Id Id Locate Part Length Weight ---- --- ------ -------- ------ ------ 1 2 Jamb-L F08C060 14.00 41.2 Jamb-R F08CO60 14.00 41.2 Header F08C060 10.00 29.4 2 4 Jamb-L F08C060 14.00 41.2 Jamb-R F08CO60 14.00 41.2 Header F08CO60 10.00 29.4 JAMB/HEADER UNBRACED LENGTHS: Available Open Minor Minor ReductionFactor Id Locate Major Outside Inside Outside Inside 1 Jamb-L 14.00 7.50 7 .50 0.00 0.00 Jamb-R 14.00 7.50 7.50 0.00 0.00 Header 10.00 0.00 10.00 0.00 0.62 2 Jamb-L 14.00 7.50 7.50 0.00 0.00 Jamb-R 14.00 7.50 7.50 0.00 0.00 Header 10.00 0.00 10.00 0.00 0.62 JAMB/GIRT LAYOUT: Bot Top Open Girt Girt Id Locate (k ) (k ) Interior Girt Locations (ft) BWB A243 of 362 U13R0049A-SCOTT GALVANIZING Page 10 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC i Designed By Description ,SrnTT (;AT.VA1QT9TN(; 1 Jamb-L Base 14.UU /.SUU Jamh-R Rase 14 .00 7.500 2 Jamb-L Base 14.00 7.500 Jamb-R Base 14.00 7.500 JAMB/GIRT LOADING Support Jamb Open Load Reaction(k ) Load Td Locate Id Bat Top (k/ft) Interior_Girt_Loads (k ) 1 Jamb-L WP -0.24 -0.35 -0.062 1.45 WS 0.27 0.38 0.067 -1.59 Jamb-R WP 0.52 0.53 -0.062 -0.19 WS -04,57 -0.58 0.067 0.21 2 Jamb-L WP 0.,29 0.27 -0.062 0.30 WS -0.32 -0.30 0.067 -0.32 Jamh-R WP 0.59 0.61 -0.062 -0.34 WS -0.65 -0.60 0.067 0.39 STRENGTII/DEFLECTION:, Open Ld ----Shear(k )---- ---Moment (f-k ) -- Mom+ Deflect(in) Id Locate Id Cale Limit UC Calc Limit UC Shear Cale Limit 1 Jamb-L WP -0.71 2.56 0.28 3.56 4 .75 0.75 0.79 0.28 1.87 WS 0.77 2.56 0.30 -3. 91 4 .75 0.82 0.86 -0.30 1.81 Jamb-R WP -0.53 2.56 0.21 -2.17 4 .75 0.46 0.45 -0.22 1.87 WS 0.58 2.56 0.23 2.37 4.75 0.50 0.49 0.24 1.87 Header WP -0.06 2.56 0.02 -0.15 4.85 0.03 0.00 -0.01 1.33 WS -0.07 2.56 0.03 0.17 4.32 0.04 0.00 0.01 1.33 2 Jamb-L WP 0.29 2.56 0.11 -0. 67 4 .75 0.14 0.14 -0.07 1.87 WS -0.32 2.56 0.12 0.72 4.75 0.15 0.15 0.08 1. 87 Jamb-R WP -0.61 2.56 0.24 -2.70 4.75 0.57 0.56 -0..27 1. 87 WS 0.68 2.56 0.26 2.98 4.75 0.63 0. 62 0.30 1.87 Header WP -0.06 2.56 0.02 -0.15 4 .85 0.03 0.00 -0.01 1.33 WS -0.07 2.56 0.03 0. 17 4.32 0.04 0.00 0.01 1.33 WP - Wind Pressure WS - Wind Suction EquipmentBldg Wall Panel Summary (Bay- 4) 7/30/13 12:37pm PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height 4 CW6-80 CW 26.00 80.0 0.44 17.83 MOMENTS & DEFLECTION: BWB A244 of 362 U13R0049A-SCOT?GALVANIZING Page 11 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING ----------Moment(ft-lb/ft) --------- Span Span Support Midspan ---Deflect(in)-- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC 1 7.50 WP 86.7 181.1 0.48 -67.9 134.7 0.50 -0.29 1.00 0.29 WS -115.1 134.7 0.85 90.1 181.1 0.50 0.39 1.00 0.39 6.50 WP 86.7 181.1 0.48 -22.3 134.7 0.17 -0.03 0.87 0.04 WS -115.1 134.7 0.85 29.6 181.1 0.16 0.04 0.87 0.05 3.83 WP 33.6 181.1 0.19 -13.7 134.7 0.10 -0.01 0.51 0.02 WS -44.6 134.7 0.33 18.1 181.1 0.10 0.01 0.51 0.03 WP - Wind Pressure WS - Wind Suction - --------------------Y - ------ - - - -____________________________________ EquipmentBldg Weight Summary 7/30/13 12:37pm ---------------=------------=======__=_=----� Girts = 625.92 Frame Openings = 223.82 849.74 EquipmentBldg Warning Summary 7/30/13 12:37phl ------------------ . . No Warnings BWB A245 of 362 U13R0049A-SCOTT GALVANIZING Page 12 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed By Description scnTT GATMANT7,TNG EquipmentBldg Sidewall Design Code 7/30/13 12:37pm ----------------- STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steels AISC05 Cold Formed Steel : NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) _—__— ___— ------ __---_______��_= EquipmentBldg Weight Summary 7/30/13 12:37pm Girts = 0.00 Frame Openings = 0.00 0.00 ____=_--- --- _-------------------------------=----------- EquipmentBldg Warning Summary 7/30/13 12:37pm _-------______------- . . No Warnings BVvB A246 of 362 U13R0049A-SCOTT GALVANIZING Page 13 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING EquipmentBldg Endwall Design Code 7/30/13 12:37pm STRUCTURAL CODE: Design Basis : WS - Working Stress Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS07 BUILDING CODE: Wind Code : IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) EquipmentBldg Column & Rafter Design 7/30/13 12:37pm MEMBER SIZES: Member Member ---Web_Size-- -Flange Size- Member Member Id Locate Part Depth Thick Width Thick Length Weight ------ ------ ----------- ----- ----- ----- ----- ------ ------ Col-1 0.7 Col-2 15.3 Total= 0.00 STRESS RATIO: Load Control Id Id Axial Shear Moment Axl+Mom Shr+Mom UC COLUMN REACTIONS Load ------Reaction(k )------ Id Id Horz(OP) Vert Horz(IP) COLUMN MEMBER DEFLECTIONS: Load Deflection(in) Id Id Calc Limit ----- ---- ------ ----- COLUMN/RAFTER KL/R RATIO: Mem Unbrace_Length ----KL/R---- Id Major Minor Major Minor BWB A247 of 362 U13R0049A-SCOTT GALVANIZING Page 14 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC i Designed By Description SCOTT GALVANIZING EquipmentBldg Column Flange Brace Report 7/30/13 12:37pm COLUMN FLANGE BRACES Mem Column Brace At Id Side Part Girt Id EquipmentBldg Base Plate & Anchor Bolt Design 7/30/13 12:37pm ==,__— ------­_________-------------------_------- -------- Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) BASE SIZE: Column-Base --Plate_Size(in)-- -Bolts (GR36 )- Id Depth Width Length Thick Row Diam Gage ----- ----- ----- ------ ----- --- ----- ----- BASE REACTIONS: --------------- Max_Tension+Shear Column -Max_Comp- -Max-Tens- -Max-Shear Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) ------ --- ------ --- ------ --- ------ --- ------ ------ LOAD COMBINATIONS: ------------------ EquipmentBldg Flush Girt Design Report 7/30/13 12:37pm GIRT LAYOUT: Bay Girt Bay-Offset Design Load ----Max-Load--- Id Id Locate Part Start End Length Weight Width Id UC Report 1 1 7.500 08ZO60 0.00 16.00 16.00 47.1 7.00 WS 0.95 Moment 2 14.000 08ZO54 0.00 16.00 16.00 42.4 5.91 WS 0.95 Moment WS - Wind Suction GIRT INSIDE FLANGE BRACE: No. Brace/Bay 1� BWB A248 of 362 U13R0049A-SCOTT GALVANIZING Page 15 Of 33 _ Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC I Designed B Descriptions SCOTT GALVANIZING 0 GIRT STRENGTH: Bay Girt Ld ----Shear(k )--- --Moment(f-k ) -- Mom+ ---Deflect(in)-- Id Id Id Calc Limit UC Calc Limit UC Shear Calc Limit UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ----- ---- 1 1 WP 0.69 2.56 0.27 -2.76 5.20 0.53 0.42 -0.39 2.13 0.18 WS -0.81 2.56 0.32 3.09 3.24 0.95 0.47 0.44 2.13 0.21 1 2 WP 0.58 1.86 0.31 -2.33 4.41 0.53 0.43 -0.37 2.13 0.17 WS -0.69 1.86 0.37 2.61 2.75 0. 95 0.48 0.42 2.13 0.19 WP - Wind-Pressure WS - Wind Suction UNBRACED LENGTH: Reduction Bay Girt ----Minor--- ----Cb---- --Moml/Mom2- Factor Id Id Major Top Bot Top Bot Top Bot Top Bot ---- ---- ----- ----- ----- ----- ----- ----- ----- ---- ---- 1 1 16.00 0.00 16.00 1.00 1. 14 1.00 1.00 0.00 0.62 EquipmentBldg Wall Panel Report 7/30/13 12:37pm PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height --- -------- ---- ----- ----- --------- ------ 1 CW6-80 CW 26.00 80.0 0.44 19.32 MOMENTS & DEFLECTION: ----Moment(ft-lb/ft) --------- Span Span Support Midspan ---Deflect(in)-- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC ---- ----- ---- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 7.50 WP 84.0 181.1 0.46 -69.0 134.7 0.51 -0.30 1.00 0.30 WS -111.5 134.7 0.83 91.6 181.1 0.51 0.40 1.00 0.40 2 6.50 WP 84 .0 181.1 0.46 -16.8 134.7 0.12 -0.01 0.87 0.01 WS -111.5 134.7 0.83 22.3 181.1 0.12 0.01 0.87 0.02 3 5.32 WP 45.2 181.1 0.25 -33.5 134.7 0.25 -0.07 0.71 0.10 WS -60.0 134.7 0.45 44.4 181.1 0.25 0.09 0.71 0.13 WP - Wind Pressure WS - Wind Suction EquipmentBldg Screw Report 7/30/13 12:37pm BWB A249 o1362 U13R0049A-SCOTT GALVANIZING Page 16 Of 33 Job No EquipmentBldg Date 8/15/2013 r A r Customer SEA CON LLC Designed B Description ,(nT,T GAT.VANTZTN(; BASE SCREW CHECK: ------------Screw---------- Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Part (in) (ft) (k ) (k ) (k ) (k ) UC ---- ------ -------- ----- ----- ----- ----- ----- ----- ---- EquipmentBldg Weight Summary 7/30/13 12:37pm Total Column Weight = 0.00 Total Rafter Weight = 0.00 Total Girt Weight = 89.23 Total Door Jamb Weight 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 6.60 ------- ------------------------------------------------��__ ^------ EquipmentBldg Warning Summary 7/30/13 12:37pm .. No Warnings BWB A250 of 362 U13R0049A-SCOTT GALVANIZING Page 17 Of 33 Job Nol EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed B i Description SCOTT GALVANIZING EquipmentBldg Endwall Design Code 7/30/13 12:37pm STRUCTURAL CODE: Design Basis : WS - Working Stress Hot Rolled Steel : AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 �(ksi ) EquipmentBldg Column & Rafter Design 7/30/13 12:37pm MEMBER SIZES: Member Member ---Web_Size-- -Flange Size- Member Member Id Locate Part Depth Thick Width Thick Length Weight Col-1 0.7 Col-2 15.3 Total- 0.00 STRESS RATIO: Load Control Id Id Axial Shear Moment Axl+Mom Shr+Mom UC ----- ---- ----- ----- ------ ------- ------- ------- COLUMN REACTIONS: Load ------Reaction(k )------- Id Id Horz (OP) Vert Horz(IP) COLUMN MEMBER DEFLECTIONS: Load Deflection(in) Id Id Calc Limit ----- ---- ------ ------ COLUMN/RAFTER KL/R RATIO: Mem Unbrace_Length ----KL/R---- Id Major Minor Major Minor BWB A251 of 362 U13R0049A-SCOTT GALVANIZING Page 18 Of 33 i Job No EquipmentBldg - Date 8/15/2013 Customer SEA CON LLC Designed B Tlasrri,pti nn SCOTT GALVANIZING EquipmentBldg Column Flange Brace Report 7/30/13 12:37pm COLUMN FLANGE BRACES Mem Column Brace At Id Side Part Girt Id ______- EquipmentBldg Base Plate & Anchor Bolt Design 7/30/13 12:37pm Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) BASE SIZE: Column-Base --Plate_Size(in) -- -Bolts (GR36 ) - Id Depth Width Length Thick Row Diam Gage BASE REACTIONS: --------------- Max_Tension+Shear Column -Max_Comp- -Max-Tens- -Max-Shear Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) ------ --- ------ --- ------ --- ------ --- ------ ------ LOAD COMBINATIONS: ------------------ --------------------- EquipmentBldg Flush Girt Design Report 7/30/13 12:37pm GIRT LAYOUT: Bay Girt Bay_Offset Design Load ----Max-Load--- Id Id Locate Part Start End Length Weight Width Id UC Report --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ 1 1 7.500 08ZO54 0.00 5.00 4.67 12.4 7.00 WS 0.14 Shear 2 7.500 08ZO54 15.00 16.00 0.67 1.8 7.00 WS 0.02 Shear 3 14.000 08Z067 0.00 16.00 16.00 52.6 5.91 WS 0.98 Moment WS - Wind Suction GIRT INSIDE FLANGE BRACE: No. Brace/Bay BWB A252 of 362 U13R0049A-SCOTT GALVANIZING Page 19 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA 'CON LLC Designed By Description SCOTT GALVANIZING 1 0 GIRT STRENGTH: Bay Girt Ld ----Shear(k )--- --Moment(f-k )-- Mom+ ---Deflect(in)-- Id Id Id Calc Limit UC Calc Limit UC Shear Calc Limit UC 1 1 WP 0.20 1.86 0.11 -0.23 4.41 0.05 0.07 0.00 0.62 0.01 WS -0.26 1.86 0.14 0.30 4.38 0.07 0.09 0.00 0.62 0.01 1 2 WP -0.03 1.86 0.02 0.00 4.41 0.00 0.00 0.00 0.09 0.00 WS 0.04 1.86 0.02 0.01 4.41 0.00 0.00 0.00 0.09 0.00 1 3 WP 0.87 3.57 0.24 -3.41 5.84 0.58 0.52 -0.21 2.13 0.10 WS -0.99 3.57 0.28 3.79 3.88 0.98 0.58 0.24 2.13 0.11 WP - Wind Pressure WS - Wind Suction UNBRACED LENGTH: Reduction Bay Girt ----Minor--- ----Cb---- --Moml/Mom2- Factor Id Id Major Top Bot Top Bot Top Bot Top Bot 1 1 4.67 0.00 4.67 1.00 1.14 1.00 1.00 0.00 0.62 1 2 0. 67 0.00 0.67 1.00 1.14 1.00 1.00 0.00 0.62 --- ---------------------------------- -� EquipmentBldg Door Jamb & Header Summary 7/30/13 12:37pm --------------- JAMB/HEADER LAYOUT: Open Bay Id Id Locate Part Length Weight 3 1 Jamb-L F08CO60 14 .00 41.2 Jamb-R F08CO60 14 .00 41.2 Header F08CO60 10.00 29.4 STRENGTH/DEFLECTION: Open Member Ld ----Shear(k )---- ---Moment (f-k ) -- Mom+ Deflect(in) Id Id Id Calc Limit UC Calc Limit UC Shear Calc Limit ---- ------ -- ----- ------ ---- ----- ------ ---- ----- ----- ----- 3 Jamb-L WP -0.55 2.56 0.21 -2..25 4 .75 0.47 0.00 0.00 1.87 WS 0.59 2.56 0.23 2.45 4.75 0.52 0.00 0.00 1.87 Jamb-R WP 0.43 2.56 0.17 -1.50 4 .75 0.32 0.00 0.00 1.87 WS -0.47 2.56 0.18 1.63' 4 .75 0.34 0.00 0.00 1.87 Header WP -0.06 2.56 0.02 -0..15 4.85 0.03 0.03 0.01 1.33 WS 0.07 2.56 0.03 0.17 4.32 0.04 0.03 0.01 1.33 WP - Wind Pressure WS - Wind Suction BWB A253 of 362 U13R0049A-SCOTT GALVANIZING Page 20 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed 8]� - -�Description ) SCOTT GALVADIIZING EquipmentBldg Wall Panel Report 1/30/13 12:37pm PANEL DATA: -- - Rotation Panel Bay Part Type Gage Yield Stiffness Height 1 CW6-80 CW 26.00 80.0 0.44 19.32 MOMENTS & DEFLECTION: ----Moment(ft-lb/ft) --------- Span Span Support Midspan ---Deflect(in) -- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC 1 7.50 WP 84.0 181.1 0.46 -69.0 134.7 0.51 -0.30 1.00 0.30 WS -111._9 134.7 0.83 91,6 181 .1 0.51 0.40 1 .00 0.40 2 6.50 WP 84.0 181.1 0.46 -16.8 134.7 0.12 -0.01 0.87 0.01 WS -111.5 134.7 0.83 22.3 181.1 0.12 0.01 0.87 0.02 3 5.32 WP 45.2 101.1 0.25 -33.5 134.7 0.25 0.07 0.71 0.10 WS -60.0 134.7 0.45 44.4 181.1 0.25 0.09 0.71 0.13 WP - Wind Pressure WS - Wind Suction EquipmentBldg Screw Report 7/30/13 12:37pm --__ --==__----------------________�_=___��____�---_===a=� BASE SCREW CHECK: ------------Screw---------- Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id LenyLh PdtL (ill) (EL) (k ) (k ) (k ) (k ) UC ---- ------ -------- ----- ----- ----- ----- ----- ----- ---- EquipmentBldg Weight Summary 7/30/13 12:37pm Total Column Weight = 0.00 Total Rafter Weight = 0.00 Total Girt Weight = 64 . 63 Total Door Jamb Weight = 111.91 Total Bracing Weight = 0.00 Total Clips Weight = 9. 90 EquipmentBldg Warning Summary 7/30/13 12:37pm BWB A254 of 362 U13R0049A-SCOTT GALVANIZING Page 21 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed B Description -.,-SCOTT GALVANIZING No Warnings BWB A255 of 362 U13R0049A-SCOTT GALVANIZING Page 22 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed Bye Description SCOTT GALVANIZING EquipmentBldq Desiqn Code 8/ 1/13 7 :18am STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) EquipmentBldg Purlin Layout(Surface= 2) 8/ 1/13 7:18am --------------------- z=====__ SURFACE LAYOUT: Surface No. Peak Id Length Row Space ------- ------- --- ----- 2 16.055 4 4.389 PURLIN LOCATION: Purlin Surf Load Dead Edge Show ------Max_Load Id Offset Space Width Load Wind Report Id UC Report 1 1.333 1.333 2.167 3.21 Y 2 0.77 Mom,Shr 2 4.333 3.000 3.000 2.32 Y Y 2 0.91 Mom,Shr 3 7.333 3.000 3.667 1.90 2 0.86 Mom,Shr 4 11.66'/ 4.333 4.361 1.60 Y 3 1.00 Mom,Shr 16.055 4.389 Average= 2.11 PURLIN LAYOUT: Bay Purlin Design ---Lap(ft)-- No. Unit Total Id Part Length Left Right Brace Weight Weight LExt 1OZ120 1.00 0 6.7 26.8 1 1OZ120 25.00 2.38 2 183.6 734.4 2 10Z099 25.00 2.38 2.38 2 164.6 658.4 3 1OZ099 25.00 2.38 2.38 2 164.6 658.4 4 10Z120 25.00 2 .38 2 183.6 734.4 RExt 1OZ120 1.00 0 6.7 26.8 Total (lb)= 709.8 2839.3 BWB A256 of 362 U13R0049A-SCOTT GALVANIZING Page 23 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed B bsSCr]Ft]oII SCOTT GALVANIZING SPECIAL LOADS: Load Location Start End Load-Type 0.000 6.000 Edge Zone Wind 13.055 16.055 Edge Zone Wind --------------------- ----_-__----___-_--_______-----_--------_�-_______----_ EquipmentBldg Purlin(Surface= 2, Id= 2) 8/ 1/13 7:18am ------------------------------ ROOF PURLIN Surface Id = 2 Purlin Id = 2 Offset = 4.33 Edge Strip = 6.00 PURLTN LAYOUT: (Purlin Td= 2) Available Design Reduction Bay Purlin Length ---Lap(ft) -- Load No. Factor Id Part (ft) Left Right Width Brace Out In ---- -------- ------ ----- ----- ----- ----- ---- ---- LExt 1OZ120 1.00 3.00 0 0.50 0.50 1 1OZ120 25.00 2.38 3. 00 2 0.50 0.50 2 1OZO99 25.00 2.38 2.38 3. 00 2 0.90 0.76 3 1OZO99 25.00 2.38 2.38 3.00 2 0.90 0.76 4 1OZ120 25.00 2.38 3.00 2 0.50 0.50 RExt 1OZ120 1.00 3.00 0 0.50 0.50 STRENGTH/DEFLECTION SUMMARY: Spnl Shear(k )--------I-------Moment (f-k )------I ---Mom+Shr--1----Defl(in) --- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- ------ ----- ---- --I ---- ------ ----- ---- --I ---- ---- --I------ --- ExtIRSup -0.08 15.89 0.01 llRSup 0.04 15.10 0.00 llLSup 0.00 11 0.06 0.00 1 llRLap -1.03 15.89 0.06 1IMidS -3.88 10.33 0.38 llRSup 0.20 11 0.94 -1.22 2 2ILLap 0.88 9.16 0.10 llLLap 3.02 11.03 0.27 llLLap 0.26 11 1.27 1.05 2 31RLap -0.88 9.16 0.10 llRLap 3.02 ll.03 0.27 llRLap 0.26 11 1.11 0.88 2 41LLap 1.03 15.89 0.06 1jMidS -3.88 10.33 0.38 llLSup 0.20 11 1.44 1.22 2 ExtILSup 0.08 15.89 0.01 111,Sup 0.04 15.10 0.00 llLSup 0.00 11 0.10 0.00 2 LOAD COMBINATIONS: ----------------- (1) Dead+Collateral+Live (2) Dead+Collateral+Snow+Slide Snow EquipmentBldg Purlin(Surface= 2, Id= 4) 8/ 1/13 7:18am ___________ ------------------------------ BWB A257 of 362 U1 3RO049A-SCOTT GALVANIZING Page 24 Of 33 Job No EquipmentBldg Date 8/15/2013 - - _--�•`-sue_- _ Customer SEA CON LLC Designed By - f_ �j F_ f - „���, Description SCOTT GALVANIZING ROOF PURLIN Surface Id = 2 Purlin Id = 4 Offset = 11.67 ------------------------------ PURLIN LAYOUT: (Purlin Id= 4) Available Design Reduction Bay Purlin Length ---Lap(ft) -- Load No. Factor Id Part (ft) Left Right Width Brace Out In ---- -------- ------ ----- ----- ----- ----- ---- ---- LExt 1OZ120 1.00 4.36 0 0.50 0.50 1 1OZ120 25.00 2.38 4.36 2 0.50 0.50 2 1OZO99 25.00 2.38 2.38 4.36 2 0. 90 0.76 3 1OZO99 25.00 2.38 2.38 4.36 2 0. 90 0.76 4 1OZ120 25.00 2.38 4.36 2 0.50 0.50 RExt 1OZ120 1.00 4.36 0 0.50 0.50 STRENGTH/DEFLECTION SUMMARY: Spnl -Shear(k )--------I-------Moment(f-k ) ------ I---Mom+Shr--1----Defl (in) --- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- ------ ----- ---- --I---- ------ ----- ---- --I---- ---- --I------ ----- -- ExtlRSup -0.12 15.89 0.01 11RSup 0.06 15,.10 0.00 llLSup 0.00 11 0.09 0.00 1 llRLap -1.49 15.89 0.09 llMidS -5.63 10.33 0.55 llRSup 0.28 11 2.11 -2.73 2 2ILLap 1.29 9.16 0.14 11LLap 4.39 11.03 0.40 1ILLap 0.37 11 2.86 2.35 2 3IRLap -1.29 9.16 0.14 11RLap 4.39 11.03 0.40 llRLap 0.37 11 2.49 1. 98 2 4ILLap 1.49 15.89 0.09 llMidS -5.63 10.33 0.55 llLSup 0.28 11 3.24 2.73 2 ExtILSup 0.12 15.89 0.01 llLSup 0.06 15.10 0.00 llLSup 0.00 11 0.21 0.00 2 LOAD COMBINATIONS: ------------------ (1) DeadiCollateraliLive (2) Dead+Collateral+Snow+Slide Snow EquipmentBldg Purlin Combination Report 8/ 1/13 7:18am Surf System ----Roof_Purlin---- Added_Purlin Total Id Id Depth Row Weight Row Weight Weight 2 1 10.0 4 2839.3 0 0. 0 2839.3 EquipmentBldg In-Plane Roof Force 8/ 1/13 7:18am Win (k )= Design load in the plane of the purlin web Wout(k )= Design load in the plane of the purlin flange PI (k )= Force in plane of roof per anti-roll clip BWB A2258 of 362 U13R0049A-SCOTT GALVANIZING Page 25 Of 33 L Job No EquipmentBldg Date 8/15/2013 j Customer SEA CON LLC Designed By Description SCOTT GALVANIZING PURLIN ROLL FORCES: Surf Load Line --Roof_Load-- Id Id Id Win Wout Pi 2 2 1 11.09 -0.92 0.21 2 2 2 20.54 -1.71 -0.04 2 2 3 20.54 -1.71 0.03 2 2 4 20.54 -1.71 -0.04 2 2 5 11.09 -0.92 0.21 STANDARD CONNECTION: Surf Line Roll Force/Connection Stiff Deflection Id Id No. Attachment Id Thick Calc Limit UC Calc Calc Limit ---- ----- --- ------------- ------ ----- ----- ----- ---- ----- ----- ----- 2 RF 4 Weld clip 0.000 0.00 0.00 0.00 0.00 0.00 0.00 REQUIRED ANTI-ROLL CONNECTION: Surf Line Roll Force/Connection Stiff Deflection Id Id No. Attachment Id Thick Calc Limit UC Calc Calc Limit 2 RF 2 Gusset clip @102 0.220 0.21 1.74 0.12 8.93 0.02 0.25 PURLIN ANTI ROLL LOCATION: Surf Line No. Id Id Purlin Purlin Location ---- ---- ------ ------------------------- 2 RF 2 1 3 PANEL SHEAR/DIAPHRAGM: Surf Line Panel Shear -Deflection- Id Id Calc Limit Calc Limit 2 RF 26.4 30.0 0.51 0.87 EquipmentBldg Roof Panel Summary 8/ 1/13 7:18am PANEL LAYOUT: Surf Surface No. Max Rotation Id Part Type Gage Yield Length Purlin Space Stiffness 2 NS4- SS 24.00 50.0 16.06 4 4 .389 0.44 PANEL STRENGTH: --------Support ---------Midspan-------- Surf Load Moment(ft-lb/ft) Moment(ft-lb/ft) Id Area Id Offset Calc Limit Ratio Offset Calc Limit Ratio ---- ------ ---- ------ ----- ----- ----- ------ ----- ----- ----- 2 Left 1 11.7 50.3 207.5 0.24 14 .3 -35.0 370.5 0.09 BWB A259 of 362 U13R0049A-SCOTT GALVANIZING Page 26 Of 33 Job No EquipmentBldg Date 8/15/2013 - f Customer SEA CON LLC Designed B Description SCOTT GALVANIZING 2 11.7 67.7 207.5 0.33 14 .4 -39.7 370.5 0.11 3 11. 1 83.8 201.5 U.4U 14.3 -48.4 3/0.5 0. 13 4 11.7 50.3 207.5 0.24 14.3 -35.0 370.5 0.09 5 11.7 39.8 207.5 0.19 14.3 -27.7 370.5 0.07 6 11.7 52.9 207.5 0.25 14.4 -31.2 370.5 0.08 7 11.7 64.9 207.5 0.31 14.6 -36.2 370.5 0.10 8 11.7 29.5 207.5 0.14 14.3 -20.5 370.5 0.06 9 11.7 -57.0 370.5 0.15 9.4 33.0 207.5 0.16 10 11.7 55.7 207.5 0.27 14.3 -38.7 370.5 0.10 11 7.3 -14.3 370.5 0.04 9. 6 12.7 207.5 0.06 12 11.7 68.7 207.5 0.33 14.4 -42.2 370.5 0.11 13 11.7 80.7 207.5 0.39 14.6 -47.5 370.5 0.13 14 4.3 23.5 207.5 0.11 2.9 -15.3 370.5 0.04 15 11.7 15.8 207.5 0.08 14.3 -16.3 370.5 0.04 16 11.7 26.1 207.5 0.13 14.3 -18.2 370.5 0.05 17 11.7 -60.4 370.5 0.16 9.4 34.2 207.5 0.16 2 Center 1 11.7 50.3 207.5 0.24 14 .3 -35.0 370.5 0.09 2 11.7 67.7 207.5 0.33 14.4 -39.7 370.5 0.11 3 11.7 83.8 207.5 0.40 14.3 -48.4 370.5 0.13 4 11.7 50.3 207.5 0.24 14.3 -35.0 370.5 0.09 5 11.7 39.8 207.5 0.19 14.3 -27.7 370.5 0.07 6 11.7 52.9 207.5 0.25 14.4 -31.2 370.5 0.08 7 11.7 64.9 207.5 0.31 14.6 -36.2 370.5 0.10 8 11.7 29.5 207.5 0.14 14 .3 -20.5 370.5 0.06 9 11.7 -31.9 370.5 0.09 14.2 24.8 207.5 0.12 10 11.7 55.7 207.5 0.27 14.3 -38.7 370.5 0.10 11 11.7 9.6 207.5 0.05 9.3 -5.0 370.5 0.01 12 11.7 68.7 207.5 0.33 14.4 -42.2 370.5 0.11 13 11.7 80.7 207.5 0.39 14.6 -47.5 370.5 0.13 14 7.3 25.6 207.5 0.12 2. 9 -15.9 370.5 0.04 15 11.7 34.7 207.5 0.17 8. 9 -12.6 370.5 0.03 16 11.7 26.1 207.5 0.13 14.3 -18.2 370.5 0.05 17 11.7 -35.3 370.5 0.10 14.2 27.1 207.5 0. 13 2 Right 1 11.7 50.3 207.5 0.24 14.3 -35.0 370.5 0.09 2 11.7 67.7 207.5 0.33 14.4 -39.7 370.5 0.11 3 11.7 83.8 207.5 0.40 14.3 -48.4 370.5 0.13 4 11.7 50.3 207.5 0.24 14.3 -35.0 370.5 0.09 5 11.7 39.8 207.5 0.19 14.3 -27.7 370.5 0.07 6 11.7 52.9 207.5 0.25 14.4 -31.2 370.5 0.08 7 11.7 64. 9 207.5 0.31 14 . 6 -36.2 370.5 0.10 8 11.7 29.5 207.5 0.14 14 .3 -20.5 370.5 0.06 9 11.7 -57.0 370.5 0.15 9.4 33.0 207 .5 0.16 10 11.7 55.7 207 .5 0.27 14 .3 -38.7 370.5 0.10 11 7.3 -14 .3 370.5 0.04 9.6 12.7 207.5 0.06 12 11.7 68.7 207.5 0.33 14 .4 -42.2 370.5 0.11 13 11.7 80.7 207.5 0.39 14 .6 -47.5 370.5 0.13 14 4.3 23.5 207.5 0.11 2 . 9 -15.3 370.5 0.04 15 11.7 15.8 207.5 0.08 14 .3 -16.3 370.5 0.04 16 11.7 26.1 207.5 0.13 14 .3 -18.2 370.5 0.05 17 11.7 -60.4 370.5 0.16 9.4 34 .2 207.5 0.16 PANEL DEFLECTION: Surf Load -----Deflection(in) ----- BWB A260 of 362 _ U13R0049A-SCOTT GALVANIZING Page 27 Of 33 Job No EquipmentBldg Date 8/15/2013 ~ '1 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING Id Area Id Offset Calc Limit Ratio Left 18 13.9 -0.01 0.29 0.03 19 13.9 -0.01 0.29 0.03 20 13.9 -0.01 0.29 0.04 21 13.9 -0.01 0.29 0.03 22 13.9 -Ml 0.29 0.02 23 9.5 0.01 0.29 0.02 2 Center 18 13.9 -0.01 0.29 0.03 19 13.9 -0.01 0.29 0.03 20 13.9 -0.01 0.29 0.04 21 13.9 -0.01 0.29 0.03 22 13.9 -0.01 0.29 0.02 23 13.9 0.01 0.29 0.02 2 Right 18 13.9 -0.01 0.29 0.03 19 13.9 -0.01 0.29 0.03 20 13.9 -0.01 0.29 0.04 21 13.9 -0.01 0.29 0.03 22 13.9 -0.01 0.29 0.02 23 9.5 0.01 0.29 0.02 LOAD COMBINATION: Load Id Description 1 Dead+Live 2 Dead+Snow+Snow Drift 3 Dead+Snow+Slide_Snow 4 Dead+MIN SNOW 5 Dead+0.75Live 6 Dead+0.75Snow+0.75Snow Drift 7 Dead+0.75Snow+0.75Slide_Snow 8 Dead+Wind_Pressurel 9 Dead+Wind Suctionl 10 Dead+0.75Live+0.75Wind_Pressurel 11 Dead+0.75Live+0.75Wind_Suctionl 12 Dead+0.75Snow+0.75Wind Pressurel+0.75Snow_Drift 13 Dead+0.75Snow+0.75Wind Pressurel+0.75Slide Snow 14 Dead+0.75Snow+0.75Wind Suctionl+0.15Snow Drift 15 Dead+0.75Snow+0.75Wind_Suctionl+0.75Slide_Snow 16 0. 6Dead+Wind Pressurel 17 0. 6Dead+Wind Suctionl 18 Live r 19 Snow+Snow Drift 20 Snow+Slide Snow 21 MIN_SNOW 22 Dead+Wind Pressurel ----------------- EquipmentBldg Attachment Loads 8/ 1/13 7:18am ROOF LOADS BWB A261 of 362 U13R0049A-SCOTT GAI VANVING Page 28 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed B Dea�ripLiun SCUTT GALVANiYiVG EW Attach -------------Wind------------- ----------Seismic(a)---------- Id Locate Walll Wa112 Roof React Wa111 Wa112 Roof React 1 0.00 0.77 0.23 0.00 1.00 0.053 0.053 1 .89 2.00 1 16.00 0.75 0.22 0.00 0.96 0.051 0.051 2.53 2.63 3 0.00 0.77 0.23 0.00 1.00 0.053 0.053 1.89 2.00 3 16.00 0.75 0.22 0.00 0.96 0.051 0.051 2.53 2.63 ROOF SHEAR EW Attach Locate Id Start End Wind Seismic(a) 1 0.00 16.00 0.00 0.00 -- ------ ------ ------- ---------- 3 0.00 16.00 0.00 0.00 (a)Seismic results based on base shear values LOAD COMBINATIONS ----------------- Max Wind Coeff Frame = 1.000 Brace = 1.000 Max Seismic Coeff Frame = 0.817 Brace = 0.817 SEISMIC LOAD ------------ Seismic Coeff= 0.301 Roof Total= 9. 965 Left EW Dead= 3.000 Front SW Dead= 3.000 Right EW Dead= 3.000 Back SW Dead= 0.010 Extend Dead= 4.000 EquipmentBldg Roof Diagonal Bracing 8/ 1/13 7:18am PANEL SHEAR: Limit 0.0 Calc Wind = 0.0 Seismic = 0.0 DIAGONAL BRACING: Brace_Tension(k ) Bay Brace_Locate ------Diag-Brace----- ----Wind---- ---Seismic-- Max Id Start End Type Size Part Calc Limit Calc Limit UC KL/R BWB A262 of 362 U13R0049A-SCOTT GALVANIZING Page 29 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING 3 0.00 16.00 R 0.625 RDB- 0.00 7.34 0.00 7.34 0.00 ATTACHMENT DEFLECTION: EW Attach --Deflection-- -Span/Deflect- Id Locate Wind Seismic Wind Seismic -- ------ ----- ------- ----- ------- 1 0.00 0.04 0.16 5666 1421 1 16.00 0.04 0.21 5616 1030 EquipmentBldg Sidewall Diagonal Bracing 8/ 1/13 7:18am PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Limit 2 82.0 11.8 52.4 72.8 4 102.0 9.8 32.0 72.8 DIAGONAL BRACING: Brace_Tension(k ) Wall Bay Brace-Locate ------Diag_Brace---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Limit Calc Limit UC KL/R 2 3 0.0 18.0 R 0.625 RDB- 1.14 7.34 5.08 8.81 0.58 4 2 0.0 19.3 R 0. 625 RDB- 1.21 7.34 3.96 8.81 0.45 BASE REACTIONS: Wall Bay Col Wind_Max Seismic-Max Id Id Id Horz Vert(+/-) Horz Vert(+/-) 2 3 3 -0.96 0.61 -2.79 1.76 2 3 4 0.96 0. 61 2.79 1.76 4 2 2 -1.00 0.69 -2.12 1.45 4 2 3 1.00 0.69 2.12 1.45 EAVE DEFLECTION: Wall Wall --Deflection-- -Span/Deflect- Id Height Wind Seismic Wind Seismic ---- ----- ----- ------- ----- ------- 2 18.0 0.04 0.21 5616 1030 4 19.3 0.04 0.16 5666 1421 EquipmentBldg Purlin Strut, Longitudinal Load 8/ 1/13 7:18am Surf Brace Purl Bay Purlin Load ----Axial (k ) --- --Moment (f-k ) -- Axl+Mom Max BWB A263 of 362 U13R0049A-SCOTT GALVANIZING Page 30 Of 33 Job No EquipmetiLBlay Date 1 8/15/2013 ` Customer SEA CON LLC Designed By Description SCOTT GALVANIZING i Id Locate Id Id Part Id Calc Limit UC Calc Limit UC Loc UC KL/R EquipmentBldg Eave Strut, Longitudinal Load(Wall= 4) 8/ 1/13 7:18am ___-----_-_ Wall Bay Eave Load ----Axial(k ) ---- --Moment(f-k )-- Axl+Mom Max Id Id Part Id Calc Limit UC Calc Limit UC UC KL/r 4 4 10E075 19 0.77 1.5. 91 0.05 0.70 4.89 0.14 0,19 73 20 -0.23 50.03 0.00 0.70 4.89 0.14 0.14 73 21 0.58 15.91 0.04 -0.44 5.84 0.08 0.11 73 22 -0.17 50.03 0.00 -0.44 5.84 0.08 0.07 73 23 0.58 15.91 0.04 -2.56 5.84 0.44 0.47 73 24 -0.17 50.03 0.00 -2.56 5.84 0.44 0.43 73 25 0.58 15.91 0.04 -0.63 5.84 0.11 0.14 73 26 -0.17 50.03 0.00 -0.63 5.84 0.11 0.10 73 27 0.77 15. 91 0.05 0.78 4.89 0.16 0.21 73 28 0.23 50.03 0.00 0.78 4.89 0.16 0.16 73 29 0.87 19.09 0.05 -0.23 7.01 0.03 0.08 73 30 -0.87 60.03 0.01 -0.23 7.01 0.03 0.04 73 31 0.65 19.09 0.03 -0.39 7.01 0.06 0.09 73 32 0.65 19.09 0.03 -0.39 7.01 0.06 0.09 73 33 -0.65 60.03 0.01 -3.27 7.01 0.47 0.46 73 34 -0,65 60.03 0.01 -1.34 7.01 0.19 0.18 73 35 01.87 19.09 0.05 -0.10 7.00 0.01 0.06 73 36 -0.87 60.03 0.01 -0.10 7.00 0.01 0.02 73 4 3 10E075 19 0.77 15.96 0.05 0.70 4.88 0.14 0.19 72 20 -0.23 50.03 0.00 0.70 4.88 0.14 0.14 72 21 0.58 15.96 0.04 -0.44 5.83 0.07 0.11 72 22 -0.17 50.03 0.00 -0.44 5.83 0.07 0.07 72 23 0.58 15.96 0.04 -2.53 5.83 0.43 0.47 72 24 -0.17 50.03 0.00 -2.53 5.83 0.43 0.43 72 25 0.58 15.96 0.04 -0.62 5.83 0.11 0.14 72 26 -0.17 50.03 0.00 -0.62 5.83 0.11 0.10 72 27 0.77 15. 96 0.05 0:78 4.88 0.16 0.21 72 28 -0.23 50.03 0.00 0.78 4.88 0.16 0.15 72 29 1.63 19.15 0.09 -0.22 7.00 0.03 0.12 72 30 -1-.63 60.03 0.03 -0.22 7.00 0.03 0.05 72 31 1.21 19.15 0.06 -0.38 7.00 0.05 0.12 72 32 1.21 19.15 0.06 -0.38 7.00 0.05 0.12 72 33 -1.21 60.03 0.02 -3.23 7.00 0.46 0.44 72 34 -1.21 60.03 0.02 -1.33 7.00 0.19 0.17 72 35 1.63 19.15 0.09 -0.10 7.00 0.01 0.10 72 36 -1.63 60.03 0.03 -0.10 7.00 0.01 0.04 72 2 10E075 19 0.77 15.96 0.05 0.70 4 .88 0.14 0.19 72 20 0.77 15.96 0.05 0.70 4 .88 0.14 0.19 72 21 0.58 15.96 0.04 -0.44 5.83 0.07 0.11 72 22 0.58 15.96 0.04 -0.44 5.83 0.07 0.11 72 23 0.58 15.96 0.04 -2.53 5.83 0.43 0.47 72 24 0.58 15.96 0.04 -2.53 5.83 0.43 0.47 72 25 0.58 15.96 0.04 -0.62 5.83 0.11 0.14 72 26 0.58 15.96 0.04 -0.62 5.83 0.11 0.14 72 aws A264 of 362 Page 31 Of 33 U13RO049A-SCOTi GALVANIZING Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING 27 0.77 15.96 0.05 0.78 4.88 0.16 0.21 72 28 0.77 15.96 0.05 0.78 4 .88 0.16 0.21 72 29 2.39 19.15 0.12 -0.22 7.00 0.03 0.16 72 30 -2.39 60.03 0.04 -0.22 7 .00 0.03 0.06 72 31 1.78 19.15 0.09 -0.38 7.00 0.05 0.15 72 32 1.78 19.15 0.09 -0.38 7.00 0.05 0.15 72 33 -1.78 60.03 0.03 -3.23 7.00 0.46 0.43 72 34 -1.78 60.03 0.03 -1.33 7.00 0.19 0.16 72 35 2.39 19.15 0.12 -0.10 7 .00 0.01 0.14 72 36 -2.39 60.03 0.04 -0.10 7.00 0.01 0.05 72 4 1 10E075 19 -0.23 50.03 0.00 0.70 4.89 0.14 0.14 73 20 0.77 15.91 0.05 0.70 4.89 0.14 0.19 73 21 -0.17 50.03 0.00 -0.44 5.84 0.08 0.07 73 22 0.58 15.91 0.04 -0.44 5.84 0.08 0.11 73 23 -0.17 50.03 0.00 -2.56 5.84 0.44 0.43 73 24 0.58 15.91 0.04 -2.56 5.84 0.44 0.47 73 25 -0.17 50.03 0.00 -0.63 5.84 0.11 0.10 73 26 0.58 15.91 0.04 -0. 63 5.84 0.11 0.14 73 27 -0.23 50.03 0.00 0.78 4 .89 0.16 0.16 73 28 0.77 15.91 0.05 0.78 4.89 0.16 0.21 73 29 0.87 19.09 0.05 -0.23 7.01 0.03 0.08 73 30 -0.87 60.03 0.01 -0.23 7.01 0.03 0.04 73 31 0.65 19.09 0.03 -0.39 7.01 0.06 0.09 73 32 0.65 19.09 0.03 -0.39 7.01 0.06 0.09 73 33 -0.65 60.03 0.01 -3.27 7.01 0.47 0.46 73 34 -0.65 60.03 0.01 -1.34 7.01 0.19 0.18 73 35 0.87 19.09 0.05 -0.10 7.00 0.01 0.06 73 EquipmentBldg Eave(Wall= 4) 8/ 1/13 7:18am ------------------------------ EAVE STRUT Wall Id = 4 --------------------------- EAVE LAYOUT: Available Design Reduction Bay Eave Length --Lap(ft) -- Load No. No. Unit Total Factor Id Part (ft) Left Right Width Brace Row Weight Weight Out In ---- -------- ------ ---- ----- -- LExt 10E075 1.00 0.67 0 1 5.2 5.2 0.50 0.50 4 IOE075 24.83 0.67 2 1 128.1 128.1 0.50 0.50 3 10E075 24.67 0.67 2 1 127 .3 127.3 0.50 0.50 2 IOE075 24 . 67 0.67 2 1 127.3 127.3 0.50 0.50 1 10E075 24.83 0.67 2 1 128.1 128.1 0.50 0.50 RExt 10E075 1.00 0.67 0 1 5.2 5.2 0.50 0.50 STRENGTH/DEFLECTION SUMMARY: Spnj--------Shear (k ) -------- I -------Moment (f-k ) ------ I ---Mom+Shr--1----Defl(in) --- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC A265 of 362 U13R0049A-SCOTT GALVAN171NG Page 32 Of 33 Job No l EquipmentBldg Date 8/15/2013 i-< P� 11- - - Customer SEA CON LLC Designed B G Description SCOTT GALVANIZING ---I ---- ------ ----- ---- --I---- ------ ----- ---- --1---- ---- --I------ ----- ExtlRSup -0.02 3. 96 0.00 ljRSup 0.01 7.87 0.00 llLSup 0.00 11 0.03 0.00 1 41LSup 0.22 3.96 0.06 11MidS -1.37 5.84 0.24 1JLSup 0.00 11 0.26 -0.26 2 31RSup -0.22 3.96 0.06 llMidS -1.36 5.83 0.23 llLSup 0.00 11 0.26 -0.26 2 21RSup -0.22 3.96 0.06 1IMidS -1.36 5.83 0.23 111,Sup 0.00 11 0.26 -0.26 2 llRSup -0.22 3.96 0.06 llMidS -1.37 5.84 0.24 11LSup 0.00 11 0.26 -0.26 2 ExtlLSup 0.02 3.96 0.00 IILSup 0.01 9.12 0.00 11LSup 0.00 11 0.03 0.00 1 LOAD COMBINATIONS: ------------------ (1) Dead+Collateral+Live (2) Dead+Collateral+Snow+Slide Snow --------------------------------------------------- __ EquipmentBldg Eave Strut, Longitudinal Load(Wall= 2) 8/ 1/13 7:18am Wall Bay Eave Bay Axial_Calc Axial Axial Max Id Id ParL Width Wind Seis Limit Ratio KL/r 2 1 10E075 26.00 0.75 1.14 22.68 0.05 0 2 2 10E075 25.00 0.75 2.15 22.68 0.09 0 2 3 10E075 25.00 0.75 3.16 22.68 0.14 0 2 4 10E075 26.00 0.75 1.14 22.68 0.05 0 --------------------------------- EquipmentBldg Strut Bolts 8/ 1/13 7:18am RAFTER CONNECTION: Back SW Front SW Location Purlin Eave Strut Eave Strut -------- ----------- ----------- ----------- RF Welded Clip Direct Bolt Direct Bolt EAVE STRUTS: Wall Frm_Line ----Bolt-Selected--- -----Bolt Capacity----- IdId Type No. Type Dia Wshr Calc Shear Bear Ratio 2 1 RF 2 A325 0.500 1 1.14 8.84 6.30 0.18 2 2 RF 2 A325 0.500 1 2.15 8.84 6.30 0.34 2 3 RF 2 A325 0.500 1 3.16 8.84 6.30 0.50 2 4 RF 2 A325 0.500 1 3.16 8.84 6.30 0.50 2 5 RF 2 A325 0.500 1 1.14 8.84 6.30 0.18 4 1 RF 2 A325 0.500 1 0.87 8.84 6.30 0.14 4 2 RF 2 A325 0.500 1 1. 63 8.84 6.30 0.26 4 3 RF 2 A325 0.500 1 2.39 8.84 6.30 0.38 4 4 RF 2 A325 0.500 1 2.39 8.84 6.30 0.38 4 5 RF 2 A325 0.500 1 0.87 8.84 6.30 0.14 BV11L3 A266 of 362 U13R0049A-SCOTT GALVANIZING Page 33 Of 33 Job No EquipmentBldg Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING i EquipmentBldg Weight Summary 8/ 1/13 7:18am Roof Purlins = 2839.34 Eave Struts = 1047.48 Roof Bracing = 50.03 Wall Bracing = 100.75 Total = 4037.61 EquipmentBldg Warning Summary 8/ 1/13 7:18am No Warnings BWB A267 of 362 U13R0049A-SCOTT GALVANIZING Page 1 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B Y _ Description SCOTT GALVANIZING f STRUCTURAL DESIGN CALCULATIONS FOR SEA CON LLC 165 NE JUNIPER ST, SUITE 100 ISSAQUAH, WA 9802V PROJECT Job: Storage SCOTT GALVANIZING 199TH ST NE ARLINGTON, WA 98223 BUILDING DATA BUILDING SIZE: Width (ft) = 16 Length (ft) = 102 Back Eave Height (ft) = 32 Front Eave Height (ft) = 30.67 Roof Slope (rise/100) _ -1.0:12 BUILDING LOADS: Roof Dead Load (psf) = 4.50 Roof Live Load (psf) = 20.00 Rigid Frame Live Load (psf) = 20 Collateral Load (psf) = 3 Roof Snow Load (psf) = 25 BUILDING CODE: Wind Code = IBC 09 Wind Speed(mph) = 85 Closed/Open = Closed Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category = D Seismic Coeff (Fa*Ss) = 1.129 This building was designed by: bwb, DATE: 8/15/13 The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. BWB A268 of 362 U13R0049A-SCOTT GALVANIZING Page 2 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING I4 Table Of Contents Cover Page 1 - 1 TABLE OF CONTENTS 2 - 2 Design Calculations 3 - 23 Front Side Wall Calculations 24 - 44 Back Side Wall Calculations 45 - 45 Left End Wall Calculations 46 - 49 Right End Wall Calculations 50 - 53 RoofDesRev.out 54 - 65 BWB A269 of 362 U13R0049A-SCOTT(1N.VANIZING Page 3 Of 65 Job No Storage Date 0/15/2013 R-A Customer SEA CON LLC Designed By — Description SCOTT GALVANIZING Nucor Building Systems P.O. Box 907 1050 North Watery Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR SEA CON LLC 165 NE JUNIPER ST, SUITE 100 ISSAQUAH, WA 98027 SCOTT GALVANIZING 199TH ST NE ARLINGTON, WA 98223 Storage BUILDING LAYOUT Width (ft)= 16.0 Length (ft)= 102.0 Eave Height (ft)= 32.0/ 30.7 Roof Slope (rise/12 )= 1.00 BUILDING LOADS Dead Load (psf )= 4.5 Live Load (psf )= 20.0 Collateral Load (psf )= 3.0 Snow Load (psf )= 25.0 Wind Speed (mph )= 85.0 Wind Code = IBC 09 Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 1.13 ----------------------------- Designer : Detailer : bwb BWB A270,-f:;r;? U13R0049A-SC077 GALVANIZING Page 4 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 7/30/13 Storage Design Design Loads For Building Components: 7/30/13 12:48pm FRONT SIDEWALL: BASIC LOADS: -----Edge Strip Ratio----- Basic Wind_Load_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 15.6 0.75 1.00 3.00 1.22 1.23 1.22 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 13.6 -14.9 . . Girt/Header 16.8 -18.2 . . Panel 13.6 -14.9 , . Jamb 23.2 -15.5 Parapet BACK SIDEWALL: --------------- BASIC LOADS: -----Edge_Strip_Ratio----- Basic Wind_Load_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 15.6 0.75 1.00 3.00 1.22 1.23 1.22 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 13.6 -14.9 . . Girt/Header 16.8 -18.2 Panel 13.6 -14.9 ._ Jamb 23.2 -15.5 . . Parapet TIEFT ENDWALL: BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_Load_Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 4.5 3.0 20.0 25. 0 0.0 15.6 0.75 1.00 3.00 1.22 1.23 1.22 BWB A271 of 362 U13R0049A-SCOTT GALVANIZING Page 5 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING l BASIC LOADS AT EAVE: Seis ---Torsion--- Load Wind Seismic 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 13.6 -14.9 Column 13. 6 -14.9 Girt/Header 13. 6 -14.9 Jamb 16.8 -18.2 Panel 23.2 -15.5 Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind_1 Wind Wind_2 Long Surface Id Left Right Left R_ight Left Right Wind Frintion 1 0.31 -0.53 0.67 -0.17 0.31 -0.53 -0.63 0.00 2 -0.62 -1.03 -0.26 -0.67 -0.62 -1.03 -0.87 0.00 3 -0.53 0.31 -0.17 0.67 -0.53 0.31 -0.63 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add-Snow- Wind-1 Wind-2 Long_Wind Tran Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Seis Id Coef 74 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 BWB A272 of 362 U13R0049A-SCOTT GALVANIZING Page 6 Of 65 Job No Storage Date 8/15/2013 �,n u ate..!)z.-iC Customer SEA CON LLC Designed B '� Description SCOTT GALVANIZING 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 17 1. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 ". 00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 A 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0,.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 30 1. 00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 33 1.00 1. 00 0.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1. 00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1. 00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 38 1. 00 1. 00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0. 00 40 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 svgs A273 o1362 U13R0049A-SCOTT GALVANIZING Page 7 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 42 1*10 1.00 0,10 0.00 0.75 1*75 0.00 0,01 0,00 0.00 0.00 0,00 0,00 0.75 I0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 50 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 51 1.00 1.00 0.00 0.00 0.'/5 0.00 0.'/5 0.00 0.00 0.00 0.00 0.,/5 0.00 0.00 0.00 0 0.00 52 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 53 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 54 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 55 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 56 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 57 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 58 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 59 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 60 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 61 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 62 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 63 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 64 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 66 0. 60 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 67 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 BWB A274 of 362 MR0049XSCOTT GALVANIZING Page 8 Of 65 Job No Storage I Date 8/15/2013 Customer SEA CON LLC Designed By, Description SCOTT GALVANIZING 68 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 69 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 70 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 71 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 72 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 73 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 74 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RAFTER DESIGN LOADS: Load --Add_Snow- Wind_1 Wind_2 Long Aux Loa No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id ^Coe 42 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.,00 0.00 0.00 0.00 0 0.0 3 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.0 5 1.00 1.00 0,75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.0 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.0 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0_75 0.00 0.00 0.00 0.00 0 0.0 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.0 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 2 0.7 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 3 0.7 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.7 13 1. 00 1.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.0 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.0 15 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.0 16 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.0 17 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 2 0.7 18 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 3 0.7 19 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7 20 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.7 21 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.0 22 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.0 23 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.0 24 1.00 1.00 0.00 0.75 0..00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.0 25 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 2 0.7 26 1.00 1.00 0.00 0.75 0,00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 3 0.7 27 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7 28 1.00 1.00 0.00 0.75 0,00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.7 29 0.60 0_00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.0 30 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.0 31 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.0 32 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0_00 0.00 1.00 0.00 0.00 0 0.0 33 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 2 1.0 34 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3 1.0 35 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.0 36 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.0 BWB A275 of 362 U13R0049A-SCOTT GALVANIZING Page 9 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING I I 37 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.0 38 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.0 39 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.0 40 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.0 41 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.0 42 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.0 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coett 5 1 MIN SNOW 1 1 1.00 2 LWINDI_L 1 2 1.00 3 LWINDl_R 1 3 1.00 4 LWIND2 L 1 2 1.00 5 LWIND2-R 1 3 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 . . Dist 6 1 2 U_SNOW D -0.02 -0.02 -0.08 0.00 16.06 2 2 U_WIND D 0.08 0.08 0.00 0.00 6.00 3 2 U_WIND D 0.08 0.08 0.00 10.06 16.06 4 2 DRIFT D -0.70 0.00 -0.08 0.00 12.07 5 2 SLIDE D -0.27 -0.27 -0.08 9.53 13.88 6 2 SLIDE D -0.05 -0.05 -0.08 5.85 9.53 RIGHT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_Load_Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 4 .5 3.0 20.0 25.0 0.0 15.6 0.75 1.00 3.00 1.22 1.23 1.22 BASIC LOADS AT EAVE: Seis ---Torsion--- Load Wind Seismic 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 13.6 -14.9 Column 13.6 -14.9 Girt/Header 13.6 -14.9 . . Jamb 16.8 -18.2 . . Panel 23.2 -15.5 . . Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind-1 Wind-2 Wind-2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.31 -0.53 0.67 -0.17 0.31 -0.53 -0.63 0.00 BWB A276 of 362 U13RO049A-SCOTT GALVANIZING Page 10 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed 8 Description SCOTT GALVANIZING 2 -1.03 -0.62 -0.67 -0.26 -1.03 -0.62 -0.87 0.00 3 -0.53 0.31 -0.17 0.67 -0.53 0.31 -0.63 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add-Snow- Wind_l Wind-2 Long_Wind Tran Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Seis Id Coef 74 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0. 00 0 0.00 23 1. 00 1.00 0.75 0.00 0.00 0.00 0. 00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 BWB A277 of 362 U13R0049A-SCOTT GALVANIZING Page 11 Of 65 Job No Storage - Date 1 8/15/2013 Customer SEA CON LLC Designed Fay Description •SCOTT GALVANIZING - 1 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 33 1. 00 1.00 0.00 0.00 0.75 0.15 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 50 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 Me A278 of 362 U13R0049A-SCOTT GALVANIZING Page 12 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING 51 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 52 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 53 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 54 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 55 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 56 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 57 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 58 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 59 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 61 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 ,62 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 63 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 64 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 66 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 69 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 70 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 71 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 72 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 73 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 74 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RAFTER DESIGN LOADS: Load --Add-Snow- Wind-I Wind 2 Long Aux-Loa( No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coe 42 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 BWB A279 of 362 U13R0049A-SCOTT GALVANIZING Page 13 Of 65 Job No Storage Date 18/15/2013 r.-F of „,F-- Customer SEA CON LLC Designed B Description SCOTT GALVANIZING 3 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0..00 0.00 0.00 0.00 0.00 0.00 0 0.0 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.0 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.0 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.0 7 1. 00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.0 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.0 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 2 0.7 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 3 0.7 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.7 13 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.0 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.0 15 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.0 16 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.0 17 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 2 0.7_ 18 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 3 0.7 19 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7 20 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.7 21 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.0 22 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.0 23 1_00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.0 24 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.0 25 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 2 0.7 26 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 3 0.7 27 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7 28 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.7 29 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.0 30 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.0 31 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.0 32 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.0 33 0,.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 2 1.0 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3 1.0 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.0 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.0 37 1. 11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.0 38 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.0 39 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.0 40 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.0 41 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.0 42 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.0 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 5 1 MIN_SNOW 1 1 1.00 2 LWINDI_L 1 2 1.00 3 LWINDI_R 1 3 1.00 4 LWIND2_L 1 2 1.00 5 LWIND2 R 1 3 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y . . Conc Add Id Id Load Type W1 W2 Co D11 D12 . . Dist 6 1 2 U SNOW D -0.02 -0.02 0.08 0.00 16.06 BINS A280 of 362 U13RO049A-SCOTTGALVANIZING Page 14 Of 65 Job No Storage Date 8/15/2013 Customer 'SEA CON LLC Designed B Description SCOTT GALVANIZING 2 2 U_WIND D 0.08 0.08 0.00 0.00 6.00 3 2 U_WIND D 0.08 0.08 0.00 10.06 16.06 4 2 DRIFT D 0.00 -0.70 0.08 3.98 16.06 5 2 SLIDE D -0.27 -0.27 0.08 2.17 6.52 6 2 SLIDE D -0.05 -0.05 0.08 6.52 10.20 ROOFDES: BASIC LOADS• Dead Coll Live Snow Rain Basic Wind_Load_Ratio Surface Seis o Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 4.5 3.0 20.0 25.0 0.0 15.6 0.75 1.00 0.00 1.000 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct-Roof 10.0 -20.0 Purlins 0.0 -25.8 Gable Extensions 10.0 -20.0 Panels 9.0 -1.7 -19.8 Long Bracing, Building 12.2 -3.9 Long Bracing, Wall Edge Zone 23.2 -15.5 12.4 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 5 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 12.00 1.00 1.39 1.00 2.17 4 6.00 0.00 1.00 1.31 1.00 1.39 5 0.00 12.00 1.00 1.39 1.00 2.17 6 3.00 0.00 1.00 1.08 1.00 1.15 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load- --Add Snow- Wind Wind Aux Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 24 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0 0.00 BWB A281 of 362 U13R0049A-SCOTT GALVANIZING Page 15 Of 65 Job No Storage Date �8/15/2013 Customer SEA CON LLC 1 Designed iDescription SCOTT GALVANIZING 12 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0 0.00 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0 0,00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 6 1.00 21 1.00 1.00 0.00 0.50 0.00 0. 00 0.00 0.00 0.00 2 1.00 22 1.00 1.00 0.00 0.50 0.00 0. 00 0.00 0.00 0.00 3 1.00 23 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 24 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0. 00 3 -1.00 BRACING DESIGN LOADS: --Load- --Add_Snow- Wind Wind Seis Aux-Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 18 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1:00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 4 1.00 1.:00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.,00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 14 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.08 1.08 0.00 0.75 0.75 0.00 0.00 0.00 0.00 -0.52 0 0.00 16 1.08 1.08 0.00 0.75 0.00 0.75 0.00 0.00 0.00 -0.52 0 0.00 17 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 18 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coef 6 1 MIN_SNOW 1 1 1.00 2 PAT_SL_1 1 2 0.50 3 PAT_SL_2 1 5 0.50 4 PAT_SL_3 2 2 0.50 3 0.50 5 PAT_SL_4 2 3 0.50 4 0.50 6 PAT_SL_5 2 4 0.50 5 0.50 ADDITIONAL LOADS:' No. Add Surf Basic Load Fy Dx . . Conc Add Id Id Load Type WI W2 Dxl Dx2 . . Dist 8 1 2 U_SNOW D -20.0 -20.0 0.0 16.1 2 0 U SNOW D -25.0 -25.0 0.0 26.0 BWB A282 of 362 U13R0049A-SCOTT GALVANIZING Page 16 Of 65 Job No Storage Date 8/15/2013 - Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 3 0 U_SNOW D -25.0 -25.0 26.0 51.0 4 0 U_SNOW D -25.0 -25.0 51.0 76.0 5 0 U_SNOW D -25.0 -25.0 76.0 102.0 6 2 DRIFT D -51. 9 0.0 0.0 12.1 7 2 SLIDE D -20.0 -15.0 9.5 13.5 8 2 SLIDE D -4.0 -4.0 5.9 9.5 RIGID FRAME #1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 4.5 3.0 20.0 25.0 0.0 15.6 0.75 0 BASIC LOADS AT EAVE: Seismic Weak_Axis_L Weak_Axis_R --Torsion-- --EW_Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_I— --Wind_2--- Long-Wind Surface Id Left Right Left Right 1 2 Friction 1 0.22 -0.47 0.58 -0.11 -0.63 -0.27 0.00 2 -0.55 -0. 87 -0.19 -0.51 -0.87 -0.51 0.00 3 -0.47 0.22 -0.11 0.58 -0.63 -0.27 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind_1- --Wind-2- Long_Wind -- Aux-Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Id Coef 88 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0. 00 BWB A283 of 362 U13R0049A-SCOTT GALVANIZING Page 17 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 0 0.00 13 1.00 1.00 0.00 0.00 0.75 0.7.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 2 1.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 0.00 2 1.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 0.00 3 1.00 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 1.00 0.00 4 1.00 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 5 1.00 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 4 1.00 28 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 5 1.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 2 0.75 34 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 3 0.75 35 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.75 0.00 0.00 2 0.75 36 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.75 0.00 0.00 3 0.75 37 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 4 0.75 38 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.75 0.00 5 0.75 39 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.75 0.00 BWB A284 of 362 U13R0049A-SCOTT GALVANIZING Page 18 Of 65 Job No Storage Date i 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 4 0.75 40 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.75 0.00 5 0.75 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 2 0.75 50 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 3 0.75 51 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00-0.75 0.00 0.00 2 0.75 52 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00-0.75 0.00 0.00 3 0.75 53 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 2 0.75 54 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 3 0.75 55 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00-0.75 0.00 0.00 2 0.75 56 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00-0.75 0.00 0.00 3 0.75 57 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 4 0.75 58 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 5 0.75 59 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.75 0.00 4 0.75 60 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.75 0.00 5 0.75 61 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0. 00 0.75 0.00 4 0.75 62 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0. 00 0.75 0.00 5 0.75 63 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00-0.75 0.00 4 0.75 64 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0. 00-0.75 0.00 5 0.75 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 66 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 BVNB A285 01362 U13R0049A-SCOTT GALVANIZING Page 19 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed Byl Description SCOTT GALVANIZING I 0 0.00 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 69 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 2 1.00 70 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 71 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 0.00 2 1.00 72 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 0.00 3 1.00 73 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 4 1.00 74 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 5 1.00 75 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 4 1.00 76 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 5 1.00 77 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 78 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 79 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 80 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 81 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 82 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 83 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 84 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 85 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 86 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 87 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0 0.00 88 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 5 1 MIN SNOW 1 1 1.00 2 LWINDl_L2E 1 2 1.00 3 LWINDI_R2E 1 3 1.00 4 LWIND2_L2E 1 2 1.00 5 LWIND2 R2E 1 3 1.00 BWB A286 of 362 U13R0049A-SCOTT GALVANIZING Page 20 Of 65 Job No Storage Date 18/15/2013 - 1 I _ Customer SEA CON LLC Designed By Description SCOTT GALVANIZING I ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy . . Conc Add Id Id Type Type Wl W2 Co D11 D12 . . Dist 6 1 2 U_SNOW D -0.51 -0.51 -0.080 0.00 16.06 2 2 U_WIND D 0.15 0.15 0.000 0.00 6.00 3 2 U_WIND D 0.15 0.15 0.000 10.06 16.06 4 2 DRIFT D -1.32 0.00 -0,080 0.00 12.07 5 2 SLIDE D -0.51 -0.51 -0.080 9.53 13.88 6 2 SLIDE D -0.10 -0.10 -0.080 5.85 9.53 Storage Reactions, Anchor Bolts, & Base Plates: 7/30/13 12:48pm =___---------- ----- ----- Foundation_Loads(k ) ----- --------- ----------------- Frame Col Max-Pos_Val Max_Neg-Val Anc._Bolt Base_Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 10* B 1 5.6 8.8 2 -6.6 -10.2 4 0.750 10.00 20.75 0.375 3 3.0 17.5 4 -4.8 -11.3 10* A 5 4.4 -10.2 6 -4.0 10.6 4 0.750 8.00 20.38 0.375 7 -1.8 14.9 8 2.6 -11.3 10* Frame Lines:10 11 12 13 14 LOAD COMBINATIONS: ------------------ Id Combination 1 Dead+Wind_Rightl 2 0.6Dead+Wind Left2 3 Dead+Collateral+0.75Snow+0.75Wind_Right2+0.75Snow_Drift 4 0. 6Dead+Wind Leftl 5 0.6Dead+Wind_Right2 6 Dead+Wind Leftl 7 Dead+Collateral+0.75Snow+0.75Wind_Left2+0.75Slide Snow 8 0. 6Dead+Wind_Rightl 9 0. 6Dead+Wind_Suction+Wind_Long2 10 0.6Dead+Wind-Pressure+Wind Long2 Storage Bracing Reactions Report: 7/30/13 12 : 48pm BUILDING BRACING REACTIONS: BWB A287 of 362 U13R0049A-SCOTT GALVANIZING Page 21 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC ' Designed B Description SCOTT GALVANIZING --------------------------- ------ReduLiuns (k )------- ---Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic L EW 10 Rigid Frame At Endwall F SW A 12 , 13 1.83 2.08 3.24 3.69 R EW 14 Rigid Frame At Endwall B SW B 14 , 13 1.87 2.22 3.29 3.92 ------- ---- ------- ----- ----- ----- ----- ------ ------- Storage Additional Reactions Report: 7/30/13 12:48pm _ _ _---------------------------- Rigid Frame Column Reactions ---------------------------- Frame Col ----Dead--- Collateral ----Live--- ----Snow--- -Snow-Drift Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 10* B 0.0 2.2 0.0 0.6 0.1 4.2 0.1 5.2 0.1 6.6 10* A 0.0 1.4 0.0 0.6 -0.1 4 .0 -0.1 5.0 -0.1 1.4 Frame Col Slide_Snow Wind_Leftl Wind_Rightl Wind_Left2 Wind_Right2 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 10* B 0.1 0.7 -4.8 -12.6 5.5 6.6 -6.6 -11.5 3.7 7.8 10* A 0.0 1.9 -4.0 9.1 2.7 -12.2 -2.2 10.3 4.5 -11.0 Frame Col Wind-Longl Wind_Long2 -Seis_Left- -Seis_Right -MIN_SNOW- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 10* B 3.1 -3.1 1.2 -1.9 -1.4 -4.7 1.4 4.7 0.1 4.2 10* A -3.2 -2.5 -1.4 -1.3 -0.7 4.7 0.7 -4.7 -0.1 3.9 Frame Col LWINDI_L2E LWINDI_R2E LWIND2_L2E LWIND2_R2E Line Line Horz Vert Horz Vert Horz Vert Horz Vert 10* B -0.1 -1.0 -0.1 -0.3 -0.1 -1.0 -0.1 -0.3 10* A 0.0 0.1 0.0 -0.6 0.0 0.1 0.0 -0.6 * Frame Lines:10 11 12 13 14 BWB A288 of 362 U13R0049A-SCOTT GALVANIZING Page 22 Of 65 Job No Storage Date 18/15/2013 Customer SEA CON LLC Designed By ,£ S F s Description SCOTT GALVANIZING Endwall Column Reactions ------------------------- Storage Seismic Design Report: 7/30/13 12:48pm ______________=_---_-_________ Building Data ------------- Code =IBC 09 Length = 102.00 Width = 16.00 Left Eave Height = 32.00 Right Eave Height = 30.67 Seismic Formula --------------- Base Shear, V - 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.448 T(Braced Frame) = 0.269 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 1.129 Zone/Design Category= D Ie = 1.000 S1 = 0.354 Shc = 0.399 Sds = 0.752 Seismic Dead Load, W ------------------ Snow Factor = 0.000 Roof Dead+Collateral= 7.50 (psf ) Frame Dead = 3.00 (psf ) Roof Total = 10.50 (psf ) Weight= 17 .14 (k ) L_EW Dead 3.00 (psf ) Weight- 0.75 (k ) F_SW Dead 3.00 (psf ) , Weight= 4.69 (k ) R_EW Dead 3.00 (psf ) Weight= 0.75 (k ) B SW Dead 3.00 (psf ) Weight- 4. 90 (k 1 BWB A289 of 362 U13R0049A-SCOTT GALVANIZING Page 23 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B r. ` Description I SCOTT GALVANIZING Total = 28.23 (k ) Seismic Forces -------------- Roof Bracing R a 3.25, Rho= 1.30 CS = 0.2316 W = 18.64 (k ) Force, V — 4.32 (k ) Force, E = 5. 61 (k ) Sidewall Bracing Front R = 3.:25, Rho= 1.30, Omega= 2.00 Cs = 0.2316 W = 14..00 (k ) Force, V = 3.24 (k ) Force, Em — 6.49 (k ) Force, E = 4.22 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.2316 W = 14.22 (k ) Forcc, V — 3.29 (1, ) Force, Em = 6.59 (k ) Force, E = 4.28 (k ) Rigid Frames R = 3.50, Rho= 1.30 Cs = 0.2151 Frame 1 W = 7.44 (k ) Force, V = 1.60 (k ) Force, E = 2.08 (k ) End Plates Frame R = 3.50, Omega= 3.00 Total Base Shear Longitudinal Force, V = 6.54 (k ) Transverse Force, V = 8.00 (k ) BWB A290 of 362 U13R0049A-SCOTT GALVANIZING Page 24 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B , s ,- Description SCOTT GALVANIZING ------------------------------ Storage Sidewall Design Code 7/30/13 1:36pm -------- ----��_��_ ___-------- ------_____ STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) Storage Bypass Girt Design Summary 7/30/13 1:36pm -------------=----- -------------------- -_=_-----_____=___=_______ GIRT LAYOUT: Des Bay Bay_Offset Design ----Lap---- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- 7.50 1 1 08ZO54 1.00 7.00 5.67 0.00 0.00 15. 0 WS 0.18 Shear D 2 1 08ZO54 23.00 26.00 2.67 0.00 0.00 7.1 WS 0.09 Shear D 2 08ZO54 0.00 2.00 1.67 0.00 0.00 4 .4 WP 0.07 Mom+Shr D 3 2 08ZO60 18.00 25.00 6.67 0.00 1.81 25.0 WS 0.86 Mom+Shr D 3 08ZO60 0.00 25.00 25.00 1.81 0.00 79.0 WS 0.98 Moment D 4 08ZO60 0.00 3.00 2.67 0.00 0.00 7.9 WS 0.86 Mom+Shr D 4 4 08ZO54 19.00 25.00 5.67 0.00 0.00 15.0 WS 0.18 Shear D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 14.00 5 1 08ZO54 1.00 7.00 5.67 0.00 0.00 15.0 WS 0.13 Shear D 6 1 08ZO54 23.00 26.00 2.67 0.00 0.00 7.1 WP 0.06 Shear D 2 08ZO54 0.00 2.00 1. 67 0.00 0.00 4 .4 WP 0.05 Mom+Shr D 7 2 08ZO54 18.00 25.00 6.67 0.00 1.81 22.5 WS 0.65 Mom+Shr D 3 08ZO60 0.00 25.00 25.00 1.81 0.00 79.0 WS 0.85 Mom+Shr D 4 08Z060 0.00 3.00 2.67 0.00 0.00 7. 9 WS 0.98 Mom+Shr D 8 4 08Z054 19.00 25.00 5.67 0.00 0.00 15. 0 WS 0.13 Shear D 17.33 9 1 08Z105 1.00 26.00 25.00 0.00 1.81 138.2 WS 0.99 Moment D 2 08Z105 0.00 25.00 25.00 1.81 1.81 147.5 WP 0.53 Moment D 3 08Z105 0.00 25.00 25.00 1.81 1.81 147.5 WS 0.30 Moment D 4 08Z105 0.00 25.00 25.00 1.81 0.00 138.2 WS 1.03 Moment D 18.75 10 1 08ZO54 1.00 26.00 24.33 0.00 0.00 64 .5 WS 0.57 Moment U ------ -- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 20.17 11 1 08ZO54 1.00 26.00 25.00 0.00 1.81 71.1 WS 0.87 Moment D 2 08ZO54 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.73 Mom+Shr D 3 08ZO54 0.00 25.00 25.00 1.81 1.81 75. 9 WS 0.80 Mom+Shr D A291 of 362 U13R0049A-SCOTT GALVANIZING Page 25 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING 1 _ 4 08Z060 0.00 25.00 25.00 1.81 0.00 79.0 WS 0.92 Moment D 26.50 12 1 08Z060 1.00 26.00 25.00 0.00 1.81 79.0 WS 1.03 Moment D 2 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.90 Mom+Shr D 3 08Z054 0.00 25.00 25.00 1.81 1.81 75.9 WS 0.90 Mom+Shr D 4 08Z060 0.00 25.00 25.00 1.81 0.00 79.0 WS 1.03 Moment D WP - Wind Pressure WS - Wind Suction GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 3 4 0 0 0 0 Storage Girt Design 1 (Locate= 7.500) 7/30/13 1:36pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 08ZO54 7.5000 5. 67 7.00 0 15.0 0.00 0.62 15.0 LOAD ID:Wind Pressure GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- --- ----- ----- 1 0.27 -0.27 0.00 -0.38 2.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup 0.27 1.86 0.14 MidS -0.38 4 .41 0.09 LLap 0.10 -0.01 0.76 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 5.7 0.0 0. 0 0.0 0.0 0.0 1. 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 BWB A292 of 362 U13R0049A-SCOTTGALVANIZING Page 26 Of 65 Job No I Storage Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING LOAD ID:Wind Suction GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.33 0.30 0.00 0.44 2.78 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup -0.33 1.86 0.18 MidS 0.44 4 .24 0.10 LLap 0.11 0.01 0.76 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Mom1/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 5.7 5.7 5.7 5.7 5.7 5.7 1.13 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Storage Girt Design 2 (Locate= 7.500) 7/30/13 1:36pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 08ZO54 7.5000 2.67 7.00 0 7.1 0.00 0.70 2 08Z054 7.5000 1.67 7.00 0 4.4 0.00 0.70 11.5 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.10 -0.15 0.00 -0.06 1.08 0.06 2 0.12 -0.04 0.06 -0.01 1.24 0.00 BWB A293 of 362 U13R0049A-SCOTT GALVANIZING Page 27 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RSup -0.15 1.86 0.08 RSup 0.06 4.41 0.01 RSup 0.08 0.00 0.36 2 LSup 0.12 1.86 0.06 LSup 0.06 4.41 0.01 LSup 0.07 0.00 0.22 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Mom1/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 2.7 0.0 0.0 0.0 0.0 0.5 1.00 1.00 1.00 1.00 1.76 1.00 1.00 1.00 1.00 2 1.7 0.8 0.8 0.0 0.0 0.0 1.94 1.94 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )--------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.11 0.17 0.00 0.06 1.08 -0.07 2 -0.13 0.04 -0.07 0.01 1.24 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RSup 0.17 1.86 0.09 RSup -0.07 4.41 0.02 RSup 0.09 0.00 0.36 2 LSup -0.13 1.86 0.07 LSup -0.07 4.41 0.02 LSup 0.07 0.00 0.22 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 2.7 2 .2 2.2 2.2 2.2 0.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 2 1.7 0.0 0.0 0. 9 0.9 0.9 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 Storage Girt Design 3 (Locate= 7.500) 7/30/13 1:36pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In BWB A294 o1 362 U13R0049A-SCOTI GALVANIZING Page 28 Of 65 Job No Storage Date 8/15/2013 Il r i Customer SEA CON LLC Designed By U V/?.C�f �S sY 'Yr Description SCOTT GALVANIZING 2 08ZO60 7.5000 6. 67 1.81 7.00 0 25.0 0.00 0.70 3 08ZO60 7.5000 25.00 1.81 7.00 0 79.0 0.00 0.70 4 08ZO60 7.5000 2. 67 7.00 0 7.9 0.00 0.70 111.8 LOAD ID:Wind Pressure GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.48 -0.96 -1.12 0.00 2.13 3.33 3.59 5.32 3 1.28 1.11 -1.10 5.32 3.16 -3.26 13.43 3.12 4 1.30 1.04 3.12 1.47 1.33 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RLap -0.96 2.56 0.37 RLap 3.59 5.20 0.69 RLap 0.79 -0.21 3 LLap 1.11 2.56 0.43 MidS -3.26 4.92 0.66 LLap 0.75 -0.83 3.33 4 LSup 1.30 2.56 0.51 LSup 3.12 5.20 0.60 LSup 0.78 0.16 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 2 6.7 4.9 4.9 4.9 4.9 1.8 1.76 1.76 1.76 1.76 1.15 0.00 0.00 0.00 0.00 3 25.0 1.8 3.3 0.0 0.0 3.3 1.20 1.75 1.00 1.00 1.75 0.59 0.00 1.00 1.00 4 2.7 2.7 2.7 2.7 2.7 2.7 1.72 1.72 1.72 1.72 1.72 0.00 0.00 0.00 0.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.53 1.05 1.22 0.00 -2.33 3.33 -3.93 -5.83 3 -1.40 -1.21 1.21 -5.83 -3.46 3.57 13.42 -3.41 4 -1.42 -1.14 -3.41 -1.61 1.33 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit BWB A295 of 362 U13R0049A-SCOTTGALVANIZING Page 29 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING I 2 RLap 1.05 2.56 0.41 RLap -3..93 4.92 0.80 RLap 0.86 0.23 3 LLap -1.21 2.56 0.47 MidS 3.57 3.64 0.98 LLap 0.82 0.91 3.33 4 LSup -1.42 2.56 0.55 LSup -3..41 4.92 0.69 LSup 0.86 -0.17 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 2 6.7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 16.6 16.6 0.0 1.00 1.00 1.14 1.14 1.00 1. 00 1.00 1.00 1.00 4 2.7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Storage Girt Design 4 (Locate= 7.500) 7/30/13 1:36pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 4 08ZO54 7.5000 5.67 7.00 0 15.0 0.00 0.62 15.0 LOAD ID:Wind Pressure GIRT ACTIONS: ---------Shear(k ) -------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.27 -0.27 0.00 -0.38 2.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 4 LSup 0.27 1.86 0.14 MidS -0.38 4.41 0.09 RLap 0.10 -0.01 0.76 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 4 5.7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 BWB A296 of 362 U13R0049A-SCOTT GALVANIZING Page 30 Of 65 Job No Storage Date 8/13/2013 Customer SEA CON LLC Designed,8 Description SCOTT GALVANIZING LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- D, Left Left Right Right Left Left Mid-Span Right Right id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.30 0.33 0.00 0.44 2.88 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment (f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 4 RSup 0.33 1.86 0.18 MidS 0.44 4.24 0.10 RLap 0.11 0.01 0.76 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Mom1/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 4 5.7 5.7 5.7 5.7 5.7 5.7 1.13 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Storage Girt Design 5 (Locate= 14.000) 7/30/13 1:36pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In I 08ZO54 14.0000 5. 67 4.92 0 15.0 0.00 0.62 15.0 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.19 -0.19 0.00 -0.27 2.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear (k ) ------ -----Moment (f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup 0.19 1.86 0.10 MidS -0.27 4.41 0.06 LLap 0.07 -0. 01 0.76 BWB A297 of 362 Ul3ROC49A-SCOTT rA1,VAN171NQ Page 31 Of 65 1 Job No Storage Date i 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 1 UNBRACE LENGTHS: Ray ---------Minor---------- -----------Cb----------- --------Mom11MnM2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap - 1 5.7 0.0 0. 0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k ) -------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.23 0.21 0.00 0.31 2.97 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 LSup -0.23 1.86 0.13 MidS 0.31 4.24 0.07 LLap 0.08 0.01 0.76 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 5.7 5.7 5.7 5.7 5.7 5.7 1.13 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Storage Girt Design 6 (Locate= 14.000) 7/30/13 1:36pm ___=a===co===o======c===a===a==o==oa=c=caa=a=aa aaaaacoaaaaaa�a=aaa a�e�aaaasa GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 08ZO54 14.0000 2.67 4 .92 0 7.1 0.00 0.70 2 08ZO54 14.0000 1. 67 4 .92 0 4.4 0.00 0.70 11.5 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: BWB A298 of 362 U13RO049A-SCOTTGALVANIZING Page 32 Of 65 Job No Storage Date 1 8/15/2013 Customer SEA CON LLC Designed By ~ IDescription SCOTT GALVANIZING I ---------Shear(k )-------- --------------Moment (f-k )------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.07 -0.11 0.00 -0.04 1.08 0.05 2 0.08 -0.03 0.05 -0.01 1.24 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )- Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RSup -0.11 1.86 0.06 RSup 0.05 4.41 0.01 RSup 0.06 0.00 0.36 2 LSup 0.08 1.86 0.04 LSup 0.05 4.41 0.01 LSup 0.05 0.00 0.22 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 2.7 0.0 0.0 0.0 0.0 0.5 1.00 1.00 1.00 1.00 1.76 1.00 1.00 1.00 1.00 2 1.7 0.8 0.8 0.0 0.0 0.0 1. 94 1.94 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.08 0.12 0.00 0.04 1.08 -0.05 2 -0.09 0.03 -0.05 0.01 1.24 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect (in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RSup 0.12 1.86 0.06 RSup -0.05 4.41 0.01 RSup 0.06 0.00 0.36 2 LSup -0.09 1.86 0.05 LSup -0.05 4.41 0.01 LSup 0.05 0.00 0.22 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- 1 2.7 2 .2 2.2 2 .2 2.2 0.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 2 1.7 0.0 0.0 0.9 0.9 0.9 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 ===evsea---aa=o a oavnev=ceaeaeea=ev--a=s=vnaacc=c==aa=�ccaseva=ae=aaaaaaaaao--� Storage Girt Design 7 (Locate= 14.000) 7/30/13 1:36pm BWB A299 of 362 U13R0049A-SCOTT GALVANIZING Page 33 Of 65 Job No Storage Date 18/15/2013 Customer SEA CON LLC Designed By' Description SCOTT GALVANIZING I - - f GIRT LAYOUT:, Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 2 08ZO54 14.0000 6. 67 1. 81 4.92 0 22.5 0.00 0.70 3 08Z060 14.0000 25.00 1.81 4.92 0 79.0 0.00 0.70 4 08Z060 14.0000 2.67 4.92 0 7.9 0.00 0.70 109.3 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.27 -0.61 -0.72 0.00 1.28 3.33 2.20 3.31 3 0.82 0.70 -0.85 3.31 1.92 -1.77 12.32 3.60 4 1.44 1.26 3.60 1.74 1.33 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RLap -0.61 1.86 0.33 RLap 2.20 4.41 0.50 RLap 0.60 -0.22 3 RSup -0.85 2.56 0.33 RSup 3.60 5.20 0.69 RSup 0.77 -0.37 3.33 4 LSup 1.44 2.56 0.56 LSup 3.60 5.20 0.69 LSup 0.89 -0.05 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2--- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- -------- 2 6.7 4 .9 4. 9 4.9 4.9 1.8 1.78 1.78 1.78 1.78 1.16 0.00 0.00 0.00 0.00 3 25.0 1.8 3.2 0.0 0.0 5.4 1.21 1.76 1.00 1.00 1.81 0.58 0.00 1.00 1.00 4 2.7 2.7 2.7 2.7 2.7 2.7 1.70 1.70 1.70 1.70 1.70 0.00 0.00 0.00 0.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) --------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.30 0.66 0.79 0.00 -1.40 3.33 -2.40 -3.61 BWB A300 of 362 U13R0049A-SCOTT GALVANIZING Page 34 Of 65 Job No Storage Date i 8/15/2013 Customer SEA CON LLC Designed'Byl Description SCOTT GALVANIZING i 3 -0. 90 -0.77 0.93 -3.61 -2.10 1.93 12.30 -3.97 4 -1.59 -1.39 -3.97 -1.92 1.33 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RLap 0.66 1.86 0.36 RLap -2.40 4.41 0.54 RLap 0.65 0.24 3 RSup 0.93 2.56 0.36 RSup -3.97 4.92 0.81 RSup 0.85 0.41 3.33 4 LSup -1.59 2.56 0. 62 LSup -3.97 4.92 0.81 LSup 0.98 0.06 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- -Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 2 6.7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 14.5 14.5 0.0 1.00 1.00 1.14 1.14 1.00 1.00 1.00 1.00 1.00 4 2.7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Storage Girt Design 8 (Locate= 14.000) 7/30/13 1:36pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 4 08Z054 14.0000 5. 67 4.92 0 15.0 0.00 0.62 15.0 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --- ------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 0. 19 -0.19 0.00 -0.27 2.83 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) ------ -----Moment (f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 4 LSup 0.19 1.86 0.10 MidS -0.27 4.41 0.06 LLap 0.07 -0.01 0.76 UNBRACE LENGTHS: eve A301 of 362 U13R0049A-SCOTT GALVANIZING Page 35 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING• Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 4 5.7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:Wind Suction ------------------------- GIRT ACTIONS: ---------Shear(k )-------- --- -----Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.21 0.23 0.00 0.31 2.70 0.00 STRENGTH/DEFLECTION: Bay -------Shoar(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect (in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit. 4 RSup 0.23 1.86 0.13 MidS 0.31 4.24 0.07 RLap 0.08 0.01 0.76 UNBRACE LENGTHS: Bay ---------Minor---- --- --Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- -- 4 5.7 5.7 5.7 5.7 5.7 5.7 1.13 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 ____________�-----------=-----� - ---------------- Storage Girt Design 9 (Locate= 17.333) 7/30/13 1:36pm =__------------------ GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08Z105 17.3333 25.00 1.81 2 .38 0 138.2 0.00 0.70 2 08Z105 17.3333 25.00 1.81 1.81 3.08 0 147.5 0.00 0.70 3 08Z105 17.3333 25.00 1.81 1.81 3.08 0 147.5 0.00 0.70 4 08Z105 17.3333 25.00 1.81 3.08 0 138.2 0.00 0.70 571.4 LOAD ID:Wind Pressure -------------------- GIRT ACTIONS: Shear(k ) -------- ---- --Moment (f-k ) - - - BWB A302 of 362 U13R0049A-SCOTTGALVANIZING Page 36 Of 65 - Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 1.13 -0.70 -0.76 0.00 -6.22 6.02 2.36 3.67 2 0.06 -0.02 -0.61 -0.69 3.67 3.64 3.64 1.34 0.72 1.90 3 0.46 0.38 -0.51 -0.59 1. 90 1.13 -0.62 10.96 2.51 3.51 4 0.38 0.31 -1.19 3.51 2.88 -6.40 18.96 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )---- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 LSup 1.13 12.17 0.09 MidS -6.22 9.07 0.69 MidS 0. 63 -0.75 3.33 2 RLap -0.61 12.17 0.05 LLap 3.64 6.92 0.53 RSup 0.10 -0.06 3.33 3 RLap -0.51 12.17 0.04 RLap 2.51 9.45 0.27 RLap 0.26 -0.01 3.33 4 RSup -1.19 12.17 0.10 MidS -6.40 9.07 0.71 MidS 0.65 -0.73 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 25.0 0.0 0.0 0.0 1.2 1.8 1.00 1.00 1.00 1.16 1.17 1.00 1.00 1.00 0.66 2 25.0 1.8 16.2 16.2 5.2 1.8 1.01 2.30 2.30 2.00 1.34 0.99-0.52-0.52-0.38 3 25.0 1.8 3.7 0.0 6.8 1.8 1.20 1.80 1.00 1.87 1.13 0.60 0.00 1.00 0.00 4 25.0 1.8 1.2 0.0 0.0 0.0 1.08 1.05 1.00 1.00 1.00 0.82 0.88 1.00 1.00 LOAD ID:Wind Suction GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -1.27 0.77 0.83 0.00 6.86 6.07 -2.60 -4.05 2 -0.06 0.02 0.67 0.75 -4.05 -4.02 -4 .01 1.31 -0.78 -2.07 3 -0.50 -0.42 0.56 0.65 -2.07 -1.23 0.68 10.94 -2.77 -3.86 4 -0.42 -0.34 1.34 -3.86 -3.17 7.10 19.00 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment (f-k ) Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup -1.27 12.17 0.10 MidS 6.86 6.92 0.99 MidS 0. 69 0.83 3.33 2 RLap 0.67 12.17 0.06 LLap -4.02 9.07 0.44 RSup 0. 11 0.06 3.33 3 RLap 0.56 12.17 0.05 RLap -2.77 9.07 0.30 RLap 0.28 0.01 3.33 4 RSup 1.34 12.17 0.11 MidS 7.10 6.92 1.03 MidS 0.72 0.80 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- BWB A303 of 362 U13R0049A-SCOTT GALVANIZING Page 37 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By+- Description �, SCOTT .GALVANIZING 1 Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 6.0 13.4 13.4 0.0 0,0 1,12 1.51 1,51 1,00 1.01 0.00 0,01 0.01 1.00 2 25.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 10.9 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 12.6 12. 6 6.0 1.00 1.00 1.52 1.52 1.61 1.00 1.00 0.00 0.00 Storage Girt Dcoign 10 (Locate- 18.750) 7/30/13 1:36pm --- _`_�----------=---------------------- --------------------� GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08Z054 18.7500 24 .33 1.42 0 64.5 0.00 0.62 64.5 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k ) -------- --------------Moment(f-k )------------- Bay Left Left Right Right T,eft Lp ft Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.23 -0.23 0.00 -1.43 12.17 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup 0.23 1.86 0.13 MidS -1.43 4 .41 0.32 LLap 0.25 -0.52 3.24 UNBRACE LENGTHS: Bay ---------Minor -- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 24.3 0.0 0.0 0.0 0.0 0.0 1. 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:Wind Suction GIRT ACTIONS: ---------Shear(k )-------- --------------Moment (f-k ) -------- Bay Left Left Right Right Left Left Mid-Span Right Right BWB A304 of 362 U13R0049A-SCOTT GALVANIZING Page 38 Of 65 Job No Storage Date 8/15/2013 f.. 4 Customer SEA CON LLC Designed B �.��:- �•S�F„. Description SCOTT GALVANIZING Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.26 0.26 0.00 1.57 12.33 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) --- ----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 LSup -0.26 1.86 0.14 MidS 1.57 2.75 0.57 LLap 0.28 0.57 3.24 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 24.3 24 .3 24.3 24.3 24.3 24.3 1. 14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 Storage Girt Design 11 (Locate= 20.167) 7/30/13 1:36pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08ZO54 20.1667 25.00 1.81 3.88 0 71.1 0.00 0.70 2 08Z054 20.1667 25.00 1.81 1.81 4.58 0 75.9 0.00 0.70 3 08ZO54 20.1667 25.00 1.81 1.81 4.58 0 75.9 0.00 0.70 4 08ZO60 20.1667 25.00 1.81 4.58 0 79.0 0.00 0.70 301.8 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.51 -0.71 -0.81 0.00 -2.45 9.64 2.39 3.77 2 0. 81 0.70 -0.63 -0.74 3.77 2.40 -1.54 13.06 1.65 2.90 3 0.73 0. 62 -0.71 -0.83 2. 90 1. 68 -1.38 11.72 2.71 4.11 4 0. 94 0. 83 -0.61 4 .11 2.50 -3.03 15.14 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ---Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -0.71 1.86 0.38 MidS -2.45 4 .41 0.56 RLap 0. 66 -0.72 3.33 BWB A305 of 362 U13R0049A-SCOTT GALVANIZING Page 39 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B f i ( Description SCOTT GALVANIZING 2 LLap 0.70 1.86 0.38 `LLap 2.40 4.41 0.54 LLap 0. 66 -0.34 3.33 3 RLap -0.71 1.86 0.38 RLap 2.71 4.41 0.62 RLap 0.72 -0.26 3.33 4 LLap 0.83 2.56 0.32 MidS -3.03 4.92 0.62 LLap 0.58 -0.84 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 25.0 0.0 0.0 0.0 3.9 1.8 1.00 1.00 1.00 1.75 1.18 1.00 1.00 1.00 0.00 2 25.0 1.8 4.2 0.0 3.1 1.8 1.18 1.78 1.00 1.76 1.22 0.64 0.00 1.00 0.00 3 25.0 1.8 3.2 0.0 4.8 1.8 1.21 1.76 1.00 1.80 1.16 0.58 0.00 1.00 0.00 4 25.0 1.8 3.5 0.0 0.0 0.0 1.19 1.74 1.00 1.00 1.00 0.61 0.00 1.00 1.00 LOAD ID:Wind Suction GIRT ACTIONS: ---------Shear(k ) -------- --------------Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.58 0.78 0.89 0.00 2.69 9.88 -2.62 -4.14 2 -0.89 -0.77 0.69 0.82 -4.14 -2.63 1.69 13.06 -1.81 -3.17 3 -0.80 -0.68 0.78 0.91 -3.17 -1.84 1.51 11.72 -2.98 -4.51 4 -1.04 -0. 91 0.70 -4.51 -2.75 3.33 14.90 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RLap 0.78 1.86 0.42 MidS 2.69 3.09 0.87 RLap 0.73 0.79 3.33 2 LLap -0.'/'/ 1.86 0.41 LLap -2.63 4_41 U.6U LLap U. /3 0.37 3.33 3 RLap 0.78 1.86 0.42 RLap -2.98 4.41 0.68 RLap 0.80 0.28 3.33 4 LLap -0.91 2.56 0.36 MidS 3.33 3.64 0.92 LLap 0.64 0.92 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- ----- Cb----------- --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 19.2 19.2 19.2 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 14.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 13.3 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0. 0 19.6 19.6 19.6 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Storage Girt Design 12 (Locate- 26.500) 7/30/13 1:36pm GIRT LAYOUT: BWB A306 of 362 U13R0049A-SCOTT GALVANIZING Page 40 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 08ZO60 26.5000 25.00 1.81 5.17 0 79.0 0.00 0.70 2 08Z054 26.5000 25.00 1.81 1.81 5.17 0 75.9 0.00 0.70 3 08ZO54 26.5000 25.00 1.81 1.81 5.17 0 75.9 0.00 0.70 4 08Z060 26.5000 25.00 1.81 5.17 0 79.0 0.00 0.70 309.7 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0. 69 -0.94 -1.06 0.00 -3.41 9.85 2.85 4.66 2 0. 94 0. 81 -0.69 -0.82 4.66 3.08 -1.60 13.35 1.79 3.16 3 0.82 0. 69 -0.81 -0.94 3.16 1.79 -1.60 11.65 3.08 4.66 4 1.06 0. 94 -0.69 4.66 2.85 -3.41 15.15 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment (f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Cale Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -0.94 2.56 0.37 MidS -3.41 4.92 0.69 RLap 0.66 -0.94 3.33 2 LLap 0.81 1.86 0.43 LLap 3.08 4.41 0.70 LLap 0.82 -0.31 3.33 3 RLap -0.81 1.86 0.43 RLap 3.08 4.41 0.70 RLap 0.82 -0.31 3.33 4 LLap 0.94 2.56 0.37 MidS -3.41 4. 92 0.69 LLap 0. 66 -0. 94 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 25.0 0.0 0.0 0.0 3.5 1.8 1.00 1.00 1.00 1.74 1.19 1.00 1.00 1.00 0.00 2 25.0 1.8 4 .8 0.0 3.1 1.8 1.16 1.80 1.00 1.76 1.22 0. 66 0.00 1.00 0.00 3 25.0 1.8 3. 1 0.0 4 .8 1.8 1.22 1.76 1.00 1.80 1.16 0.57 0.00 1.00 0.00 4 25.0 1.8 3.5 0.0 0.0 0.0 1. 19 1.74 1.00 1.00 1.00 0. 61 0.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) ------ - Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup BWB A307 of 362 U13R0049A-SCOTT GALVANIZING Page 41 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC I Designed By Description SCOTT GALVANIZING 1 -0.79 1.03 1.17 0.00 3.75 9.84 -3.13 -5.12 2 -1.03 -0.89 0.76 0.90 -5.12 -3.38 1.76 13.36 -1. 96 -3.46 3 -0. 90 -0.76 0.89 1.03 -3.46 -1.96 1.76 11. 64 -3.38 -5.12 4 -1.17 -1.03 0.79 -5.12 -3.13 3.75 15.16 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect (in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 1.03 2.56 0.40 MidS 3.75 3.64 1.03 RLap 0.72 1.03 3.33 2 LLap -0.89 1.86 0.48 LLap -3.38 4.41 0.77 LLap 0.90 0.34 3.33 3 RLap 0.89 1.86 0.48 RLap -3.38 4.41 0.77 RLap 0. 90 0.34 3.33 4 LLap -1.03 2.56 0.40 MidS 3.75 3.64 1.03 LLap 0.72 1.03 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2--- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 19.6 19.6 19.6 0.0 0.0 1. 13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 13.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0:0 13.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.,0 0.0 19. 6 19.6 19. 6 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 Storage Sidewall Jamb/Header Summary 7/30/13 1:36pm ____------ JAMB/HEADER LAYOUT: Open Bay Id Id Locate Part Length Weight ---- --- ------ -------- ------ ------ I 1 Jamb-L F 08CO'/5 I'/.33 63.8 Jamb-R F08CO75 17.33 63.8 Header F08C060 16.00 47.1 2 2 Jamb-L F08C060 17.33 51.0 Jamb-R F08C060 17.33 51.0 Header F08C060 16.00 47.1 4 Jamb-L F08CO75 17 .33 63.8 Jamb-R F08CO75 17 .33 63.8 Header F08C060 16.00 47.1 JAMB/HEADER UNBRACED LENGTHS: Available Open Minor Minor ReductionFactor Id Locate Major Outside Inside Outside Inside 1 Jamb-L 17.33 7 .50 7.50 0.00 0.00 Jamb-R 17.33 7 .50 7.50 0.00 0.00 Header 16.00 0.00 16.00 0.00 0.62 2 Jamb-L 17 .33 7.50 7.50 0.00 0.00 Jamb-R 17 .33 7.50 7.50 0.00 0.00 8" of 362 U13R0049A-SCOTT GALVANIZING Page 42 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B Description ~SCOTT GALVANIZING ` Header 16.00 0.00 16.00 0.00 0.62 3 Jamb-L 17.33 7.50 7.50 0.00 0.00 Jamb-R 17.33 7.50 7.50 0.00 0.00 Header 16.00 0.00 16.00 0.00 0.62 JAMB/GIRT LAYOUT: Bot Top Open Girt Girt Id Locate (k ) (k ) Interior Girt Locations(ft) ---- ------ ----- ----- --------------------------- 1 Jamb-L Base 17.33 7.500 14.000 Jamb-R Base 17.33 7.500 14.000 2 Jamb-L Base 17.33 7.500 14.000 Jamb-R Base 17.33 7.500 14.000 3 Jamb-L Base 17.33 7.500 14.000 Jamb-R Base 17.33 7.500 14.000 JAMB/GIRT LOADING: Support Jamb Open Load Reaction(k ) Load Id Locate Id Bot Top (k/ft) Interior Girt Loads (k ) ---- ------ ---- ----- ----- ------ - ---------- 1 Jamb-L WP 1.18 1.28 -0.109 -0.33 -0.23 WS -1.30 -1.41 0.119 0-38 0.27 Jamb-R WP 0.54 0.02 -0.109 0.40 0.93 WS -0.59 -0.02 0.119 -0.43 -1.02 2 Jamb-L WP 0.26 -0.60 -0.109 0.69 1.54 WS -0.28 0.66 0.119 -0.75 -1.70 Jamb-R WP 0.62 0.51 -0.109 0.48 0.27 WS -0.68 -0.57 0.119 -0.53 -0.30 3 Jamb-L WP 0.11 -0.53 -0.109 1.04 1.26 WS -0.12 0.58 0.119 -1.14 -1.39 Jamb-R WP 1.18 1.28 -0.109 -0.33 -0.23 WS -1.30 -1.41 0.119 0.38 0.27 STRENGTH/DEFLECTION-: Open Ld ----Shear(k )---- ---Moment(f-k ) -- Mom+ Deflect(in) Id Locate Id Calc Limit UC Calc Limit UC Shear Calc Limit ---- ------ -- ----- ------ ---- ----- ------ ---- ----- ----- ----- 1 Jamb-L WP -1.28 5.02 0.25 -5.77 6.18 0.93 0.91 -0.76 2.31 WS 1.41 5.02 0.28 6.40 6.18 1.03 1.01 0.84 2.31 Jamb-R WP -0.59 5.02 0.12 -1.26 6.18 0.20 0.20 -0.13 2.31 WS 0.64 5.02 0.13 1.38 6.18 0.22 0.22 0.14 2.31 Header WP 0.07 2.56 0.03 -0,29 4 .85 0.06 0.00 -0.04 2.13 WS -0.08 2.56 0.03 0.32 3.02 0.11 0.00 0.05 2.13 2 Jamb-L WP 0.78 2.56 0.31 2.61 4.75 0.55 0.58 0.19 2.31 WS -0.86 2.56 0.34 -2.87 4.75 0.60 0. 64 -0.21 2.31 Jamb-R WP 0.62 2.56 0.24 -1.92 4.75 0.40 0.40 -0.32 2.31 WS -0.68 2.56 0.26 2.10 4.75 0.44 0.44 0.36 2.31 Header WP 0.07 2.56 0.03 -0.29 4.85 0.06 0.00 -0.04 2.13 WS -0.08 2.56 0.03 0.32 3.02 0.11 0.00 0.05 2.13 3 Jamb-L WP 0.71 5.02 0.14 2,36 6.18 0.38 0.38 0.25 2.31 WS -0.78 5.02 0.16 -2.61 6.18 0.42 0.42 -0.27 2.31 BWB A309 of 362 U13R0049A-SCOTT GALVANIZING Page 43 Of 65 Job No Storage l Date 18/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Jamb-R WP -1.28 5. 02 0.25 -5.77 6.18 0.93 0.91 -0.76 2.31 WS 1.41 5.02 0.28 6.40 6.18 1.03 1.01 0. 84 2.31 Header WP 0.07 2.56 0.03 -0.29 4.85 0.06 0.00 -0.04 2 .13 WS -0.08 2.56 0.03 0.32 3.02 0.11 0.00 0. 05 2.13 WP - Wind Pressure WS - Wind Suction - --------------------------------- -----------------------_ Storage Wall Panel Summary (Bay= 4) 7/30/13 1:36pm PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height 4 CW6-80 CW 26.00 80.0 0.44 30.50 MOMENTS & DEFLECTION: ----------Moment(ft-lb/ft) --------- Span Span Support Mid.9pan ---Deflect(in) -- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC 7.50 WP 96.4 181.1 0.53 -74. 8 134.7 0.56 -0.32 1.00 0.32 WS -128 .5 134.7 0.95 99.7 181.1 0.55 0.43 1.00 0.43 2 6.50 WP 96.4 181.1 0.53 -25. 9 134 .7 0.19 -0.04 0.87 0.05 WS -128.5 134.7 0.95 34.5 181.1 0.19 0.05 0.87 0.06 3 3.33 WP 34.6 181.1 0.19 -8.9 134.7 0.07 0.00 0.44 0.01 WS -46.1 134.7 0.34 11. 9 181.1 0.07 0.00 0.44 0.01 4 2.83 WP 45.9 181.1 0.25 -1.3 134.7 0.01 0.01 0.38 0.02 WS -61.1 134.7 0.45 1.8 181.1 0.01 -0.01 0.38 0.03 5 6.33 WP 50.6 181.1 0.28 -36.0 134 .7 0.27 -0.10 0.84 0.12 WS -67 .4 134.7 0.50 48.0 181. 1 0.27 0.13 0.84 0.16 6 4.00 WP 50.6 181.1 0.28 -13.1 134 .7 0.10 0.00 0.53 0.01 WS -67.4 134.7 0.50 17.4 181.1 0.10 0.01 0.53 0.01 WP - Wind-Pressure WS - Wind Suction Storage Weight Summary 7/30/13 1:36pm Girts = 1551.61 Frame Openings = 498.74 2050.35 +'Ji 1 A310 of 362 U13R0049A-SCOTTGALVANIZING Page 44 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING Storage Warning Summary 7/30/13 1:36pm . . No Warnings BWB A311 of 362 U13R0049A-SCOTTGALVANIZING Page 45 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING SLOrage Sidewall Design Code 2/28/13 10:15am ----------- -----_------------------_________ STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) SLuraye WeighL Summary 2/28/13 10: 15am Girts = 0.00 Frame Openings - 0.00 0.00 =---------- Storage Warning Summary 2/28/13 10:15am . No Warnings BWB A312 of 362 U13R0049A-SCOTT GALVANIZING Page 46 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B - S Description SCOTT GALVANIZING Storage Endwall Design Code 2/28/13 10:15am --______________ STRUCTURAL CODE: Design Basis : WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel : NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) Storage Column & Rafter Design 2/28/13 10:15am MEMBER SIZES: Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Part Depth Thick Width Thick Length Weight ------ ------ ----------- ----- ----- ----- ----- ----- ------ Col-1 0.7 Col-2 15.3 Total= 0.00 STRESS RATIO: Load Control Id Axial Shear Moment Axl+Mom Shr+Mom UC ----- ----- ------ ------- ------- ------- COLUMN REACTIONS: Load ------Reaction(k )------- Id Id Horz(OP) Vert Horz(IP) ----- ---- ------- ----- ------- COLUMN MEMBER DEFLECTIONS: Load Deflection(in) Id Td Calc Limit Storage Column Flange Brace Report 2/28/13 10: 15am BWB A313 of 362 U13R0049A-SCOTT GALVANIZING Page 47 Of 65 Job No I Storage Date 8/15/2013 }," Customer SEA CON LLC Designed By, Description SCOTT GALVANIZING COLUMN FLANGE BRACES Mem Column Brace At Id Side Part Girt Id Storage Base Plate & Anchor Bolt Design 2/28/13 10:15am Base Plate Yield = 55.00 (ksi ) Concrete Bearing - 1.05 (ksi ) BASE SIZE: Column-Base --Plate_Size(in)-- -Bolts (GR36 ) - Id Depth Width Length Thick Row Diam Gage BASE REACTIONS: --------------- Max_Tension+Shear Column -Max_Comp- -Max-Tens- -Max-Shear Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) ------ ----- ------ --- ------ --- ------ --- ------ ------ LOAD COMBINATIONS: ------------------ Storage Flush Girt Design Report 2/28/13 10:15am ==oo—==c=c==c==oa—=n=======vvvaaacocac=a==ocooc=c=c=======c�sca==caaaaaa=a= GIRT LAYOUT: Bay Girt Bay-Offset Design Load ----Max_Load--- Id To. Locate Part Start End Length Weight Width Id UC Report 1 1 7.500 08Z067 0.00 16.00 16.00 52. 6 7.00 WS 0.95 Moment 2 14.000 08Z060 0.00 16.00 16.00 47.2 6.33 WS 0.97 Moment 3 20.167 08Z060 0.00 16.00 16.00 47 .2 6.25 WS 0.96 Moment 4 26.500 08Z060 0.00 16.00 16.00 47.2 5.91 WS 0.91 Moment WS - Wind Suction GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 0 GIRT STRENGTH: MB A314 of 362 U13R0049A-SCOTT GALVANIZING Page 48 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Bay Girt Ld ----Shear(k )--- --Moment(f-k )-- Mom+ ---Deflect(in)-- Id Id Id Calc Limit UC Calc Limit UC Shear Calc Limit UC --- ---- -- ----- ----- ---- ----- ----- --- ----- ----- ----- ---- 1 1 WP 0.76 3.57 0.21 -3.05 5.81 0.52 0.41 -0.38 2.13 0.18 WS -0.90 3.57 0.25 3.44 3. 62 0.95 0.46 0.44 2.13 0.20 1 2 WP 0.69 2 .56 0.27 -2.76 5.13 0.54 0.42 -0.39 2.13 0.18 WS 0.82 2.56 0.32 3.11 3.20 0.97 0.48 0.44 2.13 0.21 1 3 WP 0.68 2.56 0.27 -2.72 5.13 0.53 0.42 -0.38 2.13 0.18 WS 0.81 2.56 0.31 3.07 3.20 0.96 0.48 0.43 2.13 0.20 1 4 WP 0.64 2.56 0.25 -2.57 5.13 0.50 0.40 -0.36 2.13 0.17 WS -0.76 2.56 0.30 2.90 3.20 0.91 0.45 0.41 2.13 0.19 WP - Wind Pressure WS - Wind Suction UNBRACED LENGTH: Reduction Bay Girt ----Minor--- ----Cb---- --Moml/Mom2- Factor Id Id Major Top Bot Top Bot Top Bot Top Bot 1 1 16.00 0.00 16.00 1.00 1.14 1.00 1.00 0.00 0.62 1 2 16.00 0.00 16.00 1.00 1.14 1.00 1.00 0.00 0.62 1 3 16.00 0.00 16.00 1.00 1.14 1.00 1.00 0.00 0.62 Storage Wall Panel Report 2/28/13 10:15am PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height 1 CW6-80 CW 26.00 80.0 0.44 31.98 MOMENTS & DEFLECTION: ----Moment (ft-lb/ft) --------= Span Span Support Midspan ---Deflect (in)-- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC ---- ----- ---- ----- ----- ---- ----- ----- ---- ----- ----- ---- 7 .50 WP 93.6 181.1 0.52 -76.0 134.7 0.56 -0.33 1.00 0.33 WS -124 .7 134.7 0.93 101.2 181.1 0.56 0.44 1.00 0.44 6.50 WP 93. 6 181.1 0.52 -20.0 134.7 0.15 -0.02 0.87 0.02 WS -124.7 134.7 0.93 26.7 181.1 0.15 0.02 0.87 0.03 6.17 WP 55.4 181.1 0.31 -28.8 134.7 0.21 -0.07 0.82 0.08 WS -73.8 134.7 0.55 38.3 181.1 0.21 0.09 0.82 0.11 6.33 WP 59.6 181.1 0.33 -26.7 134.7 0.20 -0.06 0.84 0.07 WS -79.4 134.7 0.59 35.6 181.1 0.20 0.08 0.84 0.09 5 5.48 WP 59.6 181.1 0.33 -36.9 134 .7 0.27 -0.08 0.73 0.11 WS -79.4 134.7 0.59 49.1 181.1 0.27 0.10 0.73 0.14 WP - Wind Pressure WS - Wind Suction BWB A315 of 362 U13ROO48A-SCOT T GALVANIZING Page 49 Of 65 Job No Storage Date 8/1 122013 - - Customer SEA CON LLC Designed BIJ, `' Description ; SCOTT GALVANIZING 1 � 1 _— Storage Screw Report 2/28/13 10:15am _===- -------------- as as as as aaa aaaa----=a=aria====ate== BASE SCREW CHECK: ------------Screw---------- Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Part (in) (ft) (k ) (k ) (k ) (k ) UC ---- ------ -------- ----- ----- ----- ----- ----- ----- ---- aaaaaa----aaaaa=====a-ae=a===ac=c=oc_c-co_----------- ----------===c= Storage Weight Summary 2/28/13 10:15am -----------------__-� —� --____-_�__--__�—_----_ -- Total Column Weight = 0.00 Total Rafter Weight - 0.00 Total Girt Weight = 193.57 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 13.20 Storage Warning Summary 2/28/13 10:15am __----=-=a=-===---- ---- ----------____________=___ .. No Warnings BWB A316 of 362 U13R0049A-SCOTT GALVANIZING Page 50 Of 65 Job No Storaq.. Date 8/15/2013 7 Customer SEA CON LLC Designed B i Description SCOTT GALVANIZING Storage Endwall Design Code 2/28/13 10:15am STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) Storage Column & Rafter Design 2/28/13 10: 15am MEMBER SIZES: Member Member ---Web_Size-- -Flange Size- Member Member Id Locate Part Depth Thick Width Thick Length Weight - ---- ------ ----------- ----- ----- __-_- ----- ------ ------ Col-- 0.7 Col-2 15.3 Total- 0.00 STRESS RATIO: Load Control Id Id Axial Shear Moment Axl+Mom Shr+Mom UC COLUMN REACTIONS: Load ------Reaction(k ) ------- Id Id Horz(OP) Vert Horz (IP) COLUMN MEMBER DEFLECTIONS: Load Deflection(in) Id Id Calc Limit Storage Column Flange Brace Report 2/28/13 10: 15am BWB A317 of 362 U 13R0049A-SCOTT GALVANIZING Page 51 Of 65 y I Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING COLUMN FLANGE BRACES Mem Column Brace At Id Side Part Girt Id -------------------__-----_-_=_-_----------______------_-------_ _�__=____ Storage Base Plate & Anchor Bolt Design 2/28/13 10:15am Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (kDi ) BASE SIZE: Column-Base --Plate_Size(in) -- -Bolts (GR36 )- Id Depth Width Length Thick Row Diam Gage BASE REACTIONS: --------------- Max_Tension+Shear Column -Max_Comp- -Max_Tens- -Max-Shear Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) -- --- ------ --- ------ --- ------ --- ------ ------ LOAD COMBINATIONS: ------------------ Storage Flush Girt Design Report 2/28/13 10:15am GIRT LAYOUT: Bay Girt Bay_Offset Design Load ----Max_Load--- Id Id Locate Part Start End Length Weight Width Id UC Report 1 1 7.500 08Z067 0.00 16.00 16.00 52.6 7.00 WS 0.95 Moment 2 14 .000 08Z060 0.00 16.00 16.00 47.2 6.33 WS 0.97 Moment 3 20.167 08Z060 0.00 16.00 16.00 47.2 6.25 WS 0.96 Moment 4 26.500 08ZO60 0.00 16.00 16.00 47.2 5. 91 WS 0.91 Moment WS - Wind Suction GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 0 GIRT STRENGTH: BWB A318 of 362 U13R0049A-SCOTT GALVANIZING Page 52 Of 65 - - Job No ' Storage Date 8/15/2013 L Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Bay Girt Ld ----Shear(k )--- --Moment(f-k ) -- Mom+ ---Deflect(in) -- Id Id Id Calc Limit UC Calc Limit UC Shear Cale Limit UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ----- ---- 1 1 WP 0.76 3.57 0.21 -3.05 5.81 0.52 0.41 -0.38 2.13 0.18 WS -0.90 3.57 0.25 3.44 3.62 0.95 0.46 0.44 2.13 0.20 1 2 WP 0.69 2.56 0.27 -2.76 5.13 0.54 0.42 -0.39 2.13 0.18 WS 0.82 2.56 0.32 3.11 3.20 0.97 0.48 0.44 2.13 0.21 1 3 WP 0.68 2.56 0.27 -2.72 5.13 0.53 0.42 -0.38 2.13 0.18 WS 0.81 2.56 0.31 3.07 3.20 0.96 0.48 0.43 2.13 0.20 1 4 WP 0.64 2.56 0.25 -2.57 5.13 0.50 0.40 -0.36 2.13 0.17 WS -0.76 2.56 0.30 2.90 3.20 0.91 0.45 0.41 2.13 0.19 WP - Wind Pressure WS - Wind Suction UNBRACED LENGTH: Reduction Bay Girt ----Minor--- ----Cb---- --Mom1/Mom2- Factor Id Id Major Top Bot Top Bot Top Bet Top Bot 1 1 16.00 0.00 16.00 1.00 1.14 1.00 1.00 0.00 0.62 1 2 16.00 0.00 16. 00 1.00 1.14 1.00 1.00 0.00 0.62 1 3 16.00 0.00 16.00 1.00 1.14 1.00 1.00 0.00 0. 62 Storage Wall Panel Report 2/28/13 10:15am PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height 1 CW6-80 CW 26.00 80.0 0.44 31.98 MOMENTS & DEFLECTION: ----Moment(ft-lb/ft) --------- Span Span Support Midspan ---Deflect(in) -- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC 1 7.50 WP 93.6 181.1 0.52 -76.0 134.7 0.56 -0.33 1.00 0.33 WS -124.7 134.7 0.93 101.2 181.1 0.56 0.44 1.00 0.44 2 6.50 WP 93.6 181.1 0.52 -20.0 134.7 0.15 -0.02 0.87 0.02 WS -124.7 134.7 0.93 26.7 181.1 0.15 0.02 0.87 0.03 3 6.17 WP 55.4 181.1 0.31 -28,8 134-.7 0.21 -0.07 0.82 0.08 WS -73.8 134.7 0.55 38,3 181.1 0.21 0.09 0.82 0.11 6.33 WP 59.6 181.1 0.33 -26,7 134.7 0,20 -0.06 0.84 0.07 WS -79.4 134.7 0.59 35.6 181.1 0.20 0.08 0.84 0.09 5 5.48 WP 59.6 181.1 0.33 -36.9 134.7 0.27 -0.08 0.73 0.11 WS -79.4 134.7 0.59 49.1 181.1 0.27 0.10 0.73 0.14 WP - Wind Pressure WS - Wind Suction am A319 of 362 UI3R0049A-SCOTT GALVANIZING Page 53 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B ( Description SCOTT GALVANIZING ------------- ---------- Storage Screw Report 2./28/13 10:15am BASE SCREW CHECK: ------------Screw---------- Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Fart (in) (ft) (k ) (k ) (k ) (k ) UC Storage Weight Summary 2/28/13 10:15am Total Column Weight = 0.00 Total Rafter Weight = 0.00 Total Girt Weight = 193.57 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 13.20 Storage Warning Summary 2/28/13 10:15am . . No Warnings BWB A320 of 362 U13R0049A-SCOTT GALVANVING Page 54 Of 65 _ Job No Storage Date 18/15/2013 1 iY Customer SEA CON LLC Designed B lI r,F1+v SYS YEN Description SCOTT GALVANIZING Storage Design Code 7/30/13 12:47pm .--=aaaaaaaa�====_-------�-__---•-^=ma==a=aa�===a=_ac------------aa==-ae==a STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) Storage Purlin Layout(Surface= 2) 7/30/13 12:47pm ====a=aa=as----- SURFACE LAYOUT: Surface No. Peak Id Length Row Space 2 16.055 4 4.389 PURLIN LOCATION: Purlin Surf Load Dead Edge Show ------Max Load------ Id Offset Space Width Load Wind Report Id UC~ Report ------ ------ ----- ----- ----- ---- ------ --- ---- --------- 1 1.333 1.333 2.167 3.30 Y 2 0.77 Mom,Shr 2 4.333 3.000 3.000 2.39 Y Y 2 0.91 Mom,Shr 3 7.333 3.000 3.667 1. 95 2 0.87 Mom,Shr 4 11.667 4 .333 4.361 1. 64 Y 3 0.98 Mom,Shr 16.055 4.389 Average= 2.17 PURLIN LAYOUT: Bay Purlin Design ---Lap(ft) -- No. Unit Total Id Part Length Left Right Brace Weight Weight ---- -------- ------ ----- ----- ----- ------ ------ LExt 1OZ120 1.00 0 6.7 26.8 1 1OZ120 25.00 2. 94 2 187.4 749.5 2 1OZ099 25.00 2 .94 2. 94 2 170.8 683.3 3 1OZ099 25.00 2 .94 2. 94 2 170.8 683.3 4 1OZ120 25.00 2 .94 2 187.4 749.5 RExt 1OZ120 1.00 0 6.7 26.8 Total (lb)= 729.8 2919.3 BWB A321 of 362 U13R0049A-SCOTT GALVANIZING Page 55 Of 65 Job No i Storage Date 18/15/2013 i Customer SEA CON LLC Designed B11 Description SCOTT GALVANIZING _I SPECIAL LOADS: Load Location Start End Load Type 0.000 6.000 Edge Zone Wind 13.055 16.055 Edge Zone Wind Storage Purlin(Surface= 2, Id= 2) 7/30/13 12:47pm ------------------------------ ROOF PURLIN Surface Id = 2 Purlin Id = 2 Offset = 4.33 Edge Strip = 6:00 ------------------------------ PURLIN LAYOUT: (Purlin Id= 2) Available Design Reduction Bay Purlin Length ---Lap(ft) -- Load No. Factor Td Part (ft) Left Right Width Brace Out In ---- -------- ------ ----- ----- ----- ----- ---- ---- LExt 1OZ120 1.00 3.00 0 0.50 0.50 1 1OZ120 25.00 2. 94 3.00 2 0.50 0.50 2 1OZO99 25.00 2.94 2.94 3.00 2 0. 90 0.76 3 1OZO99 25.00 2.94 2. 91 3.00 2 0. 90 0.76 4 1OZ120 25.00 2.94 3.00 2 0.50 0.50 RExt 1OZ120 1.00 3.00 0 0.50 0.50 STRENGTH/DEFLECTION SUMMARY: Spn1 --------Shear(k ) -------- I -------Moment(f-k ) ------I ---Mom+Shr--1 ----Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I -- ----- ---- -- I---- ------ ----- ---- -- I ---- ---- -- ------ ----- -- ExtIRSup -0.08 15.89 0.01 llRSup 0.04 15.10 0.00 111,Sup 0.00 11 0.06 0.00 1 llRLap -1.00 15.89 0.06 11MidS -3.94 10.33 0.38 llRSup 0.20 11 0.96 -1. 18 2 21LLap 0.86 9.16 0.09 11LLap 2.59 11.09 0.23 IILLap 0.22 11 1.30 1.01 2 31RLap -0.86 9.16 0.09 llRLap 2.59 11.09 0.23 11RLap 0.22 11 1.13 0. 84 2 41LLap 1.00 15.89 0.06 llMidS -3.94 10.33 0.38 llLSup 0.20 11 1.47 1. 18 2 ExtILSup 0.08 15.89 0.01 llLSup 0.04 15.10 0.00 111,Sup 0.00 11 0.10 0.00 2 LOAD COMBINATIONS: ----------------- (1) Dead+Collateral+Live (2) Dead+Collateral+Snow+Slide Snow Storage Purlin(Surface= 2, Id= 4) 7/30/13 12:47pm _____------a--=-----a-a- ---------===a==- ------------------------------ B A322 of 362 U13R0049A-SCOTT GALVANIZING Page 56 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING ROOF PURLIN Surface Id = 2 Purlin Id = 4 Offset = 11.67 ------------------------------ PURLIN LAYOUT: (Purlin Id= 4) Available Design Reduction Bay Purlin Length ---Lap(ft) -- Load No. Factor Id Part (ft) Left Right Width Brace Out In LExt 1OZ120 1.00 4.36 0 0.50 0.50 1 1OZ120 25.00 2.94 4.36 2 0.50 0.50 2 1OZ099 25.00 2.94 2.94 4.36 2 0.90 0.76 3 10Z099 25.00 2.94 2.94 4.36 2 0. 90 0.76 4 1OZ120 25.00 2.94 4.36 2 0.50 0.50 RExt 1OZ120 1.00 4.36 0 0.50 0.50 STRENGTH/DEFLECTION SUMMARY: Spnl--------Shear(k ) -I-------Moment (f-k )------I ---Mom+Shr--1----Defl(in) --- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- ------ ----- ---- --I---- ------ ---- ---- --I ---- ---- --I------ -- -- -- ExtIRSup -0.12 15.89 0.01 11RSup 0.06 15.10 0.00 11ILSup 0.00 lI 0.09 0.00 1 1IRLap -1.45 15.89 0.09 1IMidS -5.73 10.33 0.55 11RSup 0.29 11 2.08 -2.57 2 2ILLap 1.24 9.16 0.14 1ILLap 3.77 11.09 0.34 1ILLap 0.33 lI 2.82 2.20 2 3IRLap -1.24 9.16 0.14 1IRLap 3.77 11.09 0.34 1IRLap 0.33 lI 2.45 1.83 2 4ILLap 1.45 15.89 0.,09 1jMidS -5.73 10.33 0.55 111,Sup 0.29 lI 3.19 2.57 2 ExtILSup 0.12 15.89 0.01 lILSup 0.06 15.10 0.00 111,Sup 0.00 11 0.21 0.00 2 LOAD COMBINATIONS: ------------------ (1) Dead+Collateral+Live (2) Dead+Collateral+Snow+Slide Snow Storage Purlin Combination Report 7/30/13 12:47pm ____= ------- -------_------------------ -------------__-=_= Surf System ----Roof-Purlin---- Added_Purlin Total Id Id Depth Row Weight Row Weight Weight 2 1 10.0 4 2919.3 0 0.0 2919.3 Storage In-Plane Roof Force 7/30/13 12:47pm Win (k )= Design load in the plane of the purlin web Wout(k )= Design load in the plane of the purlin flange PI (k )= Force in plane of roof per anti-roll clip BWB A323 of 362 U13R0049A-SCOTTGALVANIZING Page 57 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING PURLIN ROLL FORCES: Surf Load Line --Roof Load-- Id Id Id Win Wout Pl 2 2 1 11.20 -0.93 0.21 2 2 2 20.74 -1.73 -0.04 2 2 3 20.74 -1.73 0.03 2 2 4 20.74 -1.73 -0.04 2 2 5 11.20 -0.93 0.21 STANDARD CONNECTION: Surf Line Roll Force/Connection Stiff Deflection Id Id No. Attachment Id Thick Calc Limit UC Calc Calc Limit ---- ---- --- ------------- ------ ----- ----- ----- ---- ----- ----- ----- 2 RF 4 Weld clip 0.000 0.00 0.00 0.00 0.00 0.00 0.00 REQUIRED ANTI-ROLL CONNECTION: Surf Line Roll Force/Connection Stiff Deflection Id Id No. Attachment Id Thick Calc Limit UC Calc Calc Limit ---- ---- --- ------------- ------ ----- ----- ----- ---- ----- ----- ----- 2 RF 2 Gusset clip @102 0.220 0.21 1.74 0.12 8.93 0.02 0.25 PURLIN ANTI ROLL LOCATION: Surf Line No. Id Id Purlin Purlin Location 2 RF 2 1 3 PANEL SHEAR/DIAPHRAGM: Surf Line Panel Shear -Deflection- Id Id Calc Limit Calc Limit 2 RF 26. 6 30.0 0.52 0.87 Storage Roof Panel Summary 7/30/13 12:47pm PANEL LAYOUT: Surf Surface No. Max Rotation Id Part Type Gage Yield Length Purlin Space Stiffness 2 NS4- SS 24 .00 50.0 16.06 4 4.389 0.44 PANEL STRENGTH: --------Support-------- ---------Midspan-------- Surf Load Moment(ft-lb/ft) Moment(ft-lb/ft) Id Area Id Offset Calc Limit Ratio Offset Calc Limit Ratio 2 Left 1 11.7 51.4 207.5 0.25 14.3 -35.8 370.5 0.10 BWB A324 of 362 U13R0049A-SCOTT GALVANIZING Page 58 Of 65 Job No Storage Date $/15/2013 i Customer SEA CON LLC Designed B Description SCOTT GALVANIZING 2 11.7 68.8 207.5 0.33 14.4 -40.4 370.5 0.11 3 11.7 82.3 207.5 0.40 14.6 -44.3 370.5 0.12 4 11.7 51.4 207.5 0,25 14.3 -35.8 370.5 0.10 5 11.7 40.9 207.5 0.20 14.3 -28.5 370.5 0.08 6 11.7 53.9 207.5 0.26 14.4 -31.9 370.5 0.09 7 11.7 64.1 207.5 0.31 14.6 -34.9 370.5 0.09 8 11.7 30.6 207.5 0.15 14.3 -21.3 370.5 0.06 9 11.7 -63.3 370.5 0.17 9.4 36.6 207.5 0.18 10 11.7 56.7 207.5 0.27 14.3 -39.5 370.5 0.11 11 7.3 -17.6 370.5 0.05 9.6 15.3 207.5 0.07 12 11.7 69.8 207.5 0.34 14.4 -43.0 370.5 0.12 13 11.7 79.9 207.5 0.38 14.6 -46.1 370.5 0.12 14 4.3 22.6 207.5 0.11 2.9 -14.5 370.5 0.04 15 11.7 9.5 207.5 0.05 14.1 -12.4 370.5 0.03 16 11.7 26.8 207.5 0.13 14.3 -18.6 370.5 0.05 17 11.7 -67.0 370.5 0.18 9.4 38.0 207.5 0.18 2 Center 1 11.7 51.4 207.5 0.25 14.3 -35.8 370.5 0.10 2 11.7 68.18 207.5 0.33 14.4 -40.4 370.5 0.11 3 11.7 82.3 207.5 0.40 14.6 -44.3 370.5 0.12 4 11.7 51.4 207.5 0.25 14.3 -35.8 370.5 0.10 5 11.7 40.9 207.5 0.20 14.3 -28.5 370.5 0.08 6 11.7 53.9 207.5 0.26 14.4 -31.9 370.5 0.09 7 11.7 64.1 207.5 0.31 14.6 -34.9 370.5 0.09 8 11.7 30.6 207.5 0.15 14.3 -21.3 370.5 0.06 9 11.7 -35.4 370.5 0.10 14.2 27.4 207.5 0.13 10 11.7 56.7 207.5 0.27 14.3 -39.5 370.5 0.11 11 11.7 7.3 207.5 0.03 9.4 -4.3 370.5 0.01 12 11.7 69.8 207.5 0.34 14.4 -43.0 370.5 0.12 13 11.7 79.9 207.5 0.38 14.6 -46.1 370.5 0.12 14 7.3 24.5 207.5 0.12 2.9 -15.2 370.5 0.04 15 11.7 30.5 207.5 0.15 8.9 -12.4 370.5 0.03 16 11.7 26.8 207.5 0.13 14.3 -18.6 370.5 0.05 17 11.7 -39.2 370.5 0.11 14.2 30.1 207.5 0.14 2 Right 1 11.7 51.4 207.5 0.25 14.3 -35.8 370.5 0.,,10 2 11.7 68.8 207.5 0.33 14.4 -40.4 370.5 0.11 3 11.7 82.3 207.5 0.40 14.6 -44.3 370.5 0.12 4 11.7 51.4 207.5 0.25 14.3 -35.8 370.5 0.10 5 11.7 40.9 207.5 0.20 14.3 -28.5 370.5 0.08 6 11.7 53.9 207.5 0.26 14.4 -31.9 370.5 0.09 7 11.7 64.1 207.5 0.31 14.6 -34.9 370.5 0.09 8 11.7 30.6 207.5 0. 15 14.3 -21.3 370.5 0.06 9 11.7 -63.3 370.5 0.17 9.4 36. 6 207.5 0.18 10 11.7 56.7 207.5 0.27 14.3 -39.5 370.5 0.11 11 7.3 -17.6 370.5 0.05 9.6 15.3 207.5 0.07 12 11.7 69.8 207.5 0.34 14.4 -43.0 370.5 0.12 13 11.7 79.9 207.5 0.38 14 .6 -46.1 370.5 0.12 14 4.3 22.6 207.5 0.11 2.9 -14.5 370.5 0.04 15 11.7 9.5 207.5 0.05 14.1 -12.4 370.5 0.03 16 11.7 26.8 207.5 0.13 14.3 -18. 6 370.5 0.05 17 11.7 -67.0 370.5 0.18 9.4 38. 0 207.5 0.18 PANEL DEFLECTION: Surf Load -----Deflection(in) ----- BWB A325 of 362 U13R0049A-SCOTTGALVANIZING Page 59 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Id Area Id Offset Calc Limit Ratio 2 Left 18 13.9 -0.01 0.29 0.03 19 13.9 -0.01 0.29 0.03 20 13.9 -0.01 0.29 0.03 21 13.9 -0.01 0.29 0.03 22 13.9 -0.01 0.29 0.02 23 9.5 0.01 0.29 0.02 2 Center 18 13.9 -0.01 0.29 0.03 19 13.9 -0.01 0.29 0.03 20 13.9 -0.01 0.29 0.03 21 13.9 -0.01 0.29 0.03 22 13.9 -0.01 0.29 0.02 23 13.9 0.01 0.29 0.02 2 Right 18 13. 9 -0.01 0.29 0.03 19 13. 9 -0.01 0.29 0.03 20 13. 9 -0.01 0.29 0.03 21 13. 9 -0.01 0.29 0.03 22 13. 9 -0.01 0.29 0.02 23 9.5 0.01 0.29 0.02 LOAD COMBINATION: Load Id Description 1 Dead+Live 2 Dead+Snow+Snow_Drift 3 Dead+Snow+Slide Snow 4 Dead+MIN SNOW 5 Dead+0.75Live 6 Dead+0.75Snow+0.75Snow Drift 7 Dead+0.75Snow+0.75Slide _Snow 8 Dead+Wind Pressurel 9 Dead+Wind_Suctionl 10 Dcad+0.75Livc+0.75Wind_Pressurel 11 Dead+0.75Live+0.75Wind Suctionl 12 Dead+0.75Snow+0.75Wind Pressure1+0.75Snow Drift 13 Dead+0.75Snow+0.75Wind Pressurel+0.75Slide Snow 14 Dead+0.75Snow+0.75Wind Suctionl+0.75Snow Drift 15 Dead+0.75Snow+0.75Wind_Suctionl+0.75Slide_Snow 16 0. 6Dead+Wind Pressurel 17 0. 6Dead+Wind_Suctionl 18 Live 19 Snow+Snow Drift 20 Snow+Slide Snow 21 MIN SNOW 22 Dead+Wind Pressurel Storage Attachment Loads 1/30/13 12:47pm ROOF LOADS BW8 A326 of 362 U13R0049A-SCOTT GALVANIZING Page 60 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING EW Attach -------------Wind------------- ----------Seismic(a)---------- Id Locate Walll Wa112 Roof React Walll Wa112 Roof React -- ------ ------ ------ ------ ------ ------ ------ ------ ------ 1 0.00 1.44 0.42 0.00 1.87 0.088 0.088 3.12 3.29 1 16.00 1.41 0.41 0.00 1.83 0.086 0.086 3.07 3.24 -- ------ ------ ------ ------ ------ ------ ------ ------ ------ 3 0.00 1.44 0.42 0.00 1.87 0.088 0.088 3.12 3.29 3 16.00 1.41 0.41 0.00 1.83 0.086 0.086 3.07 3.24 ROOF SHEAR EW Attach Locate Id Start End Wind Seismic(a) -- ------ ------ ------- ---------- 1 0.00 16.00 0.00 0.00 3 0.00 16.00 0.00 0.00 (a)Seismic results based on base shear values LOAD COMBINATIONS --------------- Max Wind Coeff Frame = 1.000 Brace = 1.000 Max Seismic Coeff Frame = 0.700 Brace = 0.700 SEISMIC LOAD ------------ Seismic Coeff= 0.301 Roof Total-10.464 Left EW Dead= 3.000 Front SW Dead= 3.000 Right EW Dead= 3.000 Back SW Dead= 3.000 Extend Dead= 4 .500 Storage Roof Diagonal Bracing 7/30/13 12:47pm PANEL SHEAR: Limit = 0.0 Calc Wind = 0.0 Seismic = 0.0 DIAGONAL BRACING: BraceTension(k ) Bay Brace_Locate ------Diag-Brace----- ----Wind--_- ---Seismic-- Max Id Start End Type Size Part Calc Limit Calc Limit UC KL/R BWB A327 of 362 U13R0049A-SCOTT GALVANIZING Page 61 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC I Designed D r+oc nfu� cvSr6�r5 Description SCOTT GALVANIZING T - 3 0.00 16.00 R 0.625 RDB- 0.00 7.34 0.00 7.34 0.00 ATTACHMENT DEFLECTION: EW Attach --Deflection-- -Span/Deflect- Id Locate Wind Seismic Wind Seismic 1 0.00 0.00 0.00 9999 9999 1 16. 00 0.09 0.33 3944 1111 =acaaa�a -------- c-=a��==e=e=acne==c----------�-------- Storage Sidewall Diagonal Bracing 7/30/13 12:47pm PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Limit 2 70.0 26.1 64.9 72.8 4 102.0 18.3 45.2 72.8 DIAGONAL BRACING: Brace_Tension(k ) Wall Bay Brace_Locate - Diag_Brace---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Limit Calc Limit UC KL/R ---- ----- ----- ----- ---- ------ -------- ----- ----- ----- ----- ---- ---- 2 3 0.0 30.7 R 0.625 RDB- 2.77 7.34 6.88 8.81 0.78 4 1 0.0 32.0 A 2.600 L2525411 2.91 15.97 7.17 15.97 0.45 ANGLE CONNECTION: Wall Bay Brace_Loc ------Bolt----- --Bolt_Capacity- ------Splice----- Id Id Bot Top Type Dia No. Shear Bear UC Width Thick Limit 4 1 0.0 32.0 A325 0.750 2 21.21 17.67 0.41 5.00 0.25 36.07 BASE REACTIONS: Wall Bay Col Wind_Max Seismic_Max Id Id Id Horz Vert(+/-) Horz Vert(+/-) ---- --- --- ----- --------- ----- --------- 2 3 3 -1.83 2.08 -2.95 3.36 2 3 4 1.83 2.08 2. 95 3.36 4 1 1 -1.87 2.22 -3.00 3.57 4 1 2 1.87 2.22 3.00 3.57 EAVE DEFLECTION: Wall Wall --Deflection-- -Span/Deflect- Id Height Wind Seismic Wind Seismic 2 30.7 0.09 0.33 3944 1111 BwB A328 of 362 U13R0049A-SCOTI GALVANIZING Page 62 Of 65 Job No Storage Date , 18/15/2013 Customer SEA CON LLC Designed Description SCOTT GALVANIZING t 32.0 0.00 0.00 999 999 Storage Purlin Strut, Longitudinal Load 7/30/13 12:47pm Surf Brace Purl Bay Purlin Load ----Axial(k ) --- --Moment (f-k ) -- Axl+Mom Max Id Locate Id Id Part Id Calc Limit UC Calc Limit UC Loc UC KL/R Storage Eave Strut, Longitudinal Load(Wal1= 4) 7/30/13 12:47pm Wall Bay Eave Load ----Axial(k ) ---- --Moment(f-k )-- Axl+Mom Max Id Id Part Id Calc Limit UC Calc Limit UC UC KL/r ---- --- ----------- ---- ----- ----- ---- ----- ----- ---- ------- ---- 4 4 10E075 19 1.44 15.91 0.09 0.78 4.89 0.16 0.25 73 20 -0.42 50.03 0.01 0.78 4.89 0.16 0.15 73 21 1.08 15.91 0.07 -0.39 5.84 0.07 0.13 73 22 -0.32 50.03 0.01 -0.39 5.84 0.07 0.06 73 23 1.08 15.91 0.07 -2.50 5.84 0.43 0.50 73 24 -0.32 50.03 0.01 -2.50 5.84 0.43 0.42 73 25 1.08 15.91 0.07 -0.58 5.84 0.10 0.17 73 26 -0.32 50.03 0.01 -0.58 5_84 0.10 0.09 73 27 1.44 15.91 0.09 0.88 4.89 0.18 0.27 73 28 -0.42 50.03 0.01 0.88 4.89 0.18 0.17 73 29 1.24 19.09 0.06 -0.25 7.01 0.04 0.10 73 30 -1.24 60.03 0.02 -0.25 7.01 0.04 0.05 73 31 0.92 19.09 0.05 -0.41 7.01 0.06 0.11 73 32 0.92 19.09 0.05 -0.41 7.01 0.06 0..11 73 33 -0.92 60.03 0.02 -3.29 7.01 0.47 0.45 73 34 -0.92 60.03 0.02 -1.37 7.01 0.20 0.18 73 35 1.24 19.09 0.06 -0.11 7.01 0.02 0.08 73 36 -1.24 60.03 0.02 -0.11 7.01 0.02 0.03 73 4 3 10E075 19 1.44 15.96 0.09 0.78 4.88 0.16 0.25 72 20 -0.42 50.03 0.01 0.78 4.88 0.16 0.15 72 21 1.08 15.96 0.07 -0.38 5.83 0.07 0.13 72 22 -0.32 50.03 0.01 -0.38 5.83 0.07 0.06 72 23 1.08 15.96 0.07 -2.48 5.83 0.42 0.49 72 24 -0.32 50.03 0.01 -2.48 5.83 0.42 0.42 72 25 1.08 15.96 0.07 -0.57 5.83 0.10 0.17 72 26 -0.32 50.03 0.01 -0.57 5.83 0.10 0.09 72 27 1.44 15.96 0.09 0.87 4.88 0.18 0.27 72 28 -0.42 50.03 0.01 0.87 4.88 0.18 0.17 72 29 2.31 19.15 0.12 -0.25 7.00 0.04 0.16 72 30 -2.31 60.03 0.04 -0.25 7.00 0.04 0.06 72 31 1.71 19.15 0.09 -0.41 7.00 0.06 0.15 72 32 1.71 19.15 0.109 -0.41 7.00 0.06 0.15 72 33 -1.71 60.03 0.03 -3.26 7.00 0.47 0.44 72 34 -1.71 60.03 0.03 -1.35 7.00 0.19 0.16 72 35 2.31 19.15 0.12 -0.11 7.00 0.02 0.14 72 36 -2.31 60.03 0.04 -0.11 7.00 0.02 0.05 72 4 2 10E075 19 1.44 15.96 0.09 0.78 4.88 0.16 0.25 72 BWB A329 of 362 U13R0049A-SCOTT GALVANIZING Page 63 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING 20 -0.42 50.03 0.01 0.78 4.88 0.16 0.15 72 21 1.08 15.96 0,;,07 -0.38 5.83 0.07 0.13 72 22 -0.32 50.03 0.01 -0.38 5.83 0.07 0.06 72 23 1.08 15.96 0.07 -2.48 5.83 0.42 0.49 72 24 -0.32 50.03 0.01 -2.48 5.83 0.42 0.42 72 25 1.08 15.96 0.07 -0.57 5.83 0.10 0.17 72 26 -0.32 50.03 0.01 -0.57 5.83 0.10 0.09 72 27 1.44 15.96 0.09 0.87 4.88 0.18 0.27 72 28 -0.42 50.03 0.01 0.87 4.88 0.18 0.17 72 29 3.38 19.15 0.18 --0.25 7.00 0.04 0.21 72 30 -3.38 60.03 0.06 -0.25 7.00 0.04 0.08 72 31 2.51 19.15 0.13 -0.41 7.00 0.06 0.19 72 32 2.51 19.15 0.13 -0.41 7.00 0.06 0.19 72 33 -2.51 60.03 0.04 -3.26 7.00 0.47 0.42 72 34 -2.51 60.03 0.04 -1.35 7.00 0.19 0.17 72 35 3.38 19.15 0..18 -0.11 7.00 0.02 0.19 72 36 -3.38 60.03 0.06 -0.11 7.,00 0.02 0.07 72 4 1 10E075 19 1.44 15.91 0.09 0.78 4.89 0.16 0.25 73 20 1.44 15.91 0.09 0.78 4.89 0.16 0.25 73 21 1.08 15.91 0.07 -0.39 5.84 0.07 0.13 73 22 1.08 15.91 0.07 -0.39 5.84 0.07 0.13 73 23 1.08 15.91 0.07 -2.50 5.84 0.43 0.50 73 24 1.08 15.91 0.07 -2.50 5.84 0.43 0.50 73 25 1.08 15.91 0.07 -0.58 5.84 0.10 0.17 73 26 1.08 15.91 0.07 -0.58 5.84 0.10 0.17 73 27 1.44 15. 91 0.09 0.88 4.89 0.18 0.27 73 28 1.44 15. 91 0.09 0.88 4.89 0.18 0.27 73 29 4.49 19.09 0.24 -0.25 7.01 0.04 0.27 73 30 -4.49 60.03 0.07 -0.25 7.01 0.04 0.10 73 31 3.34 19.09 0.17 -0.41 7.01 0.06 0.24 73 32 3.34 19.09 0.17 -0.41 7.01 0.06 0.24 73 33 -3.34 60.03 0..06 -3.29 7.01 0.47 0.41 73 34 -3.34 60.03 0.06 -1.37 7.01 0.20 0.19 73 35 4.49 19.09 0.24 -0.11 7.01 0.02 0.25 73 Storage Eave(Wall= 4) 7130113 12:47pm ------------------------------ EAVE STRUT Wall Id = 4 ------------------------------ EAVE LAYOUT: Available Design Reduction Bay Eave Length --Lap(ft)-- Load No. No. Unit Total Factor Id Part (ft) Left Right Width Brace Row Weight Weight Out In LExt 10E075 1.00 0.67 0 1 5.2 5.2 0.50 0.50 4 10E075 24.83 0.67 2 1 128.1 128.1 0.50 0.50 3 10E075 24. 67 0.67 2 1 127.3 127.3 0.50 0.50 2 10E075 24.67 0.67 2 1 127.3 127.3 0.50 0.50 BWB A330 of 362 U13R0049A-SCOTT GALVANIZING Page 64 Of 65 T Job No Storage ` Date 8/15/2013 1 .•L 1.�. �` Customer SEA CON LLC I Designed B _YI1 114y Description SCOTT GALVANIZING III 1 10E075 24.83 0.67 2 1 128.1 128.1 0.50 0.50 RExt 10E075 1.00 0.67 0 1 5.2 5.2 0.50 0.50 STRENGTH/DEFLECTION SUMMARY: Spnl--------Shear(k ) --------I-------Moment(f-k ) ------I ---Mom+Shr--I ----Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- ------ ----- ---- --I---- ------ -- I --- ---- -- ---- ---- -- ------ ----- -- ExtIRSup -0.02 3.96 0.00 1IRSup 0.01 7.87 0.00 llLSup 0.00 11 0.03 0.00 1 4ILSup 0.23 3.96 0.06 1IMidS -1.40 5.84 0.24 llLSup 0.00 11 0.27 -0.27 2 3ILSup 0.22 3.,96 0.06 1IMidS -1.39 5.83 0.24 llLSup 0.00 11 0.27 -0.27 2 21LSup 0.22 3.96 0.06 1IMidS -1.39 5.83 0.24 llLSup 0.00 11 0.27 -0.27 2 IIRSup -0.23 3.96 0.06 llMidS -1.40 5.84 0.24 llLSup 0.00 11 0.27 -0.27 2 ExtILSup 0.02 3..96 0.00 11LSup 0.01 9.12 0.00 llLSup 0.00 11 0.03 0.00 1 LOAD COMBINATIONS: (1) Dead+Collateral+Live (2) Dead+Collateral+Snow+Slide Snow ---------_________ Storage Eave Strut, Longitudinal Load(Wall= 2) 7/30/13 12:47pm -------___- ----------------------------=---______==__=___------- Wall Bay Eave Bay Axial Calc Axial Axial Max Id Id Part Width Wind Seis Limit Ratio KL/r 2 1 10E075 26.00 1.41 1.22 18.90 0.07 0 2 2 10E075 25.00 1.41 2.27 22.68 0.10 0 2 3 10E075 25.00 1.41 3.32 22.68 0.15 0 2 4 10E075 26.00 1.41 1.22 18.90 0.07 0 -------- ------ Storage Strut Bolts 7/30/13 12:47pm -------------------- RAFTER CONNECTION: Back SW Front SW Location Purlin Eave Strut Eave Strut RF Welded Clip Direct Bolt Direct Bolt EAVE STRUTS: Wall Frm_Line ----Bolt_Selected--- -----Bolt_Capacity----- Id Id Type No. Type Dia Wshr Calc Shear Bear Ratio ---- --- ---- --- ----- ----- ---- ----- ----- ----- ----- 2 1 RF 2 A325 0.500 1 1.41 8 .84 6.30 0.22 2 2 RF 2 A325 0.500 1 2.27 8.84 6.30 0.36 2 3 RF 2 A325 0.500 1 3.32 8 .84 6.30 0.53 BWB A331 of 362 U13R0049A-SCOTT GALVANIZING Page 65 Of 65 Job No Storage Date 8/15/2013 Customer SEA CON LLC Designed By �... Description SC'OTT GALVANIZING I 2 4 RF 2 A325 0.500 1 3.32 8.84 6.30 0.53 2 5 RF 2 A325 U.SUU 1 1.41 8.84 6.30 0.22 4 1 RF 2 A325 0.500 1 1.44 8.84 6.30 0.23 4 2 RF 2 A325 0.500 1 2.31 8.84 6.30 0.37 4 3 RF 2 A325 0.500 1 3.38 8.84 6.30 0.54 4 4 RF 2 A325 0.500 1 4.49 8.84 6.30 0.71 4 5 RF 2 A325 0.500 1 4.49 8.84 6.30 0.71 Storage Weight Summary 7/30/13 12:47pm Roof Purlins = 2919.32 Eave Struts = 1047.48 Roof Bracing = 50.03 Wall Bracing = 382.38 Total 4399.22 Storage Warning Summary 7/30/13 12:47pm . . No Warnings BWB A332 of 362 U13R0049A-SCOTT GALVANIZING Page 1 Of 30 Job Noi NewLT Date 8/15/2013 Customer SEA CON LLC Designed By # Description SCOTT GALVANIZING STRUCTURAL DESIGN CALCULATIONS FOR SEA CON LLC 165 NE JUNIPER ST, SUITE 100 ISSAQUAH, WA 9802V PROJECT Job: NewLT SCOTT GALVANIZING 199TH ST NE ARLINGTON, WA 98223 BUILDING DATA BUILDING SIZE: Width (ft) = 16 Length (ft) = 52 Back Eave Height (ft) = 19.33 Front Eave Height (ft) = 18 Roof Slope (rise/100) = -1.0:12 BUILDING LOADS: Roof Dead Load (psf) = 4.00 Roof Live Load (psf) = 20.00 Rigid Frame Live Load (psf) = 20 Collateral Load (psf) = 3 Roof Snow Load (psf) = 25 BUILDING CODE: Wind Code = IBC 09 Wind Speed(mph) = 85 Closed/Open = Closed Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category = D Seismic Coeff (Fa*Ss) = 1.129 This building was designed by: BWB, DATE: 8/15/13 The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. BWB A333 of 362 U13R0049A-SCOTT GALVANIZING Page 2 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed B u` Description SCOTT GALVANIZING Table Of Contents Cover Page TABLE OF CONTENTS 2 - 2 Front Side Wall Calculations 3 - 9 Back Side Wall Calculations 10 - 10 Left End Wall Calculations 11 - 15 Right End Wall Calculations 16 - 19 RoofDesRev.out 20 - 30 BWB A334 of 362 U13R0049A-SCOTT GALVANIZING Page 3 Of 30 Job No NewLT Date 8/15/2013 1 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING a�aaaaa=c====as==cc ---=a==o=�c=aaaa=a===c-==- ---_ -------------- NewLT Sidewall Design Code 8/ 5/13 3:07pm ----------- ---- ------ ------------------- STRUCTURAL CODE: Design Basis : WS - Working Stress Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS07 BUILDING CODE: Wind Code : IBC 09 Seismic Zone : D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) NewLT Bypass Girt Design Summary 8/ 5/13 3:07pm GIRT LAYOUT: Des Bay Bay Offset Design ----Lap---- ----Max Load--- Locate Id Id Part Start End Length Left Right Weight Id UCrReport Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.50 1 1 08Z054 1.00 8.00 6.67 0.00 0.00 17.7 WS 0.14 Shear D 2 1 08ZO60 18.00 26.00 7.67 0.00 1.81 27.9 WS 0.93 Mom+Shr D 2 08ZO60 0.00 25.00 25.00 1.81 0.00 79.0 WS 0.92 Mom+Shr D 14.00 3 1 08Z089 1.00 26.00 25.00 0.00 1.81 117.1 WS 0.91 Moment D 2 08Z060 0.00 25.00 25.00 1.81 0.00 79.0 WS 0.90 Mom+Shr D WS - Wind Suction GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 0 0 NewLT Girt Design 1 (Locate= 7.500) 8/ 5/13 3:07pm --------------------------- GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- ------- ------- ------ ---- ----- ----- ----- ------ ---- ---- Bw8 A335 o1362 U13R0049A-SCOTT GALVANIZING Page 4 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING 1 08Z054 7.5000 6.67 5.33 0 17.7 0.00 0.62 17.7 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shaar(k )- ------Moment (f-k ) -------.- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.22 -0.22 0.00 -0.36 3.33 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k ) ---- -Mom+Shr- Deflect (in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit. --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 LSup 0.22 1.86 0.12 MidS -0.36 4.41 0.08 LLap 0.09 -0.01 0.89 lJNRRACF LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 6.7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------MumenL (I-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.26 0.24 0.00 0.41 3.48 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup -0.26 1.86 0.14 MidS 0.41 4.03 0.10 LLap 0.10 0.01 0.89 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- - Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 6.7 6.7 6.7 6.7 6.7 6.7 1.13 1.13 1.13 1.13 1. 13 1.00 1.00 1.00 1.00 BINS A336 of 362 U13R0049A-SCOTT GALVANIZING Page 5 Of 30 Job No NewLT Date 8/15/2013 -- Customer SEA CON LLC Designed B Description SCOTT GALVANIZING NewLT Girt Design 2 (Locate= 7.500) 8/ 5/13 3:07pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08ZO60 7.5000 7.67 1.81 5.33 0 27.9 0.00 0.70 2 08Z060 7.5000 25.00 1.81 5.33 0 79.0 0.00 0.70 106.9 LOAD ID:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.50 -0.88 -1.00 0.00 2.38 3.83 4.03 5.73 2 1.05 0.93 -0.59 5.73 3.94 -2.66 16.00 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -0.88 2.56 0.34 RLap 4.03 5.14 0.78 RLap 0.85 -0.76 2 LLap 0.93 2.56 0.36 LLap 3.94 5.20 0.76 LLap 0.84 -0.59 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 7.7 5.9 5.9 5.9 5.9 1.8 1.75 1.75 1.75 1.75 1.12 0.00 0.00 0.00 0.00 2 25.0 1.8 5.2 0.0 0.0 0.0 1.15 1.78 1.00 1.00 1.00 0.69 0.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.55 0. 96 1.09 0.00 -2. 62 3.83 -4.42 -6.28 BWB A337 of 362 U13R0049A-SCOTT GALVANIZING Page 6 Of 30 Job No NewLT I Date 8/15/2013 Customer SEA CON LLC Designed B Description ~SCOTT GALVANIZING 2 -1.15 -1.02 0.67 -6.28 -4.32 2.90 15.76 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k ) ----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 0.96 2.56 0.38 RLap -4.42 4.92 0.90 RLap 0. 93 0.84 2 LLap -1.02 2.56 0.40 LLap -4.32 4.92 0.88 LLap 0.92 0. 64 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --- Moml/Mom2---- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 7.7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 17.9 17.9 17.9 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 NewLT Girt Design 3 (Locate= 14.000) 8/ 5/13 3:07pm GIRT LAYOUT: Available Reduction Bay Design --Lap(ft) -- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08ZO89 14.0000 25.00 1.81 5.17 0 117.1 0.00 0.70 2 08Z060 14.0000 25.00 1.81 5.17 0 79.0 0.00 0.70 196.1 LOAD 10:Wind Pressure -------------------------- GIRT ACTIONS: ---------Shear(k ) -------- --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0. 92 -1.06 -1.17 0.00 -4 .87 7.17 3.60 5.62 2 1.02 0.90 -0.57 5.62 3.88 -2.55 16.04 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Moment(f-k )----- -Mom+Shr- Deflect (in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -1.06 8.43 0.13 MidS -4.87 7.43 0.65 MidS 0.58 -0.78 3.33 2 LLap 0.90 2.56 0.35 LLap 3.88 5.20 0.75 LLap 0. 83 -0.56 3.33 UNBRACE LENGTHS: BVUB A338 of 362 U13R0049A-SCOTT GALVANIZING Page 7 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed B !_Description SCOTT GALVANIZING 1 Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Td Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- - 1 25.0 0.0 0.0 0.0 3.9 1.8 1.00 1.00 1.00 1.76 1.17 1.00 1.00 1.00-0.02 2 25.0 1.8 5.3 0.0 0.0 0.0 1.15 1.78 1.00 1.00 1.00 0. 69 0.00 1.00 1.00 LOAD ID:Wind Suction -------------------------- GIRT ACTIONS: Shear(k )-------- --------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -1.04 1.15 1.28 0.00 5.37 7.00 -3.94 -6.14 2 -1.11 -0. 99 0.65 --6.14 -4.24 2.79 15.79 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) - -Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 1.15 8.43 0.14 MidS 5.37 5.89 0.91 MidS 0.64 0.86 3.33 2 LLap -0.99 2.56 0.39 LLap -4.24 4. 92 0.86 LLap 0.90 0. 61 3.33 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap 1 25.0 7.0 7.0 10.0 0.0 0.0 1.52 1.52 1.25 1.00 1.00 0.00 0.00 0.35 1.00 2 25.0 0.0 0.0 17.9 17.9 17.9 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 ---.-----__-_- ---___--------GaC��===ca=a==a===c===sC3n======c== NewLT Sidewall Jamb/Header Summary 8/ 5/13 3:07pm JAMB/HEADER LAYOUT: Open Bay Id Id Locate Part Length Weight 2 1 Jamb-L F08C060 14.00 41.2 Jamb-R F08C060 14.00 41.2 Header F08C060 10.00 29.4 JAMB/HEADER UNBRACED LENGTHS: Available Open Minor Minor ReductionFactor Id Locate Major Outside Inside Outside Inside --- ------ ------ ------- ------ ------- ------ 2 Jamb-L 14.00 7.50 7.50 0.00 0.00 Jamb-R 14 .00 7.50 7.50 0.00 0.00 BWB A339 of 362 U13R0049A-SCOTT GALVANIZING Page 8 Of 30 Job No NewLT Date 8/15/2013 _ Customer SEA CON LLC Designed B Description SCOTT GALVANIZING r - Header 10.00 0.00 10.00 0.00 0.62 JAMB/GIRT LAYOUT: Bot Top Open Girt Girt Id Locate (k ) (k ) Interior Girt Locations (ft) 2 Jamb-L Base 14.00 7.500 Jamb-R Base 14.00 7.500 JAMB/GIRT LOADING: Support Jamb Open Load Reaction(k ) Load Id Locate Id Bot Top (k/ft) Interior_Girt_Loads (k ) 2 Jamb-L WP 0.59 0.61 -0.062 -0.34 WS -0.65 -0.68 0.067 0.39 Jamb-R WP 0.20 0.16 -0.062 0.50 WS -0.22 -0.18 0.067 -0.55 STRENGTH/DEFLECTION: Open Ld ----Shear(k )---- ---Moment(f-k ) -- Mom+ Deflect(in) Id Locate Id Calc Limit UC Calc Limit UC Shear Calc Limit ----- ------ -- ----- ------ ---- ----- ------ ---- ----- ----- ----- 2 Jamb-L WP -0.61 2.56 0.24 -2.70 4 .75 0.57 0.56 -0.27 1.87 WS 0.68 2.56 0.26 2.98 4 .75 0. 63 0.62 0.30 1.87 Jamb-R WP -0.26 2.56 0.10 -0.32 4 .75 0.07 0.11 -0.01 1.87 WS 0.29 2.56 0.11 0.34 4 .75 0.07 0.12 0.01 1.87 Header WP -0.06 2.56 0.02 -0.15 4.85 0. 03 0.00 -0.01 1.33 WS -0.07 2.56 0.03 0.17 4 .32 0.04 0.00 0.01 1.33 WP - Wind Pressure WS - Wind Suction ________=--___-=__--- - NewLT Wall Panel Summary (Bay= 1) 8/ 5/13 3:07pm __=------_-------------- ______________________________________________________ PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height 1 CW6-80 CW 26.00 80.0 0. 44 17.83 MOMENTS & DEFLECTION: ----------Moment (ft-lb/ft)--------- Span Span Support Midspan ---Deflect(in) -- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC 1 4.17 WP 47.8 181.1 0.26 -13.4 134.7 0.10 -0.01 0.56 0.01 WS -63.5 134.7 0.47 17.8 181.1 0.10 0.01 0.56 0.02 BWB A340 of 362 U13R0049A-SCOT I GALVANIZING Page 9 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed By „ Description SCOTT GALVANIZING + 2 6.50 WP 47.8 181.1 0.26 -33.5 134.7 0.25 -0.10 0.87 0.11 WS -63.5 134.7 0.47 44.4 181.1 0.25 0.13 0.87 0.15 3 3.83 WP 45.8 181.1 0.25 -9.7 134.7 0.07 0.00 0.51 0.00 WS -60.8 134.7 0.45 12.9 181.1 0.07 0.00 0.51 0.00 WP - Wind Pressure WS - Wind Suction ------------ NewLT Weight Summary 8/ 5/13 3:07pm ------------ Girts = 320.66 Frame Openings = 111.91 432.57 NewLT Warning Summary 8/ 5/13 3:07pm No Warnings BWR A341 of 362 U13R0049A-SCOTTGALVANIZING Page 10 Of 30 Job No NewLT I Date 18/15/2013 Customer SEA CON LLC Designed Bye Description SCOTT GALVANIZING NewLT Sidewall Design Code 8/ 5/13 3:07pm STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel 29500 (ksi ) NewLT Weight Suuunary 8/ 5/13 3:07pm ______________ __-----_------------____—=_--=_= ---___ Girts = 0.00 Frame Openings = 0.00 0.00 NewLT Warning Summary 8/ 5/13 3:07pm . No Warnings BINB A342 of 362 _ U13R0049A-SCOTT GALVANIZING Page 11 Of 30 Job No NewLT Date 18/15/2013 Customer SEA CON LLC Designed By, Description SCOTT GALVANIZING NewLT Endwall Design Code 8/ 5/13 3:07pm STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code : IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) :=cccc_cacca��aa------------a-----------------caaaa accaaaac acacaca as aaaa as aaa NewLT Column & Rafter Design 8/ 5/13 3:07pm MEMBER SIZES: Member Member ---Web_Size-- -Flange Size- Member Member Id Locate Part Depth Thick Width Thick Length Weight Col-1 0.7 Col-2 15.3 Total= 0.00 STRESS RATIO: Load Control Id Id Axial Shear Moment Axl+Mom Shr+Mom UC ----- ---- ----- ----- ------ ------- ------- ------- COLUMN REACTIONS: Load ------Reaction(k )-- Id Id Horz(OP) Vert HorZ(IP) ---- ---- ------- ----- ------- COLUMN MEMBER DEFLECTIONS: Load Deflection(in) Id Id Calc Limit ----- ---- ------ ------ COLUMN/RAFTER KL/R RATIO: Mem Unbrace_Length ----KL/R---- Id Major Minor Major Minor BWB A343 of 362 U13R0049A-SCOTT GALVANIZING Page 12 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING -------------------- NewLT Column Flange Brace Report 8/ 5/13 3:07pm _�_=aaa=--..._-=saaaaaaaaaaaaaasaaaa=a=aaaaaaa-a-----a-aaaaaaaaaa==a=--�=_-____ COLUMN FLANGE BRACES Mem Column Brace At Id Side Part Girt Id NewLT Base Plate & Anchor Bolt Design 8/ 5/13 3:07pm ------ Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) BASE SIZE: Column-Base --Plate_Size(in)-- -Bolts (GR36 )- Id Depth Width Length Thick Row Diam Gage ----- ----- ----- ------ ----- --- ----- ---- BASE REACTIONS: --------------- Max_Tension+Shear Column -Max_Comp- -Max-Tens- -Max-Shear Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) LOAD COMBINATIONS: NewLT Flush Girt Design Report 8/ 5/13 3:07pm GIRT LAYOUT: Bay Girt Bay_Offset Design Load ----Max-Load--- Id Id Locate Part Start End Length Weight Width Id UC Report --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ 1 1 7.500 08ZO54 0.00 1.00 0.67 1.8 5.33 WS 0.02 Shear 2 7.500 08Z054 11.00 16.00 4 .67 12.4 5.33 WS 0.11 Shear 3 14.000 08ZO60 0.00 16.00 16.00 47.1 5.91 WS 1.01 Moment WS - Wind Suction GIRT INSIDE FLANGE BRACE: No._Brace/Bay BNB A344 of 362 U13R0049A-SCOTT GALVANIZING Page 13 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING 0 GIRT STRENGTH: Bay Girt Ld ----Shear(k ) --- --Moment(f-k )-- Mom+ ---Deflect(in) -- Id Id Id Calc Limit UC Calc Limit UC Shear Calc Limit UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ----- ---- 1 1 WP 0.02 1.86 0.01 0.00 4.41 0.00 0.00 0.00 0.09 0.00 WS -0.03 1.86 0.02 0.00 4.41 0.00 0.00 0.00 0.09 0.00 1 2 WP 0.15 1.86 0.08 -0.18 4.41 0.04 0.05 0.00 0.62 0.00 WS 0.20 1.86 0.11 0.23 4.38 0.05 0.07 0.00 0.62 0.00 1 3 WP -0.89 2.56 0.35 -3..55 5.20 0.68 0.62 -0.28 2.13 0.13 WS 1.02 2.56 0.40 3.95 3.90 1.01 0.69 0.32 2.13 0.15 WP - Wind Pressure WS - Wind_Suction UNBRACED LENGTH: Reduction Bay Girt ----Minor--- ----Cb---- --Moml/Mom2- Factor Id Id Major Top Bot Top Bot Top Bot Top Bot --- ---- ----- ----- ----- ----- ----- ----- ----- ---- ---- 1 1 0.67 0.00 0. 67 1.00 1. 14 1.00 1.00 0. 00 0.62 1 2 4.67 0.00 4.67 1.00 1. 14 1.00 1.00 0. 00 0. 62 NewLT Door Jamb & Header Summary 8/ 5/13 3:07pm JAMB/HEADER LAYOUT: Open Bay Id Id Locate Part Length Weight ---- --- ------ -------- ------ ------ 1 1 Jamb-L F08CO60 14.00 41.2 Jamb-R F08CO60 14 .00 41.2 Header F08C060 10.00 29.4 STRENGTH/DEFLECTION: Open Member Ld ----Shear(k )---- ---Moment (f-k )-- Mom+ Deflect(in) Id Id Id Calc Limit UC Calc Limit UC Shear Calc Limit ---- ------ -- ----- ------ ---- ----- ---- ---- ----- ----- ----- 1 Jamb-L WP 0.43 2.56 0.17 -1.50 4 .75 0.32 0.00 0.00 1.87 WS -0.47 2.56 0.18 1.63 4 .75 0.34 0. 00 0.00 1.87 Jamb-R WP 0.55 2.56 0.21 -1.82 4 .75 0.38 0.00 0.00 1.87 WS -059 2.56 0.23 1.99 4 .75 0.42 0.00 0.00 1. 87 Header WP -0..:12 2.56 0.05 -0.31 4 .85 0.06 0.05 0.02 1.33 WS 0.14 2.56 0.05 0.35 4 .32 0.08 0.06 0.02 1.33 WP - Wind Pressure WS - Wind Suction BWB A345 of 362 U13R0049A-SCOTT GALVANIZING Page 14 Of 30 Job No NewLT Date 18/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING h 1 - NewLT Wall Panel Report 8/ 5/13 3:07pm PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height 1 CW6-80 CW 26.00 80.0 0.44 19.32 MOMENTS & DEFLECTION: ----Moment(ft-lb/ft) --------- Span Span Support Midspan ---Deflect(in)-- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC ---- ----- ---- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 4.17 WP 44.7 181.1 0.25 -14.4 134.7 0.11 -0.01 0.56 0.02 WS -59.4 134.7 0..44 19.1 181.1 0.11 0.01 0.56 0.02 2 6.50 WP 56.0 181.1 0.31 -30,0 134.7 0.22 -0.08 0.87 0.09 WS -74.3 134.7 0.55 39..,8 181.1 0.22 0.10 0.87 0.12 3 5.32 WP 56.0 181,1 0.31 -29.3 134 .7 0.22 -0.05 0.71 0.08 WS -74-3 134.7 0.55 38.9 181.1 0.22 0.07 0.71 0.10 WP - Wind Pressure WS - Wind Suction ----- - - - ----------------===---_-_----------------------------___ NewLT Screw Report 8/ 5/13 3:07pm -------------------c==� �__����_ BASE SCREW CHECK: ------------Screw--- Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Part (in) (ft) (k ) (k ) (k ) (k ) UC ------------ ----- ---------------------- --ccccc==c=caccccc=c=====_=====cvc=c NewLT Weight Summary 8/ 5/13 3:07pm Total Column Weight 0.00 Total Rafter Weight = 0.00 Total Girt Weight = 59.14 Total Door Jamb Weight = 111.91 Total Bracing Weight = 0.00 Total Clips Weight = 9.90 NewLT Warning Summary 8/ 5/13 3:07pm ---------- BVVB A346 of 362 U13R0049A-SCOTT GALVANIZING Page 15 Of 30 _ Job No NewLT Date 8/15/2013 w Customer SEA CON LLC Designed By U,f1 .,p r`T c S Description SCOTT GALVANIZING No Warnings BWB A347 of 362 U13R0049A-SCOTT GALVANIZING Page 16 Of 30 Job No i NewLT Date 8/15/2013 Customer ) SEA CON LLC Designed B Description] SCOTT GALVANIZING ` _-___----__________________ NewLT Endwall Design Code 8/ 5/13 3:07pm STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC05 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) ------------------ NewLT Column & Rafter Design 8/ 5/13 3:07pm ------==___=====------------- as===c= aca--c=______ ----acsac==c=cna===a= MEMBER SIZES: Member Member ---Web_Size-- -Flange Size- Member Member Id Locate Part Depth Thick Width Thick Length Weight ------ ------ ----------- ----- ----- ----- ----- ------ ------ Col-1 0.7 Col-2 15.3 Total= 0.00 STRESS RATIO: Load Control Id Id Axial Shear Moment Axl+Mom Shr+Mom UC COLUMN REACTIONS: Load ------Reaction(k ) ------- Id Id Horz(OP) Vert Horz (IP) COLUMN MEMBER DEFLECTIONS: Load Deflection(in) Id Id Calc Limit ----- ---- ------ ------ COLUMN/RAFTER KL/R RATIO: Mem Unbrace_Length ----KL/R---- Id Major Minor Major Minor BWB A348 of 362 U13ROD49A-SCOTT GALVANIZING Page 17 Of 30 Job No NewLT I Date 8/15/2013 Customer SEA CON LLC Designed B ( Description SCOTT GALVANIZING =___—_.--�-==c==cco=occ--=c xaxa=x=xxaxaxxxaxxaxxxaxxxxxaxaxaxaxaaaaxsxxxaxxxx NewLT Column Flange Brace Report 8/ 5/13 3:07pm -=ax----=_--_----- COLUMN FLANGE BRACES Mem Column Brace At Id Side Part Girt Id ------- NewLT Base Plate & Anchor Bolt Design 8/ 5/13 3:07pm Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) BASE SIZE: Column-Base --Plate_Size(in)-- -Bolts(GR36 )- Id Depth Width Length Thick Row Diam Gage BASE REACTIONS: --------------- Max_Tension+Shear Column -Max_Comp- -Max_Tens- -Max-Shear Tens Shear T' Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) LOAD COMBINATIONS: ------------------ NewLT Flush Girt Design Report 8/ 5/13 3:07pm vaxx=x=xxxnxxa======—c=c=�—.=--�=-====c=c=x=x=xxaxxxaxaaxxxxaxaxxa--o--=cac=== GIRT LAYOUT: Bay Girt Bay-Offset Design Load ----Max-Load--- Id Id Locate Part Start End Length Weight Width Id UC Report --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ 1 1 7.500 08Z054 0.00 16.00 16.00 42.4 5.33 WS 0.86 Moment 2 14.000 08ZO54 0.00 16.00 16.00 42.4 5.91 WS 0.95 Moment WS - Wind Suction GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 BWB A349 of 362 U13R0049A-SCOTT GALVANIZING Page 18 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC i Designed Description SCOTT GALVANIZING - 0 GIRT STRENGTH: Bay Girt Ld ----Shear(k ) --- --Moment(f-k )-- Mom+ ---Deflect(in) -- Id Id Id Calc Limit UC Calc Limit UC Shear Calc Limit UC 1 1 WP 0.52 1.86 0.28 -2.10 4.41 0.48 0.38 -0.33 2.13 0.16 WS 0.62 1.86 0.33 2.36 2.'/5 0.86 0.43 0.38 2.13 0.18 1 2 WP 0.58 1.86 0.31 -2.33 4.41 0.53 0.43 -0.37 2.13 0.17 WS -0.69 1.86 0.37 2. 61 2.75 0.95 0.48 0.42 2.13 0.19 WP - Wind Pressure WS - Wind Suction UNBRACED LENGTH: Reduction Bay Girt ----Minor--- ----Cb---- --Moml/Mom2- Factor Id Id Major Top Bot Top Bot Top Bet Top Bot --- ---- ----- ----- ----- ----- ----- ----- ----- ---- ---- 1 1 16.00 0.00 16.00 1.00 1. 14 1.00 1.00 0.00 0.62 NewLT Wall Panel Report 8/ 5/13 3:07pm -------------- ------------------------------------ PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height 1 CW6-80 CW 26.00 80.0 0.44 19.32 MOMENTS & DEFLECTION• ----Moment(ft-lb/ft) --------- Span Span Support Midspan ---Deflect(in) -- Id (ft) Load Calc Limit UC Calc Limit UC Calc Limit UC 1 4 .17 WP 44.7 181.1 0.25 -14.4 134.7 0:11 -0.01 0.56 0.02 WS -59.4 134.7 0.44 19.1 181.1 0.11 0.01 0.56 0.02 z 6.50 WP 56.0 181.1 0.31 -30.0 134.7 0.22 -0.08 0.87 0.09 WS -74.3 134.7 0.55 39.8 181.1 0.22 0.10 0.87 0.12 3 5.32 WP 56.0 181.1 0.31 -29.3 134.7 0.22 -0.05 0.71 0.08 WS -74.3 134.7 0.,55 38.9 181.1 0,22 0.07 0.71 0.10 WP - Wind Pressure WS - Wind Suction ____------------ NewLT Screw Report 8/ 5/13 3:07pm BWB A350 of 362 U13R0049A-SCOTT GALVANIZING Page 19 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING BASE SCREW CHECK: ------------Screw---------- Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Part (in) (ft) (k ) (k ) (k ) (k ) UC ---- ------ -------- ----- ----- ----- ----- ----- ----- ---- —----_---- --------=--------------- NewLT Weight Summary 8/ 5/13 3:07pm Total Column Weight = 0.00 Total Rafter Weight = 0.00 Total Girt Weight = 84.54 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 6.60 ---------------- NewLT Warning Summary 8/ 5/13 3:07pm . . No Warnings BWB A351 of 362 U13R0049A-SCOTT GALVANIZING Page 20 Of 30 _ Job No NewLT DaLe 0/15/2013 -, Customer SEA CON LLC I Designed B f Description SCOTT GALVANIZING { NewLT Design Code 8/ 5/13 3:08pm STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISCO5 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code IBC 09 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) ------------ NewLT Purlin Layout(Surface= 2) 8/ 5/13 3:08pm -------------------------------------------------------------------------------- SURFACE LAYOUT: SuYfdce No. Pedk Id Length Row Space 2 16.055 4 4.389 PURLIN LOCATION: Purlin Surf Load Dead Edge Show ------Max_Load- ----- Id Offset Space Width Load Wind Report Id UC Report 1 1.333 1.333 2.167 2.15 Y 2 0.87 Mom,Shr 2 4 ,333 3.000 3.000 1.56 Y Y 2 1.03 Mom,Shr 3 7.333 3.000 3.667 1.27 Y 2 0.98 Mom, Shr 4 11.667 4.333 4.361 1.07 20 0.83 Mom,Shr 16.055 4 .389 Average= 1.41 PURLIN LAYOUT: Bay Purlin Design ---Lap(ft) -- No. Unit Total Id Part Length Left Right Brace Weight Weight LExt 1OZO75 1.00 0 4 .2 16.8 1 1OZO75 25.00 2. 94 2 117.1 468.5 2 1OZO75 25.00 2 . 94 2 117.1 468.5 RExt 1OZO75 1.00 0 4 .2 16.8 Total(lb)= 242.6 970.4 SPECIAL LOADS: Load Location BWB A352 of 362 U13R0049A-SCOTT GALVANIZING Page 21 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed By Description SCOTT GALVANIZING Start End Load Type ------ ------ -------------------- 0.000 6.000 Edge Zone Wind 13.055 16.055 Edge Zone Wind NewLT Purlin(Surface- 2, Id= 2) 8/ 5/13 3:08pm ------------------------------ ROOF PURLIN Surface Id = 2 Purlin Id = 2 Offset = 4.33 Edge Strip = 6.00 ------------------------------ PURLIN LAYOUT: (Purlin Id= 2) Available Design Reduction Bay Purlin Length ---Lap(ft) -- Load No. Factor Id Part (ft) Left Right Width Brace Out In ---- -------- ------ ----- ----- ----- ----- ---- ---- LExt 1OZO75 1.00 3.00 0 0.91 0.76 1 1OZO75 25.00 2.94 3.00 2 0.91 0.76 2 1OZO75 25.00 2.94 3.00 2 0.91 0.76 RExt 1OZO75 1.00 3.00 0 0.91 0.76 STRENGTH/DEFLECTION SUMMARY: Spnl --------Shear(k ) --------I-------Moment(f-k ) ------I---Mom+Shr--I----Defl(in)--- Id ILoc Cale Allow UC LCILoc Cale Allow UC LCILoc UC LCICale Allow LC --- I ---- ------ ----- ---- -- I ---- ------ ----- ---- --I---- ---- --I------ ----- -- ExtIRSup -0.08 3.96 0.02 11RSup 0.04 8.74 0.00 llLSup 0.00 11 0.09 0.00 1 lIRLap -1.02 3.96 0.26 1IRSup 3.14 7.37 0.43 1IRLap 0.41 11 0.90 -1.21 2 21LLap 1.02 3. 96 0.26 1ILSup 3.14 7.37 0.43 1ILLap 0.41 11 1.49 1.21 2 ExtILSup 0.08 3.96 0.02 llLSup 0.04 8.74 0.00 llLSup 0.00 11 0.10 0.00 2 LOAD COMBINATIONS: ------------------ (1) Dead+Collateral+Live (2) Dead+Collateral+Snow NewLT Purlin(Surface= 2, Id= 3) 8/ 5/13 3:08pm =s======__= - -=_______________==_____________---------------_____ ------------------------------ ROOF PURLIN Surface Id 2 Purlin Id 3 Offset = 7 .33 ------------------------------ BWB A353 of 362 U13R0049A-SCOTT GALVANIZING Page 22 Of 30 Job No NewLT I Date 8/15/2013 Customer SEA CON LLC Designed BVI, Description SCOTT GALVANIZING PURLIN LAYOUT: (Purlin Id= 3) Available Design Reduction Bay Purlin Length ---Lap(ft) -- Load No. Factor Id Part (ft) Left Right Width Brace Out In ---- -------- ------ ----- ----- ----- ----- ---- ---- LExt 1OZO75 1.00 3.67 0 0.91 0.76 1 1OZO75 25.00 2.94 3.67 2 0.91 0.76 2 1OZO75 25.00 2.94 3. 67 2 0.91 0.76 RExt 1OZO75 1.00 3. 67 0 0.91 0.76 STRENGTH/DEFLECTION SUMMARY: Spn1 Shear(k )--------I-------Moment(f-k ) ------I---Mom+Shr--I ----Defl(in) --- Id ILoc Cale Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I ---- --I --- - --I - - I------ ----- -- ExtIRSup -0.10 3.96 0.02 llLSup 0.05 8.74 0.01 llLSup 0.00 11 0.11 0.00 1 1IRLap -1.25 3.96 0.31 11RSup 3.83 7.37 0.52 IjRLap 0.50 11 1.10 -1.48 2 21LLap 1.25 3.96 0.31 111,Sup 3.83 7.37 0.52 1ILLap 0.50 11 1.82 1.48 2 ExtILSup 0.10 3.96 0.02 I11,Sup 0.05 8.74 0.01 llLSup 0.00 11 0.12 0.00 2 LOAD COMBINATIONS: (1) Dead+Collateral+Live (2) Dead+Collateral+Snow NewLT In-Plane Roof Force 8/ 5/13 3:08pm Win (k )= Design load in the plane of the purlin web Wout(k )= Design load in the plane of the purlin flange Pl (k )= Force in plane of roof per anti-roll clip PURLIN ROLL FORCES: Surf Load Line --Roof_Load— Id Id Id Win Wout P1 2 2 1 11.09 -0.92 0.16 2 2 2 20.54 -1.71 -0.15 2 2 3 11.09 -0.92 0.16 STANDARD CONNECTION: Surf Line Roll Force/Connection Stiff Deflection Id Id No. Attachment Id Thick Cale Limit UC Calc Cale Limit ---- ---- --- ------------- ------ ----- ----- ----- ---- ----- ----- ----- 2 RF 4 Weld clip 0.000 0.00 0.00 0.00 0.00 0.00 0.00 REQUIRED ANTI-ROLL CONNECTION: Surf Line Roll Force/Connection Stiff Deflection Id Id No. Attachment Id Thick Calc Limit UC Calc Calc Limit BWB A354 of 362 U13R0049A-SCOTT GALVANIZING Page 23 Of 30 Job No NewLT Date 8/15/2013 CustavWW SEA CON LLC Designed By' i Description SCOTT GALVANIZING 2 RF 2 Gusset clip @102 0.220 0.16 1.74 0.09 2.27 0.07 0.25 PURLIN ANTI ROLL LOCATION: Surf Line No. Id Id Purlin Purlin Location ---- ---- ------ ------------------------- 2 RF 2 1 3 PANEL SHEAR/DIAPHRAGM: Surf Line Panel Shear -Deflection- Id Id Calc Limit Calc Limit ---- ---- ----- ----- ----- ----- 2 RF 20.2 30.0 0.50 0.87 NewLT Roof Panel Summary 8/ 5/13 3:08pm PANEL LAYOUT: Surf Surface No. Max Rotation Id Part Type Gage Yield Length Purlin Space Stiffness 2 NS4- SS 24.00 50.0 16.06 4 4.389 0.44 PANEL STRENGTH: --------Support-------- ---------Midspan-------- Surf Load Moment(ft-lb/ft) Moment(ft-lb/ft) Id Area Id Offset Calc Limit Ratio Offset Calc Limit Ratio ---- ------ ---- ------ ----- ----- ----- ------ ----- ----- ----- 2 Left 1 11.7 50.3 207.5 0.24 14.3 -35.0 370.5 0.09 2 11.7 67.7 207.5 0.33 14.4 -39.7 370.5 0.11 3 11.7 60.8 207.5 0.29 14.3 -42.3 370.5 0.11 4 11.7 50.3 207.5 0_24 14.3 -35.0 370.5 0.09 5 11.7 39.8 207.5 0.19 14.3 -27.7 370.5 0.07 6 11.7 52.9 207.5 0.25 14.4 -31.2 370.5 0.08 7 11.7 47.7 207.5 0.23 14.3 -33.2 370.5 0.09 8 11.7 29.5 207.5 0.14 14.3 -20.5 370.5 0.06 9 11.7 -57.0 370.5 0.15 9.4 33.0 207.5 0.16 10 11.7 55.7 207.5 0.27 14.3 -38.7 370.5 0.10 11 7.3 -14.3 370.5 0.04 9.6 12.7 207.5 0.06 12 11.7 68.7 207.5 0.33 14.4 -42.2 370.5 0.11 13 11.7 63.5 207.5 0.31 14 .3 -44.2 370.5 0.12 14 4.3 23.5 207.5 0.11 2.9 -15.3 370.5 0.04 15 7.3 -10.3 370.5 0.03 9.8 10.2 207.5 0.05 16 11.7 26.1 207.5 0.13 14.3 -18.2 370.5 0.05 17 11.7 -60.4 370.5 0.16 9.4 34 .2 207.5 0.16 2 Center 1 11.7 50.3 207.5 0.24 14.3 -35.0 370.5 0.09 2 11.7 67.7 207.5 0.33 14.4 -39.7 370.5 0.11 3 11.7 60.8 207.5 0.29 14.3 -42.3 370.5 0.11 4 11.7 50.3 207.5 0.24 14.3 -35.0 370.5 0.09 5 11.7 39.8 207.5 0.19 14.3 -27.7 370.5 0.07 BWB A355 of 362 U13R0049A-SCOTT GALVANIZING Page 24 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed B - I Description SCOTT GALVANIZING 6 11.7 52.9 207.5 0.25 14.4 31.2 370.5 0.08 7 11.7 47.7 207.5 0.23 14.3 -33.2 370.5 0.09 8 11.7 29.5 207.5 0.14 14.3 -20.5 370.5 0.06 9 11.7 -31.9 370.5 0.09 14.2 24.8 207.5 0.12 10 11.7 55.7 207.5 0.27 14.3 -38.7 370.5 0.10 11 11.7 9.6 207.5 0.05 9.3 -5.0 370.5 0.01 12 11.7 68.7 207.5 0.33 14.4 -42.2 370.5 0.11 13 11.7 63.5 207.5 0.31 14 .3 -44.2 370.5 0.12 14 7.3 25.6 207.5 0.12 2 .9 -15.9 370.5 0.04 15 11.7 17.4 207.5 0.08 14.5 -10.1 370.5 0.03 16 11.7 26.1 207.5 0.13 14.3 -18.2 370.5 0.05 17 11.7 -35.3 370.5 0.10 14 .2 27.1 207.5 0.13 2 Right 1 11.7 50.3 207.5 0.24 14 .3 -35.0 370.5 0.09 2 11.7 67.7 207.5 0.33 14.4 -39.7 370.5 0.11 3 ll.7 60.8 207.5 0.29 14 .3 -42.3 370.5 0.11 4 11.7 50.3 207.5 0.24 14 .3 -35.0 370.5 0.09 5 11.7 39.8 207.5 0.19 14 .3 -27.7 370.5 0.07 6 11.7 52.9 207.5 0.25 14 .4 -31.2 370.5 0.08 7 11.7 47.7 207.5 0.23 14 .3 -33.2 370.5 0.09 8 11.7 29.5 207.5 0.14 14.3 -20.5 370.5 0.06 9 ll.7 -57.0 370.5 0.15 9.4 33.0 207.5 0.16 10 11.7 55.7 207.5 0.27 14.3 -38.7 370.5 0.10 11 7.3 -14.3 370.5 0.04 9. 6 12.7 207.5 0.06 12 11.7 68.7 207.5 0.33 14.4 -42.2 370.5 0.11 13 11.7 63.5 207.5 0.31 14.3 -44.2 370.5 0.12 14 4.3 23.5 207.5 0.11 2.9 -15.3 370.5 0.04 15 7.3 -10.3 370.5 0.03 9.8 10.2 207.5 0.05 16 11.7 26.1 207.5 0.13 14.3 -18.2 370.5 0.05 17 1.1 .7 -60.4 370.5 0.16 9.4 34.2 207.5 0.16 PANEL DEFLECTION: Surf Load -----Deflection(in) ----- Id Area Id Offset Calc Limit Ratio ---- ------ ---- ------ ----- ----- ----- 2 Left 18 13.9 -0.01 0.29 0.03 19 13.9 -0.01 0.29 0.03 20 13.9 -0.01 0.29 0.03 21 13.9 -0.01 0.29 0.03 22 13.9 -0.01 0.29 0.02 23 9.5 0.01 0.29 0.02 2 Center 18 13.9 -0.01 0.29 0.03 19 13.9 -0.01 0.29 0.03 20 13.9 -0.01 0.29 0.03 21 13.9 -0.01 0.29 0.03 22 13.9 -0.01 0.29 0.02 23 13.9 0.01 0.29 0.02 2 Right 18 13.9 -0.01 0.29 0.03 19 13.9 -0.01 0.29 0.03 20 13.9 -0.01 0.29 0.03 21 13.9 -0.01 0.29 0.03 22 13.9 -0.01 0.29 0.02 23 9.5 0.01 0.29 0.02 BWB A356 of 362 U13R0049A-SCOTT GALVANIZING Page 25 Of 30 Job No NewLT Date 8/15/2013 4 Customer SEA CON LLC Designed B . Description SCOTT GALVANIZING LOAD COMBINATION: Load Id Description ---- ----------- 1 Dead+Live 2 Dead+Snow+Snow_Drift 3 Dead+Snow 4 Dead+MIN SNOW 5 Dead+0.75Live 6 Dead+0.75Snow+0.75Snow_Drift 7 Dead+0.75Snow 8 Dead+Wind Pressurel 9 Dead+Wind Suctionl 10 Dead+0.75Live+0.75Wind_Pressurel 11 Dead+0.75Live+0.75Wind Suctionl 12 Dead+0.75Snow+0.75Wind_Pressure1+0.75Snow_Drift 13 Dead+0.75Snow+0.75Wind_Pressurel 14 Dead+0.75Snow+0.75Wind_Suctionl+0.75Snow_Drift 15 Dead+0.75Snow+0.75Wind_Suctionl 16 0. 6Dead+Wind Pressurel 17 0. 6Dead+Wind_Suctionl 18 Live 19 Snow+Snow_Drift 20 Snow 21 MIN SNOW 22 Dead+Wind Pressurel NewLT Attachment Loads 8/ 5/13 3:08pm ROOF LOADS EW Attach -------------Wind------------- ----------Seismic(a) ---------- Id Locate Walll Wa112 Roof React Walll Wa112 Roof React -- ------ ------ ------ ------ ------ ------ ------ ------ ------ 1 0.00 0.77 0.23 0.00 1.00 0.053 0.053 0.96 1.07 1 16.00 0.75 0.22 0.00 0.96 0.051 0.051 1.29 1.39 3 0.00 0.77 0.23 0.00 1.00 0.053 0.053 0.96 1.07 3 16.00 0.75 0.22 0.00 0.96 0.051 0.051 1.29 1.39 ROOF SHEAR EW Attach Locate Id Start End Wind Seismic(a) 1 0.00 16.00 0.00 0.00 -- ------ ------ ------- ---------- 3 0.00 16.00 0.00 0.00 (a) Seismic results based on base shear values LOAD COMBINATIONS BWB A357 of 362 U13R0049A-SCOTT GALVANIZING Page 26 Of 30 Job No NewLT I Date 8/15/2013 Customer SEA-CON LLC Designed B Description SCOTT GALVANIZING ----------------- Max Wind Coeff Frame = 1.000 Brace = 1.000 Max Seismic Coeff Frame = 0.854 Brace = 0.854 SEISMIC LOAD ------------ Seismic Coeff— 0.301 Roof Total= 9.965 Left EW Dead= 3.000 Front SW Dead= 3.000 Right EW Dead= 3.000 Back SW Dead= 0.010 Extend Dead= 4.000 NewLT Roof Diagonal Bracing 8/ 5/13 3:08pm cacaaaoaaaaaaaaaaaaaaaaa==a caaa a.a=aa aaaaaaaa=aaaaaa aaac==aaaaaaaa==c===W=aaaaa PANEL SHEAR: Limit = 0.0 Calc Wind = 0.0 Seismic = 0.0 DIAGONAL BRACING: BraceTension(k ) Bay Brace Locate ------Diag_Brace----- ----Wind---- ---Seismic-- Max Id Start y End Type Size Part Calc Limit Calc Limit UC KL/R 2 0.00 16.00 R 0.625 RDB- 0.00 7.34 0.00 7.34 0.00 ATTACHMENT DEFLECTION: EW Attach --Deflection-- -Span/Deflect- Id Locate Wind Seismic Wind Seismic 1 0.00 0.04 0.09 5666 2653 1 16.00 0.04 0.11 5616 1948 --------------------------------------------------------------------------------- NewLT Sidewall Diagonal Bracing 8/ 5/13 3:08pm PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Limit 2 0.0 728.0 728.0 72.8 4 0.0 728.0 728.0 72.8 BWB A358 of 362 U13R0049A-SCOTT GALVANIZING Page 27 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed B Description SC OTT GALVANIZING DIAGONAL BRACING: Brace_Tension(k ) Wall Bay Brace Locate ------Diag_Brace---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Limit Calc Limit UC KL/R ---- ----- ----- ----- ---- ------ -------- ----- ----- ----- ----- ---- ---- 2 2 0.0 18.0 R 0.625 RDB- 1.14 7.34 2.81 8.81 0.32 1 0.0 19.3 R 0.625 RDB- 1.21 7.34 2.21 8.81 0.25 BASE REACTIONS: Wall Bay Col Wind_Max Seismic-Max Id Id Id Horz Vert(+/-) Horz Vert(+/-) 2 2 2 -0.96 0.61 -1.54 0.97 2 2 3 0.96 0.61 1.54 0.97 4 1 1 -1.00 0.69 -1. 19 0.81 4 1 2 1.00 0.69 1. 19 0.81 EAVE DEFLECTION: Wall Wall --Deflection-- -Span/Deflect- Id Height Wind Seismic Wind Seismic ---- ------ ----- ------- ----- ------- 2 18.0 0.04 0.11 5616 1948 4 19.3 0.04 0.09 5666 2653 NewLT Purlin Strut, Longitudinal Load 8/ 5/13 3:08pm Surf Brace Purl Bay Purlin Load ----Axial(k ) --- --Moment (f-k )-- Axl+Mom Max Id Locate Id Id Part Id Calc Limit UC Calc Limit UC Loc UC KL/R NewLT Eave Strut, Longitudinal Load(Wall= 4) 8/ 5/13 3:08pm Wall Bay Eave Load ----Axial(k ) ---- --Moment(f-k ) -- Axl+Mom Max Id Id Part Id Calc Limit UC Calc Limit UC UC KL/r 2 10E075 19 0.77 15.91 0.05 0.70 4.89 0.14 0.19 73 20 -0.23 50.03 0.00 0.70 4 .89 0.14 0.14 73 21 0.58 15.91 0.04 -0.44 5.84 0.08 0.11 73 22 -0.17 50.03 0.00 -0.44 5.84 0.08 0.07 73 23 0.58 15.91 0.04 -2.56 5.84 0.44 0.47 73 24 -0.17 50.03 0.00 -2.56 5.84 0.44 0.43 73 25 0.58 15.91 0.04 -0.63 5.84 0.11 0.14 73 26 -0.17 50.03 0.00 -0.63 5.84 0.11 0.10 73 27 0.77 15.91 0.05 0.78 4.89 0.16 0.21 73 28 -0.23 50.03 0.00 0,78 4.89 0.16 0.16 73 29 •0.91 19.09 0.05 -0.23 7.01 0.03 0.08 73 30 -0.91 60.03 0.02 -0,23 7.01 0.03 0.04 73 19wa A359 of 362 U13R0049A-SCOTTGALVANIZING Page 28 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed By [Description SCOTT GALVANIZING 31 0.,68 19.09 0.04 -0.39 7.01 0.06 0.09 73 32 0.68 19.09 0.04 -0.39 7.01 0.06 0.09 73 33 -0.68 60.03 0.01 -3.27 7.01 0.47 0.45 73 34 -0.68 60.03 0.01 -1.34 7.01 0.19 0.18 73 35 0.91 19.09 0.05 -0.10 7.00 0.01 0.06 73 36 -0.91 60.03 0.02 -0.10 7.00 0.01 0.02 73 4 1 10E075 19 0.77 15.91 0.05 0.70 4.89 0.14 0-.19 73 20 0.77 15.91 0.05 0.70 4.89 0.14 0.19 73 21 0.58 15.91 0.04 -0.44 5.84 0.08 0.11 73 22 0.58 15.91 0.04 -0.44 5.84 0.08 0.11 73 23 0.58 15.91 0.04 -2.56 5.84 0.44 0.47 73 24 0.58 15.91 0.04 -2.56 5.84 0.44 0.47 73 25 0.58 15.91 0.04 -0.63 5.84 0.11 0.14 73 26 0.58 15.91 0.04 -0.63 5.84 0.11 0.14 73 27 0.77 15.91 0.05 0.78 4.89 0.16 0.21 73 28 0.77 15.91 0.05 0.78 4.89 0.16 0.21 73 29 1.74 19.09 0.09 -0.23 7.01 0.03 0.12 73 30 -1.74 60.03 0.03 -0.23 7.01 0.03 0.05 73 31 1.29 19.09 0.07 -0.39 7.01 0.06 0.12 73 32 1.29 19.09 0.07 -0.39 7.01 0.06 0.12 73 33 -1.29 60.03 0.02 -3.27 7.01 0.47 0.44 73 34 -1.29 60.03 0.02 -1.34 7.01 0.19 0.17 73 35 1.74 19.09 0,.09 0.10 7.00 0.01 0.11 73 NewLT Eave(Wall= 4) 8/ 5/13 3:08pm ------------------------------ EAVE STRUT Wall Id = 4 ------------------------------ EAVE LAYOUT: Available Design Reduction Bay Eave Length --Lap(ft) -- Load No. No. Unit Total Factor Id Part (ft) Left Right Width Brace Row Weight Weight Out In LExt 10E075 1.00 0.67 0 1 5.2 5.2 0.50 0.50 2 10E075 24.83 0.67 2 1 128.1 128.1 0.50 0.50 1 10E075 24.83 0.67 2 1 128.1 128.1 0.50 0.50 RExt 10E075 1.00 0.67 0 1 5.2 5.2 0.50 0.50 STRENGTH/DEFLECTION SUMMARY: Spnj Shear(k ) -------- I -------Moment (f-k ) ------I---Mom+Shr--I----Defl (in) --- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC --- I---- ------ ----- ---- -- I ---- ------ ----- ---- --I-- ExtIRSup -0.02 3. 96 0.00 IIRSup 0.01 7.87 0.00 111,Sup 0.00 11 0.03 0.00 1 21LSup 0.22 3. 96 0.06 lIMidS -1.37 5.84 0.24 1I1,Sup 0.00 lI 0.26 -0.26 2 IjRSup -0.22 3.96 0.06 IjMidS -1.37 5.84 0.24 IjLSup 0.00 lI 0.26 -0.26 2 ExtILSup 0.02 3. 96 0.00 1ILSup 0.01 9.12 0.00 1ILSup 0.00 11 0.03 0.00 1 BWB A360 of 362 U13R0049A-SCOTT GALVANIZING Page 29 Of 30 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed B I Description SCOTT GALVANIZING LOAD COMBINATIONS: ------------------ (1) Dead+Collateral+Live (2) Dead+Collateral+Snow ----------- ---------- -------- NewLT Eave Strut, Longitudinal Load(Wall- 2) 8/ 5/13 3:08pm __- _- ------------ -----------------------o=----- x----aaa=c= Wall Bay Eave Bay Axial Calc Axial Axial Max Id Id Part Width Wind ^Seis Limit Ratio KL/r 2 1 lOE075 26.00 0.75 1.19 22.68 0.05 0 2 2 10E075 26.00 0.75 2.29 22.68 0.10 0 ____________________��---------------------_------------------- -- NewLT Strut Bolts 8/ 5/13 3:08pm RAFTER CONNECTION: Back SW Front SW Location Purlin Eave Strut Eave Strut ---- -- ----------- ----------- ----------- RF Welded Clip Direct Bolt Direct Bolt EAVE STRUTS: Wall Frm_Line ----Bolt_Selected--- -----Bolt_Capacity----- Id Id Type No. Type Dia Wshr Calc Shear Bear Ratio ---- --- ---- --- ----- ----- ---- ----- ----- ----- ----- 2 1 RF 2 A325 0,500 1 1.19 8.84 6.30 0.19 2 2 RF 2 A325 0,500 1 2.29 8_84 6.30 0.36 2 3 RF 2 A325 0.500 1 2.29 8.84 6.30 0.36 4 1 RF 2 A325 0.500 1 0.91 8.84 6.30 0.15 4 2 RF 2 A325 0.500 1 1.74 8.84 6.30 0.28 4 3 RF 2 A325 0.500 1 1.74 8.84 6.30 0.28 NewLT Weight Summary 8/ 5/13 3:08pm Roof Purlins = 970.45 Eave Struts = 534 . 92 Roof Bracing = 51.46 Wall Bracing = 100.75 Total = 1657.58 NewLT Warning Summary 8/ 5/13 3:08pm BWB A361 of 362 U13R0049A-SCOTT GALVANIZING Page 30 Of 30 1 Job No NewLT Date 8/15/2013 Customer SEA CON LLC Designed B Description SCOTT GALVANIZING --------=--------=====x=====________________________-----_______ No Warnings BWB A362 of 362 U13R0049A-SCOTT GALVANIZING R1 of 9 Li IM autLotiva SYS1'"Ems aftouP Version2012.08.06.1 (8/6112)byDJF. 1050 North Watery Lane Ph:(435)919-3100 Brigham City,UT 84302 Fax:(435)919-3101 REVISED 3:28 pm,Aug 13, 2013 Page: R1 of Date: 8/13/2013 GENERAL INFORMATION FOR COLUMN BASE REACTIONS Q FOR REVIEW 0 FOR CONSTRUCTION Project Name: SCOTT GALVANIZING NBS Project Number: U13R0049A Customer: SEA CON LLC Nucor Engineer: Brooks Blackmer Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject,per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets marked"FOR REVIEW" are subject to change and are usually provided at the request of the customer,although the Nucor Engineer believes he/she is working with undefined,incomplete or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBAL X GLOBAL Y GLOBAL Z (+to right) (+upward) (+counter-clockwise) +X /� +Y ( +Z Anchor bolt diameter,grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. AMMAW MBR Excellence rom the rotind a ACCREDITED ,M ., .� g P AC472 BWB R1 of 9 U13RO049A-SCOTT GALVANIZING R2 of 9 NUCOR BUILDING SYSTEMS Job #c U13ROO49A Page: Frame : FRAME LINES 11-15 MAIN By! BWB Date: 08-06-13 Job Name: ,Scott Galvanizing File: F11 '** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** Ys � 80.00 X 12.00 1 00 12„00 50.00 a5.6- 46.67 0.03 0. CAL01 COL02 X Y 2 X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) --------------------^"""'-"'"--------------------------------------------------------- --- LOAD CASE 1 - DEAD I LOAD CASE 19 - LONG. WIND 3 TO BACK COL01 2 13 0 1 COL01 1 3 0 COL02 -2 13 0 1 COL02 -2 9 0 --------------------------------------------- --- --"------- ------------ ________________ LOAD CASE 2 - COLLATERAL I LOAD CASE 15 LONG. WIND 3 TO FRONT COLO1 2 6 0 1 COLO1 2 9 0 COL02 -2 6 0 1 COL02 2 2 0 LOAD CASE 3 - ROOF LIVE LOAD CASE 16 - LONG. WIND 9 TO BACK COL01 6 28 0 1 COL01 6 -20 0 COL02 -6 27 0 1 COL02 -7 -18 0 ------------------------------- ---_----------------------------- LOAD CASE 9 - SNOW I LOAD CASE 17 - LONG. WIND 9 TO FRONT COL01 6 90 0 1 COL01 9 -17 O COL02 -6 38 0 1 COL02 -1 -22 0 ----------"'------ _----—----------------__ --------------------- LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 16 SEISMIC TO RIGHT COL01 8 39 0 1 COLO1 -11 -11 0 COL02 -8 33 0 1 COL02 -11 11 0 -- -----------------------------_.. ^-------- LOAD CASE 6 - WIND CASE 1 TO RIGHT I LOAD CASE 19 - SEISMIC TO LEFT COLO1 -16 -10 0 1 COL01 11 11 0 COL02 -5 7 0 1 COL02 11 -11 0 .. . _______________________�-_-- - -- LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 20 - ALTERNATE SNOW 1 COL01 3 8 0 1 COL01 5 23 0 COL02 13 -7 0 1 COL02 -5 13 0 LOAD CASE 8 - WIND CASE 2 TO RIGHT I LOAD CASE 21 ALTERNATE SNOW 2 COLO1 -9 -30 0 1 COL01 5 13 0 COL02 -7 -17 0 1 COL02 -5 23 0 -' -----------—--------------------------------—_____— LOAD CASE 9 - WIND CASE 2 TO LEFT I LOAD CASE 22 - CRANE 1 ON LEFT COLO1 10 -15 0 1 COL01 3 98 0 COL02 11 -30 0 1 COL02 -3 28 0 _________________________ _____________________________-_______----------________ LOAD CASE 10 - LONG. WIND 1 TO BACK I LOAD CASE 23 - CRANE 1 ON RIGHT COL01 -2 -5 0 1 COLO1 3 28 0 COL02 1 -9 0 1 COL02 -3 48 0 ____..______________________________________________________.._______________________________________ LOAD CASE 11 - LONG. WIND 1 TO FRONT I LOAD CASE 29 CRANE 1 LATERAL TO LEFT COL01 1 -9 0 1 COLO1 3 3 0 COL02 9 -6 0 1 COL02 3 -3 0 __________________________________ ________------------- LOAD CASE 12 - LONG. WIND 2 TO BACK I LOAD CASE 25 CRANE 1 LATERAL TO RIGHT COL01 9 -28 0 1 COL01 -3 -3 0 COL02 -6 -25 0 1 COL02 -3 3 0 ------------------- LOAD CASE 13 - LONG. WIND 2 TO FRONT COL01 7 -24 0 COL02 2 -29 0 BWB R2 of 9 U13R0049A-SCOTT GALVANIZING R3 of 9 NUCOR BUILDING SYSTEMS Job #: U13ROO49A Page: Frame : FRAME LINES 3,9-10 MAIN By: BWB Date: 08-06-13 Job Name: Scott Galvanizing, - File: F13 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASEAIN *** y �D F 80.00 12.00 Z 12.00 46.67 0.03 COLOI COL02: X Y 'L X Y Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) -------------------------------------------------------^------------------ LOAD CASE 1 - DEAD I LOAD CASE 19 - LONG. WIND 3 TO BACK COL01 3 27 0 1 COLOI -1 -8 0 COL02 -9 19 0 1 COL02 -3 5 0 -------------- -- LOAD CASE 2 - COLLATERAL LOAD CASE 15 - LONG. WIND 3 TO FRONT COLOI 1 6 0 COL01 1 -6 0 COL02 -2 5 0 COL02 1 9 0 ----------------"----------_'___ —____------------------_____________________"__- LOAD CASE 3 - ROOF LIVE I LOAD CASE 16 - LONG. WIND 9 TO BACK COLOI 6 36 0 I COL01 9 -30 0 COL02 -6 27 0 I COL02 -8 -17 0 __—----------------------------- ----—-------------------'-------------------- LOAD CASE 9 - SNOW I LOAD CASE 17 - LONG. WIND 9 TO FRONT COLDI 5 18 0 COLOI 8 -26 0 COL02 -7 38 0 COL02 -2 -20 0 _____--------------------- __--------____»_»ter------------"-- --------------------------- LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 18 - SEISMIC TO RIGHT COLOI 6 96 0 1 COL01 -16 -17 0 COL02 -9 35 0 COL02 -16 17 0 -------------______..___— _ _______________ LOAD CASE 6 - WIND CASE 1 TO RIGHT LOAD CASE 19 - SEISMIC TO LEFT COL01 -18 -17 0 I COL01 16 17 0 COL02 -7 9 0 I COL02 16 -17 0 ----—-----------—------------ --- LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 20 ALTERNATE SNOW 1 COLOI 5 6 0 COLOI 9 32 0 COL02 15 -9 0 COL02 -6 15 0 ___-----..__—___—____"---— ________________ LOAD CASE 8 - WIND CASE 2 TO RIGHT LOAD CASE 21 - ALTERNATE SNOW 2 COLOI -11 -40 0 COLOI 9 17 0 COL02 -9 -15 0 COL02 -6 25 0 r _____________________________�. ---------------- -- LOAD CASE 9 - WIND CASE 2 TO LEFT LOAD CASE 22 - RIGIDITY COLOI 10 -19 0 COLOI -1 -1 0 COL02 12 -31 0 COL02 -1 1 0 ------—--------------------------------___-- ___________ LOAD CASE 10 - LONG. WIND 1 TO BACK I LOAD CASE 23 CRANE 1 ON LEFT COL01 -3 -15 0 1 COL01 7 71 0 COL02 -1 -3 0 1 COL02 -10 91 0 LOAD CASE 11 - LONG. WIND 1 TO FRONT I LOAD CASE 29 CRANE 1 ON RIGHT COL01 -1 -13 0 COLOI 7 93 0 COL02 3 -5 0 COL02 -10 69 0 —- -- --------------- __--------------- LOAD CASE 12 - LONG. WIND 2 TO BACK LOAD CASE 25 CRANE 1 LATERAL TO LEFT COLOI 3 -37 0 COL01 5 5 0 COL02 -7 -24 0 COL02 5 -5 0 __----------------------------- ___»_—_______________________ LOAD CASE 13 - LONG. WIND 2 TO FRONT I LOAD CASE 26 CRANE 1 LATERAL TO RIGHT COLOI 6 -33 0 COL01 -7 -7 0 COL02 1 -27 0 COL02 -7 7 0 B\VB R3 of 9 U13R0049A-SCOTT GALVANIZING R4 of 9 NUCOR BUILDING SYSTEMS Job #: U13ROO49A Page: Frame : FRAME LINES 4-7 MAIN By: BWB Date: 03-05-13 Job Name: Scott Galvanizing File: F14 ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** y T11 843.040 x 1e.fi0 z 1z. � 46.67 46 6 0.03 03L01 COL02 X Y Z X Y 7. Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) _______________ —---- LOAD CASE 1 - DEAD 1 LOAD CASE 14 - LONG. WIND 3 TO BACK COL01 3 21 0 1 COL01 -1 -6 0 COL02 -4 16 0 1 COL02 -1 4 0 ------------------------------_—_ ----------------------_________ LOAD CASE 2 - COLLATERAL I LOAD CASE 15 - LONG. WIND 3 TO FRONT COL01 1 4 0 1 COLO1 -1 -6 0 COL02 -2 5 0 1 COL02 -1 4 0 _»-------------— LOAD CASE 3 - ROOF LIVE I LOAD CASE 16 - LONG. WIND 4 TO BACK COL01 5 29 0 1 COL01 4 -25 0 COL02 -6 27 0 1 COL02 -3 -18 0 ____� ------ —--------------------------- ----_________________-------___- LOAD CASE,. 4 - SNOW I LOAD CASE 17 - LONG. WIND 4 TO FRONT COL01 5 30 0 1 COL01 4 -25 0 COL02 -6 39 0 1 COL02 -3 -18 0 LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 18 SEISMIC TO RIGHT COL01 6 3B 0 COL01 -9 -11 0 COL02 -8 35 0 1 COL02 -10 11 0 --- __—------------------------- LOAD CASE 6 - WIND CASE 1 TO RIGHT I LOAD CASE 19 - SEISMIC TO LEFT COLO1 -14 -13 0 1 COL01 9 11 0 rnL07 -6 7 0 1 COL02 10 -11 0 ----------------------------------------------------------------------------------—------------------- LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 20 - ALTERNATE SNOW 1 COL01 3 5 0 1 COLO1 4 31 0 COL02 13 -7 0 1 COL02 -6 14 0 -----'-------—------------------------------------ ---_ LOAD CASE 8 - WIND CASE 2 TO RIGHT I LOAD CASE 21 - ALTERNATE SNOW 2 COLO1 -10 -35 0 1 COLO1 4 17 0 COL02 -9 -15 0 1 COL02 -5 23 0 LOAD CASE 9 - WIND CASE 2 TO LEFT I LOAD CASE 22 - RIGIDITY COL01 7 -18 0 1 COLO1 -1 -1 6 COL02 10 -28 0 1 COL02 -1 1 0 -------------------------------------—---------------—___--------------------_______________.-_-________ LOAD CASE 10 - LONG. WIND 1 TO BACK I LOAD CASE 23 CRANE 1 ON LEFT COL01 -3 -12 0 1 COLO1 6 32 0 COL02 2 -4 0 1 COL02 -9 24 G LOAD CASE 11 - LONG. WIND 1 TO FRONT I LOAD CASE 24 - CRANE 1 ON RIGHT COL01 -3 -12 0 1 COLO1 5 21 0 COL02 2 -4 0 1 COL02 -8 31 0 _—---------------------------------------—_----—---------------— —_____-_-___-__________-__ LOAD CASE 12 - LONG. WIND 2 TO BACK I LOAD CASE 25 CRANE 1 LATERAL TO LEFT COLO1 3 -31 0 1 COL01 3 3 0 COL02 -2 -25 0 1 COL02 3 -3 0 —-------------------------—---------------_-_-__---------------------------__--______________ LOAD CASE 13 - LONG. WIND 2 TO FRONT I LOAD CASE 26 CRANE 1 LATERAL TO RIGHT COL01 3 -31 0 1 COLO1 -4 -5 0 COL02 -2 -25 0 COL02 -4 5 0 BWB R4 of 9 U13R0049A-SCOTT GALVANIZING R5 of 9 NUCOR BUILDING SYSTEMS Job ff: U13ROO49A Page: Frame : FRAME LINE 2 _By: BWB Date: 03-05-13 Job Name: Scott Galvanizing File: F15 *** DESIGN SUMMARY -.FRAME REACTIONS BY LOAD CASE *** Y �D 80.00 —�1.DO SO.Oii 46.6 T 46.67 �.06 D.0 COL01 COL02 X Y $ X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) ________________ -------------------------- ___ ----------------------------------- LOAD CASE 1 - DEAD I LOAD CASE 14 - LONG. WIND 3 TO BACK COL01 3 17 0 I COL01 1 4 0 COL02 -3 18 0 I COL02 -1 4 0 .'--------� ---------------------------------------- ---------------- LOAD CASE 2 - COLLATERAL LOAD CASE 15 LONG. WIND 3 TO FRONT COL01 2 5 0 COL01 1 4 0 COL02 -2 5 0 COLD2 -1 4 0 LOAD CASE 3 - ROOF LIVE LOAD CASE 16 LONG. WIND 4 TO BACK COL01 6 21 0 COL01 -4 -17 0 COL02 -6 22 0 COL02 4 -17 0 --------------------------------------------- LOAD CASE 4 - SNOW I LOAD CASE 17 - LONG. WIND 4 TO FRONT COL01 6 23 0 COL01 -4 -17 0 COL02 -6 23 0 COL02 4 -17 0 LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 16 SEISMIC TO RIGHT COL01 7 27 0 COL01 -9 -9 0 COL02 -7 27 0 COL02 -9 9 0 —----—----—_«--------, --------«------------— LOAD CASE 6 - WIND CASE 1 TO RIGHT I LOAD CASE 19 - SEISMIC TO LEFT COL01 -3 -4 0 COLO1 9 9 0 COL02 -2 4 0 COL02 9 -9 0 _-------"_______________"'-________'_________-___________-______________'_'______-_-_____-_--___________ LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 20 - ALTERNATE SNOW 1 COL01 2 4 0 1 COLO1 5 22 0 COL02 3 -4 0 1 COL02 -5 13 0 ---------------------------------------------- LOAD CASE 8 - WIND CASE 2 TO RIGHT LOAD CASE 21 - ALTERNATE SNOW 2 COL01 -7 -23 0 COL01 5 13 0 COL02 3 -16 0 1 COL02 -5 22 0 ------------------------------------- ------ �_�__ ---------- LOAD CASE 9 - WIND CASE 2 TO LEFT I LOAD CASE 22 CRANE 1 ON LEFT COL01 -3 -16 0 1 COL01 9 55 0 COL02 7 -23 0 1 COL02 -9 41 0 -------------------------------------------------------------- _______________________________ LOAD CASE 10 - LONG. WIND 1 TO BACK LOAD CASE 23 - CRANE 1 ON RIGHT COL01 -1 -3 0 COL01 9 35 0 COL02 1 -3 0 1 COL02 -9 61 0 _________________________________________________________________________________________—_______________ LOAD CASE 11 - LONG. WIND 1 TO FRONT I LOAD CASE 24 - CRANE 1 LATERAL TO LEFT COLO1 -1 -3 0 1 COL01 6 6 0 COL02 1 -3 0. COL02 6 -6 0 ------------------------------------------ LOAD CASE 12 - LONG. WIND 2 TO BACK LOAD CASE 25 - CRANE 1 LATERAL TO RIGHT COL01 -5 -23 0 COL01 -6 -6 0 COL02 5 -23 0. COL02 -6 6 0 ----------------------------------------- ------------—-----—----________-- LOAD CASE 13 - LONG. WIND 2 TO FRONT I COLO1 -5 -23 0 I COL02 5 -23 0 I ------------------------------------------------------------------------------------------------ BWB R5 of 9 U13R0049A-SCOTT GALVANIZING R6 of 9 NUCOR BUILDING SYSTEMS Job #: U13R0099A Page: Frame : FL 8 Jacked Out Frame By: BWB Date: 03-05-13 Job Name: Scott Galvanizing File: F49 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** D $ R 1�.470 SD.04 T 46.67 46.67 C1.� COL02 Y Y z X Y Z Member (kips) (kips) (kip�ft) I Member (kips) (kips) (kip-ft) LOAD CASE 1 - DEAD I LOAD CASE 19 - LONG. WIND 3 TO BACK I COL02 -3 19 0 COL02 -2 -9 0 --____ ------- -----__" _____________ LOAD CASE 2 - COLLATERAL I LOAD CASE 15 - LONG. WIND 3 TO FRONT I COL02 -1 q 0 I COL02 -2 -9 0 __________«____________________________________________________________-_---_----_---____-_______------__ LOAD CASE 3 - ROOF LIVE I LOAD CASE 16 - LONG. WIND 9 TO BACK I COL02 -6 29 0 I COL02 -3 -12 0 _____«___«______________________________-------------------------------------------------------------- LOAD CASE 9 - SNOW LOAD CASE 17 - LONG. WIND 9 TO FRONT I COL02 -6 26 0 COL02 -3 -12 D _—___________________________________________-------------_--_--___--____«� LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 18 SEISMIC TO RIGHT I COL02 -7 30 0 I COL02 -1 1 0 «_��.._....« »__«« ------------- LOAD CASE 6 - WIND CASE 1 TO RIGHT LOAD CASE 19 SEISMIC TO LEFT I COL02 1 6 0 COL02 1 -1 0 ---------------------------------------------------------«_—-----—_—---------____-________------------ LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 20 ALTERNATE SNOW 1 COL02 7 -9 0 I I COL02 -5 15 0 _—«---------------- LOAD CASE 8 - WIND CASE 2 TO RIGHT I LOAD CASE 21 - ALTERNATE SNOW 2 I COL02 -1 -13 0 ( COL02 -5 25 0 -----—__«---_—---------------------------------«----------_---___--___«_'-___�_ LOAD CASE 9 - WIND CASE 2 TO LEFT ( LOAD CASE 22 CRANE 1 ON LEFT I COL02 6 -17 0 I COL02 -7 25 0 ,—--------------«---------— —---—------—_______________-___ LOAD CASE 10 - LONG. WIND 1 TO BACK I LOAD CASE 23 CRANE 1 ON RIGHT I COL02 1 -11 0 1 COL02 -7 33 0 ------------------------------ -----------------------_-____-----------------------------------------�' LOAD CASE it - LONG. WIND 1 TO FRONT I LOAD CASE 29 CRANE 1 LATERAL TO LEFT I COL02 1 -11 0 ) COL02 1 -1 0 ______________-«_____ «-------------------------------«_ LOAD CASE 12 - LONG. WIND 2 TO BACK 1 LOAD CASE 25 - CRANE 1 LATERAL TO RIGHT I COL02 -2 -18 0 1 COL02 -1 1 0 __________________________________________________________________________________________________________ LOAD CASE 13 - LONG. WIND 2 TO FRONT I I COL02 -2 -18 0 ____________________________________________________________________________________________________�____ BWB R6 of 9 U13R0049A-SCOTT GALVANIZING R7 of 9 NUCOR BUILDING SYSTEMS Job #: U13ROO49A Page: Frame : EQUIPMENT BLDG LEAN-TO'S By: BWB Date: 08-05-13 Job Name: Scott Galvanizing File: F21 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** ifi.FrF � 12.t70 1.OD updated for new lean-to building 19.39 1a.oil o.�a COL01 COL02 X Y Z X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) ----------- ----__--__�» _____ -- ----------------_-___ LOAD CASE 1 - DEAD I LOAD CASE 11 LONG. WIND I TO FRONT C01,01 1 2 0 1 COL01 1 -3 0 ------------------------------ ------------ ---------------- LOAD » CASE 2 - COLLATERAL LOAD CASE 12 LONG. WIND 2 TO BACK COL01 0 1 0 I COL01 2 -5 0 _ ----- '-- _----_ LOAD CASE 3 - ROOF LIVE LOAD CASE 13 - LONG. WIND 2 TO FRONT COL01 1 7 0 COL01 2 -5 0 ---------------------------- ------- ---------- ------ LOAD CASE 4 - SNOW I LOAD CASE 14 - LONG. WIND 3 TO BACK COL01 1 15 0 COL01 1 -1 0 -----------------------------------------------------------------__-_—----------------------------- LOAD CASE 5 - USER OVERRIDE SNOW LOAD CASE 15 - LONG. WIND 3 TO FRONT COLO1 1 8 0 COL01 1 -1 0 --------------------------------------------------------—_------------------------------------- LOAD CASE 6 - WIND CASE 1 TO RIGHT LOAD CASE 16 - LONG. WIND 4 TO BACK COL01 -2 -2 0 COL01 2 -3 0 --------- -----------------------------------^- ----- '-------^»_ LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 17 LONG. WIND 4 TO FRONT COL01 1 -1 0 I COL01 2 -3 0 »--------------------------------------------------------------------------------------- LOAD CASE 8 - WIND CASE 2 TO RIGHT LOAD CASE 18 SEISMIC TO RIGHT COL01 -1 -4 0 COL01 0 1 0 ----------------------- ------------------------------------------------------------------ LOAD CASE 9 - WIND CASE 2 TO LEFT I LOAD CASE 19 - SEISMIC TO LEFT COL01 2 -3 0 COL01 0 -1 0 --------------------------------------`-------_-----»---------------- LOAD CASE 10 - LONG. WIND 1 TO BACK COL01 1 -3 0 BWB R7 of 9 U13R0049A-SCOTT GALVANIZING R8 of 9 NUCOR BUILDING SYSTEMS Job H: U13R0049A Page: Frame : STORAGE LEAN-TO'S By: BWB Date: 03-04-13 Job Name: Scott Galvanizing File: F31 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** Y Cis 16.57 X 12.00 1.II0 r— 0.67 32.06 0.� �33Li51 COL02 v, Y Z X Y Z Member (kips) (kips) (kip�ft) I Member (kips) (kips) (kip-ft) ..."------------------------------"---------------------------------- LOAD CASE 1 - DEAD I LOAD CASE 11 LONG. WIND 1 TO FRONT COL01 0 2 0 1 COL01 2 -3 0 ---------------------------------------------------------------- ----- LOAD CASE 2 - COLLATERAL I LOAD CASE 12 - LONG. WIND 2 TO BACK COL01 0 1 0 1 COL01 3 -4 0 - —-------------------------------_____---------------_____________-__ LOAD CASE 3 - ROOF LIVE I LOAD CASE 13 - LONG. WIND 2 TO FRONT COL01 1 5 0 1 COL01 3 -4 0 ----------—----------------—---------- ------------------------------------"--------------- LOAD CASE 4 - SNOW I LOAD CASE 14 - LONG, WIND 3 TO BACK COLU1 1 12 0 1 COL01 2 -1 0 -------—-------------------------------—----------- ------ LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 15 - LONG. WIND 3 TO FRONT COL01 1 7 0 1 COL01 2 -1 0 -^--^------------- `-------- -- ----- LOAD CASE 6 - WIND CASE 1 TO RIGHT I LOAD CASE 16 - LONG. WIND 4 TO BACK COL01 -3 -2 0 1 COL01 3 -3 0 ---____—--------- LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 17 - LONG. WIND 4 TO FRONT COL01 1 -1 0 1 COL01 3 -3 0 ------------- -----------"""-"' LOAD CASE B - WIND CASE 2 TO RIGHT I LOAD CASE 18 - SEISMIC TO RIGHT COL01 -2 -4 0 1 COL01 0 1 0 ______ — ---------------—------ LOAD CASE 9 - WIND CASE 2 TO LEFT I LOAD CASE 19 - SEISMIC TO LEFT COL01 3 -3 0 1 COL01 0 -1 0 ___« --------------------------------____--------------------------------------- LOAD CASE 10 - LONG. WIND 1 TO BACK COL01 2 -3 0 BWB R8 of 9 o w m � a o a O z o ❑ 2U) of ❑ co ❑ ❑ ❑ cnwwzcnww w � w � w E J U) ¢< Co << a , co m U U U m cn O O m Y � W W C7 ^ > ✓ W ✓ W ✓ _Z Y �C) M to w a0 1- oD 1,,t V m V N N 0 in r w o = — Y N U W m 0)m v c Ci G m In In � cr � uJ N N m O) m v v v v v v Y N z -0 r Z } o y N Q U c ❑ ❑ ❑ ❑ m m m m(a a a a w w a W m V o ; o Y K ri m ? K N O � U C' �p m Of a� v CD L jLU L Z c -O N O E m m D � o m 06 m z a o 0 o o � J coC13cu • _ V N N J O o > m \ Z c�6 If Z @ N � C Q O_ > U J @ a 0 > F- D) C 0 CO w = @ < C a O Z N m — o O a� v � • rt u _ � . i �; ':, � •� ti - ;�. _�, i - I 1 1 f'�t t7y I m m m m m '--1 r-i e--1 '--I '-H 0 CD CD 0 0 N N N N N p`1 M Ln if r--1 Notes and Specifications: " ; co co m m co co m Number rn 3f OfIl<Building Erection Notes U13R0049A ` L�"� �' _ " "Ml�= mmmmm f 1)Thegeneral contractor and/or erector is responsible to safelyand properly erect the metal Name •- "� m m ID m ID building system in conformance with these drawings,OSHA requirements,and MBMA standards Li C a Iq pertaining ra proper erection.This includes,but is not limited cu the correct use of temporary S C OTT GALVANIZING m m m guys and bracing where needed for squaring,plumbing,and securing the structural and secondary L7 l7 ]C Y ]C � � m m m Framing.Secondary wall framing members(girt,or bar joists)are not designed to function as a <L tl tl <L d work platform or provide safety tie off attachment in accordance with OSHA requirements.Secondary Location:City,County,State J J J J J roof framing members(purlins or bar joists)are not designed to provide safety tie off attachment A R LI N G TO N S N O H O M I S H W A V U U L.J V in accordance with OSHA requirements. BUILDING SYSTEMS f f 2 All high strength bolts are t ASTM A325 and are to be installed to the"snug-tight" Customer v Of c)onditi gn as defied by the RCSC specification for structural joints using A325 or A4 bolts,2004 A:IVISION OF NUCOR CORPORATION SEA CON LLC �"� r * ,n Y +j N edition,section 8,1,unless noted otherwise.Also,note that bolts in standard holes do not It ��\/�r � 111' ry ,q, (/ww� require washers per the RCSC specification for structural joints using A325 or A490 bolts,section �� ■-\/■.0 Y.J Y... r L�•a„/ i c) � O 6. �� MBMR / �� 3)All A307 machine bolts are to be brought to a"snug tight"condition to ensure that the (ir � � � m co � materials in thejoint are brought into good contact with each other. n E m e E n O` ACCREDITED CERTIFIED T m r> t N 4)Washers are required at all slotted connections as follows: AC472 CSA W47.1 Qj C M tttn. V ` - Q LLO a.)Hole to slot connection,one washer required on slotted side. b.)Slot to slot connection,two washers required,one on each side of the connection. However at lapped zee members,whether purlins or girls,no washers are required in the 8-bolt - lapped region. O S)The metal building supplier shall be notified prior to any field modifications.Modifications shall be approved by the metal building supplier before work is undertaken. 6)All welding must be performed by AWS qualified welders for the welding processes and positions y indicated.All work must be completed and inspected in accordance with the applicable AWS m O O O specifications.Weld electrodes used For the SMAW(or stick)weld process must be 70 ksi steel and 41 J M '1 ll M low hydrogen content. O 7)Common Abbreviations y m 01 01 a)TYP UNO-Typical Unless Noted Otherwise T b)SLV-Short Leg Vertical L c)LILY-Long Leg Vertical U Z ` M M V Gt• d)NS&FS-Near Side and Far Side 0 E e)O.A.L,-Overall Length J Z r0 N f)SIM-Similar O I-_ C Ln X g)NIC-Not In Contract ............ OO t � h)SL-Steel Line L m '--I m O_ LL i)N/A-Not Applicable == j)MBS-Metal Building Supplier 8)Construction loads shall not be placed on any structural steel framework unless such framework is safely bolted,welded,or otherwise adequately secured. 9)Purlins and girts shall not be used as an anchorage point for a fall arrest system unless _ written approval is obtained from the metal building supplier. 10)Purlins may only be used as a walking/working surface when installing safety systems,after all permanent bridging has been installed and fall protection is provided. 11)Construction loads may be placed only within a zone that is within B feet of the center-line of the primary support member.CFR bundles should be placed directly over the rigid frames. N h-I W 12)All lifting devices must meet OSHA or MSHA standards and in no case is it acceptable to use structural members supplied by the MBS as a spreader bar or lifting device. �7 O tA tA REV 2: UPDATED ANCHOR BOLT DETAIL'E' Z = General Design Notes ADDED SHEETING DRAWINGS AND COLORS PER CHANGE ORDER#4 Drawing Index O w > 1)All structural steel sections and welded plate members are designed in accordance with the AISC N 1^ U "Specifications for Structural Steel Buildings-Allowable Stress Design",Ninth Edition,orthe Cover Sheet: C1,C2,C3, C4 Z Z AISC"Specifications for Structural Steel Buildings",Thirteenth Edition,as required by the Q Z specified building code, Building Loads: Anchor Bolt Plan: F1 J O .J Q 2)All welding ofstructural steel is based on AWS D1.1"Structural Welding Code",Latest Edition. fZ Anchor Bolt Details: FD1 �+0 Z Design Code: IBC Building Building Building Building Building Q � 3)All cold formed members are designed in accordance with AISI"Specifications for the Design of Building End Use: 2A Q 4 Z O w 0 Cold Formed Steel Structural Members",Latest Edition. Name Storage Equipment Main Lean-To Primary Plans/Sections: P1,P2,P3,P4,P5,P6,P7 z w V m MBMA Occupancy Class: II-Standard Buildings J Roof Dead(PSF) 4.5 4.00 4-0 4.0 w 0 = p Q Z fi'I Roof Live Load: 20 4)All welding of cold formed steel is hosed on AWS DL3"Structural Welding Code-Sheet Steel", P8, P9. P 10 N t--I Latest Edition. NOT REDUCIBLE PER CODE Primary Collateral(PSF) 3.0 3.0 3.0 3.0 a v) Q u Ln mo Ground Snow Load: 25 Secondary Collateral(PSF) 3.0 3.0 3-0 3.0 5)Ifjoists are included with this project,they are supplied as a part of the systems-engineered Snow Exposure Factor,Ce: 1 Snow Ct 1.2 1.2 1.2 1.2 Primary Details: PD 1,PD 2, PD3 metal building and are fabricated in accordance with the requirements of section 1926.758 ofthe Snow Importance Factor,Is: 1 P• R OSHA safety standard for steel erection,dated January 18,200 Snow Cs 1.00 1.00 1.00 L00 E P Required Manuals Crane Plans: CR1 Seismic Information: Ss:1.042 S1:0.354 Roof Snow(PSF) N25.0 25.0 25.0 25.0 (,0 OF �A C( Seismic Sds/Shc: 0.752/0,399 f Site Class: D Wind Enclosure Enclosed Enclosed Enclosed Wall Sheeting Crane Details: CRD1,CRD2,CRD3 Material Specifications g l g Seismic Imp,Factor Ie: 1.00 GCpi +/-O.1B +/-0.18 +/-0.18 Plate and Flan Material: Seismic Design Category: D H9430-Erection Manual Roof Framin Plans: R1, R2ge Seismic R 3.25 3,25 3.25g 5"-12"Wide,Thru 1"Thick - A529,Grade55 Analysis Procedure: Equivalent Lateral Force MethodSeismic Cs o.232 o-23z o.z3z Roof Framing Details: RD1Others - A36 Basic SFRS: Ordinary Steel Moment Frames&Built-Up Structural Web Material - A1011 SS(or HSLAS CL1)Grade 55 Ordinary Steel Concentrically-Braced FramesBase Shear(KIPS) 5.4 157.0 3.0 CFR Roof Sheeting 'CNAL Hot-Rolled Structural - A36 orA572 Grade 50orA992 Grade 50 Wind: 85mph Wall Framing Elevations: W1,W2,W3,W4,W5.W6, Structural Tube - ASOOGrade B(46KSI) Wind Importance Factor,Iw: 1 H9700-Erection Manual Structural Pipe - A500 Grade B(42 KSI) Exposure: C 1)Collateral dead loads,unless otherwise noted,are assumed to be uniformly distributed. Cold-Formed Structural - A1011orA1039SS(or HSLASCLl)GR55 Within Hurricane Coastline: NO H9675-Seamin Manual WT W8, W9' W10 s= - x RPB Roof Panels - A792 Grade 80 When suspended sprinkler systems,lighting,HVAC equipment,ceilings,etc,are suspended g L ,• m�a N UL90: Yes from roof members,consult the M.B.S.If these concentrated loads exceed 200 lbs,or if a Standing Seam Roof Panels - A792 Grade SO,Classl Classic Roof-Const.No.161 individual members are loaded significantly more than others. W a I I Framing Details: W D 1,W D 2 `o R— -M.-.5 g o g LL R-Panel and A-Panel - A653 Grade 80,Class 1 or A792 Grade 80,Classl Classic Roof w/Translucent Panel-Const,No.167 = e I-8 a a 5 O Rod Bracing - A529 Coating Class A,Grade EHS,7-Wire CFR Roof-Const,No.552 2)The design of structural members supporting gravity loads is controlled by the more -- - A"gz •'elds - AWS D1.1 Latest Edition critical effect of roof live load or roof snow load,as determined b the a licable code. Sheeting: S 1-S 15 CFR Roof w/Translucent Pane-Const.No.590 Y PP „ g Strength Bolts - A325 Type 1 Heavy Hex or A490 Type 1 Heavy Hex Composite CFR Roof-Const No.552A a°9 as A«v •ii E U Bolts - A-307GradeAHex VR16 II Roof-Const.No.332 Sheeting Details: SD1-SD5 ex=�' 1�E'n v'i�`m t.ory oiv"i`o`a m m m m m C> 8 CD CD CD storage Ln Equipment Buildin Main Building Lean -To Building � � � rn m co 0o 0o CD Primary and Secondary Steel Primer Color Primary and Secondary Steel Primer Color Primes and Secondary Steel Primer Color Primate and Steel Primer Colo_r_ Q a a - � �, �, �, Red Red Red Red y r 3 � m m 2 m m m Roof Sheeting Roof Sheeting Roof Sheeting 0 Roof Sheeting " " l7 l7 Y Y Y Type: CFR, 24 Gage, Finish:Galvalume Type: CFR, 24 Gage, Finish: Galvalume Type: CFR, 24 Gage, Finish: Galvalume Type:CFR, 24 Gage, `in^h Galvalume 2 a a 0- a 0- Roof Panel Clip Type: Short Floating Roof Panel Clip Type: Short Floating Roof Panel Clip Type: Short Floating Roof Panel Clip Type: Short Floating " " " " " Thermal Blocks: No EPS Foam Spacers: No Thermal Blocks: No EPS Foam Spacers: No Thermal Blocks: No EPS Foam Spacers: No Thermal Blocks: No EPS Foam Spacers: No v > CU > Seaming Methods: Roll Lock Seaming Methods: Roll Lock Seaming Methods: Roll Lock,Vise Lock Seaming Methods: Roll Lock � Roof insulation(NOT BY NBS .Thickness: 3 " Roof insulation(NOT BY NBS).Thickness: 3 " Roof insulation(NOT BY NBS).Thickness:ness: 3 " 41 Roof insulation(NOT BY NBS).Thickness: 3 " o 12 o � o CWhite Roof Line Trim.Color: Polar White Roof Line Trim.Color: Roof Line Trim. Color: Polar White Roof Line Trim.Color: Polar White o o 2 m m m f-I L N Wall Sheeting Wall Sheeting, Wall Sheeting Wall Sheeti o vQj . .T�. .. — LType: sic Wall, 26 Gage, Finish: Brick Red Type: Classic Wall, 26 Gage, Finish: Brick Red Type CI sic Wall, 26 Gage, Finish:Aztec Blue Type:Classic Wall, 26 Gage, Finish: Brick Reda "er Trim.Color: Brick Red Wall Corner Trim.Color: Brick Red 2Wall Corner Trim.Color: Aztec Blue Wall Corner Trim. Color: Brick Red Trim.Color: Brick Red Wall Base Trim.Color: Brick Red Wall Base Trim.Color: Aztec Blue Wall Base Trim. Color: Brick Red Wall insulation(NOT BY NBS).Thickness: 4 Wall insulation(NOT BY NBS).Thickness: 4 " Wall insulation(NOT BY NBS).Thickness:4 " Wall insulation(NOT BY NBS).Thickness:4 " l7 Bu_ il_din O tions Build^ O on�s�^ Buildin 0 tions Buildin O tions Z 0 0 0 Gutters. Color: Polar White Gutters.Color: Polar White Gutters.Color: Polar White Gutters.Color: Polar Whitecot m m 12\ CA v M M Downspouts.Color: Polar White Downspouts.Color: Polar White Downspouts.Color: Polar White Downspouts.Color: Polar White > o Q, o, Wall Framed Openin s.Trim Color: Brick Red Wall Framed Openings.Trim Color: Brick Red Wall Framed Openings.Trim Color:Aztec Blue Wall Framed Openings. Trim Color: Brick Red a ? r m m Crane. Please see crane plan for additional information u 2 � G o E " v Z ro v p t C Z ' �, °_° 0 op m a LL ■FOR OCCUPANCY CATEGORY I OR II BUILDINGS,IBC ALLOWS NBS TO SUPPLY THE CRANE BEAMS FOR THE MONORAIL CRANE SYSTEM.W 18x119 BEAMS HAVE BEEN PROVIDED FOR THE a' MONORAIL CRANE SYSTEM.THE DESIGN OF THE MONORAIL CRANE BEAMS IS NOT BY NUCOR. IT IS THE RESPONSIBILITY N FOR SINGLE STORY BUILDINGS TO HAVE NO LIMIT FOR SEISMIC OF THE ENGINEER OF RECORD(NOT NUCOR)TO ENSURE ADEQUATE CRANE BEAM DESIGN. A QUANTITY OF(4)OF THE LA STORY DRIFT. PLEASE NOTE THAT ANY INTERIOR WALLS, PROVIDED BEAMS WILL HAVE A RADIUS. NUCOR HAS ASSUMED A LENGTH OF 28'-9"WITH A 10'RADIUS FOR THESE BEAMS. PARTITIONS,CEILINGS,AND EXTERIOR WALLS SHOULD BE IT IS THE RESPONSIBILITY OF THE CUSTOMER TO VERIFY ALL CRANE BEAM DIMENSIONS. BEAM ENDS WILL BE PREPPED FOR WELDING Q o DETAILED(BY OTHERS)TO ACCOMMODATE THIS STORY DRIFT. ?� U NBS HAS DESIGNED FOR THE TOP RUNNING CRANES AT FRAME LINES 2-3 AND FRAME LINES 9-15. O THE DESIGN IS BASED ON ONLY ONE CRANE ALLOWED IN A BAY AT A TIME. = to : 01 i THE RIGID FRAME CONNECTIONS IN THIS PROJECT MUST BE NBS HAS DESIGNED FOR THE(6)7.5 TON MONORAIL CRANES WITH A MAXIMUM OF 2 CRANES ALLOWED IN A BAY AT A TIME. � O � � TIGHTENED TO THEIR FULLY-PRETENSIONED STATE USING Z = IT IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO ENSURE THAT THE MAXIMUM POINT LOAD OF 32.4 KIPS ANY OF THE ACCEPTABLE METHODS OUTLINED IN THE RCSC APPLIED TO THE MONORAIL CRANE BRACKET IS NOT EXCEEDED Z x m SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 in Z OR A490 BOLTS ,2004 EDITION. THE SCOPE OF THIS Q PROJECT PRECLUDES THE USAGE OF SNUG-TIGHT BOLTED 1.COORDINATION OF OTHER TRADES: SUPPORTS AND BRACING FOR THE CRANE SYSTEM SHALL BE PROVIDED J O J Q CONNECTIONS AND ARE THUS NOT PERMITTED IN THIS CASE. AND ARE REQUIRED AS SHOWN IN THE SECTIONS AND AS NOTED IN THESE GENERAL NOTES.NECESSARY Q J (P CLEARANCE DIMENSIONS FOR PROPER ELEVATIONS RELATIVE TO THE CRANE SYSTEMS HAVE BEEN SHOWN. w lJ l7 f Z O THE BUYER SHALL BE RESPONSIBLE FOR COORDINATING THESE DIMENSIONAL REQUIREMENTS WITH OTHER < Z a ZO a O co ix TRADES ASSOCIATED WITH THE BUILDING SYSTEM. Z r J E v E THIS BUILDING SYSTEM DESIGN IS BASED ON UNIFORMLY 2.ALL BOLTED UNDERHUNG ASSEMBLIES MUST BE TIGHTENED TO THEIR FULLY-PRETENSIONED STATE USING o Q w APPLYING THE CONTRACT-SPECIFIED LIVE LOAD AND ROOF ANY OF THE ACCEPTABLE METHODS OUTLINED IN THE"RCSC SPECIFICATION FOR STRUCTURAL JOINTS d ■ Ln N ° SNOW LOAD. IN ADDITION,THE DESIGN IS BASED ON USING ASTM A325 OR A490 BOLTS"UNLESS NOTED OTHERWISE. THE USE OF A490 BOLTS IS NOT ALLOWED. c ` s APPLYING A CODE-DEFINED LIVE LOAD(INCLUDING 3. DO NOT WELD CRANE RUNWAY BEAMS OR SUPPORT BRACKETS,OTHER THAN WELDS SPECIFIED IN THESE Sy�SF� APPLICABLE REDUCTIONS)AND A CODE-DEFINED SNOW LOAD DRAWINGS,WITHOUT THE ADVANCE WRITTEN CONSENT OF NBS OR THE RUNWAY BEAM DESIGN ENGINEER. 16�t (BASED ON CONTRACT-SPECIFIED GROUND SNOW)FOR ALL f 4. PARTIAL LOADING AND UNBALANCED SNOW LOAD CONDITIONS. CRANE BRACKET ELEVATIONS MAY VARY SLIGHTLY DUE TO FABRICATION TOLERANCES. SHIMMING OF BEAMS OR LEVELING AND GROUTING OF COLUMN BASES MAY BE REQUIRED BY THE ERECTOR. SHIMS ARE NOT PROVIDED UNLESS RUNWAY BEAM IS PROVIDED BY NBS. Q�a�Fstsn�i9`�a`�� 5.CRANE OPERATION MAY CAUSE VIBRATIONS IN ROD BRACING AND OTHER BUILDING COMPONENTS. OTHERS TO 10NAL PROVIDE AND INSTALL CLAMPS OR TIES AS REQUIRED TO MINIMIZE VIBRATION NOISE. z w 6.THE CYCLIC NATURE OF BRIDGE CRANE EFFECTS WILL TEND TO CAUSE GRADUAL LOOSENING AND/ OR MISALIGNMENT OF SOME BUILDING COMPONENTS. PERIODIC MAINTENANCE IS REQUIRED. MAINTENANCE,INCLUDING BUT NOT LIMITED TO,TIGHTENING OF BOLTS AND NUTS MUST BE DONE AS REQUIRED BY BUILDER OR THE BUILDING OWNER g � "�i $Sb n.z` O TO ENSURE THAT THE CRANE SYSTEM REMAINS IN SAFE OPERATING CONDITION. REFER TO CMAA OR AISC GUIDELINES �Zt sxt::s� �db.s� �as;�D� V FOR PROPER MAINTENANCE REQUIREMENTS. SS �co.g ml €tYN m rn rn rn rn O O O O O N a, Ln L M M co 00 CO Of CC < < � Q Q Q CC Vl N Vl m m m m m l7 l7X m m Y m s C7 - ]C Y � � m m m 0_ 0_ 0- Cl 0. J J J J J t_j v u u C.d aj> ate) (U Y � N a/ CU Ln aj Q Q _ Q m STRUCTURAL TESTS AND INSPECTION: 'o -o Cocoo CoCo t N 1) THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN SPECIAL INSPECTION. THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN IBC 1704.3 AND IBC 1705 0 v C v 2) ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT. Q LL Q 3) THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. 4) PORTIONS OF WORK REQUIRING SPECIAL INSPECTION: CL AGENCY RESPONSIBLE FOR INSPECTION AND TESTING TO BE NAMED BY OWNER LATER. A. STRUCTURAL STEEL: YES NO N/A C 1. MILL REPORTS AND IDENTIFICATION OF STEEL(AFFIDAVIT OF COMPLIANCE)........................................................... ❑ ❑ 0 2. SAMPLING AND TESTING OF SPECIMENS............................................................................................................................................................................................................... cu B. WELDING: ❑ ❑ T y M N O -1YPICAL FIELD WELD � O co 1. ALL STRUCTURAL WELDING(INCLUDES DECKING AND WELDED STUDS),EXCEPT WELDING IN APPROVED SHOPS PER IBC 1704.2.2.............. ................................... yl J In ,-H 2. ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES,BRACED FRAMES,BEAM SPLICES,AND FIELD WELDS............................. a : 0 REQUIREMENTS ERECTOR NOTE: a 1. a)- M rn3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING.......................................................................................................................------........................................................... El ❑ (UNLESS NOTED OTHERWISE ON DRAWINGS) Y. ay, - m -4 C. BOLTING: 1. HIGH STRENGTH BOLT A325SC AND A4905C(TORQUE VERIFICATION)..................................................................................................................._.................................... rn❑ ❑ ALL FIELD WELDING MUST BE PERFORMED BY a C9 z' +� rn L — Ln rn 2. HIGH STRENGTH BOLT A325N AND A490X(PER COVER SHEET NOTES).............................................................................................._.......................................................... 0 ❑ ❑ AWS/CWB CERTIFIED WELDERS WHO ARE QUALIFIED FOR 2 t LJ 3. EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY................................................................................................................................................................... ■ ❑ ❑ THE WELDING PROCESSES AND POSITIONS INDICATED. O E � Z ro ai ALL WORK MUST BE COMPLETED AND INSPECTED IN p L c ACCORDANCE WITH THE APPLICABLE AWS/CWB T .�L SPECIFICATIONS. W®I&LBIB033iENSEB3SEBUMEHIHE m rH m a_ LL. SMAW(OR STICK)WELD PROCESS MUST BE 70 KSI/483 MPa MATERIAL AND LOW HYDROGEN CONTENT. 4-0 a) () GALVANIZED STEEL FIELD WELDING RECOMMENDATIONS Q) PREPARATION OF WELD AREA a 0 AWS D-19.0,WELDING ZINC COATED STEEL,CALLS FOR WELDS S TO BE MADE ON STEEL THAT IS FREE OF ZINC IN THE AREA TO BE 0 WELDED.FOR GALVANIZED STRUCTURAL COMPONENTS,THE ZINC N c COATING SHOULD BE REMOVED AT LEAST ONE TO FOUR INCHES ~ (2.5-10 CM)FROM EITHER SIDE OF THE INTENDED WELD ZONE AND tki ON BOTH SIDES OF THE WORKPIECE.GRINDING BACK THE ZINC O COATING IS THE PREFERRED AND MOST COMMON METHOD; iZ-1 O BURNING THE ZINC AWAY OR PUSHING BACK THE MOLTEN ZINC N Z FROM THE WELD AREA ALSO ARE EFFECTIVE. Z N TYPICAL WASHER REQUIREMENTS TOUCH-UP OF WELD AREA BOLT/NUT ASSEMBLY WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC � Z V ERECTOR NOTE REQUIRED AT LAPPED COATING ON AND AROUND THE WELD AREA.RESTORATION OF THE J J (UNLESS NOTED OTHERWISE ON DRAWINGS) ZEE MEMBERS.(No _ AREA WILL BE PERFORMED IN ACCORDANCE WITH ASTM A 780, WASHERS REQUIRED) Q STANDARD PRACTICE FOR REPAIR OF DAMAGED AND UNCOATED g Z z O W O BOLT HEAD SLOT SLOT TO SLOT CONNECTIONS ' m AREAS OF HOT-DIP GALVANIZED COATINGS,WHICH SPECIFIES THE z J WASHER WASHERS ARE REQUIRED ON BOTH USE OF PAINTS CONTAINING ZINC DUST,ZINC-BASED SOLDERS OR w O o Q Z (Yl SIDES OF MATERIAL IF SLOTS ARE I W SPRAYED ZINC.ALL TOUCHUP AND REPAIR METHODS ARE CAPABLE o u Q LLI m USED ON BOTH SIDES.(SEE DETAIL SECTION"A' WASHER , OF BUILDING A PROTECTIVE LAYER TO THE THICKNESS REQUIRED a Ul Ln NUT - SLOT AT RIGHT FOR LAPPED ZEE MEMBERS) , BY ASTM A 780. , SAFETY 8 HEALTH 4 A US e+ BOLT HEAD SLOT SLOT TO HOLE CONNECTIONS ' ' LAPPED ZEE WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS L0� OF SF/ !� JL WAS ONE WASHER REQUIRED ON MEMBERS, UNAVOIDABLE,OSHA PERMISSIBLE EXPOSURE LIMITS(PELS) MAY y SLOTTED SIDE ONLY. PURLINS OR BE EXCEEDED AND EVERY PRECAUTION,INCLUDING f L} GIRTS LAPPED/NESTED REGION HIGH-VELOCITY CIRCULATING FANS WITH FILTERS,AIR .'i RESPIRATORS AND FUME-EXTRACTION SYSTEMS SUGGESTED BY .o NUT HOLE �� •f -T�l a AWS,SHOULD BE EMPLOYED.FUMES FROM WELDING GALVANIZED BOLT HEAD HOLE HOLE TO HOLE CONNECTIONS w STEEL CAN CONTAIN ZINC,IRON AND LEAD.FUME COMPOSITION `rS/ONAL ft'� NO WASHERS ARE REQUIRED WHEN TYPICALLY DEPENDS ON THE COMPOSITION OF MATERIALS USED, SLOTS ARE NOT USED. AS WELL AS THE HEAT APPLIED BY THE PARTICULAR WELDING PROCESS.IN ANY EVENT,GOOD VENTILATION MINIMIZES THE NUT HOLE AMOUNT OF EXPOSURE TO FUMES. zGsi -�:t a «�o LL --'- - PRIOR TO WELDING ON ANY METAL,CONSULT ANSI/ASC Z-49.1, € 61s; �.'20= LL a WASHER PART NUMBERS SAFETY IN WELDING,CUTTING AND ALLIED PROCESSES,WHICH G s "a"� � z; O H0200-I/2"FLAT WASHER H0240-1"FLAT WASHER NO WASHERS REQUIRED AT BOLTS USED IN o o a+~" g bg y�+^ (Y) CONTAINS INFORMATION ON THE PROTECTION OF PERSONNEL AND +L« ' ` H0210-S{B"FLAT WASHER H0250-11k"FLAT WASHER THE LAPPED REGIONS OF ZEE MEMBERS �'+ 3 U 0o H0220-3/q"FLAT WASHER H.2:0-1 114"FLAT WASHER < THE GENERAL AREA,VENTILATION AND FIRE PREVENTION. o SECTION"B" a H0230-7/�"FLAT WAS INFORMATION COURTESY OF AMERICAN GALVANIZERS ASSOCIATION rn m m m m STANDARD WELDS AND LEGEND N " " on, in rt r-I r-t .-� N M M 00 M 00 Th.ckoct Mat Toro" Weld FWS$ FILLET WELD,ONE SIDE FW5$ Q Q Q S FW_3 S rllliT ltG NEARSIDEWELD: FAR SIDE WELD: LrT V1 Ln S 3/4 FW 4 n a: FWs$ $ M Ca Do Ca Ca l I >3/4" FW_5 •FG-5 5 FWS$ ' ' V FILLET $FILLET m m m m m ENLARGED DETAIL FW54 LD L7 to m to FG•5 LD LD Y ]e Y IT FW54 r F m m m J I FWD$-FILLET WELD,BOTH SIDES FWDS $FILLET d J _J d d Fws# iG3 FG-5 $ s7Llit ttc —� U U CJ U U FWiG-5• FW$4 FG-5 DWS4 FW54 FG'S 5 4 FWD$ OR F� $ $FILLET D1 O (Y ,Pi wP59" Knee FG-s FW54 y yCIL EAVE STIFFENER FWR_•Full length fille[on near side with•(Max D/5 or3")fillet return y 03 REFERENCE EAVE Notch PL at both ends on opposite side of plate- 0 +' STIFFENER DETAIL .}'tsv s r,,fTLE4 O 011 FOR WELDS FG-5 — 3 FWR$ 6 Nro♦cDrserrl D -0 ••_O m -_ FG-5 FG-5 FWR# FWS3 Typ Stiffener Detail Section A-A FWD4 Fwsa FG•5 e a• F� O Co p m w m r-i L N U SEE DETAIL FS N C N •gyp• N S 2"min WP I -Full length Fillet on near side of web with 3"of fillet past inner Q tl � Q � iG•5 FW53 TYP � most hole in from each flange along the opposite side of web 3' S r7LLLT IfG r0/W[Ip PAST INNta ST WPl$ S �ttpL[IM FRON IA[!!S1}_kbE iG-S FWR# WPS7 Structural Column 3 `. OR $ FWS3 s n o o r 0 1SwS upl WP59 0 0 TO 3SW5 2FR FW54 CJPl-COMPLETE JOINT PENETRATION,SINGLE REVEL WELD r N O -i • WP54 To O O O 3- NEAR SIDE WELD: FAR SIDE WELD: uRL W m rH rH ,oVILI�•drUARE � m m i- "ACK GOUGE C� BACN GOUGE (iNi/in J� L ill•x) LL W#:RANGES FROM FWE3 TO FWDS PER ENG FG-5 ' '°`• ` ` 1-4 Ct1 W#:RNGES WELD FROM FRENG. FWDSULL NGTHPER FILLET NEAR 1WP## 2FR IW14 FG-5 FW54 45' o (n � � � �, 3" BEVEL SIOF LI.Ii_w(in SIOEOi WEB WITH 3'OF FILLET PAST INNER MOST HOLE ui N LCl lCT IN FROM EACH FROM FLANGE ALONG THE OPPOSITE SIDE OF WEB FG-5 FG-5 2 +�+ V M M FWR# FWS4 Pipe or Tube Column •THIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN PURLINI GIRT CHANNEL EAVE STRUT O W To DETAIL" • Tube Bracket Z v A• Thickest Mat Joined W_id QTY SHAPE QTY f SHAPE `I O eo To S I/L" _3 1 r SLOPE z � `o ._ t To o J. .l m ri m LL TWA >3/4" FW_5 (2)08C060 (2)8E2075 C Perpendicular Knee Column Typical Column Structural Details YTHICKNESS THICKNESS v See Weld Standard sheet for WPS description See Weld Standard sheet for WPS description See Weld Standard sheet for WPS description SIZE Q0 SIZE 1000 J Thickest Mat Joined Weld O H X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X C C • S Ik" FW_3 aJ r0 S 3/4" FW_4 V N X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 7¢ 3" >34, FW_5 � > D J Z X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X P •WP59 C 1--1 (/� Eas za rDETAtL ° f0 X X X X XXX X X X X X X X X X X X X XX X XX X X X X X X X X X X1WPRI 'A' FWD# (•FG-5 IA q•_12• Q_ cc ♦ 3" FG-5 - - L I/a 4 •12 >: J r0 FG-5 FWS3 o Y ti N iy Fj :. „� e i o Z O H 5 x E _ O C DETAIL"A" a m m o a o - m e e N Lu }�.+ Fws3 wpsT Typ.Flange Brace Clip Runway Beam 2" r-I Z x Ln c c « N 0 o LL LL o w w q Z N d o ti0 a LL LL o 0 0 0 0 0 0 0 0 o i o Z > O J ¢ 1GFG ¢ v rvrsi l45 Preq d a ° d a a ° a ° a Q ~ a1 y tF EL G ;afiz w E Z (] 36F6 v FG 5 FW53-3" wPti /4S v = _ - _ = = = i O w to o a a - 3 yE" B^ _ y, QFWDS r45 V _ m L 3 3 b b d r� u e V E E c E i i _ O H Z y g m M « i ; o ^�_ O E g E LL- ,�. LL- O U ¢ N LU m z tsws U N CJPI ;_ a s ,g I _ a m a m s 3 Y 17 Y L >:'J a a" ' - a(/1 Vl 3 TO t WPS9 d 3 _ 3 3 - 3 0 0 0 0 i - 3 a 3 3 3 m £ O •"i �J 3 3 3 m `J_ a O 35W5 N L.LI N FG-5 " 3 3 a a ; 3 3 3 ; 3 i ; ; f 3 3 £ 3 3 S�• woe m 3 O a '', �' x o u lrUS n C o 0 0 0 0 o o o o 0 o m m 3 3 Interior Wide Flange Fixed Base Plate Crane Stop o agi N D o 0 0 0 0 0 0 0 0 0 0 o N o 0 0 o N o N o 0 0 0 0 0 0 o P o 0 o n o h a e�r'S� O U 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 # 3 3 3 3 3 r3 3 f o a a a a a a a a a a a a a a a a a a a a s a a s a a a a ga a a a a a .rrry N a t t £ v v 1. a o= 3 3 3s 3: - n A O 3 3 m m oo v m - w m ;� - - - -_ _- 32 N '1'O (vl lu O VT C = _ 'o 'o v - 'o = a 2 o m '0 5 3 3 z O = = _ - 3 3 E N E m eons _ _ - o"Ir o�- _ a« a m S'rlrAVAL L �a FWD4 FGS aJ _ Nn N« $ - m« - �t t N v_� v_o o`o_ "v v_°y�° _ _ o o�I? = 3N 3Y LL � a o"o A A oL n "r' ao a- �� 3 3H- 3" r 4 �, ; o0 0 00 on oo E In m "m '.° w E EP' Ey c - _ _ =#7 FG_5 = m o.�n. ory voi " _ m °uci c q �- q mo �N - oU� =2 =[n ry V r: ,.� 0 3� 3� w v- ti v _ Y �Yao `o m my mm 5 p a o « FWD4 111 o N ° „ $o �o .., E' °'� r o Em N E� Em °% " u - - - �.o r>•v a z w E Runway Endo �o �o d m t p a a _ o w � o m E a a gs ss• � � v Ntiz Y '�-' O m@ 3 3 3 3 s m3 qo ° - ° Y �'�-.o..NL�.,mP�g LL L �3V w m 3 g o` _ g" - a V° o - - p E4g �•a '•�•z15t'3 O x A A o ° o Z SPECIAL DETAILS LL 161 N M V Lrl l0 n G � �o��� � �gxLFi^plF>y7 "' d iD L7 0 o iD v3i v'i v'i o a a a a a a < sgg'i .�FsE l.J0 See Weld Standard sheet for WPS description ti N AT N M - N M N ^ m 3 3 3 3 3 3 a a a a a a a g� Eas 3 3 3 3 3 3 3 3 3 3 3 3 E33 a..•. a m m m m m Anchor Bolt Schedule 4 -4 -1 - 0 0 0 0 0 162 1 1/4"F1554-36 N N CM N CMQ, in In .—I rl rl r-1 N 52 3/4"F1554-36 m m Q`o m 000 Ld =1= a a a rIn Un tr m m m m m 3 � 3 3 3 DO m to m m L7 l7 m m m l7 l7 ]C Y ]C m m m 0- d IZ d d J J J J J V U U V U 8.8 10 11.2 v iv iv r r' rRA 52 0" E +�FRAME 1.p 1'0" CI C1 ET a) �cl a) In � OFFSET ROD BR— AC _ O In o m -0 --- > Lean-To ° m r D ANGLE BRACE __O Q LL Q O ANGLE BRACE JACK BEAM ANGLE BRACE o ___ 0 o � 4 to 0 0 ® ` o I H C N O J O O O m m Main Building � ro , 41 v m a 1 I In in N y 41 m Fn 2 v v �° 1 Z O rho ui L C In tw�l + O = L 10 V y O �J rF� WA - O `, S\ --- - ` m co a LL ANGLE BRACE a ANGLE ACE O ANGLE BRACE BR w � o ti o _ O ROD BRACE A Storage a c Equipment Building + 1'-0" '—°" 2 26'-2" 25'-0" 25-0- 25'0" 25'-0' 25'0' 25'0" 25-0" Z5' 0' 25'-0' 25'-O' 25'-0' 26'-2" d _ 4-J i I l0Y 0' I i i 10 -0' I I iNH Q � ' m I i I I I 327-4" O 8.2 9.8, 14.2 � 0 w 3.8 I I I N Q Q (a) � (1) (a:) O ® 0 10 11 12 13 14 15 Z Ln aZ u Q O J z� J0 ANCHOR BOLT PLAN GENERAL NOTES o U Q Lu m a Ul d V1 1 THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES 6 'SINGLE'CEE COLUMNS SHALL BE ORIENTED WITH THE F1554 GR ADE 36 UNLESS NOTED OTHERWISE,ANCHOR "TOES*TOWARD THE LOW EAVE UNLESS NOTED ROD MATERIAL OF EQUAL DIAMETER MEETING OR OTHERWISE EXCEEDING THE STRENGTH REQUIREMENTS SET FORTH THE INFORMATION ON THIS SHEET REPRESENTS THE TEKLA RENDERING ONTHEIONOFSE HEFOUNGS FOUND BE ATION DESIGIZED N ENG THEINEER THE ANCHORMANUFACTURER ED BY METAL DISCRETION OF THE FOUNDATION DESIGN ENGINEER BUILDING MANUFACTURER SATISFY PERTINENT A OF THE "CONSTRUCTION AB'S" THAT HAVE BEEN PREVIOUSLY SUBMITTED. DETERMINANCHOR ED BY THE FOUNDATION DATIONLENGTH DESIGNSHALL REQUIREMENTS MEOR TAL BUILDESIGDING MANUF THE ACTURES 3 DETERMINED BY THE FOUNDATION DESIGN ENGINEER. SUPPLIED BY THE METAL BUILDING MANUFACTURER CALLOUTS/LABELS MAY DIFFER THOUGH THE DIMENSIONAL INFORMATION PLEASE NOTEALL ANCHORTHAT BOLTESE CONCRETE EDGMAYE NOT 2 METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE AND SIZES ARE UNCHANGED. FOR PROJECT FOUNDATION DESIGN.THE FOUNDATION REQUIREMENTS DEPENDING ON THE DETAILS OF THE DESIGN IS THE RESPONSIBILITY OF A REGISTERED FOUNDATION DESIGN.BECAUSE FOUNDATION DESIGN PROFESSIONAL ENGINEER,FAMILIAR WITH LOCAL SITE IS NOT WITHIN THE METAL BUILDING MANUFACTURER IV*/ONAL }- CONDITIONS SCOPE OF WORK,IT IS THE RESPONSIBILITY OF THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION 3 ALL ANCHOR RODS,FLAT WASHERS FOR ANCHOR RODS, TO MAKE CERTAIN THAT SUFFICIENT CONCRETE EDGE EXPANSION BOLTS,AS WELL AS ALL DISTANCE IS PROVIDED FOR THE ANCHOR BOLTS IN CONCRETE/MASONRY EMBEDMENT PLATES ARE NOT BY THEDET AILS OF THE FOUNDATION DESIGN. METAL BUILDING MANUFACTURER. r a o Y 4 THIS DRAWING IS NOT TO SCALE, � "' ardtE � N O ed Floor = 100'-0" aa � sd; S �'I 5 FINISHED FLOOR ELEVATION ,u. v6i—c"n of Baseplate Elevation = 100'-1" UNLESS NOTED OTHERWISE .. X�` "�va u. $$ �E3�$�L � S:rI m ra 1"'Imiml WIND BRACE SLOT-HILLSIDE A N_ N_ N N CD (ROD SHOWN WASHER #- �SL- - - - - �jL i''2 FOR REFERENCE ASSEMBLY z• z• .-� .-1 �--1 ^--t fV Q1 Q1 In fn ONLY) F.0 EO O O oo zliz" zl/z" '$L - m m ou o0 00 1'-0' C 0. COLUMN Z 3. m ml Cal col m O * CLR OPENING * VARY: 4. p COLUMN • f. in m O7 m DO m M l7 l7 m m O] Ji 0 1 C c YI - - ID 0 Y 1' Y THKGROUT c 2: M GROUT U GROUT (USE(2)Vt'DIA EXPANSION BOLTS PER COLUMN) 1 Ifl jn G L m � N m O7 m in ~ + + g g g g g G,Rr OEPn.•1- 1 } �} lJ V lJ lJ U O , ACl NCHOR BOLT w ,, Q , •• ' • '~-1 • • ." ANCHOR BOLTS m m • •• i•-2" 21/Z zl/2" y • C=ja SECTION SL - - - - -SL- 10 O • • A { (RECOMMENDED) m BPFFWG OHOFO ' F0 :2 TYPICAL COLUMN BASE PLATE DETAIL TYPICAL OVERHEAD DOOR Plate:W 1'-0"x L 1'S1�^ O m O m Plate:W 1'-0"x L 1'-5 Plate:W 1'-0"x L 1'-5 2 TYPICAL COLUMN BASE PLATE DETAIL AT SLOT HILLSIDE WASHER LOCATION FRAMED OPENING A Bolts:(6)11/q"Dia. 3"Projection B Bolts:(6)11/q"Dia- 3"Projection Bolts:(6)11/q"Dia 3"Projection O GJ C a) Q LL. Elf Q !r z1 -SL 21h 2112 SL 1._0. SL —� - i'-0" I a 10" — O — - �� °D � I z• z" z• O O 'n 1 + m 1 + + 0 1 o 0 0 I I 4 m rn zn rH r 1 tn 13 h 01 Qt + $ I 1 0 o I Q O r Z m m 4 I 8 � �.— 4 I u 2 � � v v o E 1•-0• I - - -SL' ao L C -SL- - —SL- - - SL O o In L rxo SL m HmaL- Plate:W 1'-0"x L 1'-5 1�^ Plate:W 10"x L 1'-5 Plate:W 1W x L 1'-471B" Plate:W 8"x L 11 Y/8" Plate:W 8'x L 1'-O" Plate:W B"x L 11 Y/a" Bolts:(6)11/q"Dia. 3"Projection E Bolts:(6)11/q"Dia 3"Projection F Bolts:(6)1 I/4"Dia 3"Projection V Bolts:(4)3/q"Dia 3"Projection Bolts:(4)3/q'Dia. 3'Projection Bolts:(4)3/4"Dia 3"Projection -SL— - - SL - -FSL - - - - SL r o 1'-0' SL 10 vi -SL- 8" - - - { T z z z^ z^ $ Q I I I I o !'z„ z„� zo o —i 10" Q I I I 1 � I -— (n + + En + + -+ + Z = _ + Q I � p w - C i _ 4 ¢ � V I T-2 J O J ¢ 1 0 8• - - - SL z1h„I-I- zl�. - - SL— SL ¢ ~ J SL h � } } VI Z a Z O Plate:W 8"x L 11 Y/0" Plate:W 8"x L 11 Y/8" Plate:W 8"x L 1'-0" Plate:W 10"x L 1'-471a" Plate:W 8"x L 1'-O" Plate:W 10"x L 1'-4Y�" Z~ 1-.•1 a Q w 0 L Bolts:(4)3/q"Dia 3"Projection M Bolts:(4)3/q"Dia 3"Projection N Bolts:(4)3/q"Dia 3"Projection P Bolts:(6)11/q"Dia. 3'Projection t! Bolts:(4)3/q'Dia 3'Projection R Bolts:(6)1 1/q"Dia 3"Projection r J w U f o = m ouu Q �w m SL SL a(n U) 1'-2• 2112"1 2112 4 `fq 2^ 2" I �'�` � S f• � S In4k, s � v r' SSrCXVAL�'' w LL YY x gp �£r W •-i 1 s*5 F o 3 E SL :.r_ gszage m Plate:W 10"x L 1'-47/8" Plate:W B"x L 117/a" ��;=• _a gg� LL Bolts:(6)1 1/4"Dia. 3"Projection T Bolts:(4)3/4"Dia 3"Projection Part Sizes m m m m m Part Sizes 0 0 0 0 0 N N ` N N RDB_ Sib"ROD MXB009 TD:24.25 F10.75 W250 rn m "' RDC_ 3/4"ROD MXBO10 TD:24.25 F10.75 W250 r`n m w m oo RDD_ 7�"ROD MXB011 TD:24.25 F10.50 W220 W -< < < ROOF BEAM RDF_ 1 Ik"ROD MXBO12 TD:24.25 F10.50 W220 m m m m m MXH_ � � � � M8c_ SKP_ 8S075 Strut M8C001 8CO60 m cn m m m Focos MXB001 TD:24.25 F10.75 W250 M8C002 8CO60 m m m TYP MSC_ i MX6002 TD:24.25 F10.50 W220 M8C003 SC060 a J J u J J J (4)1/2"X 2"A325 BOLT H0603 u V SKP_ NUT H0300 MX8003 TD:24.25 F10.50 W220 M8C004 8C060 WASHER H0200 Qj /, ••—y 6�- FBT01 - FBczo Typ MX0004 7D:24.25 F10.75 W250 M8C006 8C060 —� TYP TYP SKP_ m8C_ — I MXB005 TD:24.25 F10.50 W220 MXH003 W8x18 +� ' 'J (2)1/2"X 1 1/4"A307 BOLT H0500 MX8006 TD:24.25 F10.50 W220 MXH004 W8x18 EA C' � —' 1 NUT H0400MXB_-or 1 WASHER H0200 ��MXBOO8 B007 TD:24.25 F10.50 W220 MXH005 W8x18 0 � m Ri (I SEE CRANE PLAN FOR BEAM TYP ' 7 m O m III AND BRACING PART MARKS TD:24.25 F10.50 W220 MXH007 W8x18 � 0° r' C N A A-A u a � � aQf A c� 8.8 10 11.2 H C N p rl I I I W Jomoo 1'0" i l.0. of CD rn , v I I a y a m m CXB013 ICXB014 ICXBOII -_O Ln E ------------------------------------------------------ - XB011 -------------------------------------—� - - 03 1'2" O j VE 0pop o 0AP0130M AP0130M LE X Z CO CXB002 CXB003 1XB004 QoCXB022 CXB023 CXB024 CXBO16 CXBO17 CXB001 SKPOo — Z:CX6029 CXBO15 CXB021 s _ - ---- —SKP003 - N v (_099) m rl m d LL co DET. A 1 mJ MXB002 � � ti RO o O01 ROO I OP2 q00 00� ROF 1 X ti o No F�1 qOF o mo ro, 00 -�` 1--- --- rn QOE00 "Oj X RVO 002 P�� �1 P�` �1 MBC006 m m m PO SKP004 �f X X N TYP 5KP004 m o MXBo07 x X x x N SKP007-'�� m o m _ - 2 RDB006 - (2)RDB002 MBC003 r X in_ - (2)RDB002 x m MXBOOB ( )MXB003 m o (2)RDCO02 00001 RDC(2)RDC001 x m .a MXH003 MXH005 om MXB009 _MBC004 e � 1MXB001 ro AF0010TYP1 Aoo! ��O io p a0 __ __ -_F-mx _ - __ _ _ __ __ __ __ __ __ __ __ -- oNpWN QJN g 00 m AV003000cal 9 �o o N m oo Og001 AOB� X N .0MXH004— M8C002-- X p@O A m 0 0 o x� ^ r- X P I o: I--I E c, P OeO01 m X X MXBO10 _MSCO04 00 00MXH007 o (2)RDC001cc MXBO11 (2)RDC002 m X R00001 R00001 L Z MXB005 007 0 AV0050 x � AK0060TYP � O w MXB006 (2)RDB002 (2)RDB006 (2)RDB002 Z N ROO OQZ ROO ODZ MX6012 M80006 x"po'! 0 4Q N Z ro o - SKP004 00? �OV dba �p0 m N n, AV0050 TYP r BOO Ox� �p01 q0 Z POSKPOOS SKP001 SKP001 SKP001 .� K102 SKP004 � SKP004 � N CXB005 N CXB006 s ICXB008 CXB009 SKP004 >'Q J (120) CXB027 CXBO� P0 B020 CXB030 CXBO18 CXB025 CXB026 CXBO19 � m j Q W cn X F Z a Z O I 1 m m O0s RO x x ' ¢ I x µ00� X s I z F- F-I z Q W O I ---------I G f Z -----, 1 x _ x �09 e00S CXB012 ' CXB033 I _ - - F O J W V co --____ *---------t-------- 1 CXB034 CXB035 CXB036 CXB037 Ln CXB011 CXB011 CXB031 I CXB032 I I �'_0" , Q z tYl I I V-0"i t I I 1 �'-0" I o V Q v+LL m E UIPMENT ; ; STORAGE I a N � 25—'-0"—j 25'.0" 25'-0" '1, 25'-0- �-25'-0" �iI 25'-0" -� 25'-0" 25'-0- 25'-0" � 25'-0" ' 25'-0" ,. 32T-4" I I I I I I I I I I I � 'a a✓ � �c7vntL, tT y W Notes: Place tagged end of rafters toward the low eave Y£r `��ay'§ISioF� C] d- Fraf `Eez CL m m m m m 12 12 00000 N N N N \ 1 Cn Cn � Ln 40' 111/1r 46'111/lg- M 00 00 00 m m m m 4'-11" rn Y m 4'-11" 4'-11" 4'-11" A"•11• � rn rn N 4'-311/lfi' 4' 11 4'-11" 4'-3146- $,�• m m m m m � ' 1 10 5,•0- � m m m m m m� rX om nX C7 l7 m m m v mO r' �u X X rrxj u X ca' = l.7 L7 1' Y Y 'o� nX Xm > � 0 ' �� nx ,� f m m m on n om I)X �7J - __ UX vX a a a a a U'"r J t-i LJ U l..J U N IL a IX Of 4• o O ® vo " o GXC075 '^ CA O m m r;t L3X3X1/q GXC075 L3X3X1/4 in = m p m ih O 2 co r-I L N rr tn a > U > _ Q U_ IY Q GXC075 GXC075 N L3X3X1/4 L3X3X1/4 ^` , Q m rr, 25'-8" 28 8• 24 8' H C N O r I rp O O O m m LL LL ao y rya j w rn rn o o un Ln ^� ac N w U 2 � " v M N f N Z N Z a Q O E w L C m O J J m O .C' T .1 O '�.Ln OC rra m� 0. U U - N Z m r-I m O_ LL N O F N N J m m N GJ C J Q +1 � a o Ln :4-J FINISHED FINISHED FLOOR ELEVATION: 100'-0 ' FINISHED FLOOR BOTTOM OF BASEPLATE: 100'-1 " FLOOR p W N z. Z = to r—� Z = V g` 75-93/4' 8 Z Ln y p- W T 51/8 J J Q 89-0" Q J 011 � I Wt7 YZ Z a W 0�/ Z ►_i W O ca p a LL J E m D Z H B C O � o U Q LU m aU1 �N Material Schedule Low Plate High Plate Outside Flange Inside Flange Web H, s• �ID) Width Thick Width Thick Width Thick Width Thick De thl Thick De th2 Notes" 1 1.2.00 0.50 _ 1200 100 1200 050 _ 1200 063 _ 16.00 019 2800 _ 2800 022 40.80 For column and rafter mark numbers,see Mark Number Plan, t g _ 4088 022 4088 NS/FS indicates that flange bracing is required on both sides of the frame line. 4088 031 4088 - 'Y 2 9,00 1 00 a.00 0 63 6 00 0.75 6 00 0 75 48 00 0.28 32:00 For expandable endwall rigid frames,if flange bracing is required on both sides(NS/FS)of an expandable endframe,the opposite side flange brace 'P���.s � L) will have to be installed at the time of expansion.These flange braces have been provided,as required,For this Future condition. S/ONAL 800 0,63 B.00 050 3200, 0.25 39.00 3 _ 1000 1.00 800 063 _ 8.00 0.75 8_00 075 4_800 0.28 32-.00 If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame Bolt Schedule .. r� w - - 800 063 B.00 050 3200 025 39.00 indicates the long side of the interior columns.Columns at the ridge are typically"flat-top'columns,unless indicated by the—symbol. a F c o E Q o V N Q 4 1200 0.50 1200. 1.00 12.00 0.50 1200 063 1600 0.19 28.00 so r"iC 2ii2 28 00 0.22 40.86 Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is !� g m y«m o-z $ _ LL - - released. ID Qt Bolt Description Bolt# Nut# a.e,- Y P � �� so Fo ?�3 p 40.88 0.22 40,88 aoae 031 40,88 1 1 ;t'�Ed3U. N 600 038 waxla 1 8 1 /"X3 "A325 H0660 H0340 xLoga �tgi d 600 0.38 W8x18 2 8 1"X3114"A325 H0640 H0330 `ems SF of ov aoe rn M M rn M 8, rl rl r, rl 0 0 0 0 0 N N N N \ a, \ Ln r 01 Q1 _1 In r-I 12 12 r ` C 1 1 M M co ao m m 40'-111/16"--- 1"4. 1.�. 40'-1"A 6. rn � < < — q'-11' s a a a 4'-11' 4'-Il" � N N N 4' 11" 4'-11" 4`11" 4'-11" m m m m m 5 0" 11/16' 4'-11" 4'11' — 4'11" 4'•Zl' 4'-31346" 5'.0• M C7 m m m Ln Ln Ln m� v to o E E m m m Ln ion v LLrn uN mum u_z u) u\ row a a a a a Ln LnZ mZ u-Z V mN V\ J J J J J m m Z LL I _ �- _• I m V,Z m Z L) LJ U U L.) a, QJ it 4. 4. O 0) vo ) xo � m � r, GXC065 > = m `O m GXC063 o m r N _ GXCO64 O —FBC50 NS/F� O GXC062Qj NS/FS `O > c > Q Ll =1 Q ~ 4 tD to � FBC50 FBC50 - �y NS/FS NS/FS O .� 4 r V' m 17•-0" 46-0" 17-0" m (4 � N o -1 au r0000 o- `n W J v m m FBC46 _ _FBC46 a IA CO C A 61 NS/FS C3 m NS/FS o � � �, v1 Ln Ln a z w to c u Z Y Vrn M a 1O i�C° s m of Q �° w ` 0 E _FBC42 F N �„ �^ u rN� Z f _FBC42 Z ro Ui NS/FS — w v o g „�, v aa, NS/FS Lb0 O X i� m O Z o < j m ; O - ro J - W 7 W 10 Z W . i CO a. L.L N m 0 Q J m N n V w Q v O 1D �D 0 w r r u � V M O) zo C Io Q � Q C 2 O ZD Imo. O ~ v FINISHED FINISHED FLOOR ELEVATION: 100'-0 " FINISHED O N FLOOR BOTTOM OF BASEPLATE: 100•-1 " FLOOR Z = Ln Z = V Z LA 8• 75-93/4" B. > Z 1 5 V Q 0 J � 8010" Z aIct W I z�— J O CDw < �Q Z m 0 o V Q v� m Lq aN �N o Z) Ir Material Schedule Notes: CIO) Low Plate High Plate Outside Flange Inside Flange Web " S O � Width Thick Width Thick Width Thick Width Thick De thl Thick De th2 For column and rafter mark numbers,see Mark Number Plan. 1 _ 1200 0.50_ _ 1200 1,00 1200 050 12.00 0,63 _ 1600 019 28.00 _ NS/FS indicates that flange bracing is required on both sides of the frame line. q 2800 022 40.88 40.88 _ 0.22 40.88 For expandable endwall rigid frames,if flange bracing is required on both sides(NS/FS)of an expandable endframe,the opposite side flange brace 4088 031 4088 will have to be installed at the time of expansion_These flange braces have been provided,as required,for this future condition. `ss/ONAL 1rU 2 800 100 9.00 063 Boo 0.75 8.00 0.75 48.00 _0.28 32:00 If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the Frame- Bolt Schedule - - 800 0.63 Boo 050 3200 0.25 3900 n A w indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless indicated by the—symbol, 3 _8.0_0 100 8.00 0._63 Boo 075 800 0.75_ _ 48 00 028 3200 /� 8 00 0.63 8 o0 0.50 32 00 0-25 39.00 Rigid frames shall have 50%of their bolts installed and tightened on both sides f thebd t t e LL ses of we adjacent each flange before the hoisting equipment is / \ a 5m' released. ID Qty Bolt Description Bolt# Nut# �z �a-g"x � EiS= 4 1200 0.50 1200. 1.00 1200 0.50 _ 1200._ 063 1600 _019 _ 28 00 s 2 00 022 aoaa 1 8 11/"X31 "A325 H0660 H0340 € �=g i .`sEsY d - - a0 88 0 22 40 88 - g»S6 Di"". aoaa o31 ao.ea 2 8 1"X311"A325 H0640 H0330 E:�s`gso ae€zoo`s m m m m m M rl ti rl rl 0 0 0 0 0 N N \ \ \ —i rl N 12 12 m m 00 00 co _ —1 L" "� 40' 111/16" �1•_4 1,_4. 40'-111/16" ac Cr N Ln N 4'-11' 4'-11' m'4 m m co 11" 4'11 no -1 co M 3 ED 4'11' 4'-11' 1 4'-311/16° 4'-11" 4'-3 �6• no co co m NLL In u1LL -T m m m C. u� LLZ ul mZ CDi �� GO d d a d a coLL U� mz wmz mZ v� u � u � u m Vl LLZ mZ - I LLZ t -- 4 a, a' Q GXC066 J - (A -0 GXC068 — F -0m > = _t FBC50 > u > O GXC069L GXC067 O FBC50 m r L N > NS/FS NS/FS Q L W C: 0 v 46'-0" 1T-0' 17'-0' FBC50 _FBC50 _ NS/FS NS/FS04 v y a1 F M 0 0 0 yl -J m rl r-I � Tvmm FBC46 00 co NS/FS NS/FS m rn f r w 1 y IJ _ w Q V LL m T r w w Q Vr y� In tf1 `f a w a � < io v Y Z � mm cc z ce FBC42 m o N w rn in NS/FS Z M N _ FBC42 _ Z a fV J r C NS/FS v a z a oc M h0 O X Q z O L ro Q z o W N m r-i m n. LL W J V L of W V 0 Q J u 1 1_ Z to 2 0 C J m Q }, ?`d — Q c �J 4 , 2 O �o i ro 4-J � � v FINISHED FINISHED FLOOR ELEVATION: 100'-0 ' FINISHED In FLOOR BOTTOM OF BASEPLATE: 100'-1" /FLOOR O k J J, 1.. J• Z = ,,, LA LA r-1 Z ? V Z N g" 75'-93/4" 8" Q Z > V p 80'_0' 1'Sllb` QLu ICT wlJ aZ p z Z wU f wo < '0a Z � oV Q vlW m a Ln u Vl Material Schedule A.O �s �ID) Low Plate High Plate Outside Flange Inside Flange Web Notes: � F W sF V Width Thick Width Thick Width Thick Width Thick De thl Thick De tft2 �Q`C _ 1 _ 1000 050 _ 1000 0,75 _ 1000 050 10.00 0.63 1600 019 26.00 For column and rafter mark numbers,see Mark Number Plan. •f Z - - — 28-00 0.22 4088 NS/FS indicates that flange bracing is required on both sides of the frame line. _ 40.88 0.22 4088 4086 031 4088 For expandable endwall rigid Frames,if flange bracing is required on both sides(NS/FS)of an expandable endframe,the opposite side flange brace P�'rps will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. Bolt Schedule S/CXVAL 2 1800 075 800 063 8.00 050 8.00 063 47.50 028 28..00 - 8.00 063 800 0.50 28.00 022 39 00 IF NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. 3 11000 0.75 B 00 063 8,00 0.50 800 063 4750 028 _ 2&.00 +^indicates the long side of the interior columns.Columns at the ridge are typically"Flat-top'columns,unless indicated by the'•"•'symbol - 6 0 "m N e.00 063 8.00 o.so zeoo ozz 3aoo <ID> Qt Bolt Descri Description Bolt# Nut# Rigid Frames shall have 50%of their bolts installed and tightened on bath sides of the web adjacent to each Flange before the hoisting equipment is y P E:�o^o�`N�y et 2 PC* LL. 4 1000 050 10.00 075 1000 0.50 10.00 063 1600 019 2800 released_ " �� 8 ze oo o.zz ao ae 1 8 1"X 3 1 "A325 H0640 H0330 � z es= �'Evil 40.88 0.22 40-88 2 8 1 1/"X 3"A490 X X d s g v s g `Q R Y d 40.88 0.31 4088 `_EUS o�dod„B"E m m m m m C) C) 8 0 0 0 0 rm N N N N N _12 _12 rn a,1 2 1 r r (\j _ m rn o0 0000 40'-111/16' - 40'-111/16" 1'-4- 1'-4' rn m = = a a 4'-11" N N N 4' W-11' 4' 11" 11" 4'11' 11/16 11" 4'-11" m In m co�3 __-_ 4�_311h6' S'-0' nom m m m N m1A r V' V' m m m O vi �u'�. upin pVp v\I V- "n T Q) l7 Y ]C 1e vv ao in ° LL^ mz u Z LLmz m� ovr f m m m u� V� �z z - u-Z �U �� a s a a a mz mZ _ _ ' - ' i CoZ mZ � u V u :> iu N � Y Y Y 2 2 CI v u, a, GXC065 O ul O GXC073 GXC072 -0 -0 m -0 GXC071- 1 O r0 OCBA019 _FBC54 _ p 7 m O m 4 Ns `fa > � > �� b a ° =<W 0. 10 O X mo FBC50 _NS O IT-O' 46-0` — l9 to CA N X O 00 O FBC46 W m "1 ­4 NS afA 00 01tn 61 01 Ot ID w z ¢ iC a0 >1un u1 V U v w N Z _FBc42 o O E o o D NS Z ro ai v o Z -40 L z w u1 C.0 CO x v ¢ N L O L o: w ;D m -4 m` a- ti ftl Q J m J V V FBC40 NS 00 z iO C_ J FBC36 Q a-+ NS Q U ° l� 4-' FINISHED FINISHED FLOOR ELEVATION: 100'-0 FINISHED n O1 FLOOR BOTTOM OF BASEPLATE: 100' 1 " FLOOR ur O J N 17 Z ? V Z N aZ 77-111/4" 1'-43k* 8' Q O J Qa1 w 80'-0" a 1-4 ?O w O UW O < �LU Zr^ O o� Q Dw m X N U1 A �_ S ar Notes: Material Schedule If, For column and rafter mark numbers,see Mark Number Plan- ' 1D Low Plate High Plate Outside Flange Inside Flange Web Width Thick Width Thick Width Thick Width Thick De thl Thick De th2 NS/FS indicates that Flange bracing is required on both sides of the frame line. CIQ 1 1000 075 1000 0 50 1000 038 2989 0,28 42:00 4'p0 576- ``Q• �-^J For expandable endwall rigid frames,if flange bracing is required on both sides(NS/FS)of an expandable endframe,the opposite side flange brace • - - 10.00 063 1000 0-50 4200. 0.28 46-00 will have to be installed at the time of expansion.These Flange braces have been provided,as required,far this future condition. CS•S7 At GY . 2 10.00 063 10.00 0.75 10.00 0.3B 1000 038 4600 0.28 32:00 If NS/FS is NOT indicat 10.00 050 3200 0.22 4600 ed,only one flange brace is required and can be located on either side of the frame. w Bolt Schedule _ "r 3 10.00 0,50 10.00 0.63 10.00 0.37 10.00 0 38 16.00 0.16 26.00 indicates the long side of the interior columns.Columns at the ridge are typically flat-top"columns,unless indicated by the-"symbol. 5 ry YS r = c� "2t 11 ---- — 2800 0,19 3800 3o3z4 ru gg ag�� r-q - -- Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is '":e o±5 A r�@g LL 38-00 0.22 46.00 released. y p °- _ 46.0_0 0.22 460_0 ID Qt Bolt Descri tion Bolt# Nut# p �g s esV2� O 4 - 12.00 075 1200 0.75 35.25 0.25 3525 ?5+4miv'g'•g� Ln 1 8 1"X 3 1/"A325 H0640 H0330 xg€'zgi° sEg a 2 4 1 3/"X 3"A325 I H06331 H0320 e �ssro€:e �as� m m m m m 0 0 0 CD 0 fV N N N N O\l Ql in un \-I m m w IY] ao 40'111/lfi' 1'4' 1'4" 40-111/16" rn < < < ¢ N N rn 4' 11 g'11• 4'-11' N-11" 4'-11" 4--11' 4'2I' 4'11' !� in m m m m ing 4' 4'-11' m in in m co-11 4'-327,/!6' `-31�16" 4'-11' S'-0' U' l7 Y Y Y w^ m n UlLL �w �LL LL)� �N UN l.l\ in w NVI m m m 0V UN LLZ mZ mZ Goan V- bu- ` J -i -i J J 'o- m Z w Z W Z V LJ LJ LJ LJ %J - _ v iv Eb � GXC065 'o m o m FBC50 O I j O _ FBC50 m > u j NS/FS NS/FS O N c W GXC062 GXC064 a of a o 17.0" 46'0• lr o" o kD FBC50 FBC50 IL NS/FS — NS/FS Q: iD TO ro O O W � m ,-I r-I FBC46 w FBC46 tiyl m m NS/FS S m N it co t /FS 4-1w 0 71 OlF-LL w LL 3 n to U3 k� it < z 0 Of ko 11 2 m m FBC42 n w p v ¢ n U NS/FS N Z iv w J u N Z _FBC42 O Z v v o v w v � NS/FS ' J r c w m H m a LL J Q O V Uu J tI V I Z 0) o m O to iO Z 9 �� ;Q. io ap ¢�Z iD C 07 J N < ® C = 0 4-J FINISHED FLOOR ELEVATION: 100'-0 r-I tJ BOTTOM OF BASEPLATE: 100'-1 " N 0 N FINISHED FINISHED Z = to FLOOR FLOOR i--i 0 0 N w 8' 75-93/4" 8' Z N V 1'S14' r-5W Q Z 80'0' J O J Q YZ of 0 J wO f w0 oQ Z m oU Q LU m `� a N L/1 Material Schedule �R N- R S., �Ip` Low Plate High Plate Outside Flange Inside Flange Web Notes: Gp OY 7 Ff J Width Thick Width Thick Width Thick Width Thick De thl Thick De th2 �f O. 1 12 00 _ 0.50_ _ 12._0_0_ _ 1.00 12.00 0.50 12.00 063 1600 019 2800 For column and rafter mark numbers,see Mark Number Plan. � Z _ - _ _ - 28.00 0.22 4088 NS/FS indicates that flange bracing is required on both sides of the frame line. • 40.88 022 4088 q • - 40.88 031 40.88 For expandable endwall rigid frames,if flange bracing is required on both sides(NS/FS)of an expandable endframe,the opposite side flange brace will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. 3 S-ICNAL 2 _8,00 100 800 063 8,00 075 800 _ 0,75 48.00 028 32.00 _ Bolt C✓c h e d u I e 8.00 063 8.00 0.50 32-00 025 3900 If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. 3 _ 8_00 1 00 a 00 0 63 8.00 0 75 8 00 0,75 48.00 0 26 3t00 indicates the long side of the interior columns.Columns at the ridge are typically'flat-top'columns,unless indicated by the—symbol. 3 5a K 9 N O Qt Bolt Description Bolt# Nut# a <"st+ z �a `F=x - - - - 8.00 0 63 B.00 0.50 32 00 0 25 39.00 ID v P _ s z , 4 0= rl Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is a o 5 E R r.S Q LL released. g f c'ya Za o r5 4 1200 050 1200 100 1200 050 1z o0 0 63 16 00 0-19 28 ".o0 1 8 1 X 3 1 "A325 H0660 H0340 x=9 " O - - - - - 28 00 022 4088 '�•4 Ei-: � S l0 4_0.88 0.22 4088 2 8 1"X 3 1/"A325 H0640 H0330 s z 8-1F§rf€g'��� a 40-88 031 40.e8 m m m m m ON ON ON O O a) 01 r 1 rn -4 r-I r-I -1 ri N 12 12 1� `1 M M m 00 m 40' 111/lr;' 1 a' 2'4• 40'illh6^ v, U- � rY � a a a 4' 11' 4'-11" 4'-11" 4'-11" 4'-11" 4'-11" 4'-11" m m m m m 4'-11" 4'11" 4'-11" 3 00 on in 4'-311/15' a'-11• 4'-311h6" cc m onm in l7 cc m m N n VI oo LL '^"" '^"' u� Ln E f m co ID m� to m2 mZ mN V\ IO VI a- n- a- n- d in m� LLZ I - - _ iZ mZ m\ J J J J J I U U V U V LL Z U1 4 N + in0 2 0 0 o °m tu > O O FBC50 CO '1 L rQ NS/FS 70_0" NS/FS p a>i c a)CENTER TO CENTER OF RAIL } Q LE. Q v r o iD iD FBC50 J FBC50 d � NS/FS NS/FS o v CA N iO ID N O '--I r: O O O W J FBC46 r _FBC46 F" >, m m NS/FS r Qc NS/FS y Hck co LL ao 'A 3 T rn rn Q Q J Vi y,, Ln lfl D � w v U 2 tUv FBC42 g " z N Z a FBC42 Z rEo ui i\ wm a co d C s m O Q Lfl O 0 m 0 N ' -4 CO a- t� iD O v v O -m U 0 ~ } I o Z LU �( �0 'D In 'D CO OW O _ H U)CO? J aJ Q LU J 0 � C 2 O LA r r U r- FINISHED FINISHED FLOOR ELEVATION: 100'-0 FINISHED N FLOOR BOTTOM OF BASEPLATE: 100'-1" FLOOR In • IZ Ln -r O r O N Z w L B• 75'-101/4" B. Z U V Q Z 80'0^ 1'4�" J O J Q E� Z aZ O �g� z J w O co �-� o O Q Q Z n'4 G Lll m 8. U 111 D Material Schedule Low Plate High Plate Outside Flange Inside Flange Web Notes: IO Width Thick Width Thick Width Thick Width Thick Depthl Thick De th2 ` �p< 1 10.00 0.50 10.00 0.75 10.00 0.38 10.00 0.50 1600 0.16 28.00 For column and rafter mark numbers,see Mark Number Plan. y , 2800 0.19 41.13 NS/FS indicates that flange bracing is required on both sides of the frame line. 41.13 0.22 41.13 - 41.13 031 41.13 For expandable endwall rigid frames,if flange bracing is required on both sides(NS/FS)of an expandable endframe,the opposite side flange brace will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. SSIONAL -" 2 8.00 0.75 8.00 0.50 8.00 0,50 8.00 0.50 46.00 0.25 23.25 - - 8.00 0,38 8-00 0.38 23.25 0.19 35.25 If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. Bolt Schedule 3 8.00 0.75 8.00 0.50 8.00 0-50 8.00 0.50 46.00 0.25 23.25 ^*"indicates the Ion side of the interior columns.Columns at the ridge are typically flat-to columns,unless indicated b the"*"symbol. it L f _ g g YP Y" P" Y Y S� s £E '^ O - - - 8,00 0.38 8.00 0.38 23.25 0.19 35.25 Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is r�$s 1 n2€p€ 4 10.00 0.50 10,00 0.75 10.00 0.38 10-00 0.50 16.00 0.16 28.00 ID Qty Bolt Description Bolt# Nut# pa'g 4. VeIQ LL' o�`t released, 28.00 0.19 41.12 gi ox f�' 41.13 0.22 41.13 1 8 1"X 3 1/4"A325 H0640 H0330 41.13 0.25 4112 °E3».a. 6oE£5E«Y'6o3 M m m m m O O O ON ON (31 01 1 un r\-I 00 00 00 m m m -1 V1 K cr 1 11/16 40'-11;f 6" = N Ln Un ao'-1 1'-a' r-a• ' 11' 4'-11 4 " q•_11- co m m m m 4'11• 4•.11. 3 3 3 3 3 4' 11" W-11• 4'-11' 1 m co m m m 4'311/15' 4' 11" 4'-3 1/16 S'0• l.7 0 m m m 5'0• a n X a4 a f f on co m gjX mm rf'n rrnn mX c v tJ u V tJ mm Um X� 19..• IlJ... X� uX l7" m X J 17.E - I _ _ _ •� f 17... > W N •� 17.... - ' �' Of Y Y UJ UI N LA Q O FO :2 :2 m :2 r 1 > '5 CO O In o r-i z N GXC035 0 v c v GXC035 70'-0' (L3X3X 1/4 Q LL IY Q (L3X3X 1/4) N , CENTER TO CENTER OF RAIL � r o iO I I GXC035 Q GXC035 (L3X3X1/4) rX (L3X3X 1/4) ' y C N O r1 28'-8' � Mo W _j m 25'8• M r-I r-I r GXC036 y H 1 rn GXC036 (L3X3X 1/4) yl ro D O Ol (L3X3X1/4) V1 to W 'a ao r m M to V V v a iO ? O E co IDr W r o z m v w '^ FBC42 ] `� O L C FBC42 < N Z v w Z: O ' L v rxo a i, ea m ,� m o- LL w m < m C N mO V o_ r i0 O Li F- F Ln r � r ZD C zo I J m I � a C ® I = 0 ZP o I � O wLn n FINISHED FLOOR ELEVATION: 100'-0 FINISHED = � FINISHED BOTTOM OF BASEPLATE: 100'-1" FLOOR Z 0 FLOOR ~ rLu - - Z LAV az 8. 75' 101/4" g J O J O� - V-471a" 1 47 fi• w V, l7 a Z o Bo'o• ?� Z w0 f I w0 pQ Z r^ �1 d w co D �kiJ Wa(A a D l/1 Material Schedule Notes: Low Plate High Plate Outside Flange Inside Flange Web ID For column and rafter mark numbers,see Mark Number Plan. Width Thick Width Thick Width Thick Width Thick De thl Thick De th2 _ 1 10 00 0 50 10__0_0 0.75 _ 10.00 0 36 10-00 0.50 16.00 0-16 28.00 NS/FS indicates that flange bracing is required on both sides of the frame line. _ 28.00 0.1.9 _ 4112 4112 022 41-12 _ For expandable endwall rigid frames,if flange bracing is required on both sides(NS/FS)of an expandable endframe,the opposite side flange brace S/�YVAL 41.12 0-31 4112 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future conditionS 2 800 0-75 Soo 050 8.00 0.50 800 0,50 4600 _ 0.25 2325 _ If NS/FS is NOT indicated,only one Flange brace is required and can be located on either side of the frame. 800 0-38 8-00 0.38 23.25 019 3525 w indicates the long side of the interior columns.Columns at the ridge are typically"flat-top'columns,unless indicated by the-symbol- Bolt Schedule S ;+i €$6y.a a X�� N 0 3 8.00 0.75_ 800 050 Boo 050 800 0.50 46.00 0-25 2325 C,$" " F 8-00 0.38 8.00 0.38 23.25 019 35.25 Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each Flange before the hoisting equipment is u-F o 0 gYa �a;�p4at2572 0 released. �y ��•_ v q 10,00 050 1000 075 1000 0.3e 10.00 0.50 16,00 0-16 28.00 ID Qty Bolt Description Bolt# Nut 00 r 'IT!" !33>L s g d 2800 019 41.12 4113 0.22 4113 LE € of 1 8 1"X 3 "A325 H0640 H0330 41.13 025 41.12 m r+l rn M eys O O CD O O N N N NJN L .may .�-1 CP Ln r_M rrn co 00 CID m a a a m Ln Ln Ln m m m m m 3 3 3 3 co m m m m I m 19 m m m l9 to ]C Se 12 � onm m 1 0 a s a a a J J J J J U V U U U > N N 16'-011he" ; Y Y 3'-0" 14' N-4" 3 0' A00005 0 O +0 W 4'411/lfi ; IUD >O cop Cl] c- m r> L N m > U > m - p W C W O O O 2 C N O r•-I ro O O O T m m r0 01 tT Z Z Vi y to un Q Q � u 2 +iVvd f-1 v o E m Z ro w O L C O FBC30 L m r 1 an d ti 0) 00 4 0J ' C_ io I J a a c o ° FINISHED FLOOR ELEVATION: 100'-0 ' IFINISHED UFLOOR FINISHED BOTTOM OF BASEPLATE: 100'-1" 1-1 U • Z = Ln I--r O w 0 Z 7 j O J Q t I Q E— J 01 ZuJ aZ O B zF— 1-+ ZO w O E D �v m IX �� J f WO �Q z Q LL o V v m i Ln D In Notes: s For column and rafter mark numbers,see Mark Number PIarL NS/FS indicates that flange bracing is required on both sides of the frame line. For expandable endwall rigid frames,if flange bracing is required on both sides(NS/FS)of an expandable endframe,the opposite side flange brace will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. , Bolt Schedule /`N"L If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. indicates the long side of the interior columns Columns at the ridge are typically"flat-top'columns,unless indicated by the'•'symbol. g r� H O Material Schedule ID Qty Bolt Description Bolt# Nut# sg9i $ sa nxfa H Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is 8��°r'y.�p5+rmpg B?-53 LL !0 Low Plate High Plate Outside Flange Inside Flange Web released. 3 O Width Thick Width Thick Width Thick Width Thick De thl Thick De th2 1 4 "X3"A325 H0633 H0320 g9�e�gd-�H$ SF�°=,r 1 8.00 0.38 - - 500 019 5,00 0.19 1150 0 13 11-50 • T" Y«S€o� `E3v 2 5.00 0.25 500 0.25 &00 0.38 500 025 1150 015 1150 M M M M M O O CD O O ry N N N N CIN c1n in in r-1 r-1 r7 r-1 N cc a a a 12 tr Ln rn rn 1 16-011116" m m m m m 3 3 3 3 3 mmmmm � � mmm 4'-4" 3-0' l9 l7 Y Y Y 4'-411116" F g m in co A00005 a a a a a co J J J J J � U m V V V U U lJ m m LL >Qi tU a+ a+ a+ O _ N ^ O O V r O O O = O m r 2 m r I L N u > Q U- Q I to 111111 IO FBC30 r y c N 0 rt m m rn Z Z a y > to to to Y Q� o u 2 U vv a �� m o Z E ¢� ui m m O t/ o r , 0 b0 X m � tna .° � t--I i 1 O � I v c_ I J FBC30 j Q C 2 O N 4J �-1 U � v O N \1� NO O Z w L FINISHED FINISHED FLOOR ELEVATION: 100'-0 ' FINISHED z N V FLOOR BOTTOM OF BASEPLATE: 100'-1" FLOOR Q Q O J � 8- 14'-4' I Z ¢Z O Z O m 1'0' 16-0' m w O o Q z � I oU Q Gw m t-I 1 11 Q.l/1 -l/1 RJJV Notes: For column and rafter mark numbers,see Mark Number Plan. 4� NS/FS indicates that flange bracing is required on both sides of the frame line. ';��''I C►l�� r'SICMNAL ' s For expandable endwall rigid frames,if flange bracing is required on both sides(NS/FS)of an expandable endframe,the opposite side flange brace will have to be installed at the time of expansion,These flange braces have been provided,as required,for this future condition, Bolt Schedule Material SeheduIe If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. 5 r pp zez z�Zy = 0 rv8i ID Low Plate High Plate Outside Flange Inside Flange Web •"indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless indicated by the symbol. o` Qs`! LL. Width Thick Width Thick Width Thick Width Thick De thl Thick De thz ID Qty Bolt Description Bolt# Nut# 5�.€ �ssg1% O 1 8,00 038 - 600 025 6-00 0.25 11,50 0-12 11.50 Rigid frames shall have 50%of their bolts installed and tightened on both sides ofthe web adjacent to each flange before the hoisting equipment is 1150 012 1150 released. 1 4 3/"X 3"A325 H0633 H0320 oE� EmYY £ o 2 6.00 025 Soo 025 5.00 0.31 Soo 025 1150 0.15 11 50 £ 6E t:o E3 a r3ge�fktC 'EoE m m m m m ROD MARK HILLSIDE FLAT A307/A325 COUPLING TYPICAL FLANGE BRACE MARK NUMBERS 3 o O O o NS'-6• IV N N FV N_ DIAMETER NUMBER WASHERS WASHERS NUTS NUTS cn O% In In "•I ACTUAL FLANGE BRACES DO NOT HAVE MARK NUMBERS ON THEM FLANGE BRACE OPPOSITE SIDE N S�"0 ROB (2)H0930 (2)H0210 (2)H0310 HOB10 cn Do \ 00 FBC REQUIRED WHERE INDICATED M m m m I/4'0 RDC (2)H0930 (2)H0220 (2)H0320 H0820 ON EflEcnoNDWGS AS'NSAFs' L/I 7/a"0 ROD (2)H0930 (2)H0230 (2)H0330 H0830 INDICATES LENGTH OF FLANGE BRACE IN INCHES EC •Q Q OC V1 to N -- LENGTH % NOTE: Do on m cO m 1'0 RDE (2)H0960 (2)H0240 (2)H0340 HOB40 3 3 : 3 3 1/2%2-A325 BOLTS ARE CO CO CO m Do RDF (2)H0960 (2)H02$0 (2)H0350 HOB50 ,/� REOD FOR BOLTING FLANGE BRACES L7 L910 CO Cri CD 4 LD L7 Y ]C ]C ROG (2)H0930 (2)H0260 (2)H0360 HOB6O PURLIN H0603 BOLT .4 FLANGE BRACE E E CO m co -- H0300 NUT MARK FIT Cl O_ d O_ El F B D_ T\\ H0603 BOLT RAFTER H0200 WASHERS No3oo NUT J J J J J SEE PLANS AND ELEVATIONS H0200 WASHERS LJ V U L.J U FOR BRACING MARK NUMBERS FLANGE BRACE �. INDICATES LENGTH OF FLANGE BRACE IN INCHES MK.FB_ �' ♦ > N III LENGTH OJ ♦ COI LIMN I H0603 BOLT ROD ASSEMBLY ♦♦ ♦� NOTE: Ho3o0NUT a+ ♦ Ho200 WASHERS QI VI OJ MIC RD_ ♦♦♦♦♦ Ih X 2•A32S BOLTS EU p +� Q WEB OF ♦♦ ♦ ARE REQUIRED FOR LA COLUMN OR HILLSIDE WASHER, H0603 BOLT BOLTING FLANGE BRACES I IL f6 RAFTER FLAT WASHER, FBC— COUNTER LENGTH H0300 NUTj m p m AND NUT G 0i 3$/k" H0200 WASHERS � m ri v ; COUPLING NUT p2 37 I,$- (QUANTITYVARIES) COUNTER-SEE CHART 2'-41I2" WALL GIRT 0 N C 03 491/2" FLANGE BRACE OPPOSITE Q Li- = Q = LENGTH 04 50 Iw SIDE REQUIRED WHERE INDICATED ON ERECTION DWGS.AS•NS E PS• TYP FLANGE BRACE(Q)BU COL&GIRT 0 ROD BRACE DETAIL TYPICAL FLANGE BRACE AT PURLIN&RAFTERSEE 0 AF0010 AG0010 NOTE: FLANGE AND PART MARKS AG0030 (WEB TO WEB) AG 0003 SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS FLANGE BRACE PART MARKS CL CL �` dW CEE STRUT DIMENSIONS SHOWN PIPE/BOX CEE STRUT DIMENSIONS SHOWN COLUMN OR PIPE STRUT ` 10 THIS SIDE OF CENTERLINE I THIS SIDE Of CENTERLINE RAFTER I 1/2• SEE PLAN/ELEVATIONS FOR W J fFl m r-I 112. 4 MK NUMBERS B LOCATIONS ry T m LL � a, 0rnrn END OF CEE 6�¢' 3 1/2' 1 4f 4 1&' END OF PIPE/CEE N -I (n cp T � � BO%CEE L Y (VI m STRUT WITH PIPE/ -_- - -__- -_- U I i u T-PLATE BOX ^ O E CEE O _ ] 0 --- - _ STRUT Z WITH ? In To 0 X KNIFE � O .� PLATE � m rI m` a LL O SHOP WELDED PLATE COLUMN OR RAFTER SH7WELD. PLATE e e L� II J N O I1 BOXCEESTRUT BOX CEE STRUT PIPE STRUT it HI WITH T-PLATE WITH KNIFE PLATE WITH KNIFE PLATE O STRUT DETAIL PIPE STRUT DETAIL Z J z = � E 6'PIPE STRUT OR BOX STRUT AT B'(MIN.)COLUMN OR RAFTER B"PIPE STRUT AT 10-(MIN)COLUMN OR RAFTER HI O ~ NOTE:USE(2)1'%3 1/p A32S BOLTS HO6G0/NUTS H0330 A K0060 NOTE:USE(3)1'X 3 1/p'A325 BOLTS HO6A0/NUTS H0330 A K 00 7 0 F._, Z SEE PLANS B ELEVATICNiS FOII MARK N"ERS ANOLOCATIONf N N a Z Q Z v Q F- wJ z J ?u E () o Q z o V Q W m Of Vl u Vl QVAL ad W o sZL1i$�3p ��� N LL - 'L;>.;���avgoSFg�r Q x .`E3Swg€er�fS��`_o m m m m m 6"0PIPE JACK FRAME RAFTEq O O O O O USE(2)1"x3 114'A325 II N \ \ = ` II STEEL OFFSET FACE OF 01 r-1 I I BOLTS H0640/NUTS H0330 CLIP MKS GXC_ LINE f:Ei PLANS) COLUMN -^ L�)z NOTE: 61� m m m Co 0o u o I I B'0 PIPE I I (NSBFS)WITH 3p•WASHERS II BRACE STRUT USE(3)1'x 3 1/q'A325 (1B)3A'x B•A32s $a N N N II REQUIRED OVER p00n� A, II Q Q Q BOLTS H0640/NUTS H0330 A ALL SLOTS -LINE w fb m f1) m m I� A 3 m 3 3 3 �L [D m m CD fb Q ---- -LAO. 3f _ A _VARIES L�Im'J F U. %J Ii X Y Y alp T (AFF) T m m Co 0 `Y T N II 3 b -$ a -1 L d 6J d O 5 x 3 x 5116 (4)3/4"A325 BOLTS _ _ I ? I I U U U U U ANGLE BRACING (2)ANGLES MK.GXC_ / 1 01 11 INSTALLED BACK TO BACK Sc 11 cl 5 x 3 x 5/16 11 LEAN-TO If I II01 I, 1 3 RAFTER ANGLE BRACING , ]Ack q SECTION r O p 01 (2)ANGLES MK.GXC_ II --- view ,A, NEW CONSTRUCTION TD = m 11 INSTALLED BACK TO BACK I I EW OR EXISTING COLUMN p :3 m Q CO 1 THE FULL HEIGHT COLUMN MAV BE STRAIGHT OR TAPERED THIS DETAIL fb U N II II IS INTENDED TO SNOW IHECONNECTION OF THE LEAN•TO RAFEFA ONIY QJ C U1 II 1, w Q LL = Q = II 11 COLUMN AT AN EXISTINGCOLUMN CONDITION,FIELD DRILL THE CONNECTION 11 m NOLES 't AAGEA TITAN THE BOLT DI4METEA CONNECTION DETAIL BEAM CONN II (S)11/4'0A325 ,1 J LEAN-TO RAFTER TO COLUMN . II (1)SPLICE PLATE 0 BOLTS H0660 11 w W MEZZ BEAM TO WEB OF FULL HEIGHT COLUMN 0 II MK,GXC_ NUTS H0340 1' w BELOW EAVE �I AT SPLICE PLATE 11 A 0013 0 M A 0 0 0 Iuc I� II w o y p (4)3k"DIA.A325 BOLTS J En O r-I Ip O O O it COLUMN 0 COLUMN ,i o ` IY1 EY) I � - 11 j1 Z � U v V 2 SHOP WELDED SHEAR PLATE � 1 1 II 11 5 x 3 x 5h6 11 i�7 0 p E J Z '1 ANGLE BRACING ,1 J O L C �I (2)ANGLES MK.GXC_ ? Lfl M 0 X I' INSTALLED BACK TO BACK 1 -1 m d LL 1 1 1 O EO 11 I I m ROOF BEAM MK VARIES 1 1 (2)1 1/4"0 A325 2' 2' 1 O BOLTS H0660 O NUTS H0340 O AT EACH END OF ANGLE Q SHOP WELDED FULL DEPTH STIFFENER FINISHED FLOOR I \\ ROOF BEAM MK.MXB_ Q CLOFCOLUMN CLOFCOLUMN 25'0" FRAME RAFTER (4)3k-DIA.A325 BOLTS (CENTER OF COLUMN TO CENTER OF COLUMN) Ln Qj FRAME RAFTER 1C'1 0 L DOUBLE ANGLE BRACE DETAIL ROOF BEAM CONNECTION DETAIL ROOF BEAM CONNECTION DETAIL Z 0 F� BEAM TO FRAME CONNECTION BEAM TO FRAME CONNECTION 1--I ` SEE ELEVATIONS FOR ANGLE MARK NUMBERS IF NOT SHOWN IN DETAIL ALOOZS AV0010 AV0050 N Z a w ►� ZN Q Z Q O J � lJ f w l7 Z O f Z Q w ?� J wO o w0 �Q Z m r-1 o V Q W m = a V1 D to 1 A• LSIP fit �ss�QVAL �� y+ w (n >yp jL'W$ Ytjfl'Fos N �.Yu n. EE��Sgsa�fo:�se� m m m m m 12'6" 5L RIGHT HAND DETAIL SHOWN, I¢ O O O O O ENDWALL RAFTER LEFT HAND OPPOSITE w� cp In In USE(2)112"x 2"A325 > 1'2" (4)3/4 x 3" z l w m m oo m CO RAFTER I n - BOLTS H0603/NUTS H0300 u O SECTION A A325 BOLTS/NUTS wl In = � Of CLIP MK PWCOl __F w (CLIP TO WEB CONNECTION) Of Q Q Q Z LL HANGAR VERTICAL _____________ - u O CLIP MK PWCOl 11 DO m m N 3.SO" AFTER ALL BEAMS m m CO m m T-CLIP Mx.GXC_ GIRT,IF GIRT ARESETB LEVEL / it W/(2)3A'x 3' A , BOLT58ANUTS - REQUIRED ... '� I 1 (BOLTS/NUTS25 L7 <), m m m A325 BOLTS m m m CD m 1.25" __________ ao m m I I III I I T-CLIPMK-_ CL 11 CL d n- o TUBE HEADER I I v III I I + I u u LJ� I MK.MXT - - _ I _ A.F.F I O _ I------- - J 5 > > > Of w m {I11 'I 1,25" n a GIRT ANGLE MK _ Z MAGOI WITH(2) I ,� IOU p N O � f H1020FASTENERS 1 13�" O i7 w I — CO _3.50" K , 3 (TYPICAL) , _ V' 0 Z w ( 1 DOOR HEADER ` 7 CO O m u4 "p o �W w r?F' 1Z (REFERENCE WALL m ,--I U > 6 6 ELEVATIONS FOR MARK > • I NUMBERS AND DETAILS) Q LL Q Of ENDWALL CL BOX KICKER L COLUMN MK.SKS020 FLUSH GIRTS AT HANGAR VERTICAL HEADER ATTACHMENT AT VERTICAL - (BS075) FLUSH GIRTS AT HANGAR VERTICAL HEADER ATTACHMENT AT HANGAR VERTICAL NOTE:USE(4)I/2"x 1 1/4"A307 BOLTS H0500/NUTS H0400 NOTE:USE(4)V,!'x 2'A325 BOLTS H0603/NUTS H0300 SL REFERENCE STANDARD WASHER DETAIL FOR TYPICAL A W 003 0 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL A W OO S O WASHER REQUIREMENTS WASHER REQUIREMENTS UI C N O r-1 SL VERTICALSTUB W J 1 p TI I GIRT(IF REQUIRED) ' B" it (BOLTS/NUTS2s ? 0-In To 11 a I, �: Y AW0030 I u 2 v m in TUBE HEADER O C (CONT.OR Q C COLUMN SIMPLESPAN) Z r-- T S• SHOP-WELDED PIATE � 0 Oo 0L C VERTICAL SUPPORT z M MK.MXH_ , I 2' ___--_- m rl m d tL 1. I I 1_---a 1 32'-0" L J 1 AFF I 1 I AW0050 I I TUBE HEADER BOTTOM CEE GIRT 1 1 ------------------— -------------- (REFER TO ADDITIONAL MK.MXT DETAILS FOR ACTUAL CONNEC IOON;IONAND SECTION A 4 Zw u1 Zo _ m rr w w= _ 4-J TUBE ATTACHMENT AT COLUMN TUBE HEADER ATTACHMENT AT INSET COLUMN w L" SKIRT WALL DETAIL REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS HEADER ATTACHMENT AT VERTICAL O= to 6- COLD-FORMED SKIRT WALL AT FLUSH OR INSET GIRTS �( HEADER ATTACHMENT AT HANGAR VERTICAL Z E REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS AX00 1 O A W 0115 M REFERENCE STANDARD WASHER DETAIL A W 0120 M N O w FOR TYPICAL WASHER REQUIREMENTS I--1 Z = Z n a Q Z V Q O J f� Z ZO io a� 1� w z J V m M w0 oQ z a l/1 u l/) Z) C !' g c o 4 / S�XVA� I. w _e x az m3 aE os 4fE N fYl oLL 3m O r�i NmC)cne-1 CmLnr00>-1 cmLn) mCN>N (\j cn cn Ln Ln -4 m m 00 m 00m m a a a m m m m m 3 3 3 3 3 m m m m m Lo 0 m m m l7 0 m ]C m m m m d D -- --•C9�0 OPO.yO � N4�OP q�7a LO 'LO 0 TYP �O> LOP C 0d C'OY.0 in J J+% udJ uJJ u u0. LEAN-TO AH001 BUILDING c Idar a la rn Ce 4) y a)B Q M%C002 XC002 q MXCO02 AH0260 MXCO02 MXCO02 M MXC002 MXC002 > > Of I o f F. t o l 0 1 u l U D, _MXC001 I •' t I 1 1 ° m m L m MXCO04 K I I x I x I x I x x MXC007 - , I I U > MXCO05 o MXC005 l7 M%C005 MXf005 l7 M%COOS l7 MXC005 l7 G%C052 I I 1 i J Q LL aC M GXC050 GXCO50 m o m GXC052 I I AH0040 TYP Q 1 m n n I U o f G%C058 — , UNBRA0 T BAYS 1 O GXC046 GXC046 x� X x x �i GXCO55 G%C057 O I LL I--__ GXC047 I I I I t i0 t I I iO I GXC056 GXC059 I ►� �' \GXC03BGXC051 I I I I 1 1 I I I I U 1 Q I I m I 1 w I 1 I t I I m I I w 1 1 w Z z mo I I p I I I I AH0265 0 1 O I Z 1 I z ; I W (� 0 0 0 1 I I 1 a 1 1 1 I p U m N Z F x co I I I I I I 1 I N , Z 1 I Z 1 I ^ 2. 0 0 0 p GXC037 I , I I 1 1 , ( I a. W m rl ri -GXCO61 1 I I 1 1 I 1 I I O I J I I I I I I , W 1A ` co m et GXC04B 1 G%C037 GXCI Q , 1 1 z � C1l C11 Ic— I I 1 1 1 Z �„ iJ ~ rl .--I m G%C074 iq I W 10cn '^ 1D i I u GXC054 _ AH0075 TYP @ 1 1 I >, GXC043 G%C043 o D I o I o I o t o D I Y t I (� ?� a x x x x x GXCO54Ln - M%COOS MXC005 MXC005 M%COOS MXCO05 ----MXCO10 O 1 1 Q _ x x M%COOS BRACEO BA S t , u 2 u my ch (2)GXC049 ' n n ni a GXC053 , , I I MXC009...i I , , 1 0 t o t o o GXC053 , 1 I I I p E O I D I O 1 D I X AH0280 I X I X X Z f0 N MXC002 , I ,. 1 I7 I I l7 I I M%C002 1 MXC002 1 MXC002 OLf1 bD ° X I I I I I I MXCO02 I MXCO02 t� I MXCO02 T 020 P020 CB•9 _ POD CeN� O�__Ce''� + _ ---© i� m O m d li B _Lw I 1 I I EQUIPMENT I 1 ' 1 t , 1 j STORAGE 1 BUILDING I I t + BUILDING 1 1 I I I 1 I I r 1 I 1 I 1 1 I I I I I I + I I 1 1 I I I I I i 26'-2" 25#-0" 25'-0- 2V-0" 25'-0" 25'-0" 2T-W 25'-0" 25'-0" l 25'-0" ( 25'-0" 25'-0" 26-2" L I i 327'-4" i I , I 1 1 Vl c 1 I I I t l 1 I I 1 I + lyJ 10 11 12 13 14 15 ZO a Z O c N Z w Z N V Q Z V NOTES: W o Q z o 1) MXC_INDICATES (W21x48)CRANE BEAM W/ (C12x25)CAP CHANNEL AT TOP-RUNNING CRANES O w o z~ ' " wV m AND(W18x119)CRANE BEAM AT MONORAIL CRANE w p g Q Z m 2)CBA_INDICATES(L3x3xl/4)ANGLE BRACE LOCATED AS SHOWN o.N Q V Lu U.) ° 3)GXC_INDICATES (1_443/8)SWAY BRACE LOCATED AS SHOWN 4)SEE MARK NUMBER PLAN FOR COLUMN AND ROOF BEAM NUMBERS ERECTOR NOTE: THE CBA_ANGLE BRACES MUST BE INSTALLED ON THE FRAME COLUMNS AND ICNAL A ATTACHED TO THE CRANE SYSTEM AT THE TIME OF BUILDING ERECTION.THE BUILDING RELIES ON THE CRANE SYSTEM FOR STABILITY.WITHOUT THE CRANE SYSTEM AND THE CBA_ANGLE BRACES INSTALLED,THE BUILDING IS UNSTABLE. THIS APPLIES ONLY TO CRANE SYSTEMS SUPPLIED WITH THIS BUILDING AND DOES LL 'Yxs`ar 'S:so O NOT APPLY TO FUTURE CRANE SYSTEMS. y If �pxYg}�i�F A,5. C) � 8 � � �N N N N N a, k 6 kn . . N m Cnn 00 Co 00 G D G D C G D C G D C G D C C G D C Df tan tail Val Y Y Y Y Y Y m m co co m E E E E E E l,7 tJ m m o7 F F F II F IN F Y f m Co m d d 0- O_ tZ V V 11 11 a ® Crane Supported By Frame Columns ❑ Crane Supported By Frame Columns ❑ Crane Supported By Separate Column ® Crane Supported By Frame Columns ❑ Crane Supported By Frame Columns ❑ crane supported By Separate Column Cu Cu N (50 KIPS Max) (100 KIPS Max.) (Over 100 KIPS) (50 KIPS Max) (100 KIPS Max) (Over 100 KIPS) a+ a+ Top Running Top Running P P Top Running Top Running 01 Q in 17 1 P P Single Girder(TRSG) Double Girder(TRDG) Single Girder(TRSG) Double Girder(TRDG) 0 0 MATERIALS PROVIDED BY MATERIALS PROVIDED BY v m -o o hl NUCOR BUILDING SYSTEMS . 0 hl NUCOR BUILDING SYSTEMS 'o m m 6 m A °B Y N A °B Y N Ci O > v ® ❑ Design For Crane Loads Only ® ❑ Design For Crane Loads Only Q LL O Q O' Detail of End Truck Detail of End Truck • For Multiple Cranes Only ® ❑ Brackets or Auxiliary Columns • For Multiple Cranes Only ® ❑ Brackets or Auxiliary Columns ® ❑ Runway Beam Crane I.D. (A, B, C...) B&C ® ❑ Runway Beam&Channel Crane I.D. (A, B,C...) A ❑ ® Crane Rail&Method of Attachment ❑ ® Crane Rail&Method of Attachment Information Provided/Confirmed By Customer Information Provided/Confirmed By Customer ❑ ® Crane Stops ❑ ® Crane Stops Ur Quantity of Cranes: 1 Quantity of Cranes: 2 Crane Type(TRSG/TRDG): TRDG Crane Type(TRSG/TRDG): TRDG UJ IA Len th of Runwa 25-0 Rated Capacity: 15 tons Length of Runway: 150-0" ft. > Rated Capacity: 15 tons g y: ft. 2 13 H CMAA Service Duty Class: D No.of Wheels Per Endtruck: 2 CMAA Service Duty Class: D No.of Wheels Per Endtruck: t9 Operation Control Type: PENDANT Adjacent Crane ID: N/A Operation Control Type: PENDANT I B&C U G Adjacent Crane ID: J 0J Hoist and Trolley Weight: 3,400 lbs. Crane Rail Size(ASCE): 60 Ibs/yd Hoist and Trolley Weight: 3,400 lbs. Crane Rail Size(ASCE): 60 Ibs/yd ? 0 X m Bridge Weight: 43,600 lbs. A Wheel Spacing: 15-0" ft.-in. Bridge Weight: 43,600 lbs. A Wheel Spacing: 15-0" ft.-in. m d LL P Max.Wheel Load w/o Impact: 22,020 lbs. B Center to Center of Adj.Crane Wheels: N/A ft.-in. P Max.Wheel Load w/o Impact: 22,020 lbs. B Center to Center of Adj.Crane Wheels: 101-0" ft.-in. YP Bumper Type: ** C Minimum Clear Dist from Top of Rail: 4'-0 ft.-in. Bumper Type: ** C Minimum Clear Dist from Top of Rail: 4!-0" ft.-in. P ** 101 Bumper Stroke: ** in. D Minimum Side Clear Distance: 10" ft.-in. Bumper Stroke: in. D Minimum Side Clear Distance: ft.-in. p Bridge Travel Speed: ** fpm E Top of Rail to Finished Floor: 37-0 ft.-in. Bridge Travel Speed: ** fpm E Top of Rail to Finished Floor: 37-0 ft.-in. Q Crane End Stop Force: 9,200 lbs. F Top of Bracket to Finished Floor: 34'-10" ft.-in. Crane End Stop Force: 9,200 lbs. F Top of Bracket to Finished Floor: 34'-10" ft.-in. to 3 70'-0" hl To of Rail to Center of Stop: 5 3/4" ft.-in. G Center To Center of Rail: 70'-0" ft.-in. _ hl Top of Rail to Center of Stop: 5 /4" ft.-in. G Center To Center of Rail: ft.-in. P l/1 I--I SPECIAL NOTES: **SO AS NOT TO EXCEED CRANE STOP FORCE SPECIAL NOTES: **SO AS NOT TO EXCEED CRANE STOP FORCE GJ VERTICAL IMPACT FACTOR=10% LATERAL FORCE AS PERCENTAGE OF LOAD+TROLLEY=20% VERTICAL IMPACT FACTOR=10% LATERAL FORCE AS PERCENTAGE OF LOAD+TROLLEY=20% Z 0 LONGITUDINAL FORCE AS PERCENTAGE OF MAX WHEEL LOAD=10% LONGITUDINAL FORCE AS PERCENTAGE OF MAX WHEEL LOAD=10% Q � GJ TOP RUNNING CRANE DESIGN INFORMATION DETAIL TOP RUNNING CRANE DESIGN INFORMATION DETAIL AH0002 N O w AH0002 Z N V CRANE SYSTEM GENERAL NOTES a 0 u Q J Cn 1)COORDINATION OF OTHER TRADES:SUPPORTS AND BRACING FOR THE CRANE SYSTEM SHALL BE PROVIDED AND ARE REQUIRED AS SHOWN IN THE SECTIONS AND AS NOTED IN THESE GENERAL NOTES.NECESSARY Z Z O CLEARANCE DIMENSIONS FOR PROPER ELEVATIONS RELATIVE TO THE CRANE SYSTEMS HAVE BEEN SHOWN.THE BUYER SHALL BE RESPONSIBLE FOR w O 0 LU Z M COORDINATING THESE DIMENSIONAL REQUIREMENTS WITH OTHER TRADES O lJ Q an LLI m ASSOCIATED WITH THE BUILDING SYSTEM. 2)CRANE RAIL SPLICES MUST BE ARRANGED SO THAT JOINTS ON OPPOSITE RUNWAY BEAMS FOR THE CRANE AISLE ARE STAGGERED WITH A S RESPECT TO EACH OTHER AND WITH RESPECT TO THE WHEEL BASE OF THE CRANE.REFER TO CMAA OR AISC GUIDELINES FOR FURTHER INSTALLATION REQUIREMENTS. ? 3)PERIODIC MAINTENANCE IS REQUIRED.DUE TO THE NATURE OF THE CRANE SYSTEM,MAINTENANCE INCLUDING BUT NOT LIMITED TO, TIGHTENING OF BOLTS AND NUTS MUST BE DONE AS REQUIRED BY BUILDER OR THE BUILDING OWNER TO INSURE THAT THE CRANE SYSTEM SS�O]`lAL REMAINS IN SAFE,OPERATING CONDITION.REFER TO CMAA OR AISC GUIDELINES FOR PERIODIC MAINTENANCE REQUIREMENTS. 4)SEE RAIL TO RUNWAY BEAM CONNECTION DETAILS FOR HOOK BOLT OR SLIDING CLAMP REQUIREMENTS, i<amoc " m" ` 0 seg°g n- ka`eiol��segXg�}�ihY t-"I E V Lm' 'Tio ." 0 fyla8 AH0001 `YgEate59a rl r•1 CD m .--/ 0 0 0 0 N cm n 11Y a Iy COLUMN On .cp•1 .-1 In N FACE/COL 10' C/L OF RAIL BRACING MARK 3 lb' 4�• NUM NUMBERSAND m CVi co co co NUMBERS AND S AND ) VI• ` \ ` ` LOCATIONS ABOVE LOCATIONS ABOVE 1 AND/OR BELOW AND/ORBELOW VI Of Of lr AS SHOWN ON AS SHOWN ON a CC Q Q Q ELTVATIONS ELEVATIONS I= In N N m m coo m m 3 3 3 3 3 m m m m — STIFFENER � 21k' m m m (6)-3/4"DIA.x 3"A325 ad I 60 LB.ASCE RAIL BY OTHERS 2 — z CRANE BRACKET a- 0- 0- BOLTS H0633 3 NUTS H0320 > WASHERS H0220 - C 12X25 CAP CHANNEL RUNWAY BEAM � •1 PIPE STRUT SEE PIPESTRUTSEE Y PLAN/ELEVATIONS PLAN/ELEVATIONS COLUMN Y FOR MN NUMBERS FOR MR NUMBERS � � � � B LOCATIONS F LOCATIONS J✓ LA Q al 0 tu (2)CLIPS LL SHOP WELDED SHOP WELDED ry Fo �o In -02 CRANE BEAM U.: STIFFENERS STIFFENERS > p � In coMK.CBC01 W 21X40 Q COLUMN WEB COLUMN WEB 2" Z O In rl L N O J Q > v > m a SECTION A SECTION A Q QIx O AT 6"0 PIPE STRUT AT B"0 PIPE STRUT CL CL AN0040 I 24 "DEEP CRANE USE(2)1•%31/oA325 USE(3)1'X31/q'A326 TOP RUNNING BRIDGE BRACKET BOLTSH0640/NUTSHO330 BOLTS H0640/NUTS H0330 O AT EACH END OF PIPE STRUT AT EACH END OF PIPE STRUT CRANE DETAIL AH0040 RUNWAY BEAM TO COLUMN CL 2• ///yyyLu STIFFENER (4)-3/4"DIA.x 3"A325 (2)-3/4"0 x 3"A325 BOLTS H0633 1 BOLTS H0633/NUTS H0320 NUTS H0320 WASHERS H0220 ANGLE CL OF BRACE 6iRU1 MK CBA__ AND ROD BRACING 2 F1 BOLTS MUST BE FULLY TIGHTENED. N 7 .4 A J BRACE STRUT r , 0 X F2 BOLTS TO BE HAND TIGHTENED ONLY. L m a L`L THREADS MUST BE DISTORTED TO STIFFENER PREVENT BOLTS FROM LOOSENING. CRANE BRACKET �3 FIELD SLOTTING OF LATERAL TIE BACK RUNWAY BEAM u PLATE OR ANGLES IS NOT PERMITTED. NOTE: SEE DETAIL AH0009 FOR ADDITIONAL FIELD MODIFICATION OF THIS CONNECTION CONNECTION DETAILS WILL ADVERSELY AFFECT THE STRUCTURAL N Q PERFORMANCE AND INTEGRITY OF THE CRANE z rtn RUNWAY SYSTEM. >a• Jl Ig• _ �_= N f0 CL TOP RUNNING BRIDGE CRANE DETAIL TOP RUNNING BRIDGE 00 � Z = °' RUNWAY BEAM TO BRACKET CONNECTION f-L O w I9 AH0010 CRANE DETAIL A H 0 L RUNWAY BEAM TO COLUMN BRACING(TYPICAL AT BRACED BAY) 07 5 � N N Z Q Z U Q O J �w z� Z Of 03 f LUo.OLf) O Q Z m a Q GLu DO C�J v� I M, P,- C= 'OF ��lSIti4�.�t'• ,S•S/C.NAL rr c LL 3- i 5 N a�3';o1''tn 13`6FY"+ 0 E M M M M M r-1 .-I C) r1 C> O O O O O CRANE RAIL THE(2)BOLTS AT THE CLIP TO TIE-BACK CLIP BEAM CONNECTION ARE TO BE (TOP AND MATERIALS PROVIDED BY HAND TIGHTENED ONLY.THREADS BOTTOM), NUCOR BUILDING SYSTEMS M M O CO O CRANE BEAM MUST BE DISTORTED TO PREVENT THE(4) Ln =1 = a a a BOLTS FROM LOOSENING BOLTS AT THE j E/I E/1 Lrl CLIP co Do BRACE STRUT CONNEOCTION MN III FIELD-WELDED WEB 3: (IF REQUIRED) MUST BE FULLY EI( J II STIFFENER EACH Do m m on on TIGHTENED. II SIDE AT BRACKETIII LOCATION(BY NBS) l7 l7 Y ]C ]C m m CO \EJo " \\\ 0- a J 0-T�� �TIO IMBRACINGCOLUMN >1 I ( AS RECS) OR CRANE 41 (11 41 p `� C�r BY OTHERS BEAM BY �7� CRANE RAIL C — orHERs IIJE N �+ p p ❑ STANDARD CONNECTION ® OPTIONAL CONNECTION II Y 4J ut v CRANE ANGLE BRACE (Design Far crane Lozds Only) II 0 0 CRANE BEAM � � � (IF REQUIRED) F D a m > m 0 CO CRANE BRACKET A °B C " SHOWN(SUPPORT N C > MAY VARY) COLUMN CRANE BRACKET qJ BRACESTRUT G o 7� G Qfa �' Q STIFFENER SHOWN(SUPPORT (IF REQUIRED) MAY VARY) COLUMN COLUMN ❑ UNDERHUNG CRANE ® MONORAIL CRANE PI fP O i Q: VIEW A VIEW B 1 O Detail of End Truck ° For Multiple Cranes OnlyLM H THE BOLTS AT THE CLIP TO GENERAL NOTES ry BEAM CONNECTION ARE TO BE ) Y• Crane I.D. (A, B, C... 1-6 No.of Wheels Per End Truck(2,4: N/A in HAND TIGHTENED ONLY.THREADS a MUST BE DISTORTED TO PREVENT THE INTENTION OF THIS DETAIL IS TO MORE COMPLETELY SHOW THE FINISHED Information Provided/Confirmed By Customer Adjacent Crane ID: 1-6 H BOLTS FROM LOOSENING, ASSEMBLY OF CRANE BEAM TO COLUMN CONNECTIONS.REFER TO THE CRANE to PLAN AND/OR STRUCTURAL ELEVATIONS FOR LOCATIONS OF ANGLE BRACING AND BRACE STRUTS,AS WELL AS PART NUMBERS. Quantity of Cranes: 6 A Wheel Spacing: ft.-in. 0 CRANE RAIL B. VIEWA SHOWS THE ANGLE BRACE CONNECTION FROM THE COLUMN STIFFENER Crane Type (UHDG,UHSG,MONO): MONO B Center to Center of Adj.Crane Wheels. 6'-�� ft.-in. ' J C TO THE CRANE BEAM. ' 0 X Rated Capacity: 7.5 tons C Min.Clear from Bottom of Beam 40'-0" ft in. Z m d LL CRANE BEAM VIEW B SHOWS THE TIE-BACK CLIP CONNECTION FROM THE CRANE BEAM TO THE COLUMN, CMAA Service Duty Class: D D Minimum Side Clear Distance N/A ft.-in. VIEW C IS AN ENGLARGED VIEW OF THE TIE-BACK CLIP CONNECTION. Operation Control Type: PENDANT E Clear From Bottom of Bracket: 42'-0„ ft.-in. e• SEE THE RAIL TO RUNWAY BEAM CONNECTION DETAILS(EITHER HOOK BOLT OR 36'-6" FLOATING CLAMP DETAIL)FOR ADDITIONAL CONNECTION REQUIREMENTS. Length of Runway: 179'-D ft. F Center to Center of Beam: ft.-in. TIE-BACK CLIP SEE THE ADDITIONAL CRANE DETAILS,PLANS,OR FRAME CROSS SECTIONS FOR Crane End Stop Force: 1,500 lbs G Center of Beam to Steel Line: 17-0" ft.-in. (TOP AND MATERIAL SIZES,CRITICAL DIMENSIONS,AND LOAD INFORMATION. Q BOTTOM). Hoist and Trolley Weight: 2,400 lbs. Runway Beam Weight: THE(4) 119 Ibs/ft IMPORTANT NOTE: FIELD SLOTTING OF LATERAL TIEBACK PLATE OR ANGLES IS BOLTS AT THE NOT PERMITTED.FIELD MODIFICATION OF THIS CONNECTION WILL ADVERSELY Bridge Weight: N/A Ibs, Crane Beam by NBS(Y/N): Y CLIP TO COLUMN AFFECT THE STRUCTURAL PERFORMANCE AND INTEGRITY OF THE CRANE ® RUNWAY SYSTEM. ® CONNECTION P Max.Wheel Load w/o Impact: (2)19.650 lbs. Sway Bracing by NB5(Y/N): Y H N MUST BE FULLY TIGHTENED- TOP-RUNNING BRIDGE 00 CRANE ASSEMBLY DETAILS UNDERHUNG OR MONORAIL CRANE DESIGN INFORMATION 2 VIEW C (RUNWAY BEAM CONNECTION,SUPPORT VARIES,BRACKET SHOWN) AH0009 AH0003 " Z Z N V SUPPORT BEAM Z U FRAME RAFTER J O J BO%STRUT LUQ W SEE MARK NUMBER PLAN SHOP WELDED STIFFENERSOf z~ J zU CO SHOP WELDED STIFFENERS T-CLIP MH G%C- FIELD DRILL HOLE SIN SHOP WELDED V � M BRACKET FOR BOLTS FIELD DRILL HOLES IN SHOP WELDED (NOT BY N B S) CRANE BRACKET W Q Z N UJ D7 BRACKET FOR BOLTS CBANE BRACKET BY N B S) O Ln Q (NOT BYNBS) (BY N BS) .^ I�^n O.L/1 V V I A R I3S CO OF HI SWAY BRACING SWAY BRACING IS z RED U IREO REQUIRED BY OTHERS o MK G%C_ (NOT BY NBS) O� STUB COLUMN V(NOT N SfICAVAL tip` OR CRANE BEAM AM (NOT BY B 5) S) Mlin LL(4)1'%31/q'A32S zo5 �wmoiY NFL'-D��'o O BOLTS AND NUTS BOLTS AND NUTS 8_ r .o UNDERHUNG/ MONORAIL TRANSVERSE UNDERHUNG �� --trK•� =-,o_E4, m , a� qa�g6p� C) CRANE ATTACHMENT POINT DETAIL W CRANE ATTACHMENT POINT DETAIL Ho€ = <==avr' u RUNWAY BEAM,STUB/CRANE BEAM,SWAY BRACING RUNWAY BEAM,STUB/CRANE BEAM, BRACING AH0265 Every fo7 uovMoov AND CONNECTIONS(NOT BY NUCOR) A H 0 2 60 AND CONNECTIONS(NOT BY ALCOR) m m m m Part Sizes m 8 � r, 0 0 0 0 0 E11001 10E075 PiZ001 1OZ120 P8ZO01 18Z105 N N rn rn u1 Q r-I r•-I r-1 r-I N E11002 10E075 P1ZO02 1OZ120 P8ZO02 8Z105 m m Co 0 0 � a1OZO99 a E11003 10E075 P1Z003 Cr L'IU) rn E11004 11OE075 PlZO04 11OZ120 P8ZO04 8ZO89 m m m m m E11005 10E075 PlZO05 1OZO99 P8ZO05 8Z105 m Co m m m �DkDoomm E11006 10E075 PlZO06 1OZ120 P8ZO06 8ZO89 m m m E11007 10E075 PlZO07 1OZ120 P8ZO07 18Z105 a- a- a 0- 0- J J J J J r U V V U U a E81001 8E060 PlZO08 1OZ120 P8ZO08 8ZO89 Q > > > 1 o @A E81002 8E060 P1ZO09 1OZ120 P8ZO09 8Z105 (i =z am w �w E81003 8EO60 P1Z010 1OZ120 P8ZO10 8Z105 3'-63/4 aJ 3'-63/4 �o E81004 8EO60 P1Z011 ! 1OZ120 P8Z011 8Z067 'n o tu o a E81005 8E060 P1ZO12 11OZ120 P8ZO12 8ZO67 > � Co 3'-63/a" 3'-63/a" 0 3 m p m `� E81006 8E099 P1Z013 11OZ120 P8Z013 8Z089 Co L> z u > 1OZ120 P8ZO14 BZ099 a U- Ir a �a P1Z014 CL Z Q Z co of a 2'-51/a"a J 2'51/4" Q P1Z015 1OZ099 P8ZO15 8Z060 P8ZO16 k I lo 8Z089 0 _ t a a J 2'51/4 2'51/4 2' 51/4" 2'51/4 o m 0 za aQ za -- 1 Udo a� P8ZO17 8Z067 ad 3'-63/4 I_ I.3'-63/4 a s a w o P8ZO18 ` 8ZO75 0 3-63/4 3'-63/4 3'-63/4" 3'-63/4• 8.8 10 11.2 Q -}-�- — �p 3'3'63/4' o 3'-63/4 P8Z019 8Z105 ro C 0 0 LU J m M rn z z z 1 sz�o• I a� P8Z020 8Z105 > 00 m m J J 3"-63/4° 3"-63/4 0) 0) 11 P8Z021 8Z089 y Z Q Z a z 0" 6i Oi a 2'51/4'o J 2'-51/4" �a 2'-51/4 a g 2'-51/4' ¢q 2'-54C n J 2'-51/4 FRAME � FRAME P8ZO22 8ZO89 Vi �ul u1 a a d g OFFSET 1 OFFSET Z Z `' 2 y V m m I ff u V-2" z's1/4 2•-51/4 2•-51/a" 2'-51/4 rs�/i' z-5�1a' iii; 0 �a �a P8Z023 8Z089 p E .. — }�-- LOW AVEE P8ZO24 8ZO89 ' JFRAME I I I I I I a< Z a s 1'2' OOFFSET Z E11006 51/4"1t1251/4 2 51/ FRAME T CL 1 1 1 L � n L ra P1Z010 2'-51/4" " OFFSET m r-I m 0- LL 50 BA0030BA0030 BA00207Yp 860055 T m P1Z0o9P1Z008E81003 E81002 E81002 E81002 E81002 E8100 EE81006 PlZO07002 E81002 E81002 E81004E81002 E81002 j P8Z013 P8Z015 PBZ015 P8ZO15 PEIZ015 P8Z015 PBZO15 P8ZO15 P8ZO15 PEIZ015 �� PEIZ015 � P8ZO15 PBZ023 PBZ003 PSZO15 P8ZO15 P8ZO15 PBZ015 PBZ015 PEIZ015 -- PSZ015 PEIZ015 P8ZO15 PBZ015 I PBZ015 P8ZO21 P8ZO15 PBZ015 PSZO15 PBZ021 C PBZ003 PSZO15 P8Z015 P8ZO15 PBZ015 P8ZO15 PBZ015 P8ZO15 PBZ015 � T I �- I a P8Z007 PEIZ014 P8Z006 P8Z008 P8Z006 P8Z008 PBZ017 — — P8Z017 T P8ZO17 P8ZO14 P8ZO18 I PBZ014 P8Z020 � a o I N PEIZ010 PEIZ014 P8ZO08 P8Z008 P8ZO08 PBZ008 PBZ017 PBZ017 PBZ017 P8ZO14 P8ZO18 P8ZO14 PBZ020 0 m P8ZO07 PEIZ014 P8ZO08 P8Z008 P8ZO08 P8ZO08 P8ZO17 P8ZO17 PBZ017 P8ZO14 PBZ018 P8Z014 PBZ020 BB0050 = CC_ P8ZO05 P8ZO14 P8ZO16 P8ZO16 P8ZO16 P8ZO16 PBZ017 P8ZO17 PEIZ017 PBZ014 I� PBZ018 P8ZO14 PBZ020 I-I C o ? PSZ005 PEIZ014 P8ZO16 PBZ016 PBZ016 P8ZO16 PSZ017 P8ZO17 P8Z017 P8ZO14 P8ZO18 PEIZ014P8ZO20 fa ra c P8Z001 PBZ014 PBZ016 PSZ016 PBZ016 T P8ZO16 P8ZO17 -- P8ZO17 —�- P8ZO17 P8ZO14 PBZ018 PBZ014 P8ZO19 l)' O LL Go~ PBZ001 P8ZO14 PBZ016 P8ZO16 PBZ016 PEIZ016 PBZ017 P8ZO17 P8Z017 PBZ014 P8ZO18 P8ZO14 P8ZO19 Z = 0 F-I 0 o P8ZO02 P8ZO14 P8ZO08 PBZ008 PBZ008 P8ZO08 PEIZ017 PEIZ017 PBZ017 PEIZ014 -- PBZ018 P8ZO14 PBZ009 N Z W O P8Z002 PBZ014 P8Z008 P8Z008 PSZ008 P8Z008 P8ZO17 P8Z011 P8Z012 P8ZO14 P8Z018 N P8ZO14 PBZ009 m Z � PBZ002 P8ZO14 P8ZO08 P8Z008 P8ZO08 PBZ008 PBZ017 P8ZO17 I P8ZO17 P8ZO14 P8ZO18 P8ZO14 PEIZ009 ; Z lJ BB0050 P8ZO06 P8ZO15 P8ZO15 P8ZO15 P8Z015 PBZ015 P8ZO15 P82015 Iy P8ZO15 P8ZO15 PBZ015 PBZ015 PBZ022 j O J a P8ZO06 PBZ015 P8ZO15 P8ZO15 P8ZO15 P8ZO15 PBZ015 P8ZO15 y PBZ015 PBZ015 PBZ015 P8ZO15 PBZ022 w u' f Z PBZ004 P8ZO15 T P8ZO15 PBZ015 PBZO15 P8ZO15 P8ZO15 t PBZ015 t P8ZO15 PBZ015 PBZ015 P8Z015 P8Z024 ------ < Z E81002 E81002 E81002 E81002 E81002 j E81002 i E81002 E81002 E81002 E81002 z J O E81001 E81002 PlZO04 PlZO05 'I PlZO05 PlZO06 o P1Z001 PlZO03 PlZO03 PlZO02 E81005 w O o Q ry) c PlZO04 PlZO15 T P1Z005 PlZO06 b I P1Z001 PlZO03 PlZO03 PlZO02 BA0030 F Z ;p $ PlZO04 P1Z015 P1Z005 P1Z006 m P1Z001 P1Z003 PlZO03 P1Z002 BB0050 a N Q V lW/) mo .� BA0030 m B80050 BA0020 PlZO04 PlZO15 PlZO05 PlZO06 P1Z001 PlZO03 PlZO03 P1Z002 q ------ --------- ----- --�- E11004 E11005 E11005 E11006 E11001 E11003 E11003 E11002 1'0' (1'-0" 1'0" rFR BA0030 BA0020 $A0030BA0030 E BA0020, �030 E FRAME LOW EAVE FRAME FRAMEOFFSET 102.0" OFFSET OFFSET 102'-0" ET T- 3.8 `8.2 9.8 14.2 Notes: � /s,�• ,� -, Purlin and eave strut connection bolt ss/ ^4 26•-2" 25'-0" 25'-0" 251-0" 25'-0• 25-0" 25-0' 25'-0• 25'-0" 251-0• 25.0" 25'-0' 26'-2" requirements:A307 and A325 bolts are both used. I I I I ( I 1 I I 1 1 1 Refer to the details for specific requirements_ V? ` 1 I I 1 ( I 327'-4' I 1 I I 1 1 _ m�aE t .f �- -� See cross section drawings for main frame flange _ _?a m - - LL I I 1 I I I I I t 1 1 1 I 1 bracing. = 2 3 4 5 6 7 8 9 10 11 12 13 14 15 - �v=`°gTarD. � n'EoEm °:3a`oEQ N L E? caT L.L m m m m m r-I rD r-I CD CD 0 0 0 0 0 .' 6; 0, l 1 l71 -1 m f�l Op C17 oo to < < Y = a a a d' to N N m m m m m 3: 3i m m ca m 0] . l7 l7 m m OJ 2: y:I m m m m d 0- m d J J J J J > N N C= Y 0 N 0 O 6 :2 2 m 2 > '5 co `° m 0 M -4 L N ` > u > 8.8 10 11.2 a � � a I I I I o z O ----- _-------� PAB003/PAB004 (2)PAB005 �W� -c/`p mdNO mOOrI rO- I ' nImdTC m (2)PAB006 aO ___ PAC27 PAC13 (2)PAC25 U �Z(2)PAB001 O L B0012 A()P001(2 AB (2)PBR20 rnmn O (2)PABO01 u"' u- Q (2)PAB001 Q Q� (2)PAB001 tx Ln u (2)PAC25 1-1fu PAC27/ PAC13 0 w m —- B 0 O C (2)PAB006 Z mr •_ I--1 O r >✓ (2)PAB005 N Z ? t2 I 1�•- 1 1 I 1 1 I PAB003/ PAB004 Z L/1 O ---------------- ----- I A_I-_. .. --�1 I I I I I I I I 1 I I I Q Z 1 I I I I 1 I I 1 1 I 1 I > O U Q I I II 1 I 1 II I II 1 I 1 II I o J w u m 1 1 I I I 1 1 I I I 1 1 fp I I 1 I I I I I I 1 1 1 E3 Q v~i W m I I I 1 1 1 I I I ( I I I I 26'-2' 25'-0" 25'-0' 25'-0" 25'-0" 25'-0' 25'-0' 25'0" 25'0' 25'-0' 25'•0' 25'-0- 26'-2" J a� _N I i I� RU, •� I 1 I I I 1 I 1 1 I I I OF 1/SF{ Cb � � � � � l D 1 U 11 12 13 14 15 `�� c� Yo N LL ��6�"ssg�,yg F► N is m m rn m m BOLTS REQ'D AS SHOWN —1 `"1 —4 '"4 PURLIN (2)H1020 BOLTS REQ'D AS SHOWN O O O O O N N \ \ \ 01 Ql Ln Ln -4 BRACE"X" a)PER END ti � � ti COLLATERAL DEAD LOADS,UNLESS OTHERWISE NOTED,ARE m m 0000 CO m ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS,LIGHTING,HVAC PURLIN ANGLE MK. N L a aca < a MAH" n Lni EQUIPMENT,CEILINGS,ETC.ARE SUSPENDED FROM ROOF m m m m m MEMBERS,CONSULT NUCOR ENGINEERING IF THESE m m m m m CONCENTRATED LOADS EXCEED 200 POUNDS,OR IF _SEC.A_ ao m m INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN L7 Y � Y OTHERS. g m m m NOTE:THE PURLIN , 5� BRACING ATTACHMENT > > > w9 METHOD IS THE SAME (U REGARDLESS OF THE + 4� cl PURLIN STIFFENING LIP PURLIN FLANGE SECONDARY MEMBER 3' +✓ ar aI TYPE(ZEE,CEE,EAVE v } C PURLIN WEB STRUT,BEAM,ETC.) PLATE WASHER _0 -0 m 'O L_T 1MK.ESW.1(1) EW RAFTER > '5 m p m PLATE WASHER SL 0 m rq L N GENERAL RESTRICTION: MK.ESW01(2) > u > RAFTER/ Q LO � Q w UNDER NO CIRCUMSTANCES CAN THE PURLIN STIFFENING LIP INSTALLATION INSTRUCTIONS SL CAP PLATE EAVE STRUT BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION. EAVE STRUT BYPASS SIDEWALL CONDITION ALSO DO NOT HANG ANYTHING FROM PURLIN STIFFENING LIP. 1)INSERT THE ANGLES-BACK-TO-BACK" a INTO THE FACTORY PUNCHED SLOTS,BEND LOW EAVE BY-PASS SW GIRT CONDITION LOW EAVE BUILT-UP EW CONDITION THE TABS AS SHOWN AND ATTACH WITH USE(4)Wx 2'A325 BOLT H0603/NUT H0300 U N 0 USE(2)1/2"X 2"A325 BOLT H0603/NUT H0300 U N 0 O (1)H1020 FASTENER PER END. BAOO20 BA0030 L9 2)CONNECT THE PURLIN BRACES AT THE N N M o INTERSECTION WITH(1)H1020 FASTENER W 0 OPTIONS FOR SUPPORT ATTACHMENTS FASTENER AT EACH �w■� �v (1)H1020 SUPPORT {i tI Z°D M m FASTENER USE H1020 AT PURLINS a w~ OI (TYPICAL) ROOF STEEL LINE - r� a EAVE STRUTS y C _ USE H1070AT JOISTS. PURLIN, _ EAVE STRUT, � M co OPTION A OPTION B OR JOIST ? �v c zca Q, v DRILL SUPPORT SUPPORT ANGLE OR SOME J= C THROUGH THE OTHER TYPE OF BRACKET ii R-L-V-) LE 08 O X C (L.L.V.) m m a- LL BOTTOM FLANGE OF (NOT BY NBS)SUPPORT �w d MK.MAROl THE PURLIN. THROUGH PURLIN WEB. PURLIN BRACE"X" 1/z"O MAXIMUM BOLT ANGLE SUPPORT MK.(SEE PLAN) (NOT BY N.B.S.) (NOT BY NBS) PURLIN (1)H1020 FASTENER UPSLOPELINO In SHOP WELDED 1&"0 MAXIMUM BOLT 1 COLUMN CLIP a (NOT BY NBS) CAP PLATE/ STIFFENER Q Q RAFTER FLANGE OPTIONAL BY 1/4 _1"MAXIMUM FROM 1' 1" 1"MAXIMUM FROM PLAN VIEW OF 1 DESIGN bi CENTERLINEOFPURLIN CENTERLINE OF PURLIN WEB PURLIN BRACING LOCATIONS PER BAY I = c WEB TO CENTERLINE TO CENTERLINE OF SUPPORT SECTION"A' rN-1 C 1)THERE ARE ALWAYS(2)ROWS OF PURLIN BRACING C Of SUPPORT ru REQUIRED REGARDLESS OF THE BAY LENGTH. RAKE ANGLE ATTACHMENT o O LL. 2)THE PURLIN BRACING IS ALWAYS SPACED AS SHOWN IN THE WELDED CLIP @ END FRAME AT ENDWALL STEEL LINE Z = � L�_ o DETAIL BELOW. USE(4)I/2"xI L/4•A307 BOLTS140500/NUTSH04000.N.0. BB0059 BDO120 N O w O REFERENCE ERECTOR NOTE FOR TYP,WASHER REQUIREMENTS F-i Z 2 I= OPTION C: Z N IF PURLIN FLANGE SUPPORT CLAMPS ARE USED > O RAFTER J Q p UPSLOPE U NO, Q J to 0) ° 1 �0 Z fZ 4 Ste° 1 z F— �"•1 0 m o 1" 1 �~ J f V ..X" =TOTAL PROJECTED �A°OQ� i O Q Z CC o DISTANCE FROM THE o V Q W m m a Ln l/1 CLAMP CENTERLINE OF THE PURLIN W SECTION"A" (NOT BY NBS) WEB TO THE END OF THE PURLIN I PURLIN END OF STIFFENER LIP BRACE"X' PURLIN j I N _ _____ - ____ _ 1SyI s<< (=3 5/B"*/-1A6") LAP 1"MAXIMUM NOTE: n THE CENTERLINE OF THE I I I I �A i SHOP WELDED q 7 SUPPORT MUST BE WITHIN 0.38 x LENGTH 0,24 x LENGTH 0.38 x LENGTH CLIP. I'FROM CENTERLINE OF STIFFENER 4S/fAVAI F THE PURLIN WEB. LENGTH OPTIONAL BY < : 3•� DESIGN NO WASHERS REQUIRED AT r a i THESE(8)BOLT LOCATIONS «qq w CENTERLINE OF SUPPORT ) CENTERLINE OF PURLIN PURLIN BRACING ATTACHMENT COLUMN CAP PLATE SECTION"B" «S" °Eoa s{fa OR RAFTER FLANGE o z'fi LL <2:12 SLOPE Iigo;�e-3n =� ` ;a8amov"e a= O 69ad= t s NBS PURLIN SUPPORT METHODS AT 12"PURLINS,BOLTS ARE 0 SEE ROOF FRAMING PLAN(S)FOR PURLIN BRACING NOT REQUIRED IN THE WELDED CLIP INTERIOR FRAME - _E N i o "ems BD0130 MARK NUMBERS QUANTITIES,AND LOCATIONS CENTER SET OF HOLES OIit @ a« : �_ww-«aw" ,Q BE0001 USER 'xlI/q"A307BOLTSH0500/NUTSH04000N0 BB0055 a „_E `.�-- M I M M M M Part Sizes r~ 8 r-1 1-114 0 0 0 CD 0 G8C004 8CO60 N N N N N r-1 r-1 r-1 ri N G8CO06 8C067 ; r n co c m G8ZO01 8Z105 cr ¢ ¢ a - rn - G8ZO02 8Z089 m co, m co co GBZ004 8Z105 an m m co m L7o mm m G8ZO05 8Z089 g f m m m G8Z006 8ZO89 J .J J J J AX0010M u v u u u G8ZO09 8ZO89 a Cco075 GBZO10 8Z089 � CCO075 G8Z011 8ZO89 Y " I W N G8Z002 —— G8Z004 _ GUM I G8Z059 8ZO89 o o � CF0520T � �� �'_-- I ---- -- ---- - Gazool - ---- -- - ---- --'----- Gazo93 G8Z004 ----_ ii � � G8Z093 8Z089 � GBZ059 m ri Ct N CF1010 I AW0030 TYP CF1010 in ^ I in Q Il� Q GBZ005 GBZ006 I r co. Nap I =o _xi CF0520 TYP. in j i s 'a oo .Q I x3 x3 I ,t rn GSZ009 G8Z004 GBZ010 I I I C'1 rr CF1010 ) I i CF1010 v O Op o ' G8C004 G8C006 G8C004 aD� m m 1 I 0 1 W foo Obi 0) (AW005.0 ' a y ?� to Ln u I 1 � L " M M I 2t � � o E Z ro 5i I `I O L C.: N ' I L" O I I ao Z O t ro 0) ri m n- i C io I I 1 J v I I I I I I I ' C ~ I O I 1 I LL1 I M > i --7 CN Q. I m Q _a) m I I Cl) Q I LU W tu I II r-I I J Z O 1L m U I i I Q Z U O J < FINISHED - FINISHED g Z a O O FLOOR , : r , ' FLOOR z J w U Notes: o o a c LU m a Vl d V) 25'-8" 28'-B' 251-8" See cross section drawings for main frame flange bracing A LtsS STEEL LINE 80'-0" STEEL LINE See wall framing details For standard girt If orientation detail. I I I I I 1 RD_indicates rod bracing.See primary details I I For rod brace assembly. © At flush or inset girt condition,field slot girt srICNAL webs,to allow passage of cable/rod bracing.See primary details for guidelines. e O Cut and drill girts as necessary for field located framed openings- 8 a "gLL " ia;�;6 O o:o qYo� Y, m m m m m Part Sizes � 1-1 CD C)8 0 0 0 0 0 EPS_ P8.188 Strut rV rn rn `.n �n � .--I r-i r-i —4 N G8C007 8C060 rn m m a`o in G8C008 8C060 it a <I< G8Z012 8ZO89 cc m m m m 3 3 10 in 3 G8Z013 8Z089 CO 0O CO in in '_9LDmmin G8Zo15 8ZO54 x g m m m (2)GXC009 -(2)GXC012 (2)Gxcooz— -(2)Gxcoz7 (2)GX0002 -I -(2)Gxcoz7 G8Z016 8Z089 a- Q- a a a u u 8Z089 (2)Gxcooz �' (2)GXC002 G8Z017 SPS001 SPS001 `GXCpl> .(2)GXCO09 Gx�p2e y- t�O0001 - q�eppj ll GYCp26 G8Zo18 8ZO89 iY Of EPS001 EPS001 I EPS001 G8Z019 8Z089 a, a, (2)GX0007 c SKP004 I G8Z024 8Z060 N o 0 tu 0 o I I tu (2)GXCO14 xC0IG (2)GXCOo7 I (2)GXCo24 (2)GXCO24 I G8Z032 8Z089 -0 -0 C° -0 o �� o EPS001 lm SKP001 _� I uN �`o I _� o C��p --i�- - G8Z033 8Z060 Q m Y + O G (2)GXC013 0 I (2)GXCO29 �� (2)GXCO24 (2)GXCO29 �� (2)GXCO24 Q G8Z036 2 GXC005 x`pOs Al (2)GXCO05 I G8Z045 8ZO67 G8Z055 8ZO60 O i i i AL0025 i i i i I AL0025 i I 1 I AL0025 i i G8Z056 8Zo54 I I I I 1 1 I I I 1 1 I I 1 I I I I I I 1 I I I I I I I G8Z057 8ZO67 U 10 11 12 13 14 15 GszoSs 8zo60 � o 0 0 W _j m H rl G8Z060 8ZO89 I. >,-T m m G8Z062 8ZO60 4-1 BRACING ELEVATION G8Zo64 8Zo54 a 3 T U) ui 11 Z m m 1.(2)GXC_INDICATES DOUBLE(L3x5x 5h6)ANGLE BRACING G8Z082 8ZO67 u o it "t G8Z084 8ZO89 ' o r C m G8Zo87 8ZO89 Z: m o m d L u v .--I t.L H8C001 8CO60 J J8C001 8CO60 J8C002 8CO60 O o' J8C004 8C060 4-J ra g �5a ,g �a �� J8Co06 8CO60 > r 1`10�" 1'-101k' -1' 10lk• 1'-10le 1'-101h• l'-10112' 1' 101k` 1'101k' r 1'-101iVL�y�1•-101k_' I— 1•-1�0le 1•-101t• 5 Q �a �Q Ill �� 111 1-2- RDB_ �" ROD w FRAME 1'-101k'�J1'-101k" 1'-101k•�J1'-10112' 1'-101k' 1'-101k" 1'-101k' 1'-101k` 1•-10%4 i,,r-lolk' 1'-lolk" 1'-10 t" FRAME SKP_ 85075 Strut OFFSET OFFSET N C 1 I I SPS_ P6.134 Strut ,.._, E 61 CC1010 Tye) CF1010 ra EPS_ Ps.188 Strut ` kD 0 u. G8Z012 G8Z017 ; G8ZO24 GBZO15 GBZO15 G8ZO15 G8Zo15 I GBZ017 I G8Z015 G8ZO24 GBZ015 GBZ024 G8Z087 Z = P 0 i I I o N Z w f0 ;p G8Z013 ' CG0058 , I GSZ024 ' GSZO15 GBZ024 G8Z024 ' G8Z015 I GBZ017 1 GBZ024 GBZ024 GSZo15 I G8Z024 i GBZ016 t•--I Z G8C007 G8Z018 G8C008 I I Z N G8Z024 G8Z015 G8Z024 GBZ019 G8Z032 GBZ024 GBZ024 G8Z015 GBZ058 G8ZO84 o Q Z °D l i CF1200 N CG0056 I I CF1200 J 0 J Q io it o G8ZO18 G8Z024 GEIZ015 G8ZO24 GEIZ019 GSZ032 I GBZ062 GBZ024 G8Z015 I GBZ058 0 <o Q J Q1 w o GBZ084 �o �� N G8Z018 GBZO55 I GBZ056 GBZ024 I G8Z060 I G8Z032 G8Z036 GBZ024 G8Z064 G8Z056 ID GBZ084 °� fo g Z Z 0 O m of t I I 1 I I I r 1 Z~ J w U m GBZO16 G8Z045 G8Z056 GBZo57 G8Z060 G8Z033 GBZ036 GSZ024 G8Z064 GSZ082 �CZG 084 p jZP 1�1CG00130 CC30030 I I 0060_ i � Notes: °O Q "N m 1 1 —MAR02 CONT. I I a U o CXB030 i CXI3 i-- CXB025 CXB026 L CXB027 CXB028 CXB038 I CXB019 I CXB020 CXBOO5 i -CXB006 ; CXB007 i—CXB008 CXB009 See cross section drawings for man frame flange C.B O�7 A k CG0030 bracing. Ih 26'-2" 25'-0' 25-0' ?S 0' 25'0" 25'-0" L 25'-0" 25'-0' 25'-0" 25-0' 25-0' 25-0' 26-2" See wall framing details for standard girt orientation detail y Z I 1 1 1 6 I 1 327-4' I I 1 1 I I I 1 ( I ( I I I I I I 1 I RD_indicates rod bracing.See primary details Qr 1 1 dD Ifor rod brace assembly.dD Cb b Ib Ct 10 11 12 13 14 15 "' At Flush or inset girt condition,Field slot girt webs,to allow passage of cablelrod bracing.See r- °1 W primary details for guidelines- WALL FRAMING ELEVATION =sr.€2Eoa Cut and drill girts as necessary for Field - located framed openings- rev ae= o3r Ey d3aaA N e� aFt�=v<<Eavv: I``-Er Part Sizes —C3 —4 M CD C) 0 0 08 0 N N N N ti G8C001 8C060 u, u u, r-I r•-I I N G8C002 8CO67 m m o0 0o w� G8C005 8CO60 Of ¢ a a al rn Ln rn G8Z003 8Z089 M co m m to G8Z005 8ZO89 m m rD m m L9 m co ab G8Z006 8ZO89 m m m mOO�OM G8Z007 8ZO89 J J J J J V U V U U - _ G8Z008 8ZO89 CCO075 - - _ - CC0075 4 ; q G8Z088 8Z105 = = GBZOBB __ __ G8Z089 8ZO89 — Qj Y Y --- ------------ v ,� v G8Z091 G8Z003 11 g G8Z090 8Z105 o 0 0 0 Gezo07 G8Z090 ;' G8Z091 8ZO89 f0 - m GBZ008 _ CO G8Z092 8Z089 C0 � u m CF1010 I - j CF1010 in Q LL a Q 1 GBZ005 GBZ088 1 m• G8Z006 1 f I om oX CF0520 T . _ AW0030 TYP X m CF0520 T , ■ `n I GBZ092 2 3 G8Z088 f 3 GBZ089 j I f � I f I lr1 '^ CF1010 f i i y N o G8CO02 1 GBCo05 G8C001 W J 00 m m 00 F. T Qj 1 CG0017 f)A. Les 5 rn rn \Gi6 17 AW0050 i l7 3 Y U) un u 2 E vv o Z " a; to J p L C ri ZO a0 L o -= = v � m r-I to a � C < J ID I I I I I I I Q I I I i � o > m m LL I i N _ 1i C I M O >_ I � U— 1--1 O w 170 f N Z w 1 3 Z N r Q Z v Q 1 I J J (_CG0030 ) I C00030 a Q V, u \\ 1 7n F Z i 0 ! op Q ow Z m Notes: a aLn uN See cross section drawings for main frame flange bracing 25"-8' 7.8 B' 25'-8' See wall framing details for standard girt ti STEEL LINE 80'-0" STEEL LINE orientation detail 1 f RD_indicates rod bracing See primary details _ 1 I for rod brace assembly. 1 I '`i f SI1'••A � I At flush or inset girt condition,field slot girtDl rSyONAL\ram (((����RR�))) webs,to allow passage of cable/rod bracing See primary details for guidelines o Q a� p Cut and drill girts as necessary for field si �`� a s 3 B r_1 located framed openings �._ •>:d LL Him 39: si!Eo€3iaa^ Part Sizes rn M M rn M C) 0 0 CD 0 0 0 EPS_ P8.188 Strut N N N N N rn rn - Ln 4 r-I r-I N G8C003 8C060 m` m 000 000 m` G8Z014 8ZO60 I C' < < < 0 - G8Z015 8ZO54 m m m m m (2)GXCO26-f -(2)GXCO27 (2)GXCO26.I (2)GXCO27 (2)GXC009, -(2)GXC012 3 G8Z017 8Z089 m m m m m G8Z018 8ZO89 I ' l7 l7 Y Y Y GEC 2 GXCo02 c -- 2 GXCO02 G8Z019 8ZO89 m m m a a a a a SPS002 °?8 `O XCo?8 O -cx�o, (2)GXCO09 G8Z020 8ZO67 u kj U � V EPS001 EPS001 EPs001 G8Z023 8ZO54 v a, a', (2)W CO25- ) I - • (2)GXCO24 -�2)GXCO29 (2)GXC019- I G8Z024 8Z060 G8Z025 8ZO89 CULn 0 o (2)GXCO29 �o o �� - I G8Z030 8ZO54 m v -0 0° -0 (2)GXCO24 GXCO24 (2)GXC042- (2 GXC004 I I o p m GEIZ031 8ZO54 m -� .= N > u > G8Z054 8Z060 a U- Q � t 1 I I t 1 i i G8Z063 8ZO54 AL0025 i I 1 AC0025 t 1 I I I I 1 i I f t 1 I I AL0025 G8Z069 8ZO89 15 14 13 12 11 10 G8Z073 8Z067 ° 6 5 4 3 G8z074 8Z060 � G8Z077 8Z060 Qj � m NO 0 0 BRACING ELEVATION G8z078 8Z054 W rn r—I r1 1.(2)GXC_INDICATES DOUBLE(L3x5x 5/16)ANGLE BRACING. G8Z083 8ZO89 Y� � O1 ro 2.SPS_INDICATES(P6.134)PIPE STRUT. G8Z085 8ZO89 0 � 3 > � � 2 G8Z086 8ZO89 U 3.EPS_INDICATES(P8.188)PIPE STRUT. C o E 4.SKP_INDICATES(8S075)BOX STRUT. H8C001 8C060 Z E v J8C002 8C060 o A r x 0 J8C003 8C060 m r1 m a- ti C J J8C006 8CO60 05 Z5g �a �a (40- J8C007 8C060 C 1'2' 3 a 1' 1�lf2_J 1`k J 1�1F2" Q 1' 1 5 1' 10112" 1' 10112" '4 a 1' 10112" J 1' 101/2' s a L I J 1�„ M a 1'101i2" aj f 11'-10312 — O 1.I ) a af� a 1 1' 1 ' I 1'-10 EPS P8.188 Strut r— SPS_ P6.134 Strut OFFSET 1'-101f2" 1'-101/2" 1'-101f2" 1'-101f2' 1'-10112" 1'-10312" 1'-101f2"�J1'-101/2" 1'-1 III11 1'� 1'-101/2"�J1'-101i2" FRAME Q � III - CF1010`T CC1010 T AP0130M MXH006 AP0130M OFFSET AW0120M W (W8X18) CF1200 4 C o - YG8ZO63 j - - `nE G8Z086 GBZ024 G8Z015GBZO15 G8Z015 G8Z017 RXB031 Itt-1G8Z015 GBZ015 GBZ024 G8Z015 GBZ014GBZ031 G8Z030 fU ip G8Z085 GBZ024 G8Z015GBZO15 GBZ015 G8Z017 G8Z031 GBZ030 G8Z015 G8Z015 -71 GBZ024 GBZ024 I GBZ023 ;p LD 0LL GBZ063 GBZ054 I G8Z063 I MXT002 Z = _ G8Z054 G8Z019 CF1200 0 m a (HSSBX6X 1h) G8Z054 G8Z054 GSZ025 I GBC003 t '+ I-1 w Ip CF1200 G8Z083 G8Z024 G8Z015 G8Z015 N w GBZ024 G8Z019 G8Z016 ' G8Z024 I C�� I Q ~ VZl _^ N 10 AW0115M G8Z024 GBZ025 io o G8ZO83 G8Z024 G8Zo15 G8Z078 6 o CG0058 I CG0060 Z G8Z074 ) GBZ069 I m CG0060 o G8Z018 GBZ024 G8Z024 G8Z025 I �rp I N J Z J Q m C -- io G8Z063 G8Z020 GSZ024P G8Zo77 I�� t I W G8Z018 G8Z020 G8Z020 GBZ025 I v m I m Q GBZ073 GBZ069 0 �o 0 J 01 ip in t II CGO030_) m m L7 ,L i I CG0030 j M l7 Z a Z O wOV m � F J CXB004 CXB003 CXBOOz -CXB001 -CXBO10 -CXB017 � J a CXB016 CXB024 CXB023 -CXB022 CXB021 -CXBO15 o VD Q W m r-i t--I a L/1 D Ln CXBD29_ 3 Notes: ze-z• 25•-0• is-o• zs-o" _ zs-o• f 25'-O' 25'-0' 25'-0" 25'0" 25'-0' 25-0' 25'-0" 26'-2" See cross section drawings For main frame flange STEEL LINE i I I I t I pF Sy rF I I I I I 327'-4' 1 I t 1 bracing. /. ! 1 j r —r STEEL LINES! I t I I dD ISee wall framing details for standard girtorientation detail. 1211 10M7 g RD_indicates rod bracing.See primary details for rod brace assembly. `rs/fAL WALL FRAMING ELEVATION At flush or inset girt condition,field slot girt webs,to allow passage of cable/rod bracing.See o �"S• primary details for guidelines. 5 : E•" a`' • O Ym"$O$ Xy3°eF LL Cut and drill girts as necessary For field E le;f g g:r RI located framed openings- Ljx�q oa ^.bgeo"• C1' :iY^ DDS''AELo2 m m m m m Part Sizes •y —4 r. N �N N N N EPS— P8.188 Strut m � Ln rH r-1 N G8Z021 8ZO54 m` m 0 000 m G8Z022 8ZO60 Ln= ¢ cc: a = Una I A SKP— 8S120 Strut 3 3 Cal 3 3 co SPS P6.134 Strut co CO cc CO CO— � t� mmm G8Z028 8ZO67 r on m m a a a a s G8Z067 8Z054 u u v � v H8C001 8CO60 J8C001 8CO60 rr aj S8Z84 8ZO60Q. a, oyo Q O m v m v > m p Ib 0 rb ri L N Q LL c Q Cr I � A00005 A00005 ---- - FI __------- -- --- -- rCo o O o 00 m m U' ---- 00 CJ0005 T � �; ~ N a yT rn rn t\ G8Z021 y L-TO }' m m GBZ028 / U Z t v vq CO (CG0059 Z .� J O L C CJ0005 Ty . I Ln 00 o X OJ iP Z j 0 I: ro C i�o I io to i CG0050 io `v b m (Ar-I n� li li J CF1010 T CF101 ~ 58Z84 G8Z022 i � ~ � G8Z067 C — O C � I I CGo0 00 I N 1 I Q _ 1 I LU 1 �O tu I Ul I MAR02 CONT I MAR02 CONT. + CG0030 00 ALL Z = u, I—I Z Ln s o to o' r o' Q Z 16-0' J � I I f �lJ Z aZ O I O ?� J wV CO CDNotes: w O < �D LLLJQ z m LBJv) m A a Ln Q �Ln See cross section drawings For main frame flange bracing t\• k ^ ^ F N' 7j sF L L See wall framing details for standard girt y LINE 4.V ' / ��r orientation detail •� H RC—indicates rod bracing See primary details 00L for rod brace assembly 5 7 At flush or inset girt condition,field slot girt webs,to allow passage of cable/rod bracing See primary details for guidelines. � - N§� 7 O Cut and drill girts as necessary for field R "u"M# j_@ a s S o LL located framed openings •!s2 o ae'"8 a` Ln m Part Sizes m m m m CD c) r, 0 0 0 0 0 G8Z026 8ZO89 N N N N N M 0) Ln L rl r-1 r-I r-I N G8Z027 8Z060 ; CO w` CO GBZ043 8Z060cr a a a G8Z050 8Z060 m m m m m GBZ053 8ZO89 no cc 3 M no cc com kD LD m m m G8Z065 8ZO89 0 kD Y Y Y f 2: on m on G8Z066 8ZO89 a a a --L a U U U V U H8C001 8CO60 J8C001 8CO60 Ir Of of RDB St R 0 D � n *' C1 aw u, am, 0 + 0 0tu 0 ro -0 -0mv > •= m O m a~e a z a O` r > > C > _ i�g < �a 1'-33/a" 1' I , 3/a" 1'-331a', , , 33/a- 1'-31/a•, ,Y-33/a' Q L° � � CL o CC1010 T CGO059 GBZ026 GBZ043 I 1 CG0059 I N O r-1 GBZ043 1 Q � 1Co O O O G8Z065 W � m rl ,� CC1010 TYP o c I CF1010 GS H80000001 CG Il IjI 01 H8C001 II o y to 3 UT mrs m G005 C y G8ZO26 Z02 G8ZO50 GBZ043 G8ZO53 fT G8Z066 Zb Z E O -C Q C I N I I o T Ln CO p X I I I N - am U C r, _ v m o CF1010 t CGO030 I I I CG0030 I CO CXBO11 CXBO11 CX M B031 CXB032 CXBO12 J > Q 3'Q' 30'0` lY-0 0J" 8'0" 10'-0' 8'-0' ?j M I 25'-0' 25'-0' 2 1 N C 6'-0" E STEEL LINE I I I f6 101'0' STEEL LINE Ur IL 1 I Z = t- _ 1 I f I N O w fU j N 3.8 6 0 Q z 7 8.2 - O J Q Q F-- J 0) z� H ?� w Notes: o� Q oW m aN DN SR cross section drawings For main frame flange bracing. VD A- K(•S. See wall framing details for standard girt 0CC orientation detai I. RD_indicates rod bracing See primary details For rod brace assembly. jb pFrs�t� _gyp�V At flush or inset girt condition,Field slot girt 'TIONSpI['F?c' webs,to allow passage of cable/rod bracing.See primary details for guidelines, w Cut and drill girts as necessary for field 'oRY r"�3 q u F a�2 located Framed openingsY``�� p S,i� 'oag LL lfl raroa�� �.�ie rn'mmuQ-Nr>/o mrmu�7Ol' rmunPmi�rn7 m Part Sizes � -4 1-4NNCO, O O G8Z022 8Z060 a+ Zr; L G8Z034 8Z060 m rn 000 0 N0-0G8Z035 8Z067 a a s n :a G8Z029 8Z060 (0 m cc cc CIO 8Z060 G87052 8Z067 on CO mm as a a au --------- ------- ---- of iA pG8Z051 0) p GBZ022 00060 I H � Y> C1T LLm, Q I I I CF1010 T 1 � I I I I I GBZ022 I I ; GBZ051 ' I � y CM:) 0�g I W p m ,-I I ~ 'CtO m m aa, N 1 jV � I N N I I 1V a I ----- V Z �? mo �mti u. Cd(�p °°.o ao 0 E G8Z034 m GBZ029 Our) ur-ru C Jr- C r4 -1l I 1 I 1 J '+ 1 LA T j I iQ I I r iD O I ' i G8Z035 I GBZ052 W I C_ 1 I IN-I 1 I I 1 I I 00 fi i ' I 1 I I Z ,o 1 i h 1 I ( Z Vl 1 I Q 1 I I I Z � MAR02 CONT. ' -MAR02 CONT. O J Q J J d w L- -' % WO Z aZ O F- J f� m Notes: ;o < 0Q z oU Q �+W m a Vl Vl See cross section drawings for main frame flange 16'•0* 16-0' bracing A. R11 %VA y�S' See wall framing details for standard girt I orientation detail © O A B RD—Indicates rod bracing See primary details for rod brace assembly. ^/ At flush or inset girt condition,field slot girt �SS�ONAL LINE 9.8 LINE 14.2 webs,to allow passage of cable/rod bracing See primary details for guidelines Cut and drill glrts as necessary for fieldLL- s� oA located framed openings sE ±r�-:BPge 62 pzlls X. z>"5 O Sdba4�a'g€F: � HaellegrSj�t g-x �E3" r rs�M`o`.S m m Part Sizes c' C) m rn en N �(V M) C) C)G8Z015 8ZO54 0, 0, — .�-1 Lam/ Ln N G8Z037 8ZO54 m m` m m m G8Z038 8Z105 C= ¢ ¢ a = Ln vq I tA G8Z039 8Z054 ca co 3 3 ca G8Z040 8ZO67 ao m m m m kDl%Dmmao G8Z041 8ZO54 f m m m G8Z042 8ZO54 lJ U l.J lJ U G8Z044 8ZO54 G8Z046 8ZO54 G8Z047 8ZO54 G8Z048 8ZO60 _LA U o 01 G8Z0 � m m G8Z061 8Z105 > 8ZO54 t° WG8Z072 a G8Z076 8Z105 G8Z079 8ZO54 0IL � a G8Z080 8ZO99 G8Z081 8ZO60 (4 Gj H8C002 8CO60 x m o 0 0 ' - - - W J m -4 .-1 N J8C005 8CO75 00 m m y GBZ015 GBZ049 5�"ROD ro 7) O) 01 RDB_ � ay, � � Ln Ln , G8Z040 I GBZO15 1 1 i I 1 1 r I a 2 U V M CC1010 T i I U Q 0 E I CF1010 T CG0059 TYP I 1 90 00 , 1 ° Z m ui ICCF15-0 1 Bo �° , I o L C Q G8Z039 1 GBZ015 I o� GBZ015 QO I G8Z048 I r j x r (� m0 m d � C GBZ072 ;7' G8Z076 j G8Z076 i G8Z038 j Kj J G8Z061 At m M r G8Z037 HBC002 GBZ041 H8C002 G8Z080 H8C002 G8Z046 I "' m C G8Z044 CGO050 TYP —F7 1 I 1 f i J 1tD e r CG0306 C�0060 i i CG0291 Ty . C00060 ) i Q N ' G8Z037 4 G8Z042 I Qj°00 G8Z061 9�eo I GBZ047 1 W G8Z079 I QO C 0 0 0 0 1 o o I Ln s E a co I Zo r, CG0030 T ; I AF0010 ' l'J O w LL ` 1 Z = — '—' w ra N w CXB033 CXB034 CXB035 CXB036- CXB037 Z Uq Q Z V T-0" 16-0- 3'0' 16'-0- T-0' 25'-0' 3'-0" 16'-0" T 0' J 0 J Q 26-0" 25'-0" 25 0' 26`0 w+� w Z F Z 1 I F J W U 102'-0" r w Q o Q z M I 1 Notes: aN a w R � Q. 9.8 11 12 13 14.2 See cross section drawings For main frame flange bracing. MWA See wall framing details for standard girt orientation detail. RD_indicates rod bracing. See primary details -`76 For rod brace assembly- SS/CNAL At flush or inset girt condition,field slot girt webs,to allow passage of cable/rod bracing.See ` primary details for guidelines. g r A = C-)2 pwrig€ova .02 `" H Cut and drill girts as necessary for Field a=3 L E N q y F o LL located framed openings. » o'a`i�Y x- 6i X O a�a.ovi� fb"y:sx CO �E�M3�Es�ES��aBs rn m m m m Part Sizes 1 � 0 0 0 0 0 G8Z028 8Z067 N N N N N O4 O� V1 r 1 rQ rl rl r--1 ri N G8Z067 8Z054 rrn m o CO 0 H8C001 8CO60 Un= a a cif rnLnrn J812003 8C060 3 3 3 co 3 S8Z84 8ZO60 m m m m m L c" G8Z021 8ZO54 F m m m G8Z051 8Z060 a v u u u u aY aI �+ N Q N Q rn QOt O at m 0 In 0 m m r1 L N Q 0 Q a. I I V O Q r_____ in .� I _________________`_, v r 1 I in 1A � N rl GBZ021 I CJ0005 T - i rCo 0 0 0 ry ti C, m m �j, GBZ026 I H N F- 0' IN r j CJ0005 T I ( j r a b 3 Q' m H I CG0059 I CF1010 Ln un 'p I iO I CGO050 i I o f _- CO it v V 00 i0 I I I ZD — 1 Z M N I CF1010 T I to 1 I r 'D p L c LA o I ui I7p 0 N H8C001 I o T. m � m a LL C 1 GBZ051 t rr° J ISBZ84 GBZ067 r -�— N I I CG0060 I O I 1 I I I O I f0 c o I i? W I ^ m m I I 2 C N E Ali J O 3 ¢ N Z w F ? Z N V 1-0- 10'•0- Q Z J 0 J Q1 16'0' l7 fZ d a Z Z0 w 0 z~ J wV m H f f I I Notes: ;o < o Q z �w I co aV1Q DV) See cross section drawings for main Frame flange bracing- A• R ��' LINE 8.8 ^/ See wall framing details For standard girt co LINE 11 .L orientation detail z ,RD_indicates rod bracing See primary details for rod brace assembly b At flush or inset girt condition,field slot girt rSIGNAL webs,to allow passage of cable/rod bracing See primary details for guidelines. 15$9 C i O Cut and drill girls as necessary for Field ' y 1 goa:9 a located framed openings 5sc LL S�S�.E��y��3y:SFf C1 yE-Q `EgN3Fo.`--i oiN3oJ rn M M M M Part Sizes 0 0 0 0 0 N G8Z068 8ZO60 N N N N m a+ rn i r-I rl r/ rl N G8Z070 8ZO60 rro rn m o00 a00 GBZ071 8ZO89 ix a ¢ a 0: to (/1 N G8Z075 8ZO60 Cn 3 M 3 co H8C001 8CO60 m m co m co ID ID m m m J8C001 8CO60 E f m m m a a a a a RDB_ 5i$"ROD J J J J J v u u u u v +'- O 0 _ 1'-0" ^ o Mvvmv FRAME FRAME 0 m p m OFFSET OFFSET � m > U > Q � 0) Q (li o � 0 0 G8Z071 GBZ068 y C Z ro O O O I. � fn M T't m m v ay M rn rn HBC001 L N m M CG0050 ° p o E CF1010 CF1010 0 7 O = c W o CC7010 T . G8Z075 CG0060 GBZ070 G8Z068 T. m m a LL C o C 'N Qlove A�eQp3 O o >v io `9 0° n Q 01 w < 00 IN CG0030 AF0010 = C LL 3 CXBO11" CXBO14 r Cxs013. N O f0 w F Z N V W 10'-0' 8'o" 26'-0* Q Z V 26-0• 26•-0" w O a Z Z ZO O Z -r w t SZ Notes: �° �Q Z `" I I Q.V1 U N I See cross section drawings For main frame flange 11.2 bracing . R(J 8.8 t �w ss o See wall framing details for standard girt orientation detail !' RD_indicates rod bracing. See primary details y for rod brace assembly At flush or inset girt condition,field slot girt QVAL s webs,to allow passage of cable/rod bracing. See primary details for guidelines w Q 3a-V p';o Ec'' Cut and drill girts as necessary For field ILL located framed openings W rd n"� o €o>w4mx -SF>FY O 13A4' 4' LEFT NANDDETAILSHOWN, O O O O O DIM•A"=4"AT 8"&1,0 GIRTS H r'd .--� ZEE GIRT =B"AT 12"GIRTS RIGHT HAND OPPOSITE 2 USE(2)1/2'x 2"A325 N SIDEWALL rBOLTSH0G03/NUTS H0300 y I 1 N CL COLUMN RIGHT HAND DETAIL SHOWN, Z 8'OR 10' ( ) rn 1 00 00 00 00 1 LEFT HAND OPPOSITE CL COLUMN • cr 1 CLIP TO WEB CONNECTION m N USE(1)1/2'%1 1/4" SHOP I I m ¢ a a SL THIN HEAD BOLT H0515/ WELDED S PURLIN NUT H0400 AT THIS ----7---- CLIP , 1 1 m N N N O ___ _ L- ��� ---1 m m m m m LOCATION,REFER TO THE I V I 1 CLIP 3 �s CHANNEL MK * col Cal co 1 I I t t MK GCC14 'LAPPED GIRT DETAIL"FOR 1 SECT."A" I 1 1h" m m ADDITIONAL INFORMATION 1 11/2" ' ' l7 l'J ]G ]C ]C SECTION"A" 3/4" / 3/4^ 3/4" ' NV f m m m CLIP JCP02 �1 ••A- - I-- - GIRT }.y GIRT,IF REQUIRED 1 GIRT '^ C�j Jj V C.J U i� i� ENDWALL GIRT I I Q / ? 1 1 I > Z' a), > 1 I 1 ' -_ ' (Li LC �_1 I < SHOP WELDED CLIP 1 1 I a ' I 1 ++ a+ I f , N _ O L __I a W SL 5L > . 7 O „A" "B" AT B'OR 12"GIRTS 1 m m � � p -------------- - -SLZ , ' 10"GIRT �- m ,-1 L N SHOP WELDED CLIP 1k' CLIP MK GCPO_ AT 10"GIRTS y, GI flT LAP GIRT LAP 1'-1 1/4"W/B"SW GIRTS O 01 C OJ SECTION (SEEELEVAIION) (SEE ELEVATION) STEEL ENDWALL Q LL IY Q LINE 1'-3 IA4•W/10"SW GIRTS DIM"A"=4"AT B"8 10"GIRTS =8"AT 12"GIRTS GIRT TO PURLIN CONN SW OR EW GIRT DETAIL SW OR EW GIRT DETAIL 10"GIRT TERMINATION DETAIL LAPPED BYPASS GIRTS AT INTERIOR BAY COLUMNS SIMPLE-SPAN BYPASS GIRTS AT INTERIOR BAY COLUMNS NOTE:USE(2)1h'x 11/4"A307 BOLTS H0500/NUTS H0400 rrr- O BYPASS GIRT AT ENDWALL PURLIN CC007 C NOTE:USE(7)112"x 1114"A307 BOLTS H0500/NUTS H0400 cc 1 O 1 O NOTE:USE(4)1/2'x 11/4"A307 BOLTS H0500/NUTS H0400 CC 10 2 0 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS C F0 5 2 o % USE(8)112"x 1 114"A307 BOLTS HOSOO/NUTS H0400 �J REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS y •a• REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 1 REFERENCE ERECTOR N07E FOR TYPICAL WASHER REQUIREMENTS GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH LEFT HAND DETAILSHOWN, C N O H ERECTOR DIM"A"=4"AT 8"&10"GIRTS RIGHT HAND OPPOSITE O O O MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT ZEE GIRT 8'OR 10' _ Lu i rn r-1 ,-"1 NOTE PLACEMENT DETAIL(S)FOR PROPER BOLT PLACEMENT. =e"AT1z^GIRrs -- B'OR 10'GIRT(TYP) GIRT f� n l F. Tzr M M CL COLUMN O In OJ CO Cn Cn LEFT HAND DETAIL SHOWN, FRICTION CLIP ZEE GIRT RIGHT HAND OPPOSITE CLIP MK.GCCO2 1 MK.JCA02 @ 8' CL COLUMN (y0 � m Cfl EQ 4' EQ ----,---- SHOP B'GIRT 1� •70� MK.JCA01 @ 10" 1 0 VI ---- MK.JCA03@12' r---- SHOP WELDED CLIP T.-. Ix SL ---- WELDED GIRT ----7---- CLIP 1 i L ' M M 1 1 ' MKCJ'P02@ 8" 1 O E CLIP MK $1$ CLIP t 11h" TION CLIP SECT."A" i MK JCPOl@ 10" 1 Z IO N MK.JCP03 @ 1Z' 1 \ O L C GCCO2 �I--I.;---I1 SECTION A t (— USE THESE CLIP HOLES 1 GIRT In O X 1 GIRT I I A ,.A. GIRT ' - AT THIS CONDITION - -L- - z m m a li -J- - 1 ------J W 1 1 1 I 0 I SHOPWE DED I I w 8"OR 10" 1 � - a - W CLIP 1 1 GIRT I I 1 1 1y 1 < I v 1 CLEAR 1 0 I 1 1 a 1 � Y I OPENING I � � I I o 10"GIRT 10='�� I � _ SL ! Q 41 I U--- -� o -_ a L -I SL r W SL I V G 3Ar 1>h" I 1 lk" 0 GIRT ANGLE MK.MAGO1 1/a" 2 3.C1- 3' WITH(2)H1020(FIELD SHOP WELDED CLIP V4" END OF JZ,=l MB END OF GIRT CUT TO LENGTH) GIRT i � STEEL SEE PLAN USE THESE CLIP HOLES N •C 1� C LINE AT THIS CONDITION SL � 1'-4- CL BYPASS GIRT CORNER DETAIL GIRT TERMINATION DETAIL GIRT TO GIRT DETAIL SW OR fEJW AT IV DETAIL 00 � u_ LEFT HAND DETAIL SHOWN,RIGHT HAND OPPOSITE 1 NOTEFRAM (8)'NGX 14AnA307 SOL IS CONDITIONASS GIRT 0500/NUTS H0400 F-I 0 LEFT HAND DETAIL SHOWN,RIGHT HAND OPPOSITE C 10 10 C 1 200 NOTE:USE(4)1/2'x 11/4'A307 BOLTS H0500/NUTS H0400 CJ 000 5 z NOTE:USE(8)112"x 11/4"A307 BOLTS H0500/NUTS H0400 NOTE:USE(4)1&'x 1 1/4"A307 BOLTS HO500/NUTS H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS CG O Z 1 IV REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS Z N N FRICTION CLIP Q Z MK.JCA02 @ B" > 0 J Q CL COLUMN MK JCA01 @ 10" J J --- MK.JCA03 @ lz" Z 1 Z Q 0 SHOP WELDED CLIP ' FRICTION CLIP Z� I--1 w 0 m 0 MK.JCP02- -8" 0 0 O Q Z MK.JCPOl' 10" v~i LJJ m GIRT 1 MK.JCP03�IZ' a N V N O 1 1 -J- --� I 1 1 p'S Op %va sic. 1 I I I CLEAR � 1 , I 'a � CLEAR p OPENING i i I 1- i OPENING S Z. SL 1 1 S��-.{(I- J a !-_ 5L 1/2" 3/4" 11I2" I 1�/2 3/4 1/2" ,OVA JAMB JAMB `W z VM N N 0 SW OR EW GIRT DETAIL FRAMED OPENING(BOTH SIDES OF COLUMN)@ B1TA55 GIRT CONDITION •��-�g 3 S NOTE:USE(12)1/2^X 11/4"A307 BOLTS H0500/NUTS H0400 CG0306 I yyES E REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTSE� . i S o�:S• o o.. m m m m m DIM.A=4"AT 8"&10"GIRTS DIM.B=1"AT 8"&10"GIRTS DIM C=5"AT 8"&10"GIRTS CLIP MK HU_ O O O O O DIM.A=4-Ilq"AT 12"GIRTS DIM.B=3/q"AT 12"GIRTS DIM C=5"AT 12"GIRTS N N N N N F-4— AIBOLTS(HO500)&NUTS(H0400) (p � NLnNRIGHT HAND DETAIL SHOWN, LEFT HAND OPPOSITE HEADER—­,. J/q I (2) •x 1 "A307 m m 1 THIN HEAD BOLTS(H0515)&NUTS(H0400) JAMB EXTENSION,IF REQUIRED N OC I D_ m Of Q ' 41/4" AT 2 3/4"CEE FLANGE I 1 l� Q Q N to N •�, '�� ',� All CLIP MK JCT02 m m ZEE GIRT SECTION"A" 5 AT 3 5,b"CEE FLANGE 36' JAMB _ I I (3)H1020 FASTENERSm m m m m_ /,:"OR [OaDGDCA L7 C7 Y Y Y (2)H1020 FASTENERS : FRICTION CLIP 1 1 m m m 8 FRICTION CLIP MK JCA02 AT B" 1 MK.JCP02 AT 8' MK.JCA01AT10" -- d O_ 0- °" D_ (2) "X 1 I/q" MK.JCPOl AT 10- MK JCA03 AT 12" LEFT HAND DETAIL SHOWN, J J A307 THIN HEAD BOLT MK.JCP031 AT 12 Q (ATTACHMENT TO 1 1/4" RIGHT HAND OPPOSITE tl ZEE GIRT CJ LJ lJ U U I H0515/NUT H0400 SLAB BY OTHERS) 16 _s > 0) 0J 0J (2)I/2'x 1 Ir4'A307 A Of I JAMB CLIP MK.JCWOl THIN NEApD BO11,,TS(HO515) CLEAR OPENING; m &NUTS(H0400) (3)H1020 FASTENERS 1 DOORJAMB I Ol 0OJ MK.WBCD p 1 AT 8' MK W1C0 MK.W2C01 AT 12 1 AT 10'' CLIP (t) CLIP MK JCT02 " !� MAN-DOOR OPENING _I MK.HCJO1 AT B'OR 10' m '0 JAMB MK.HCJ02 AT 12' 1 JAMB JAMB EXTENSION 0 � m Q m u9 2 m j u j STEEL LINE HEADER p 01 C O1 Q LL CC Q CC STEEL LINE A SECTION"A" TYPICAL WALKDOOR JAMB DETAIL JAMB TO FINISHED FLOOR CONNECTION HEADER TO JAMB CONNECTION JAMB EXTENSION TO ZEE GIRT c JAMB TO ZEE GIRT WITHOUT INTERMEDIATE GIRTZEE GIRT CONNECTIOt4 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS G 00�� NOTE: USE REFERENCE(2)1/2"ERECTOR NO4"A307 BOLTS H05OO/TE FOR TYPICAL WASHERUTS H 4EMENTS CG 00 3 0 NOTE:USE(2) II2'x I Id'A307 BOLTS H0500/NUTS H0400 NOTE USE(4) 'x] 'A307 BOLTS H05001 NUTS H0400 CG 00 58 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS CG0050 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS �I DIM.A=4"AT 8"8 10"GIRTS DIM.B=1"AT B"&10"GIRTS M.C=8'AT 8"&10•GIRTS DIM.A=4-1/4"AT 12"GIRTS DIM.B=3/4"AT 12"GIRTS DIM.C=8'AT 12"GIRTS m O O O ERECTOR NOTE: NOTE:INSTALL CLIPS DO S. m m -PRE-DRILL HOLES AT NESTED ZEE GIRTS DOUBLE CEE GIRTS IF REQUIRED. LL -IF THE T-CLIP IS LOCATED IN THE SAME LOCATION AS NESTED GIRT BOLTS,THE USE LEVEL TO ALIGN JAMB BEFORE STANDING JAMB.GN GIRTS ADJUST CLIP AS REQUIRED. NESTED GIRT BOLTS CAN BE REMOVED. RIGHT HAND DETAIL SHOWNd-7 11/4" > LEFT HAND OPPOS (6)H1020 FRICTION CLIP A ? u m m ASTENERS FRICTION CLIP MK.JCAO2 AT 8" .�.. MK JCP02 AT 8" MK.JCA03 AT 10' O E MK.JCP03 AT 12' m MK.JCA03 AT 12" AIR1 MK.JCP03 AT 12' �� J Z � Ol CLIP MK ICT01 C _T_ ) JAMB GIRT T ? O Ln � O 11 ` m -4 m Q. LL ADOORJAMB 11 � _ 1 I o C BII CLEAROPENIN! I3" 1 1 I I I I �I Iro I 11 U 1 � 11 � 1 ( I STEEL LINE 11 II = C SECTION"A" V) RIGHT HAND DETAIL SHOWN,LEFT HAND OPPOSITE F1 •E (O DOOR JAMB TO GIRT CONN GIRT TO JAMB CONNECTION Z O Li NOTE:USE%)t C,'X 1 A307 BOLTS HOS00/NUTS H0400 NOTE:USE(4)112'x 1 I/4"A307 BOLTS H05OO/NUTS H0400 1--1 O w Ia REFERENCE ERECTOR NO E FOR TYPICAL WASHER REQUIREMENTS ( CG0059 ) REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS CG0060 ) z Z ul N Q Z Q O J � VI f V' <Z O z i..I Z O w O J wV m w0 oQ z M ol) Q v~Lu m '� a U) Ut o t A R LSD C 'f h °mot;s��vA���',•a`` ) � Yg.,A Fps N N `gig -^s 911:2w8i � 0 3rei 3:`�Eo§FaSRsgY £nENB ".`E ERECTOR NOTE : N THIS BUILDING HAS SPECIFIC ROOF CLIP AND FASTENER REQUIREMENTS. PLEASE REVIEW THIS DETAIL PRIOR TO ERECTING THE ROOF PANEL. FAILURE TO FOLLOW THESE SPECIFIC REQUIREMENTS COULD RESULT IN LOSS OF ROOF PANEL(S) . m m 3 3 m m m LD 8.8 1 1 .2 W52 -O- 0 52'-0" 3 3 _ E W 0 16'-0" - - - - �; p - - - - - - - - - - - - - 9, 4„ omN a o W I � - - RIDGE - - - - O O I I � - - - - - - - RIDGE - - - - - - - � co IA W coo co Jo I ~ csMC7 CIA 914 o0 E B - - - - - - - - - - - q o o mot j �noi� 16'-0" OA OA 102'-0" 102'-0" /� m �rn ma� L z A 3.8 8.2 9.8 14.2 J a 102'-0" 102'-0" 0 327'-4" z 3.8 8.2 9.8 14.2 2 ROOF SEAMING PLAN 15 0 327'-4" z 1 ) NUCOR ROLL LOCK" U.N.O. TM a 2 15 2) ® INDICATES NUCOR VISE LOCK . TM J U ROOF CLIP AND FASTENER PLAN z g LL. 3) INDICATES NUCOR VISE LOCK 360 z F= O O STD. 4" PANEL CLIP ATTACHMENT DETAIL _STD. 4" PANEL CLIP ATTACHMENT DETAIL_ PERIMETER PANEL CLIP ATTACHMENT DETAIL SEE CFR ROOF ERECTION NOTES FOR PANEL CLIP MARK NUMBER CFR ROOF ERECTION NOTES FOR PANEL CLIP MARK NUMBER SEE CFR ROOF ERECTION NOTES FOR PANEL CLIP MARK NUMBER z < ROOF PANEL OOF PANEL a', 12" OR 16" oa STD 4" CFR CLIP PART NUMBERS � = Q CLIP.PERIMETER rcEi�G�� MARK # PART DESCRIPTION J ¢ ¢ Z (D C� ROOF PANEL H2500 SHORT FIXED CLIP .0 H2510 TALL FIXED CLIP z U ¢ J W 4" P L CLIP ATEACH I 1 ¢ In o Owe H2520 SHORT SLIDING CLIP ¢ PU N. w _ o = UP.H1020 FASTENERS PER H2530 TALL SLIDING CLIP 4" PANEL CLIP AT EACH MK.# PURLIN OR JOIST. PURLIN RVS (2) FASTENERS PER CLIP PERIMETER CLIP AT EACH 7 0 pC �� H10 AT PURLINS PURLIN OR JOIST H2520 MK# AT JOISTS FASTENERS PER CLIP: MKS (a) H1020 AT PURLINS CFR PERIMETER CLIP PART NUMBERS PURLIN (OR JOIST) (2) H1070 AT JOISTS MARK # PART DESCRIPTION ' 4571si . H2720 SHORT SLIDING 8" CLIP SSiovAi ' INSULATION H2730 TALL SLIDING 8" CLIP H2740 SHORT SLIDING 12" CLIPg } PURLIN (OR JOIST) H2750 TALL SLIDING 12" CLIP 9 6 Lo Lo N H2760 SHORT SLIDING 16" CLIP O (2) FASTENERS PER CLIP AT PURLIN/JOIST ) FASTENERS PER CLIP AT PURLIN (3) FASTENERS PER CLIP AT PURLIN A C H2770 TALL SLIDING 16" CLIP1: y ; ¢ (2) FASTENERS PER CLIP AT JOIST Ld h n n 0 0 0 rn rn - n h m mmmm mII I m j�1'-L4' FJM;SH 15 327'-4' E 2'-0-START Eo6o10 LEAN—TO BLDG./a W o o � to VT 0 a o a f, N W N 6 a .1, �cai m: O rr Z a Z L5 a EE6 110 ` H EE6010 � d N o� EC6050 � � J M M Lrl In � rnrn U ? V)Cn EEfi010 C G E I EE6010 '^ a Lo c L X � o o � 0 L..m m11LL Z I z 0 0 j o 0 0 a o n J Av m B — — — — Z N ® Q o ;� EQUIPMENT BLDG Eo6o10 STORAGE BLDG. I 2'-0' START 1'-4'FINISH Z A O 327'-4' W M W 2 2 (n Z - 0 STEEL FER C OF 1$1 qY�y E v� N N ROOF N IT�F Q N I.L GUTTER AND DOWNSPOUT SCHEDULE 70 DETS EAR- RAKE ANGLE Q Q VINDICATES 4'IT 5'DOWNSPOUT.SEE BELOW FOR REDUIREMENTS, "' Q Z NOTE.DOYINSPOui LfNCTH MAY VARY PER PIANT: J = J O 5'• 16'-0'CDRRUCATEO pOWNSPOUT IIK. H2300 I 4'.5'• 10'-0'CORRUWTED DOWNSPOUT YK. N2105 BACK OF 4'.5'• 10'-O'PRESS-BROKE DOWNSPOUT Mg 07AOI I Z Z) w 6 ROOF SHEETING PLAN — MaIN BLDG• FEID CUE FROM �,_5, z • EMT aM � O CQ1' � � Z W o PANELS: 24 GA STANDING SEAM - GALVALUME FULL w1DnT PANEL A F Q O O FIUILD. MAXIMUM DUAIV ITl' LOCATIONS GRID CUT OW (.7 u I.D. SPACING PER LOCATION LINE DO NOT ATTACH CUPS TO PURLIN STRUTS w Z M NOTE PRE-DRILLING FOR STRUCTURAL FASTENERS MAY BE REOUIREO AT GIRT/PURLN LAPS AND/OR NESTED GIRTS/PURUNSMAIN 4.5 CUT Ow a W MAIN 50 4.5 8 D FOR ADDITIONAL ASSEMBLY INFORMATION. SEE ERECTION MANUAL U) L3 cTeRT oeNFl wLOTH OFT I (FIFI O CUT) TO THE RREEOwnio ALSO NEEDS mom AFwi SHEET WHEN FIELD CUTTING OR MITERING CFR ROOT PANELS,NON- ABRASI E CUTTING TOOLS SUCH AS NIBBLERS OR TIN-SHIPS SHALL BE USEO. ABRASIVE CUTTING TOOLS SUCH AS MECINNICAL T GRINDERS,SAWS,SHEARS,OR SCISSORS CAN DAMAGE THE GALVALUME FINISH AND CREATE EXCESS METAL SHAVINGS THAT CAN DEVICES WAY VOID YOUR FACTORY WARRAMY45761 �S7T-��� SstQYA y" 04 Nil NN y ) IRS o M M M O O O Of O - \\\ M M 00 3 3 3 m m m 3.8 8.2 102'-0" ao 0 tom O m N a � > jMAIN �BLDG., E16050 L9 B a B 0 � EE6010 0 � � � � L -vim o N EE6010 of z 71 o c)-- i z -f e og 8 tD O 3 `I zcc c VA O �ij � O)O x rnr— — — — — — — — — A Z m �mali U' Do LOW EAVE z ED6010 Lu 2'-0" START A 2'-0" FINISH STEEL LINE START FINISH DIM. PANEL RIB d SEE R00 SH ETING PLAN MAY VARY-REFER BACK OF 102'-0" z Z TO DETAILS RAKE ANGLE I LLl 3.8 8.2 Lu GUTTER AND DOWNSPOUT SCHEDULE (D LL BACK OF LL RAKE ANGLE Z ~ O ROOF SHEETING PLAN - EQUIPMENT BLDG. ®INDICATES 4" x 5" DOWNSPOUT. SEE BELOW FOR REQUIREMENTS. z w Q FIELD CUT FROM I 1'-5 3 4" 2y CUT DIM NOTE: DOWNSPOUT LENGTH MAY VARY PER PLANT: Z Q> rT5 Of 7 4" x 5" x 16'-0" CORRUGATED DOWNSPOUT a MK. H2300 Q Q > FULL WIDTH PANEL A PANELS: 24 GA. STANDING SEAM - GALVALUME CUT DIM DO NOT ATTACH CLIPS TO PURLIN STRUTS 4" x 5" x 10'-0" CORRUGATED DOWNSPOUT - MK. H2305 > B NOTE PRE-DRILLING FOR STRUCTURAL FASTENERS MAY BE REQUIRED AT GIRT/PURLIN LAPS AND/OR NESTED GIRTS/PURLINS 4" x 5" x 10'-0" PRESS-BROKE DOWNSPOUT - MK. DTA01 J Q Z CUT DIM FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. J Q Q Q C ZZ) C� C� START PANEL WIDTH DETAIL (FIELD CUTS BUILD. MAXIMUM QUANTITY LOCATIONS GRID I OV a- rz Z W o I.D. SPACING PER LOCATION LINE J I Of NOTE:THE FINISH PANEL ALSO NEEDS TO BE CUT EQUIPMENT LDG 50 2.0 4 A Q O � S c`') TO THE REQUIRED WIDTH FROM A FULL SHEET Lu Ln U Q m WHEN FIELD CUTTING OR MITERING CFR ROOF PANELS. NON- U) 1 (1) R DI ABRASIVE CUTTING TOOLS SUCH AS NIBBLERS OR TIN-SNIPS SHALL BE USED. ABRASIVE CUTTING TOOLS SUCH AS MECHANICAL RU GRINDERS. SAWS. SHEARS. OR SCISSORS CAN DAMAGE THE S GALVALUME FINISH AND CREATE EXCESS METAL SHAVINGS THAT CAN O WA i << DEVICES MAY VOID YOUR FACTORY WARRANTY. f � 45761 Gr, !sT /ONAL ; 6 � l M U) �' � z. M M n 0 0 0 rn rn M M o0 � K 3 m c�a � 3 w � m a a o w o N f.7 J � m m N 9.8 14.2 a o W < w � 102'-0" o li: Imo, MAIN BLDG. y o ryry W �000 E16050 LL H J`n`?°' o�rn ~rnrn u ? Vav o - G O E co LJ w LJ J Z cc a)Z a d O t C .x. EE 60 1 0 0 o J a C) L lfl _ m �ml� o EE6010 N i z I z 0 co O 8 0 o to O J A LLl LOW EAVE 0 U) ED6010 � 2'-0" START A 2'-0" FINISH w H STEEL LINE START FINISH DIM. PANEL RIB w SEE R F SHE ING PLAN MAY VARY-REFER BACK OF 1 0 2'-0" Q7 Z TO DETAILS RAKE ANGLE LLO I i 9.3 14.2 z Q ow BACK of GUTTER AND DOWNSPOUT SCHEDULE v 3: > RAKE ANGLE J = Q Q ®INDICATES 4" x 5" DOWNSPOUT. SEE BELOW FOR REQUIREMENTS. J Q ROOF SHEETING PLAN - STORAGE BLDG. NOTE: DOWNSPOUT LENGTH MAY VARY PER PLANT: Q Q ~ d) FIELD CUT FROM I 1'-5 3 4" 2y2" CUT DIM Z � � � � FULL WIDTH PANEL A PANELS: 24 GA. STANDING SEAM - GALVALUME 4" x 5" x 16'-0" CORRUGATED DOWNSPOUT = MK. H2300 O d Z CUT DIM 6 DO NOT ATTACH CLIPS TO PURLIN STRUTS 4" x 5" x 10'-0" CORRUGATED DOWNSPOUT = MK. H2305 c) Q r J m NOTE: PRE-DRILLING FOR STRUCTURAL FASTENERS MAY BE REQUIRED AT GIRT PURLIN LAPS AND/OR NESTED GIRTS/PURLINS 4" x 5" x 10'-0" PRESS-BROKE DOWNSPOUT = MK. DTA01 CUT DIM C FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. w Q z cr) Q7 ch s) START PANEL WIDTH DETAIL (FIELD PANEL WIDTH DETAIL (FIELD CUT) BUILD. MAXIMUM QUANTITY LOCATIONS GRID NOTFTHE FINISH PANEL ALSO NEEDS TO BE CUT I.D. SPACING PER LOCATION LINE TO THE REQUIRED WIDTH FROM A FULL SHEET EQUIPMENT BLDG 50 3.0 4 A Y WAS WHEN FIELD CUTTING OR MITERING CFR ROOF PANELS, NON- ABRASIVE CUTTING TOOLS SUCH AS NIBBLERS OR TIN-SNIPS SHALL v. BE USED. ABRASIVE CUTTING TOOLS SUCH AS MECHANICAL GRINDERS, SAWS, SHEARS, OR SCISSORS CAN DAMAGE THE GALVALUME FINISH AND CREATE EXCESS METAL SHAVINGS THAT CAN .p 45761 DEVICES MAY VOID YOUR FACTORY WARRANTY. 02 7S'IDt��� D iai U) n M M 0 0 0 rn rn M M o0 N N m 8.8 1 1 .2 W S 52'-0" � a ao o � N U J 2'-0" START 2'-0" FINISH O m N a O W ED6010 c Is: I�` LOW EAVE z EAll CO L'J Obi O� CS7 Li LL ~ J M ch M \ a' Q \ a' Z' W EE6010 0 m ��rnrn cf) v V) I, �_�iM U�: � z EE6010 � z o 0 E in O rn - o Jot c D D r ' � � co j �mali� C� E16050 � J m MAIN a w J STEEL LINE START FINISH DIM. PANEL RIB 52'-O" (� SE ROOF SHEETING PLAN Z MAY VARY-REFER BACK OF TO DETAILS RAKE ANGLE W GUTTER AND DOWNSPOUT SCHEDULE LLJ i I I U) N INDICATES 4" x 5" DOWNSPOUT. SEE BELOW FOR REQUIREMENTS. 0 LL BACK OF ROOF SHEETING PLAN - LEAN-TO BLDG. NOTE: DOWNSPOUT LENGTH MAY VARY PER PLANT, Z O 4" x 5" x 16'-0" CORRUGATED DOWNSPOUT = MK. H2300 Z Q � ow ANGLE 4" x 5" x 10'-0" CORRUGATED DOWNSPOUT = MK. H2305 > PANELS: 24 GA. STANDING SEAM - GALVALUME 4" x 5" x 10'-0" PRESS-BROKE DOWNSPOUT = MK. DTA01 Q Q > FIELD CUT FROM 1'-5 3 4" 2y CUT DIM DO NOT ATTACH CLIPS TO PURLIN STRUTS 2 NOTE- PRE-DRILLING FOR STRUCTURAL FASTENERS MAY BE REQUIRED AT GIRT/PURLIN LAPS AND/OR NESTED GIRTS/PURLINS 0 Q Z FULL WIDTH PANEL A "DIM FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. J = J O Q BUILD. MAXIMUM QUANTITY LOCATIONS GRID Z Z w 0 0 't I.D. SPACING PER LOCATION LINE w O a Z O LEAN-TO 5 .0 3 EV Q r J W O START PANEL WIDTH DETAIL FIELD CUT) ¢ U O Of m � NOTE:THE FINISH PANEL ALSO NEEDS TO BE CUT � Q o D TO THE REOUIREO WIDTH FROM A FULL SHEET WHEN FIELD CUTTING OR MITERING CFR ROOF PANELS, NON- ABRASIVE CUTTING TOOLS SUCH AS NIBBLERS OR TIN-SNIPS SHALL wAkUs BE USED. ABRASIVE CUTTING TOOLS SUCH AS MECHANICAL GRINDERS, SAWS, SHEARS. OR SCISSORS CAN DAMAGE THE GALVALUME FINISH AND CREATE EXCESS METAL SHAVINGS THAT CAN j+ DEVICES MAY VOID YOUR FACTORY WARRANTY. 45761 °•g Ism. _ WIs U) r2 M M_ O O O Of O M M aD � � N 3 m U' S c_� EE6010 1'-0" CKLAP S3S 3 d a o w 0 N � m O m N K a � > C0021 0a121 Q °O GC0021 G 00 rr O O O O O O O O 0 O O O O Olr� O O O O O O O O O 0 O O Ou� uQ (� u-i oo v u� o ri of �i Sri ao v In III (i 0, �o In n n oo m ao rn rn rn rn O o oN oN co, N rn rn o rn ao 0o ao n n � � � N N N N N p O O 1. j M f'') O 0) y ��rnrn MLO OPEN GB0020X U c t:8 CC1 CO ] J z . N Tj �aO )C CD CD ` m CD' C7 J N CN m Z Q N w Z J Z W S U � 0'-0" START 0'-0" FINISH z J Q Q � � 80'-0" _ < o Od Uz 'Al 0 WALL SHEETING AT LINE 2 — MAIN BLDG. W L o Q M c Z) PANELS: 26 GA. CLASSIC WALL - AZTEC BLUE - kt FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. h`�� "A . F<11e 1 4576, , CN'AL 1 ) ERECTOR NOTE: ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. n y LID -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER, �8a H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. If a � -WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, H1061 � � � i FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. � , M M M O O O c4 O N M h 0\O N In 3 3 3 m m m cD cD c� cD 3 � a a o 0 � o m C O m N m O � la 0 NOTE: NOTE: H DUE TO POTENTIAL SNOW DRIFTING, 1/2" SIDELAP DUE TO POTENTIAL SNOW DRIFTING, 1/2" SIDELAP N N O TAPE MASTIC (H3010) IS REO'D IN THIS AREA. ED6010 TAPE MASTIC (H3010) IS REQ'D IN THIS AREA. 41 c O O SEE DETAIL GA0001(SD4). SEE DETAIL GA0001(SD4). J C?ch E16050 ta GC0021 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 o 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 .0 0 e —0-8 - 0 g 0 0 0 g 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 `6' 0 0 0 0 0 0 0 0 0 CC0021 u 2 t U v o 0 0 0 0 0 0 0 0 0 0 0 ,a m m m m m m m is n n n n n n r n n n n n n n inn n .o �o m m e u n O O m m m m m o n m �o �o m io m io o m io e m is m �o m m e m e e m m E n n n n n n Z E16050 — p a c x 0 0 0 0 0 o g g o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Z m an d u- Ur 0 0 0 0 0 0 o 0 o o 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o G80020 GA0052 GA0052 00 GB0020X m o6 m m m m u a o a o 0 0 o a o 0 0 o rn o rn rn m o rn rn rn a m rn o; m a rn m rn m rn of rn w n n n nnn nnn n n n n n n n n n nnn n n n n n n n n nn n n n n n n n n n n n 7o J I I o OPEN I OPEN m Z r GC0082 GA0052 I Q GCO082 2 g0 0 0 0 0 o I o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 g o 0 o g o 0 0 g q 0 o cco082 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 4 o g o 0 0 0 0 0 0 0 0 4 g 4 0 0 4 w ,n�n �ri ,n ,ri N vi airti �� N ai N ai N N N ai ai Ji N �N �N N N N N vi ,ri N nri N N N vi vi vi in in N �m N ri is n n n n r n r r n r n n ri n In n ri In n n ri n n r r n n n n n n n n n n r r n n n r n n n Na a a a a a a a a a a a a a a a a a a a a a a N ry a N a N N a N a N a a rn rn rn rn rn rn rn m rn m rn m rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn m m rn rn m rn m m rn rn rn Z ry ry N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N • M M M n M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M J 2" START Y nMSH Z G80020 50'-2" 102'-0" 102'-0' zs'-z' � EQUIPMENT BLDG. STORAGE BLDG. Lu 25'-2" 127'-0" 23'-0" 152'-2" w 2 327'-4' � (n 2 15 Z J WALL SHEETING AT LINE B — MAIN BLDG. N Q PANELS: 26 GA. CLASSIC WALL - AZTEC BLUE U > > Z FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL j J = Q O WOCd3OZ o 10 ti m c) Q OOf = r) � w a � :5 7'' RUS yG0 ��f 45761 ERECTOR NOTE: ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. ngD -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER, its H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. I 1,5111 O -WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, Irla FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. Ie ill O O O _ 01 Of M M ap � K Q �m 3m3 m '�m ib m U (.� U (7 U U U EE6010 1 '-0" rKLAP 3S �' a ' a o o � N 0 m _ •_ � m N a > 00 GC0021 00 GC0021 o 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ,n ,n ,n ,n ,n ,n ,n ,n ,n ,n ,n ,n uQ ,n ,n 0 ,n ,n ,n ,n 0 0 0 N 00 t` O M (0 0) N N 00 .- 000 N Ol 0 M O t` m to y n t\ a0 aD tp 0) 01 O O O O O O O 1 0) 0) 0) a0 00 00 r n •- N N N N N N N N N — — — — — W C N Q �y O JcnC'7 CrJ d~0)E R1� 00 00 u ? 1-0-- i 1 ' o 0E Z cc 0 OPEN GB0020X � p cmL Z m m �� 0 o J m N Z Lf7 Lu Z_ J 0 Z Lu Lu 2 0'-0" START 0'-0" FINISH z p J N WQ All— > z J = J 0 80,-0„ z Z W oa � Jm � CB D WQU Ox a �W � UQ oZ) WALL SHEETING AT LINE 15 - MAIN BLDG. 45761 � PANELS: 26 GA. CLASSIC WALL — AZTEC BLUE ���� FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. ERECTOR NOTE: 5 >� � ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. aa� 3 -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER, illy zp H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. -WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, H1061ay FASTENERS WITH WASHERS HAVE BEEN SUPPLIED- F $ � n rn 0 0 0 rn rn n n ao m � 3m m m m m m 3 w S S 0. rL o 0 N � m O m N a m > m' I ' Lo DUE TO POTENTIAL SNOW DRIFTING, 1/2' SDELAP ED6010 �I TAPE MASTIC (H3010) IS REO'D IN THIS AREA W CVC O SEE DETAIL GAOOO7(SD4) GCCO21 GCDO21 00 VI m' 0 0 0 0 0 0 0 0 0 0 0 0 o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 to M M +n n n n n n +n n n n +n n n n+ n n n+ n +n n n 2 U c)In EI6050 J - _ _ _ _ O C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 + J CD L C S O S S S O O O O O O O O O O S S O O O S O O O O O O S O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GB002OX O O S S O O O O O O O S S O 0 0 0 o n n 0 0 0 0 0 0 0 0 0 0 0 0 0 S S co •1 m m m ao ad m m m m m ad m ai m m m m ra s: m c6 m m m m 11.2 m m m m m m m m w GB0 ao , LA t1 C I n <o m m m m m m m m m m ro m m m m m m m m ra ro m m m m m m m m ao m o� of of a of m m m m m of of m of o4 vl m m _ _ _ _ _ e + n r n n n n n n n n n n n n n n n n n n n n n n n 9 � OPEN n �+ n n n n n n %> 0i G La A0052 CA0052 OPEN GC0082 GCOOB2 GC0082 N Z 73 88 $ $ $ oS8S8S888888888SS88800S $ 8858 $ 888 $ $ 88S $ 8888888 $ 8 � � � � 88 � � 88 $ � $ 8 $ $ $ $ S 7 ; Q o $ o $ 8 0 8 8 0 $ o S, 8 S 8 $ 0 0 0 0 0 0 0 '� O •ll •/i N Jf N N Vl N m Vl N o 0 N N ✓; o N n 0 m N N N m m 0 N 0 Y• Y1 N N N VI N m N m 0 N JY 0 0 N N N N N 0 h 0 N N ,lt Y1 •!� YI Yt 0 ,A 0 +n N N N 0 0 ill 0 0 In N 0 0 0 0 0 0 N N eft N 0 J1 h � Ol O O O N N O O O O O O O O o 0 0 o N O N O O N 0 O 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 N 0 010,010 Op U h N N N N N N N N N N N N N N N N h N N N N N ry N N N N N N N N N N h N N N N N N N N N N N N N N N NNN ♦ 11 �• 2'START GBO100 _ 2" FINISH J 1 DO'-2" 52'-0' LEAN-TO BLDG. Z 152'-2' 48'-0" 102'-0' 25' 2' f— W 327'-4" W 15 2 Ur c/) WALL SHEETING AT UNE D — MAIN BLDG, Z PANELS: 26 GA- CLASSIC WALL - AZTEC BLUE N Q FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. Q Z Q Q Z) 0 ((D 0 W ZO U <Q � j m � co0 < = ch U) U) All s ~v a5761 SS7GNA1.�� � c, W ERECTOR NOTE: s$ ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. ! -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER, Y� gg$ s 4-- H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED R o -WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, H1061 rn FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. ` ; FRAMED OPENING SCHEDULE " " " c000ao oos ID SIZE TRIM REQUIREMENTS COVER TRIM REO'MENTS HEAD TRIM NUMBER CITY WIDTH HEIGHT JAMB TRIM HEAD TRIM SILL TRIM JAMB TRIM HEAD TRIM 2 1 10'-0- 12'-0- JTA04 HTA04 N/A CCA02 CCA01 m m m coo6 FRAMED m ME OPENING m m S c' a a o 0 ERECTOR NOTES a o m 1.) FIELD CUT PANELS AROUND OPENINGS AS REOUIRED. O m N 2.) I.O. NUMBER FIELD: a o (AN I.D. NUMBER INDICATES A FACTORY LOCATED OPENING. SEE WALL ELEVATIONS.) < °C (THE WORD "FIELD- INDICATES A FIELD LOCATED OPENING) 3.) SEE GD0005 FOR CHANNEL COVER DETAIL. (COVER TRIM) O Is. I ` m. C EE6010 EE6010 0 o00 0 2'-0 B CKLAP 2'-0" B CKLAP J M--tel m z rnrn H �srnrn Z All u ? U�� 0 0 0 O OE JCD �x( :D r m m •' O p o IQ `"GC0056 GC0056 GC0021 C CDGC0021 m 0°all N 00 00 00 O06 00 0 O O 0 0 0 2 0 1>0 v1,n u� ,n u� Lp Lo N M 0)00 L0 04N N N N 01 m l0 O, N w NN N N N N ` N N N z J Q GB0020 0 GB0020 -0' 10'-0" 1'-01, z w 0'-0" FINISH 0'-0" START = 0'-0" START 0'-0" FINISH z J N WQ 16'-0" 16'-0" rJ > z = N � Q � H A A B J ¢ Qt— rn 0U < O � W0 awl L) co WALL SHEETING AT LINE 3.8 - EQUIPMENT BLDG. WALL SHEETING AT LINE 8.2 - EQUIPMENT BLDG. U' t A R VS PANELS: 26 GA. CLASSIC WALL — BRICK RED PANELS: 26 GA. CLASSIC WALL — BRICK RED y`o��, wnsy�4eC FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. 45761 y ERECTOR NOTE: n ; � y Lo ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. ¢`g��E 5 -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER. _ H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. '$ : o -WHERE THE FASTENERS WITHINGS INDICATE HWASHERS HAVE BEEN SU0 TRIM PPLIED.PLI FASTENER, H1061 ED Y e a FRAMED OPENING SCHEDULE " "p '�2 N N N GD0040 ID SIZE TRIM REQUIREMENTS COVER TRIM REO'MENTS m NUMBERIOTY1 WIDTH I HEIGHT I JAMB TRIM HEAD TRIM SILL TRIM JAMB TRIM HEAD TRIM n n HEAD TRIM 2 2 10'-0" 12'-0" 1 JTA04 HTA04 N/A CCA02 CCAO1 N N m mm3 mm3 m m d] c000zo FRAMED OPENING � K 3 3 u a a o w o v7 c4 ERECTOR NOTES > °O 1.) FIELD CUT PANELS AROUND OPENINGS AS REQUIRED. CL o m 2.) I,D. NUMBER FIELD; (AN I.D. NUMBER INDICATES A FACTORY LOCATED OPENING. SEE WALL ELEVATIONS) (THE WORD 'FIELD' INDICATES A FIELD LOCATED OPENING a' 3.) SEE CD0005 FOR CHANNEL COVER DETAIL. (COVER TRIM)) O 0: l7 ED6010 �NC> W �000 ~ JM mC7 1A ;;Y) 0 0 0 0 U2 0 o 0 0 ' 00E J Z C7 N J I ; U.,cmo maCD GC0021 GCO021 m - u wI Z 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w �_ _� �_ �_ 1ri 1ri 1ri 0 �_ �_ � � 1ri � 1ri 1n 1ri 1n 1ri 1ri 1ri 7ri 1n u 1n 1ri 1ri �_ �_ ,_ Q N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N w Z J 0'-0" START 0'-0" FINISH z i= GB0020 uiiw 0 Z � J N Wa> 1 11 7 77 1 71 1 77 7 )1 Z Q y 29 -0 * 10 -0 45 -0 10 -0 8 -0 < U Q Z 102'-0" L Z D 0 0 � a ?� Wo m w Q 0 � m co aU) (A ¢ ° � 3.8 8.2 �,F A kiss O pF F< Q< WALL SHEETING AT LINE A - EQUIPMENT BLDG. s111V1. � PANELS: 26 GA. CLASSIC WALL — BRICK RED CNAL FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. $ Lo ERECTOR NOTE' ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. D JIB O -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER, ffill] v H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. € DRAWINGS-WHERE THE FAS ENERS WITTHW SHERSICHA E BEEN SUPPLIED.FASTENER, H1061 IED. M M n 0 0 0 rn rn M M o0 N 3� �m m CL7 u 3 3 a a o o 2'-0" B CKLAP EE6010 EE6010 2'-0" B CK < LAP m w � z c� y N o W c000 GC0056 GC0021 M GC0021 ; z� GC0056 C?C? c� os�� CD CD 00 CDu' � 'M M co I _I 2Uv`r W O o o Z E J N hi, Ol O X O Zm �ma� (V 00 0 0 0 0 0 0 0 0 00 o v C co v r- o- 0$ aoao n n co n n n c000 MM M M M M M M r] M1 10)7) OR 0) w z J GB0020 GB0020 cD z w 0'-0" FINISH 0'-0" START 0'-0" START 0'-0" FINISH = 0 z J 16'-0" Q z 0 Qz B A A B zww Lu OQ � z mo awL 0 ¢cn zc WALL SHEETING AT LINE 9.8 — STORAGE BLDG. WALL SHEETING AT LINE 14.2 — STORAGE BLDG. � `n � _ Rus PANELS: 26 GA. CLASSIC WALL — BRICK RED PANELS: 26 GA. CLASSIC WALL — BRICK RED FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. h 45761 is S S7ONAL q �g b ERECTOR NOTE: E�' 6 11 L0 ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. iFs" -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER. O H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. $ sE 1 04 -WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, H1061 '� 6 U) FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. io +g " "FRAMED OPENING SCHEDULE "000 GD0040 ID SIZE TRIM REQUIREMENTS COVER TRIM REO'MENTS m rn N NUMBERICITY1 WIDTH I HEIGHT I JAMB TRIM I HEAD TRIM SILL TRIM JAMB TRIM HEAD TRIM HEAD TRIM 3 1 3 1 16'-0"1 16'-0"1 JTA06 HTA07 N/A CCA04 CCA04 Ln x w w mm m m m m m c000zo FRAMED OPENING m m a a 3 3 a a o 0 ERECTOR NOTES o m 1.) FIELD CUT PANELS AROUND OPENINGS AS REQUIRED, 2.) I.D. NUMBER FIELD; (AN LD. NUMBER INDICATES A FACTORY LOCATED OPENING. SEE WALL ELEVATIONS) (THE WORD "FIELD" INDICATES A FIELD LOCATED OPENING) 2. 3.) SEE CD0005 FOR CHANNEL COVER DETAIL. (COVER TRIM) ED6 01 0 W c000 fi In C? n 4mC, co zi; GC0021 GC0021 to u O O O O o e co O O O O O O O O O O O O O O O O O O O O ] J z m hi m Lo rno '"�(( w r r r r r r r r r r r m Co a.LL O 0 I 0 a w z_ a O O O O O O O O O O O O O O O O O O O O O O O O U O O O O O O O O O O O O O O O O O (Dr r r h r r t` r.: n n n n n r r r r r r r r z (D (D (D cD (D (D (D (D (D (D (D (O (D (D (D co (D (o tJ 0 co n M r7 �•7 I") M M r) rl) rM r.,) r) r) r7 � rl) r� �'i �"� r� r") w w 2 cn J 0'-0" START _ 0'-0" FINISH_ N � Q GB0020 U < > z N a 11 7'-0" 16'-0" 5 Ol 16'-0" 35'-0" 16'-0" 7'-0" o a z o K O � Q � OWch 5'wy a � 102'-0" 9.8 1 4.2 g WALL SHEETING AT LINE A - STORAGE BLDG. 45761 SSI(WWAL ' PANELS: 26 GA. CLASSIC WALL - BRICK RED FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. sEll0) Lo g _ ERECTOR NOTE; a �� Ip ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER. �r xiff ill p � H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. t fly -WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, H1061C '�� FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. FRAMED OPENING SCHEDULE n n :2 000 G00040 ID SIZE TRIM REQUIREMENTS COVER TRIM REQ'MENTS NUMBERICITY1 WIDTH HEIGHT JAMB TRIM I HEAD TRIM I SILL TRIM JAMB TRIM HEAD TRIM M HEAD TRIM 2 1 1 1 10'-0" 12'-0- JTA04 HTA04 N/A CCA02 CCA01 GD0020 m 3 m 3 3m m FRAMED OPENING m m a 3 w S S a a o o ERECTOR NOTES > m 1.) FIELD CUT PANELS AROUND OPENINGS AS REOUIRED. & m 2.) I.D. NUMBER FIELD; a (AN I.D. NUMBER INDICATES A FACTORY LOCATED OPENING. SEE WALL ELEVATIONS) (THE WORD -FIELD- INDICATES A FIELD LOCATED OPENING) O lot3.) SEE GD0005 FOR CHANNEL COVER DETAIL. (COVER TRIM) 01[' C� y coo W - EE6010 H EE6010 2'-0" B CKLAP 2'-0" B CKLAP In N - U C o U�� co YJZma) O T � LoCL N N N ` Q 1 an d L L GC0056 - - GC0056 J GC0021 J o _ _ o J m °� GC0021 J 00 J O I - Q Q I I - J - J I N I 3 co I -I CIDQ Q I i r1 0 0 0 oM i r1 13 i 1 0 N I 0006 U 0D ^ U ap 07 W z_ J G60100 Q GB0100 1'-01, 10'-0" —0' O z 0'-0" START 0'-0" FINISH R N T 0'-0" FINISH 0'-0" START Q Q 16'-0" 16'-0" J = -1 O Q z �W0 (D � E D D E 5a � � m � OD' zM wLUQ A RUS WALL SHEETING AT LINE 8.8 — LEAN—TO BLDG. WALL SHEETING AT LINE 11 .2 — LEAN—TO BLDG. '"A s� PANELS: 26 GA. CLASSIC WALL — BRICK RED PANELS: 26 GA. CLASSIC WALL — BRICK RED FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL, FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. AP 45761 S`S�QYAL a gs ERECTOR NOTE: � ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. 0 -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER. a H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. � �' FE � ; r -WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, H1061 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. e FRAMED OPENING SCHEDULE " " " sss GD0040 ID SIZE TRIM REQUIREMENTS COVER TRIM REO'MENTS NUMBERIOTY11 WIDTH HEIGHT JAMB TRIM HEAD TRIM SILL TRIM JAMB TRIM HEAD TRIM n�i HEAD TRIM 2 1 10'-0" 12'-0" JTA04 HTA04 N/A CCA02 CCA01 N m m m 3 3 3 m m m c0002o FRAMED " If U V � uu m m � a 3 3 S �+ w m m a a o w o ERECTOR NOTES $ m m 1.) FIELD CUT PANELS AROUND OPENINGS AS REOUIRED. a o W 2.) I.D. NUMBER FIELD; a w (AN I.D. NUMBER INDICATES A FACTORY LOCATED OPENING. SEE WALL ELEVATIONS.) S (THE WORD "FIELD" INDICATES A FIELD LOCATED OPENING) j Im IU 3.) SEE GD0005 FOR CHANNEL COVER DETAIL. (COVER TRIM) ED6010 2'-0" BACKLAP W coo- Cc J-Ch C7 O 0 � O O Cc 3 c 2 00 J GCO021 CCO021 J oo ; Q z E�� I � � ICD a a S rno x I z1 � I r too'r-sm I I - Z m �mali op o 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 _ pp J o 0 0 0 0 0 0 0 0 o O o 0 0 0o r� Co Lo Sri u i O vi vi vi vi Lri Sri Lri vi Uri vi n Lo O r\ U U t z a w J w w z GB0100 J a c� z_ 8'-0" 10'-0" 34'-0" ~ - - - - z w Z a N vJ 0'-0" START 0'-0" FINISH Q z 52'-0" 1 Q a o a <d �z � w00 00E5 m a af � M 1 1 .2 8.2 (Wf) WALL SHEETING AT LINE E - LEAN -TO BLDG. 5761 PANELS: 26 GA. CLASSIC WALL — UNDEFINED WALL PANEL FOR ADDITIONAL ASSEMBLY INFORMATION, SEE ERECTION MANUAL. Lo ! 6 ERECTOR NOTE: n ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. 0 -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER. Lo H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. '>� � sZ -WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, H1061 �R U) FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. �i9 C � R F—IAI�I C R I M P I N G I N � —RR U CTI O N MMM s o IMPORTANT NOTE: THE INSTRUCTIONS ON MANUAL CRIMPING TOOL OPERATION CFR SEAM TYPES NUCOR ROLL LOCKTM SEAM M THE PAGE ONLY ADDRESS THE USE OF THE Operating GENERAL OPERATION Crimped Roof Panel Roof Panel Handle at w,th oe = Of HAND CRIMPING TOOLS. THE INSTRUCTIONS The NBS CFR roofs stem has three seam t e options. The Monaal Y YP P Panel Clip m m m FOR MECHANICAL SEAMING, IF REQUIRED, Open Operating project design and performance requirements govern which seam Seominq 3 3 3 Position Roof Handle type Is required. Different seam types may be required on specific Tool m m m ARE OUTLINED IN THE CFR SEAMING Panel areas of the roof. In all cases, refer to the Roof Seaming Plan in ca ca LD MANUAL, WHICH IS INCLUDED WITH THE Seam �S J erection drawings set to determine the required seam type and MECHANICAL SEAMIER KIT. locations. M Low Eove,"e,Panel Clips,8 Endlops Between Panel Clips SPECIALIZED SEAMING AND HAND CRIMPING TOOLS The "Roll Lock" Seam requires the roof panels be crimped with the hand crimping tool at the panel clips, the eave, the high The finished seam of the CFR root oriels re wires s ecial seaming P q P g "A" "B" side of the roof panels, and the end lops. The Motorized tools that are available only through NBS. / Seaming Machine is not required for this seam type. CAUTION: The use of other seaming/crimping equipment will result W W in faulty and/or damaged seams and shall invalidate the roof Stotionory Stationary S system's material and weathertightness warranties Handle at Handle NUCOR VISE LOCK® SEAM NUCOR VISE LOCK 3600 SEAM STEP 1 Horizontal STEP Roof Panel Rool Panel Roof Panel Roof Panel SEAMING TOOL SOURCE a Position w o The seaming tools are provided by NBS in accordance with the o terms and conditions of the NBS contract documents. Contact the Pone, Clip Panel Clip ul J NBS Quality Service Representive to arrange scheduling, delivery e m and return of the seaming tools OR to purchase other roof accessory o m N tools (crimpers, modularity tools and clamps.) Operating IMPORTANT: It shall be the erector's responsibility to apply the Nucor Roll LockTM Handle FINISHED SEAM THE FULL LENGTH OF THE PANEL RUN (PER DESIGN) FINISHED SEAM THE FULL LENGTH OF THE PANEL RUN (PER DESIGN) �a oc hand crimping method in such a wo as to ensure that the Set tool The Vise Lock 360 seam con be achieved b three different methods: pig y panels have been ^ The Vise Lock seam con be achieved b two different methods: Y C. adequately secured until mechanical seaming can occur flush On tap / Y 1. Continually hand crimping the seam with the Vise Lock 360 Hand W Z, ¢ d/vS/ Stationar 1. Continually hand crimping the seam with the Vise Lock Hand of seam Y Crimper. Seam needs to be hand crimped or seamed into o Vise , m; Handle Crimper. Lack Slam prior to using the Vise Lock 360 crimper. This crimper CFR CRIMPING/SEAMING Stationary 2. Mechanically seaming with a Vise Lock Seaming Machine. is a buy—out tool and is used to hand crimp small edge and Handle ` Refer to the CFR SEAMING MANUAL for specific motorized seaming corner zones. REQUIREMENTS instructions. This manual is included in the Motorized Seamer Kit. 2. Utilizing a two pass (separate seomers) seamer method. Meaning THE DESIGN OF THIS STRUCTURE REQUIRES THAT the first pass seomer would be a Vise Lock Seomer and the to second seomer would be a Vise Lock 360 Seamer. THE FOLLOWING SEAMING METHOD BE UTILIZED: Operating 3. Utilizing a Single directional Vise Lock 360 Seamer. W c O o CD�,r,, Handle Refer to the CFR SEAMING MANUAL for specific motorized seaming M e+)—M 1)0 NUCOR ROLL LOCKTM SEAM (SEE NOTE 1 AND 2 BELOW) instructions. This manual is included in the Motorized Seamer Kit. 1A r r 2)0 MODIFIED NUCOR ROLL LOCKTM SEAM (SEE DETAIL ON In a�ri H—rT rn FOLLOWING SHEET) SECTION A SECTION B y CO�_'rT 3)0 NUCOR VISE LOCK®SEAM (SEE NOTE 1, 2 AND 3 BELOW) I� �Lo M NOMENCLATURE Y Z t"—eP M 4)0 NUCOR VISE LOCK 3600sEAM (SEE NOTE 2 AND 3 BELOW) �+U The detail above identifies the operational parts of the Roll NOTE 1: ADDITIONAL SEAMING MAY BE NECESSARY AS SPECIFIED Lock Vise Lock Crimping Tool. This crimping tool is shown for the 3 J Z cc ai / P g P g OPERATING DANDLE OPERATING HANDLE CD t BY THE BUILDER. manually producing the Roll Lock Seam. (OPEN POSITION) (OPEN POSITION) j Lo M C x TOOL ORIENTATION dr FORMING THE SEAM m ch d LPL NOTE 2: MULTIPLE SEAMING TYPES MAY BE REQUIRED. REVIEW THE STATIONARY ROOF SEAMING PLAN CAREFULLY FOR SEAMING REQUIREMENTS. Orient the tool to fit correctly onto the roof panel seam as HANDLE Y'l shown in Sec A above. STATIONARY HANDLE NOTE 3: NOT ALL ROOF SYSTEMS REQUIRE MECHANICAL SEAMING. When the tool is correctly positioned on the panel, push the PIVIOT POINT PIVIOT POINT THE BUYER, OWNER, OR ARCHITECT MAY ELECT TO SPECIFY A stationary blade solidly against the top of the seam. While MECHANICALLY SEAMED PANEL. OFTEN, FACTORY MUTUAL RATINGS holding the stationary handle in the horizontal position, rotate \ 774 ALSO REQUIRE A VL360 MECHANICAL SEAMER. the operating handle down to the horizontal position. SEE THE CFR SEAMING MANUAL FOR IMPORTANT ERECTOR INFONOTE: The detail shows a short handled crimping tool, the toolABOUT VISE LOCK 360 SEAMIER REQUIREMENTS. you receive may be the stand—up type crimper, with either tool PUSH ROD OPERATING PUSH ROD ERATING HANDLE WHEN TO CRIMP/SEAM the orientation on the seam is the some. HANDLE (CLOSED (CLOSED POSITION) (n As work progress's, it shall be the erector's responsibility to apply the Nucor Roll Locllw POSITION) J hand crimping method in such a way as to ensure that the panels have been MANUAL CRIMPING AT EAVE, ENDLAP, PUSH ROD Q adequately secured until mechanical seaming can occur. RIDGE AND AT EACH CLIP FRAME —PUSH ROD ~ Whenever possible, the installed roof panels should be mechanically seamed as work FRAME W progress's OR at the completion of each day's work. If high winds or AT EAVE or AT CLIPS 0 rain/snow conditions are imminenet, the installed roof panels must be seamed AT before such conditions occur. RIDGE END of Tool Crimping Tool Z ROOF PANEL PIVIOT POINT PIVIOT POINT \ Z Refer to the project erection drawing Roof Seaming Plan and/or Detail pages to determine what seaming option is required. The above detail conveys the e l (� � LU MINIMUM seaming requirements based upon the design of the project. Additional �: STATIONARY SHOE Z 1— LU seaming may be necessary as specified by the builder. NOTE: multiple seaming 12" j. STATIONARY SHOE STATIONARY SHOE STATIONARY SHOE N types may be required on a project, review the Roof Seaming Pion and details OPEN CLOSED CRIMPING JAW OPEN CLOSED Q W = carefully. Eave or - CRIMPING JAW Q Z it U) Ridge CHECK PANEL ASSEMBLY End of Panel Clip Q Roof (Under Roof V > Z Panel Panels) J = J Q AT END*nd PCrimping Tool W Z d 0 Z Hook le Mole Lip Hook le Male Lipg Crimping Tool STEP 1 UN—CRIMPED STEP 2 — CRIMPED STEP 1 RO OCKEO STEP 2 VISE LOCK 360 CRIMPED c) J R a MANUAL CRIMPING WITH THE MANUAL CRIMPING WITH THE Lu D 0U Q o Correct FolseaSeomed) STAND—UP VISE LOCK CRIMPER STAND—UP VISE LOCK 360 CRIMPER SIDE LAP FIT—UP Before seaming and/or crimping, inspect the full length of each o/ The Manual Crimping procedure for the stand—up Vise Lock 360 ,�� A RUS roof panel side lop. Check that the lip at the panel's male The Manual Crimping procedure for this stand—up Vise Lock crimper crimper is the some procedure as the small Vise Lack 360 hand -" t WA edge is enclosed b the hook of the adjacent panel's femaleanel Roof Panel is the same procedure as the small Vise Lock hand crimper. This g Y 1 P p End La crimper. This crimper Is designed to be used in conjunction with edge, as shown in the detail above. Any conditions where the pE P crimper could be used in conjunction with the stand—up e�id o?F oriel Up—Slope the stand—up Vise Lock crimper OR seomer. Continunolly crimping s` male lip is not positioned inside of the female hook must be STEP 1 end of STEP 2 Vise Lock 360 crimper. Continunolly crimping with this crimper will with this crimper will result in a Vise Lock 360 Seam. corrected before attempting to seom trim the roof panels. Panel result in a Vise Lock Seam. P 9 / P P TOOL OPERATION CAUTION: False seaming may occur where the female lip does N O 45761 TOOL OPERATIO not hook the roof panel's mole edge False seamed root panels TOOL POSITION AT THE END OF THE ROOF PANEL When hand Step 1 After the area has been completely seamed or crimped cannot provide their designed wind load and weather resistance. crimping at the eave or ridge end of the roof panel, crimp panel STEP 1 With the handle in the upward position, place the VL to form the VISE LOCK SEAM, place the VISE LOCK 360 crimper SS/rNAL Yi crimper on panel rib. Make sure the crimper head is completely d CLIP ALIGNMENT o full 12" up from the eave and down from the ridge. over the area with the handle In the upward position. Before seaming and or crimping, check that each roof panel TOOL POSITION AT PANEL CLIPS When crimping at a panel clip down on the top of the panel rib before crimping. Improper clip is properly sealed in the roof side lap assembly. Any location, center the tool over the panel clip and crimp that area, placement of crimper on the panel mov result in oonel and/or Step 2 Push the handle down until it stops, Release handle and � �� t 15 displaced clips must be corrected before attempting to seam as shown in Detail above. move the crimper approximenlly 4", repeat step #1. II crimper dpmooe. E 6 $ the roof panels. �� � � to CAUTION, Panel clips that are not properly aligned con cause TOOL POSITION AT AN END LAP When crimping at an end top, IMPORTANT: If the 360 tool does not form the VISE LOCK 360 y 4-- faulty seaming/crimping and objectionable seam appearance. a crimping mustbe done in two steps. STEP 22 Push down on the handle until it stops. Release and �� STEP 1 Center the end of the crimping tool over the end lop move the crimper o roximentl 4" and repeat step 1 as needed seam correctly, then stop and check the seam to see if you jTiE O o P 9 P P PP Y P P N ( ) j SEAM DAMAGE and seam that area. have a good contiuous VISE LOCK SEAM. If not, then �j• Before seaming, check that the mole and female edges do not re—crimp/seam the area with the proper VISE LOCK tool. 1141.111¢ Ty Q w have kinks or other distortions An such distortions must be STEP 2 endPos op the end of the crimping tool 3" from the edge N 11R.1R y of the end la and seam that area to ensure that the oriel 8 ii8da11 corrected before attempting to seam the roof panels OTE:00 NOT USE THE VISE LOCK 360 CRIMPER FOR TEMPORARY CRIMPING ae s i clip of this location Is also crimped. E CFR ROOF SYSTEM ERECTION AND APPLICATION REQUIREMENTS M M 000 I. GENERAL ERECTION NOTES II. DESIGN AND PERFORMANCE CRITERIA (CONTINUED) CFR PANEL CLIP ATTACHMENT DETAIL H M 1.1 UNLOADING AND STORING 2.3 PANEL CLIP FASTENING REQUIREMENTS_ 1.1.1 CHECK THE QUANTITIES AND CONDITION OF CFR BUNDLES AND TRIM CRATES ON ARRIVAL. NOTE 2.3.1 MBS STANDARD CLIP FASTENERS ARE DESIGNED TO FASTEN TO A STEEL "CFR" ROOF PANEL m ¢ .11 THE DELIVERY AND ANY SHORTAGES. DAMAGE OR 04CREPANCIES MBS BUILDING m SYSTEMS SHALL NOT BE LIABLE FOR DAMAGE OR SHORTAGES WHICH ARE NOT NOTED ON THE STRUCTURAL MEMBER OF .060" MINIMUM THICKNESS (16 GA.).A MINIMUM OF TWO FASTENERS ARE REQUIRED TO ENGAGE THE STRUCTURAL MEMBER AT EVERY PANEL CLIP LOCATION. DELIVERY TICKETS. 3 3 1.1.2 EXTREME CARE SHOULD BE EXERCISED WHEN UNLOADING AND HANDLING THE PANEL BUNDLES AND IN CERTAIN INSTANCES, THREE FASTENERS MAY BE REQUIRED PER CLIP REQUIRED. LOOK ON ACCESSORY CRATES TO PREVENT DAMAGE. THE WEIGHT OF THE PANEL BUNGLE IS PRINTED CHART AT RIGHT AND IN THE ERECTION DRAWINGS FOR YOUR SPECIFIC FASTENER REQUIREMENTS. m m m ON THE BUNDLE TAG ON THE END OF EACH BUNDLE. IF THE TAG IS NOT ON THE BUNDLE, FASTENER PULLOUT VALUES ARE DEPENDENT UPON PROJECT LOCATION, SIZE, BUILDING CODE, 1 LD YOU MAY CALCULATE THE WEIGHT OF THE BUNDLE WITH THE FORMULA: AND LOADING. -�1/2—" OR 1�1/2" (OTY. OF PANELS X BUNDLE LENGTH X 2.5Ibs. PER FOOT) ROOT F STEEL LINE 1.1.3 BUNDLES UP TO 25 FEET LONG CAN BE LIFTED WITH A FORKLIFT. BUNDLES OVER 25 FEET IN 2.4 ROOF TOP UNITS AND CURB SUPPORTS. LENGTH SHALL BE LIFTED WITH A CRANE UTILIZING A SPREADER BAR WITH 4 INCH MINIMUM 2.4.1 THE CFR ROOF SYSTEM IS ELEVATED ABOVE THE TOP OF THE ROOF SECONDARY FOR FASTENER REQUIREMENTS J J J WIDTH NYLON STRAPS- STRAPS SHOULD BE 15 TO 20 FEET APART TO AVOID DAMAGE TO STRUCTURAL MEMBERS. THE ROOF CURB SUB-FRAMING IS LEVEL WITH THE CFR PANEL CLIP SEE FASTENER CHART BELOW THE PANELS, STEEL CABLES, CHAINS, OR CHOKERS SHALL NOT BE USED. SECONDARY STRUCTURAL MEMBERS. REFER TO THE DETAILS FOR PROPER JAMB 1.1.4 THE CFR PANELS AND ACCESSORIES SHALL BE STORED ON HIGH GROUND, SLOPED TO DRAIN, AND LOCATIONS AND DIMENSIONS. TARPED TO PROTECT FROM MOISTURE FORMATION. THE TARP SHOULD BE OPEN AT EACH END TO ALLOW CONSISTENT AIR FLOW THROUGH THE BUNDLES. THE RECOMMENDED PROCEDURES STANDARD PANEL CLIP ATTACHMENT ARE OUTLINED IN THE CFR ERECTION MANUAL MBS WILL NOT BE HELD 2.4.2 THE CFR ROOF SYSTEM IS DESIGNED AS A FLOATING SYSTEM. CURB FRAMING AND 3 3 RESPONSIBLE FOR DAMAGE OR DISCOLORATION OF PANELS CAUSED BY IMPROPER STORAGE. FLASHING MUST BE DESIGNED ACCORDINGLY TO ALLOW THE CURB SYSTEM TO FLOAT WITH w 5 1.2 ERECTION SEQUENCE. THE CFR ROOF DURING THERMAL EXPANSION AND CONTRACTION. ROOF CURBS SHALL NOT S SPAN THE RIDGE OF A BUILDING. CLIP FASTENING NOTES: 'ION THE CFR ROOF SYSTEM IS DESIGNED TO BE ERECTED FROM EITHER END OF THE BUILDING, _ a IN RARE CASES, DUE TO THE BUILDING LAYOUT, IT MAY BE REQUIRED TO START ERECTION 2.5 INSULATION REQUIREMENTS, a o FROM A SPECIFIC END. IN THOSE CASES, THIS WILL BE NOTED AS SUCH ON THE ROOF 2.5.1 MBS RECOMMENDS THAT INSULATION BE USED IN ALL CFR ROOF o SHEETING PLAN. APPLICATIONS TO AVOID PROBLEMS WITH CONDENSATION FORMING ON THE UNDERSIDE OF THE • NUCOR CLIPS ARE DESIGNED WITH (4) HOLES. 1.2.2 FULL-WIDTH PANELS ARE PROVIDED FOR START PANELS TO BE FIELD CUT TO THE PROPER WIDTH, SHEETING. THIS ALSO PROVIDES A BUFFER BETWEEN THE PURLINS AND THE CFR ROOF TO WORK FOR EITHER A PURLIN OR BAR JOIST SYSTEM. THIS MAY CAUSE THE RIBS TO BE OUT OF ALIGNMENT ACROSS THE RIDGE. ELIMINATE NOISE AND POSSIBLE DAMAGE DUE TO METAL-TO-METAL CONTACT MBS CAN FASTENER REQUIREMENTS VARY PER JOB. > m THIS IS NORMAL PRACTICE FOR THE CFR ROOF SYSTEM AND DOES NOT AFFECT THE SUPPLY A NOISE REDUCING FOAM TAPE FOR USE IN LIMITED APPLICATIONS (CANOPIES, ETC.) • FAILURE TO COMPLY WITH YOUR JOBS SPECIFIC FASTENER REQUIREMENTS ¢ m PERFORMANCE OF THE ROOF SYSTEM. PLEASE CHECK THE ROOF SHEETING PLAN AND DETAILS WHEN INCLUDED AS PART OF THE ROOF ORDER, REFER TO THE DETAILS FOR FOAM TAPE ' a > FOR DIMENSIONS OF START PANELS PRIOR TO ERECTING THE ROOF. REQUIREMENTS. MAY CAUSE THE ROOF TO BE REMOVED AND REPLACED. a 1.2.3 FOR BUILDINGS WITH ROOF TRANSLUCENT PANELS: IN ORDER TO ALIGN THE TRANSLUCENT PANELS 00 NOT OVERDRIVE FASTENERS ON SLIDING CLIPS, OVER DRIVING CAN ACROSS THE RIDGE. IT IS SUGGESTED TO ERECT THE ROOF PANELS ON BOTH SIDES OF THE 2 6 PAINTED CFR ROOF. STRIP THE THREADS, CAUSE THE CLIP NOT TO ENGAGE THE SUPPORT RIDGE FROM THE SAME END OF THE BUILDING - UTILIZING THE SAME WIDTH START PANEL. 2 6 1 PAINTED STANDING SEAM ROOF PANELS ARE OFTEN PROVIDED BY MBS. IN THIS CASE, a. 13ti PANEL RUNS WITH TRANSLUCENT PANELS HAVE BEEN PLACED AS SPECIFIED IN THE ORDER GUTTER BRACKETS AND END DAMS WILL BE PAINTED TO MATCH MEMBER PROPERLY AND/OR THE CLIP NOT TO SLIDE PROPERLY. USE BEB DOCUMENTS- THE ROOF COLOR AS A STANDARD. SCREW GUNS WITH TORQUE CONTROL SET TO FUNCTION PROPERLY FOR 1.3 COORDINATION WITH OTHER TRADES. THE COMBINATION OF FASTENER SIZE, HOLE SIZE, AND MATERIAL 1.3.1 SUPPORTS FOR THE CFR ROOF SYSTEM SHALL BE PROVIDED AND ARE REQUIRED AS SHOWN III. COMPOSITE CFR ROOF SYSTEM THICKNESS. IN THE SECTIONS AND AS NOTED IN THESE SPECIFICATIONS. ALL NECESSARY CLEARANCE (APPLICABLE FOR COMPOSITE CFR ROOF SYSTEMS) • SPREAD FASTENERS OUT AS FAR AS POSSIBLE. AVOID PLACING FASTENERS DIMENSIONS FOR PROPER ELEVATIONS RELATIVE TO THE ROOF PANELS HAVE BEEN SHOWN. 3.1 PRODUCT DEFINITION. SIDE BY SIDE. THE ERECTOR SHALL BE RESPONSIBLE FOR COORDINATING THESE DIMENSIONAL REQUIREMENTS WITH OTHER TRADES ASSOCIATED WITH THE BUILDING ROOF SYSTEM, 3.1.1 REFER TO THE SECTIONS AND DETAILS IN THESE DRAWINGS FOR SPECIFIC CLIP FASTENING V) REQUIREMENTS, INSULATION THICKNESS REQUIREMENTS AND LINER DECK TYPE. 1.4 ERECTION CARE. 3.1.2 COMPOSITE CFR ROOF WITHOUT THE USE OF A LINER DECK IS NOT A MBS STANDARD PRODUCT STD. CLIP W a N O r 1-4.1 THE ERECTOR MUST BE SKILLED IN THE ERECTION OF METAL BUILDING SYSTEMS AND C APPLICATION, DUE CONSIDERATION MUST BE GIVEN TO THE EFFECTS OF CONDENSATION BY STANDARD CFR CLIP FASTENER ry � M ANDOO O RESPONSIBLE FOR COMPLYING WITH ALL APPLICABLE LOCAL, FEDERAL, AND STATE CONSTRUCTION THE ENGINEER OF RECORD OR ARCHITECT WHEN THIS OCCURS. IN ADDITION, GREAT CARE LL J C7 f7 SAFETY REGULATIONS INCLUDING OSHA REGULATIONS AS WELL AS ANY APPLICABLE REQUIREMENTS OF LOCAL, NATIONAL, OR INTERNATIONAL UNION RULES OR PRACTICES. THE MUST BE TAKEN BY THE ER H r T ECTOR TO INSURE THAT THE ROOF SYSTEM IS ERECTED IN A REQUIREMENTS ERECTOR REMAINS SOLELY RESPONSIBLE FOR THE SAFETY AND APPROPRIATENESS OF ALL WE, QUALITY MANNER. y r r TECHNIQUES AND METHODS UTILIZED BY ITS CREWS IN THE ERECTION OF THE METAL BUILDING 3 2 VAPOR BARRIER. STD. 4"� CFR CLIP PART NUMBERS NON-FM JOBS ,A M9=O Cn SYSTEM AND/OR THE CFR ROOF SYSTEM. THE ERECTOR IS ALSO RESPONSIBLE FOR SUPPLYING (2) FASTENERS PER CLIP(U.N.O. ANY 13 INSULATION. HZSOO SHORT FIRED CLIP SAFETY DEVICES SUCH AS SCAFFOLDS, RUNWAYS, NETS, ETC. WHICH MAY BE REQUIRED 3.2.1 VAPOR BARRIER MUST BE USED BETWEEN THE LINER DECKING AND THE INSULATION TO PREVENT MARK l� PART DESCRIPTION W1070 AT JOISTS JT C�7 TO SAFELY ERECT THE METAL BUILDING SYSTEM AND/OR CFR ROOF SYSTEM- CONDENSATION, THIS BARRIER IS NOT BY MBS. REFER TO THE ERECTION DRAWING DETAILS. H1020 AT PURLINS u 3.3.1 RIGID BOARD INSULATION CAN BE USED IN CONJUNCTION WITH A COMPOSITE CFR ROOF SYSTEM. FM 1-60 JOBS Q O E 1.4.2 THE ERECTOR OF THE CFR ROOF SYSTEM SHALL EXERCISE GREAT CARE AND ATTENTION TO THE H2510 TALL FIXED CLIP Z THE RIGID BOARD INSULATION MUST BE CUT TO ALLOW FREE MOVEMENT OF THE BACK-UP J fC DETAILS AS SHOWN ON THESE DRAWINGS AND IN THE CFR ERECTION MANUAL TO N INSURE A SECURE AND PROPER FIT OF ALL COMPONENTS. MBS PLATE AT PANEL S (2) FASTENERS PER CLIP PLICES, SINGLE SLOPE HIGH EAVES AND RIDGE LOCATIONS. RIGID BOARD H2520 SHORT SLIDING CLIP H1070 AT JOISTS O O SHALL NOT BE RESPONSIBLE FOR SUPERVISING AND/OR COORDINATING THE ERECTION OF INSULATION WILL ALSO NEED TO BE RECESSED ALONG ENTIRE RAKE TO ALLOW RAKE ANGLE H1020 AT PURLINS T '� O�C t THE CFR ROOF SYSTEM WITH OTHER TRADES. AND FASTENERS TO MOVE FREELY WITH ROOF SYSTEM. H2530 TALL SLIDING CLIP ` m r(11 LL LL 3.3.2 UNFACED FIBERGLASS (BATT) INSULATION CAN BE USED IN CONJUNCTION WITH A COMPOSITE FM 1-90 THRU FM 1-180 JOBS 1.4.3 DUE CONSIDERATION MUST BE GIVEN BY THE ERECTOR TO THE EFFECTS OF THERMAL EXPANSION CFR ROOF SYSTEM. AND CONTRACTION WHEN ERECTING A ROOF TIE-IN TO AN EXISTING STRUCTURE TO INSURE (2) H1070 AT JOISTS A SAFE, SECURE, WEATHERTIGHT CONDITION. FLASHING FOR TIE-INS TO EXISTING BUILDINGS IV. CFR ROOF COMPONENTS WITH ENGINEERING (3) H1020 AT PURLINS IS TYPICALLY NOT INCLUDED AS PART OF THE MATERIAL PROVIDED BY MBS BUILDING SYSTEMS. REFER TO THE SECTIONS AND DETAILS FOR SPECIFIC MATERIALS PROVIDED BY (APPLICABLE FOR CFR ROOF COMPONENTS WITH ENGINEERING ORDERS) MBS 4.1 COMPONENTS WITH ENGINEERING DEFINITION. 1.5 FIELD CUTTING OF PANELS. 4.1.1 IN A CASE WHERE MBS IS PROVIDING THE CFR ROOF SYSTEM TO BE USED IN CONJUNCTION WITH CFR PERIMETER CLIP 1.5.1 WHEN FIELD CUTTING OR MITERING CFR ROOF PANELS, NON-ABRASIVE CUTTING TOOLS SUCH AS A NON-MBS STRUCTURE, MBS REFERS TO THAT AS A "COMPONENTS WITH ENGINEERING.` NIBBLERS, OR TIN-SNIPS SHALL BE USED. ABRASIVE CUTTING TOOLS SUCH AS MECHANICAL THIS SIMPLY MEANS THAT MBS SHALL CALCULATE THE O AND GRINDERS, SAWS, SHEARS, OR SCISSORS CAN DAMAGE THE GALVALUME FINISH AND CREATE LENGTHS FOR THE MATERIAL REQUIRED. MBS IS PERFORRMINGMING TES NO ENGINEERING STUDY OF THE EXISTING STRUCTURE- THE ENGINEER OF RECORD ON THE PROJECT SHALL BE EXCESS METAL SHAVINGS THAT CAN CORRODE THE PANELS. THE USE OF NON-APPROVED CUTTING DEVICES MAY VOID YOUR FACTORY WARRANTY. RESPONSIBLE FOR COORDINATING THE CFR ROOF SYSTEM WITH THE OTHER TRADES OF THE CFR PERIMETER CLIP PART NUMBERS PERIMETER CLIP PROJECT TO INSURE A SAFE, QUALITY, AND PROPER APPLICATION OF THE ROOF SYSTEM. (/) 4.2 DIAPHRAGM. MARK III PART DESCRIPTION FASTENER J II, DESIGN AND PERFORMANCE CRITERIA 4.2.1 THE MBS ROOF IS DESIGNED TO ACCOMMODATE THERMAL EXPANSION AND CONTRACTION AND WILL H2720 SHORT SLIDING 8" CLIP REQUIREMENTS 2 1 ROOF SYSTEM f1QT ACT AS A DIAPHRAGM FOR RESISTING LATERAL LOAD FORCES OR PROVIDING LATERAL 2.1.1 THE CFR ROOF SYSTEM CONSISTS OF 24 GAGE PANELS WITH A NOMINAL COVERAGE OF STABILITY TO THE ROOF STRUCTURAL MEMBERS. DUE CONSIDERATION FOR THIS MUST BE H2730 TALL SLIDING 8" CLIP PURLINS - (3) H1020 W 2'-0" AND A PANEL SEAM THAT IS BETWEEN 3 1/2•AND 4 1/2" HIGH DEPENDING ON CLIP ADRESSED BY THE PROJECT ENGINEER OF RECORD. IN ADDITION, THE CFR ROOF, BECAUSE IT TYPE USED. REFER TO THE DETAILS AND SECTIONS FOR SPECIFIC PANEL CLIP TYPE. IS DESIGNED TO FLOAT, WILL NOT SUPPORT STRUCTURAL MEMBERS LATERALLY, WHEN H2740 SHORT SLIDING 12" CLIP JOISTS - (2) H1070 0 22 PANEL CLIP SPACING, REPLACING AN EXISTING SCREWDOWN ROOF, ADDITIONAL BRACING MAY BE REQUIRED TO -- rn 2.2.1 THE CFR ROOF SYSTEM USES A CLIP TO ATTACH THE PANELS TO THE ROOF SECONDARY LATERALLY SUPPORT THE MEMBERS. ENGINEERING AND MATERIAL FOR THESE USES SHALL NOT H2750 TALL SLIDING 12" CLIP V MEMBERS. PANEL CLIP SPACING REQUIREMENTS ARE AS FOLLOWS: BE PROVIDED BY MBS. FOR CFR ROOF ON A MBS BUILDING. CLIPS ARE REQUIRED AT EVERY PURLIN AND/OR H2760 SHORT SLIDING 16` CLIP Z ROOF JOIST. 4.3 CLIP FASTENING REQUIREMENTS. H2770 TALL SLIDING 16" CLIP FOR CFR ROOF ON A NON-MBS BUILDING MAXIMUM CLIP SPACING I TO BE -D" FOR (JJ 4,3.1 REFER TO PART II, "DESIGN AND PERFORMANCE CRITERIA"FOR CFR ROOF PANEL CLIP FASTENING V - r PURLIN ROOFS AND 5'-6" FOR JOIST ROOFS REQUIREMENTS. Z W ROOF SHEETING ERECTOR NOTES STANDARD FASTENER SCHEDULE CFR EAVE PLATE DETAIL > y �' SELF-TAPPING SCREW SELF-DRILLING SCREW SELF-DRILLK4C SCREW t) THE ROOF SHEETING PLAN IS SHOWN WITH THE ROOF PANELS BEING ERECTED FROM H1 H1 4 HT SPECIAL CONDITON AT A COLD—FORMED BOX BEAM (� Z (GO oc scREw) �2 12-14 x 7/8" 12-24 x 1 1/2'TCP5 LEFT-TO-RIGHT". IF THE DESIRE IS TO ERECT THE ROOF PANELS FROM "LEFT-TO-RIGHT", 17-1♦ . 1 1 TCP3 W/O WASHER W/O WASHER 3" IF TWS PROJECT HAS A COLD-FORMED BOX BEAM: J = o Q FOLLOW THE ROOF SHEETING PLAN AS SHOWN. IF THE DESIRE IS TO ERECT THE ROOF WITH WASHER ( � 5/16-HEAD Q Q I— PANELS FROM "RIGHT-TO-LEFT", FOLLOW THE INSTRUCTIONS SHOWN BELOW LNG'WITH 1/2 1Hx MAX 1)AT THE LOW EAVE, 00 NOT ATTACH ROOF CLIPS TO THE BOX BEAM. 3/8"HEAD 5/16'HEAD DRILLING CAPACITY Zi� 1/2" OR 1 1�2" 2)AT A STRUT LINE (ADJACENT TO A PURLIN)• DO NOT ATTACH ROOF CLIPS TO THE BOX Z 2) START & FINISH PANEL DIMENSIONS SHOWN BELOW ARE FOR EXAMPLE ONLY. SELF-DRILLING SCREW H) 4 SELF-DRILLING SCREW CFR ROOF oROR pF STEEL LINE EAVE MEMBER VARIES BEAM. (NOTE: THE STRUT LINE COULD BE AT THE HIGH EAVE). w d Z O NOT SHOWN 3)AT THE HIGH EAVE, THAT IS NOT ADJACENT TO A PURLIN, QQ ATTACH ROOF CLIPS TO THE Q Q J w O /4-14 x 1 1/4"TCP3 12-14 x 2' ( ) BOX BEAM. �j (n W/O WASHER TCP3 W/O WASHER EAVE PLATE w Q O W ce) 3) WHEN SETTING BUNDLES OF PANELS ON THE ROOF, THE "MALE RIB" MUST ALWAYS BE 5/16'HEAD (9'-0" LONG) a W u�U Q m r AWAY FROM THE END OF THE BUILDING WHERE THE SHEETING WILL BEGIN. 3/16'THK MAX H1020 FASTENERS a — c pRX ING CAPACITY 5/16'HEAD WALL STEEL LINE AT 6" O.C. _ H 1030 SELF-DRILLING SCREW H 1 47 SELF-DRILLING SCREW HI l oo 1/8" x 3/16' �� 12-14 x 1 1/4' 12 14 x 2' STAINLESS STEEL CLIP CLIP�i C 1'• kUy. TCP2 WITH WASHER TCP3 FIAT TOP BLIND POP Rr4T EAVE PLATE PART NUMBERS WITH SCULPTURED RAKE TRIM `o� QF�Ynsy,sF ROOF PLANE WITH WASHER h I LONG LIFE FASTENER AT SHORT CLIPS AT TALL CLIPS STRUT J 5/16'HEAD `""'"UUUU 5/16"o HEAD BOX BEAM BOX BEAM PURLIN BOX BEAM PART # EAVE TRIM DETAIL PART d EAVE TRIM DETAIL ORIGINAL LAYOUT MALE RIB H 1035 SELF-DRILLING SCREW H) SELF-DRILLING SCREW HI 11 3/8'D STAINLESS AT LOW EAVE AT STRUT LINE AT HIGH EAVE yt 12-14 x 1 1/2' 1/4-14 x 7/8 TC1-1 GROMMET FASTENER EPA03 SIMPLE EAVE OR EAVE GUTTER EP803 SIMPLE EAVE OR EAVE GUTTER .eL 45761 a (LEFT-TO-RIGHT) 4 TCP2 WITH WASHER WITH WASHER •P rlj� EPD01 LOW EAVE EXTENSION EPE01 LOW EAVE EXTENSION SPECIAL CONDITON AT A STRONG—BACK EAVE BEAM °� �:tst•B` 'MALE RIBS'-+ LONG LIFE FASTENER LONG LIFE FASTENER SSZ � 5/16"MEAD 5/16'HEAD EPD SCULPTURED EAVE EPE SCULPTURED EAVE IF THIS PROJECT HAS AN EAVE BEAM WITH (2) PURLINS, AS SHOWN, QQ NOT ATTACH ROOF FULL WIDTH PANELS LOW EAVE CLIPS TO THE "SECOND" PURLIN. H1040 SELF-DRILLING SCREW I•{) SELF-DRILLING SCREW H 1220 SELF-DRILLING SCREW 12-„ . 1 ,/.- ,/._,a , 7/6•TCP, ,2-„ . 1' TCP3 EAVE PLATE PART NUMBERS WITH SIMPLE EAVE & SIMPLE RAKE TCP2 W/O WASHER W/O WASHER W/O WASHER AT SHORT CLIPS AT TALL CLIPS 5 ROTATE PANELS �.""".>a'� �- a$ g Lo 180' W - 5/16'4 HEAD - 5/16'HEAD ILUPS HEAD PART # ROOF SLOPE PART g ROOF SLOPE �r� n 8 — (RIGHT-TO-LEFT) o u SELF DRIUNc SCREW GUP yy g H1 41 H1 1 SELF DRILLING SCREW EPA03 < OR = 4a2 EPB03 < OR = 4:12 �_ ie111$1 N 'ALE RIBS' 12-14 x 1 1/4" 1/4-14 x 7/8" / g j c TCP2 FLIT TOP dy TCWI WA H70PER EPD01 > 4:12, < OR = 11:12 EPE01 > 4:12, < OR = 11:12 SECOND PURLIN SECOND PURLIN! � h FULL WIDTH PANELS `LOW EAVE WITH WASHER tR{I� WITH WASHER � CC1 s/,6-HEAD 5/,6•. HEAD EPD02 t2:tz EPE02 12.12 EAVE BEAM AT LOW EAVE EAVE BEAM AT HIGH EAVE �i ;lAe ERECTOR NOTE' KEEP ASTENER A WPCMUM OF START FINISH C M rE PANEL RIB 0 N PANEL VOID CLOSURE H2630 H1020 FASTENERS AT PURLINS/H1070 FASTENERS AT JOISTS k H2200 (SEE PLAN WITH (1) H1030 B' PRECUT INSLU PON WASHERS HAVE BEEN SUPPLIED AT 12'O.0 2"AWAY FROM ANY RAKE CUP ( ) PLEASE REFER T 0 TAPE MASTIC H3640 FOR INSULATION AITACHWNi AT THE RIDGE. 00 NOT FASTEN THROUGH ANtE 3/4" TAPE MASTIC F & \ 111. NOTCH PANELS AS NEEDED TO ALLOW FOR PROPER END DAM FIT CUP. BETWEEN 'CFR' ROOF h RAKE GUTTER HANGER (B) H1030 IN PANEL FLAT ONLY, UP, 4' BACK AN ANGLE H2640 2 1/2"O.C. MAX. RAKE ANGLE H10J0 AT 4-OC (SEE NOTE 1) In en s 1/.- AIDGE CAP OPTIONS H1a20 T H E ROOF A N D H1050 ROOF SLOPE MARK NUMBER (24" O.C.) j 2 1/EE TAPE MASTIC H3020 (4)H1050 PER E 5 2 1/4-N TRIM h 'CFR' ROOF S 2:12 RGB__ ( EE NOTE 1) m m m PANEL SPACED B'PRECUT TAPE MASTIC H3640 SYMMETRICAL ABOUT = EQUALLY > 2:12 $S a;t2 RGD__ o RAKE ANGLE START/FINISH FINISH PANEL 3 9 3m 1 t/2 BETWEEN BRACKET AND PANEL, / m m WALL SHEETING 1/2'TAPE DIRECTLY UNDER FASTENERS)SHOWN H1020 FASTENER 5 t/4 n MAR02 NEAR SIDE 7 CfR' ROOF LD lz7 MASTIC H3010 +�' BACKUP PLATE o RAKE TRIM m H1050 _ I3- 1 1/2'TAPE MASTIC H2650 Q RTC_ —1I- H3001 END DAM 1/2" OR 1 1/2" ERECTION // H2600 -r t 2" OR 1 1/2" 27'PRE-CUT TAPE VARIES MASTIC LIP HAKE ANGLE CUP / H10J0 FASTENERS(5) H2O41 (SHORT) ry �INSULATION RETAINER H2200 PANEL CLIP / HE020 FASTEN -_R PANELl IT a I H2O51 (TALI) W I O t2'O.C. ROOF PANEL (7)PER PANEL o RAK[AlIfA[ (2) FASTENERS PER CUP s S MANUALS FOR (12' H1070AT JOIST EAVE PLATE EP___ n I 1 �j• O (12 O.CJ-�� Ht070 AT JOIST � ; L_ H102O 0 6"O.C. �� 12.OR t t/2" (t) FASTENER AT EACH SUPPORT a o FURTHER 1 1/2-TAPE �EAvE STRUT SHOWN, MEMBER RAKE TRIM / H1020 AT JOIST o RETAINER RRA01— I H1070 AT JOIST N L3 MASTIC HJ001 I VARIES (REFERENCE THE < o m SECONDARY LOW SAVE SECONDARY MEMBER RAKE ANGLE MAR01 o 9 m GUTTER GTA__ MEMBER OPTION DETAIL FOR w H1060 O 12"O,C ALTERNATE MEMBERS) WALL PANEL OUTSIDE PANEL CLOSURE a m w ASSEMBLY O PANEL CUP I H3410 O "CLASSIC PANEL' F- EAVE FLASH LEA01 OUTSIDE PANEL CLOSURE Z O I H3400 0 "CLASSIC PANEL' O FASTENERS O HJ410 O REVERSE "CLASSIC PANEL" H3420 0 "ACCENT PANEL' ?• W INSTRUCTIONS . WALL PANEL 0 I=. EAVE GUTTER DETAIL � RIDGE DETAIL (c) SCULPTURED RAKE DETAIL o �: "CFR" ROOF 0 w "CFR" ROOF SEE WALL SHEETING ERECTION NOTES FOR WALL PANEL FASTENER LOCATIONS LJJ LLj SEE WALL SHEETING ERECTION NOTES FOR WALL PANEL FASTENER LOCATIONS ERECTOR NOTES: h * 2'ni TALL CUPS "CLASSIC" WALL PANEL -CLASSIC" 4A N N O� H1020 SCREWS 6 H2200 INSULATION WASHERS HAVE BEEN SUPPLIED AT 12' 3' AT SHORT CLIPS WALL PANEL W COO O O.C.FOR INSULATION ATTACHMENT AT THE HIGH EAVE. 1 2" MASTIC AH3010 I` N c7 FIELD NOTCH PANELS AS NEEDED TO ALLOW FOR PROPER END ERECTOR NOTE: In J M M DAM FIT UP. ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. ���4T INSIDE PANEL CLOSURE -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER, a UPPER WALL PANEL H34f0 O CLASSIC PANEL' "CLASSIC" UI O CT) MAPot H3410 O REVERSE 'CLASSIC PANEL" WALL PANEL H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. t Q20 H3430 O -ACCENT PANEL- -WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, H1061 ; eM Lf) �i2 O.C.) IN &4BOT70M MASTIC HS000 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. U ? GIRT HIGH EAVE PARAPET 0 Z N y HP-01 O t C .. H1030 FASTENERS O-C L f0 (5) PER PANEL m �mal� t t/C TAPE RISIOE PANEL CLOSURE MASTIC H3001 10 KN3410NOD 0'CLASSIC'CLAS M1020 FASTENERS FOLLOW THE RIB H3100 o ACCENT -CUS)1C PMdI• (7) PER PANEL PROFILE WITH 'o HS/JO 0"ACCfMi PANft r/J/4'1AP(MAS11C N3000 2T LONG PRECUT THE MASTIC AS TOP h BDiIUI TAPE MASTIC H3650 SHOWN HERE. H 1020 —rJ' 1/2" SIDELAP MASTIC (113010) DUE TO POTENTIAL _ SNOW DRIFTING, APPLY MASTIC AT &L SIDELAPS UP END DAM I I _ �- 112'OR 1 I12• TO 10'-0'ABOVE THE ROOF LINE. Ni)TE: THE MASTIC H2600 SHOULD ALSO FOLLOW THE RIB PROFILE AT THE (n H1020(12'O.C.) Q _ BACK-UP PLATE ANGL ,��-PRE-DRILL E AS PANEL CLIP NOTE, PANEL SHOWN BOTTOM OF THE PANEL (SEE THE DETAIL Al ABOVE -J H1265o I SECORDARr FOR REFERENCE ONLY. DETAIL RIGHT). Q REQUIRED LOWER WALL PANEL MEMBER APPLIES TO ALL NUCOR PANEL INSTALL PRIOR TO TYPES' W PURLINS AND ROOF PANEL 9 I ANGLE MK. SUPPLIED Q T ONLY FOR TIE-OFF F OF BASKET O TYPE INSULATION _ PANEL SIDELAP DETAIL AT POTENTIAL U o HIGH EAVE PARAPET DETAIL o SNOW DRIFT AREAS Z z I=- CO Q SEE WALL SHEETING ELEVATIONS FOR LOCATIONS W "CFR" ROOF L-JJ SEE WALL SHEETING ERECTION NOTES FOR WALL PANEL FASTENER LOCATIONS (7 N QLLJ U > Z J = -U O WOC3 " Z 0 UQ � w � OQ mM of A. RU,S �t• .eft 457619 'slF.T�AL b ➢ � o M STANDARD FASTENER SCHEDULE "CLASSIC PANEL" ERECTION NOTES MARK OUTLET LOCATION M M :2USE 4 POP RrvE15 USING A DS TO SIZE o 0 0 MK- H1100 AT ALL OVAL AREA, NEXT, CUT N N PLEASE REFER T 0 SELF-TAPPING SCREW SELF-DRILLING SCREW SELF-DRILLING SCREW (PANELS 36`NET LAY) ELBOW. UT AN ALONG THE DASHED H 1000 H 1 4 H 1070 H1060 STITCH FASTENER DOWNSPOUT LINES. BEND TABS (GOOF SCREW) � 12-14 x 7/B" 12-24 z 1 1/2"TCPS DOWN ALONG THE SOLID M M ao 17-14 x I 1 4" TCP3 W/0 WASHER w/O WASHER -H1040 STRUCTURAL FASTENER --._}.� CONNECTIONS V.N-O. 4" / t"fVt - yfL'— LINES AND ATTACH W17H WASHER 5/16" HEAD - DOWNSPOUT "S"TO LONG LIFE FASTENER �1/2' THK MA% {�36' _ tr aN T H E ROOF A N D 3/B"HEAD 5/16" HEAD DRILLING CAPACITY ERECTOR NOTE: 1 2 SIDELAP ERECTOR NOTES: CUTTER TABS WITH (4) ! I / 1. MITERING OF THE "S" CUTTER H1060 FASTENERS. MASTIC H3010 IS REOUIRED IN 3m O I m m f() SELF-DRILLING SCREW H 1045 SELF-DRILLING SCREW ° '�'•• SNOWDRIFT CONDITIONS. WILL BE REQUIRED AT 3 m m /4-14 . 1 1/4' TCP3 12-14 x 2" SLOPES OVER 4:12 DOWNSPOUT W/o WASHER /0 WASHER SAVE MEMBER REFER TO THE ELEVATIONS FOR FOR PROPER LINE UP MIC M232 WALL SHEETING 6/16"HEAD LOCATION REQUIREMENTS. WITH THE DOWNSPOUT. 31IN THK MA% 2 IF THIS PROJECT TRILLING CAPACITY 5/16'HEAD CORNER 1 BLOCK GRISSTARTING 70"LEVEL'ERECTION. POSITION FULL CONTRACT SPECIFIES DOWNSPOUT STRAP TRIM BEFORE STNITING PANEL ERECTION. SECTION BRACKET MK DBA01 J J H 1 SELF-DRILLING SCREW H 1047 SELF-DRILLING SCREW H 1 100 1/8" x 3/16" ��WALL PANEL MAINTAIN WOOD BLOCKING(NOT BY 'S"SWIPES AT THE ERECTION 12 WITH a 1 1/4' 12-LA x 2" STAINLESS STEEL NUCOR)UNTIL PANEL TO 5,1LUCIWUL BOTTOM OF THE MALE END TCP2 WITH WASHER TCP3 FLAT TOP BLIND POP RIVET c o—. FASTENERS ARE INSTALLED DOWNSPOUT IN UEU WITH WASHER OF ELBOWS, SEE LONG LIFE FASTENER �® SIDE LAP 2,A�0 AND PLUMS FIRST WALL PANEL DETAIL__/__ FEMME ENO-�� CHECK THE APPROPRIATE 3 5/16"WAD `""'UUU 5/16'0 HEAD J-TO PREVENT'OIL-OWNNG",ALL PANEL 3. FIELD WORK (2) TYPICAL AT NSPOUT STRAP MK # w MANUALS FOR ELBOWS AS REQUIRED W ' H 1 SELF-DRILLING SCREW H 1 SELF-GRILLING SCREW H 1 1 1 D 3/B"0 STAINLESS H1 FASTENERS SNWLD STNLT FROM BASE All SPLICES 80X:p H2J50 m 12-14 x 1 1/2� �}y 1/4-1{ • 7/B" TCP1 GROMMET FASTENER 129 0C MEMBER AND THEN BE SECURED TO EACH AT INSET/OUTSET FULL OR PARTIAL ®DPAO1 TCP2 WITH WASHER {.�I �� WITH WASHER �GIR1S STRUCTURAL GIRT TOWARD THE FAVE, WALL CONDITION. SECTION AS SCREW STRAP TO WALL WITH d `HVI'ILALL� Al iR141 FURTHER A FOUNDATION MUST BE SOINRE,LEVEL. 4. LOCATE E REQUIRED INS RTING SCREW BEFOREdfj o LONG LIFE FASTENER LONG LIFE FASTENER 4— •" o 5/16"HEAD 5/16'HEAD AND CORRECT TO THE OUT-TO-OUT STEEL STRAPS ONE AT ELBOW IF INSERTING DOWNSPOUT H1060 AT EACH LINE DIMENSIONS EVERY"S", ELBOW REQUIRED FIELD BEND DS STRAPS AND n SELF-DRILLING SCREW SELF-DRILLING SCREW H1 'D SELF-DRILLING SCREW END AND AT 30` AND DS SPLICE. MK. H2330 FASTEN TO DS WITH (2) < o m H 104 H 1 1 5 ERECTION CREW IS TO CLEM ALL WALL H1061 FASTENERS AS CD m N 12-14 x 1 1/4- 1/4-14 x 7/8"TCP1 12-14 x I"TCP3 OC. MAX. PANELS BEFORE LEAVING JOB SITE. NEEDED. a m W L,J TCP2 W/o WASHER W/o WASHER W O WASHER BETWEEN a 0 ASSEMBLY 14 / / / 6 ERECTOR 6 TO ERECT PANELS 50 I- ItummUUU SUPPORTS O DOWNSPOUT STRAP(MK- / H2350 OR DPAOI)AND STRAP BRACKETS (MK. DBAOI)ARE PHILLIPS HEAD BASE THAT IC AREA' ARE AWAY SIGHT THE MAN Z NOTE: STITCH ALSO PROVIDED FOR MASONRY WALL APPLICATIONS AS WELL AS FOR ATTACHMENT TO 5/16"0 HEAD 5/16"HEAD TRAFFIC AREA'S LINE OF SKpIT p COLUMNS, FASTENERS TO MASONRY ARE NOT PROVIDED BY NUCOR H1061 FASTENERS Q. Ld MEMBER FASTENERS MAY T STORE PANELS PROPERLY TO PREVENT < ARE PROVIDED FOR COLUMN ATTACHMENT APPLICATIONS, PRE-DRILLING WILL BE REQUIRED. wINSTRUCTIONS " SELF-DRILLING SCREW OR MAY NOT LINE C7 H1041 H) 1 SELF-DRILLING SCREW UP WITH GIRT MOISTURE. SEE ERECTION MANUAL m_ �Fy TGP2 FLAT TQP ,.,�y TGP, FLAT 70P ,;, ELEVATIONS &A7 FLUSH GIRT CONDITNwS,PRE-DRILL STANDARD GUTTER AND DOWNSPOUT DETAIL M ° HlMmnmm.o WITH WASHER UlFaUE WITH WASHER g COLUMNS(&STUBS IF RED 5/16'HEAD "P 5/16"0 'D)FOR EASE OF (L' `H'IUM""""•"� Cltr�•' q� PANEL ATTACHMENT AT THESE AREAS, REFERENCE GUTTER AND DOWNSPOUT SCHEDULE FOR DOWNSPOUT MARK NUMBERS NEAO END CLOSURE DETAIL OUTSIDE CORNER TRIMI INSIDE CORNER TRIM y _ END CLOSURE MK H4220 MK. H4200 MK. H4210 NOTE 1 W C NO S NOTE: FIELD MITRE BASE (POLAR WHITE) APPLY FILLER TRIM MK MFBO1 (SHOWN) IS ti C-m m TRIM AT CORNERS - AROUND AND TUBE CAULK (INSERT)IALL NO.T REQUIRED WHERE START/FINISH CVO 6END OF BSC01TRIM AT EQUAL TO 3 1/ ERECTOR NOTE: DIMENSION IS LESS THAN OR tn tn \'� 2. SEE ELEVATIONS IA FRAMED OPENINGS, � LO WALKDOORS, AND - LJ " �j LA UNTIL WALL PANELS ARE INSTALLED, (3) H1040 SCREWS ARE EXISTING BUILDINGS. CLASSIC WALL" Z OUTSIDE CORNER TRIM INSIDE CORNER TRIM — v�� TO BE USED FOR TEMPORARY INSTALLATION OF THE BASE TRIM. MK. H4200 MK. H4210 ERECTOR NOTE: H1060 12.O.C. p 0 E UNTIL WALL PANELS ARE INSTALLED, (3) H1040 SCREWS ARE TO ' J Z cc y ERECTOR NOTE: BE USED FOR TEMPORARY INSTALLATION OF THE BASE TRIM. m p t c .. BASE ANGLE cIRTs Lc)vA o x UNTIL WALL PANELS ARE INSTALLED, (3) H10 SCR@6 ARE TO BE USED r o c s m WALL PANEL TRIM MK. BSD02 FOR TEMPORARY INSTALLATION OF THE BASE TRIM. _ INSIDE PANEL CLOSURE WALL PANEL �' ` m m a LL L�•J INSIDE PANEL CLOSURE WALL PANEL -I H3410 0 "CLASSIC PANEL" OL.t I 0 BASE TRIM MK. BSBO1 3 TOP TAPE EMMASTIC H3000 I BASE ANGLE MK. MAR02 (S.L.V.) NOTE 1 z H3410 @ "CLASSIC PANEL" 0 a I W/ 3/4" TAPE MASTIC H3000 I �," H3410 IDE PANEL CLOSURE 0 I FASTEN AT 3'-0" O.C. MAX TOP & BOTTOM 0 'CLASSIC PANEL" a (FASTENERS NOT BY NUCOR) O Q 00 I I W/ 3/4" TAPE MASTIC H3000 1- [D END CLOSURE MK. H4220 ubj TOP & BOTTOM in FASTENER H1040 (POLAR WHITE). APPLY Z 12" O.C. BASE ANGLE MK. MAR02 �_ L� (MK. H3152) (S.LV.) 0 I- �- ALL AROUND AND INSERT L w M OUTSIDE CORNER En LLICOVER TRIM INTO THE ENO OF THE m FASTEN AT 3'-0" OC. MAX o z uK. OCAOt NOTE t "CLASSIC WALL" J = w MK. CC104 85801 TRIM AT FRAMED (FASTENERS NOT BY s < Q X O p O SEALANT (NOT BY NUCOR) OPENINGS, a NUCOR) •• 1 8" GAP RECOMMENDED SiARi/fR45H ONENSpN H1040 AT EACH SUPPORT O = _ J SEALANT < FOR WATER DRAINAGE BASE TRIM MK. BSCO1 BETWEHinanEN 12" PP SEE PLAN BETWEEN SUPPORTS Lu O N 3 STEEL LINE (NOT BY NUCOR) DO O 3 STEEL LINE F RIB m BASE TRIM DETAIL AT SKIRT WALL CD BASE TRIM DETAIL BASE DETAIL AT MASONRY WALL o OUTSIDE CORNER DETAIL Z BASE TRIM WITH ANGLE C) BASE TRIM WITH ANGLE "CLASSIC WALL' Q SEE WALL SHEETING ERECTION NOTES FOR 0 SEE WALL SHEETING ERECTION NOTES m SEE WALL SHEETING ERECTION NOTES U Z Lu WALL PANEL FASTENER LOCATIONS FOR WALL PANEL FASTENER LOCATIONS CD FOR WALL PANEL FASTENER LOCATIONS U '^ >Q Z y V) GIRT U > > Z ERECTOR NOTE: Q ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING J = J -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER, J Q Q Q --H1041 AT EACH SUPPORT Nt Taller Building ` Hto61 12"OC H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. Z � Ur Ur BETWEEN SUPPORTS -WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, H1061 w O d Z c FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. Q Q OIt v+ wS2 UQ z JAMB TRIM MK. JTA03 c A R(/ 'CU6SIC WALL" 0 INSIDE CORNER TRIM MK ICCOI t H,041 AT EACH SUPPORT m H1061 12"O.C. BETWEEN SUPPORTS NOTE 1 LY 45761 `ICI Sly®Y" H1061 12" O.C� "CLASSIC WALL"� GIRT d/QWL NorE 1 Lower Building FILLER TRIM MK. MFB01 (SHOWN) ISg pp NO REQUIRED WHERE START/FINISH � DIMENSION IS LESS THAN E Ln EQUAL TO J ,/2"- SEE ELEVATIONS O o INSIDE CORNER DETAIL S HIAV 0 "CLASSIC WALL" re : - COVER TRIM n n 0 o N CCAO_ (USE AT 8 CEE CCBO_ (USE AT 10"CEE CCCO_ (USE AT 12" CEE) M M CSAO_ (USE AT B" STRUCTURAL CEE) m CSCO_ (USE AT 12" STRUCTURAL CEE) m i CCE__ (USE AT 8" HEADER WRAP) "CLASSIC" PANEL I a CCF__ (USE AT 10" HEADER WRAP) WALL PANEL I m m CCG__ (USE AT 12" HEADER WRAP) HEADER LD CD LD JAMB TRIM �' FOR LINER PANEL, H10 40 FASTENERS MK. JTA04/08 v REFERENCE HEAD, SILL OR 12" O.C. "ACCENT" JAMB DETAILS FOR TYPICAL m m ¢ 12 O.0 "REV CLASSIC" P P I H10_C n TRIM PARTS AND USE ATTACHMENT 6" O.C. "CLASSIC" N CENTERLINEF GIRT I (0 EACH SUPPORT) of I ,n ^ I�-ERECTOR NOTE: IF LINER PANEL IS NOT HEAD TRIM W N TT A GIRT XI I REQUIRED, ATTACH COVER MK. HTA__ W w TRIM WITH ATTACH 12" O.C. 30 H10-CFASTENERS I I II II CC-- TRIM Zz a W AT 6" O C I I I CS___ TRIM r#W wo 0 GIRT I "CLASSIC WALL" COLD-FORMED CEE REFER TO SECTION 8.0 OF THE S O < J m (USE CCA__, CCB__, OR CCC__ TRIMS) WALL SHEETING ERECTION MANUAL 6 o m N CLASSIC PANEL STRUCTURAL CEE FOR FURTHER DETAIL AND PANEL o (USE CSA__ OR CSC__ TRIMS) PREPARATION INFORMATION a m HEADER WRAP N N In (USE CCE__, CCF__, OR CCG__ TRIMS) C) o STANDARD WALL PANEL LAP o PANEL TERMINATION DETAIL o FRAMED OPENING COVER TRIM DETAIL o HEADER DETAIL o Q CLASSIC" PANEL U "CLASSIC WALL" p p FOR ALL STANDARD WALL PANEL TYPES U U U SILL SHOWN, HEAD AND JAMBS SIMILAR Vi y CD CDW V. CC000 Z' CM C7 CA CA ERECTOR NOTE: a m=)Y)rn ALTERNATE FASTENERS HAVE BEEN SUPPLIED ON THIS BUILDING. La 3:2.M -WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER. u 2 U d H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. JAMB -WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, H1061 , OJ Z m y c RT /// FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. T CD rn o 9m Fm-0 L1 DOOR / WINDOW OPENING NOTE FIELD CUT PANEL AS REQUIRED "CLASSIC WALL JAMB TRIM MK. JTA H1040 J 12" O.C. Q LLI C] O CDJAMB DETAIL z p "CLASSIC WALL" LLl U z LL) N_ _ w /^ Q Z Q N V/ U � � Q Z J = J O W O ` O cy (z �O UQ � � Wo L O Q o � C A RUS � S 'p p 45761 Ir SSAOtVAI. ! ", L ; e n � , � 0 m m m m ­1 — r ­4 Dry N N N N O~1 ON In L 1 r 1 N rn 00 ti w M m Cb co 00 In Q 12'-911 mmmmm m m m m m ca Lu m m co 30'-3" a 0 Q x ]C Y � xminm an. ao Lx 50'-311 f — J J J u u u u � /0000r_ LEAN-TO AH0010 TYP 5 BUILDING o{ i o°1c D -- CB4� 000'IO ' I CegO /CBSO 0qp C6S pZ0 CB900' QO't0 ------T"'-- W O Y 01 ? C. I O� Oa C. �a c9 D O o mi MXCO02 o+� m AH02' NI MXCO02 I MXC002 I MXC002 : MXC002 ; MXC002 MxC002 I to tu �_ m _� I g l t o I o l a t o 01 -MX0001 MXCO04 X I I x I x I x I x I I 1 I 1 I I c m ; u j M%COOS MOOS m XC005 MXC005 M%COOS MXC005 GXC052 M%C007 , I I W C Ol Gxcoso o o Gxcos2 I 1 AH0040 TYP I I Q 1° Cc Q a GXC050 m r no 1 0 LL GXC046 GXC0 `GXC047 I i x ;x i i G%CD59 G%CO19 tooGXCO57 ; UNBF.ACED 9A O = �GXCO51 GXC056 GXC059 Q I 1 1 1 1 , 1 1 m , I I w Q In GXC038 1"Xco-c'- 7111 Z AH02G51Q11100 N` 1 1 I F 1 1 O^ OtoC NXC037 t IIGXCO61 ~ wJOm0� 0CI. GXC048 I I 1 1 I G%C037 GXC037 I I 1 ( LLIA `'OD �074 1 _q1 1 I Z � y f- , cri of Gxcos4 1 1 -,yy�� I wGXC049 M OOS M OOS 0 MXC005 MXC005 MXC005 M%COOS GXCQ54 M'CO10 'O BRACE BA7J 1 V It Q _ m M GXCO53OMXC009 . o o f 'o 'o t o t o o, GXC053 , 1 is X I O I K I X AH0260 1 1 1 4 Z N Of M%COD2 V 1 I I t7 1 � 1 1 1 13 I MXCOOZ 1 MXC002 1 MXC002 I MXC002 t MXC002 I MXC002 I 4'1 00 O x _--/ Fj ] ` rA � CO IL t� �J I i 7A. 1, 1 EQUIPMENT STORAGEBUILDINGBUILDING1 1 I I 1 1 I I t I I 1 1 I I 1 1 I I 1 I I I 1 1 1 1 1 I 1 I I 1 1 1 1 I 1 I I 1 I 1 1 26'_2" 25'-0" L 25'-0" 25'-0" 2V-0" L 25'-0" 25'-0" 25'-0" 25'-0" 25'.0" I 25'_ " 2V-2" 1 1 1 1 I 1 I I 1 I 1 I 1 = 327'-4" V) fu _ I 1 t 1 1 i I I 1 1 I 1 �4 l�J ® 10 11 12 13 14 15 z = p w m Z Ln V Q NOTES: a o -1 °a' zz 1)MXC_INDICATES(W21x48)CRANE BEAM W/(C12x25)CAP CHANNEL AT TOP-RUNNING CRANES Z J O AND(W18xl19)CRANE BEAM AT MONORAIL CRANE o , m otj Q �Lu m 2)CBA_INDICATES(L3x3xl/4)ANGLE BRACE LOCATED AS SHOWN a cn 3Ln 3)GXC_INDICATES(L4x4x3/8)SWAY BRACE LOCATED AS SHOWN 4)SEE MARK NUMBER PLAN FOR COLUMN AND ROOF BEAM NUMBERS � S' ��e ERECTOR NOTE: THE CBA_ANGLE BRACES MUST BE INSTALLED ON THE FRAME COLUMNS AND FSS�cxvnt.��` ATTACHED TO THE CRANE SYSTEM AT THE TIME OF BUILDING ERECTION.THE BUILDING RELIES ON THE CRANE SYSTEM FOR STABILITY.WITHOUT THE CRANE - SYSTEM AND THE CBA_ANGLE BRACES INSTALLED,THE BUILDING IS UNSTABLE. - ?E'� sx fg H THIS APPLIES ONLY TO CRANE SYSTEMS SUPPLIED WITH THIS BUILDING AND DOESg3as„� IL 3? g'gaFe NOT APPLY TO FUTURE CRANE SYSTEMS. N10,19x-7'�xHitp — Ica .31Fsa?`nFUNs MMMM � O O O N O k cn ` U1 rn rn cr) U1 � r--1 12 r-I r-I e-I N 12 00 1� 1 Yl M c0 00 W 40'111115' 40'-1Y1 cc ¢ a a 1-4• �1 - • he" CCcntncn 4'-11" 4'-11" 4'-11' 4'_11" � _ m m m m m 4' 11• 4•-11" 4'11" 1 4'-11" 4'-11" 5'0" 14"311/16" 4'11" 4'11" 4'11• 1 3 zo M 4'3 m m m m m V 0 Y ]C Y ID LL �W I�� tO u1 cc co onmZ tpZ roZ mZ uil 6- V d U U _jj u-Z U-Z > UJ N � D"' tL' ri N ut N O U a +- 2 03 o � 2tu o GXCO65 GXC065 o m a m FBCSO _ O O _FBC50 m > u 7 NS/FS 1 NS/FS O W C aJ r GXC062 GXC064 a " a g 17-0" 46'-0" 17••0• o -- FBC50 FBC50- _ NS/FS NS/FS - r � 000 W FBC46 FBC46 00t m m NS/FS rn NS/FS yv,, H In, c ,u a w y � rn rn Op W 01 rp 1 Ln Lu Z W �D 11 Z +` a FBC42 ' I- o < N w Y O E d NS/FS N v Oa o zru FBC42 j Z NS/FS 7 Jp L z to (nWs uo Z a , L50r-3r Lu rl m dCi 19 LL O V ZP I i 12'-9" �z v( JO V),0� ��O ZD W to ac C 0 N < 0 = o U1 4j FINISHED FLOOR ELEVATION: 100'-0 " U BOTTOM OF BASEPLATE: 100'-1 " N FINISHED FINISHED Z = F N FLOOR FLOOR N C W O 8" _ 75'-93/4' 8' z I/1 v= U 1'"5 1'S1J6" Q Z ------- BD'-D" --- - -- -- J 0 J Q d3' Z~ Z cc U cc O ao oU Q �w m o.Ln Ul Material Schedule �� A. R ss Low Plate High Plate Outside Flange Inside Flange Web Notes. t'O OC ` 7'��tV Width Thick Width Thick Width Thick Width Thick De thl Thick De th2 eta 1 1200, 0.50 1200. 1,00 1200 0.50 12.00 0.63 16.00 0.19 28.00 For column and rafter mark numbers,see Mark Number Plan. - - - 28.00 022 40.88 NS/FS indicates that flange bracing is required on both sides of the frame line. V 40.88 0.22 40.88 .- - y - - - - 40.88 0.31 4088 For expandable endwall rigid frames,if flan a bracing is required on both sides NS/FS Oran expandable endframe,the opposite side flange brace O �' P 8 g g� 9 � ) P PP g �. �1$TER SCE a will have to be installed at the time of expansion.These flange braces have been provided,as required,for this Future condition 2 _ 8.00 1-00 8.00 0.63 8.00 0.75 a.00 0.75 48.00 0.28 32.00 Bolt Schedule - - 8.00 0.63 8.00 0.50 32.00 0.25 39.00 If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. IJ 3 8.00 1.00 �8 00 0.63 8-00 0.75 8.00 0.75 48.00 0.28 32,00 "•indicates the long side of the interior columns.Columns at the ridge are typically flat-tap"columns,unless indicated by the"•'symbol is - ID Qty Bolt Description Bolt# Nut# " ggm-au�o • - 8.00 0.63 B-00 0.50 3200. 025 39.00 >.2-a 3 }e' Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is z QF a 12.00 oso lzoo 1.00 1200 0.50 1z.00 0.63 16.00 0.19 26-0o released. ] 8 11 LL "X31 "A325 H0660 H0340 crxe. vayg� s"�5 O -- a"a.SEzmz.:�gf ao.as o.2z aose 2 8 1"X311"A325 H0640 H0330 d��= �g5111dn, CL 1 40.88 0.31 1 1 1 ee M M M m M M O O O O O O N N N N Notes and Specifications: N N .--r .--I .--1 N N �- m m m m CO m Number ,. t„ Building Erection Notes a a a a a U13R0049A G�� '/}.—� bmmmmmm 1)The gene al contractor and/or erector is responsible y properly erect the metal Name AUG •PC ge possible to safet andortv „4 � �7 6� m m OO fa m building system in conformance with these drawings,OSHA requirements,and MBMA standards S COTT GALVANIZING N � kD m m m m pertaining to proper erection.This includes,but is not limited[o,the correct use of temporary l9 lJ Y Y Y Y and bracing where needed for squaring, and securing the structural and secondary op op op cp guys g 9 (g rj g Y Framing.Secondary wall framing members(girts t nar cord)are not designed ui function as a rimLocation:City,County,State d d 11 d d a "Iql J J J J J J workplatform or provide safety tie off attachment in accordance with OSHA requirements.Secondary 1/A`I l.J V LJ V V U roof framing members(purlinsA requi or barjoists)are not designed to provide safety tie off attachment BUILDING SYSTEMS A R LI N G T O N, S N O H O M I S H, Y Y A _'�` in accordance with OSHA requirements. / > � � " 2)All high strength bolts are type ASTM A325 and are to be installed to the"snug-tight" A DIVISION OF NUCOR CORPORATION Customer Of i o condition as ctdefined unless the noted specification for structural joints using dard oA490 bolts,2004 SEA CON LLC 4 Y m edition,section 8.1,unless noted otherwise.Also,note that bolts in standard holes do not • � � �LA � O require washers per the RCSC specification For structural joints using A325 or A490 bolts,section 6. CA 'p m V C 3)All A307 machine bolts are to be brought to a"snug tight condition to ensure that the MBMH Q • m t-1 t N M f M B E R U materials in the joint are brought into good contact with each other. O N ACCREDITED CERTIFIED W C W GJJ 4)Washers are required at all slotted connections as follows: AC472 CSAW47.1 Q LL Cr Q a.)Hole to slot connection,one washer required on slotted side. b.)Slot to slot connection,two washers required,one on each side of the connection. However at lapped zee members,whether purlins or girts,no washers are required in the 8-bolt CL C _ lapped region. 5)The metal building supplier shall be notified prior to any field modifications.Modifications - shall be approved by the metal building supplier before work is undertaken. 6 All weldingmust be performed b AWS qualified welders for the welding yl UJ P Y q he applicable and positions (CO O O O indicated.All work must be completed and inspected in accordance with the applicable AWS specifications.Weld electrodes used For the SMAW(or stick)weld process must be 70 ksi steel and T M M low hydrogen content. O 7)Common Abbreviations a N a)TYP UNO-Typical Unless Noted Otherwise (O b)SLV-Short Leg Vertical ? t V m m c)LLV-Long Leg Vertical d)NS&FS-Near Side and Far Side O e)O.A.L--Overall Length I Z f)SIM-Similar _ O L C g)NIC-Not In Contract T ? In O h)SL-Steel Line j� f m O i)N/A-Not Applicable �` m 0- LL j)MBS-Metal Building Supplier 8)Construction loads shall not be placed on any structural steel framework unless such framework is safely bolted,welded,or otherwise adequately secured. 9)Purlins and girts shall not be used as an anchorage point for a fall arrest system unless written approval is obtained from the metal building supplier. 10)Purlins may only be used as a walking/working surface when installing safety systems,after all \. Q permanent bridging has been installed and fall protection is provided. 11)Construction loads may be placed only within a zone that is within B feet of the center-line of the primary support member.CFR bundles should be placed directly over the rigid frames. N 1--I 12)All lifting devices must meet OSHA or MSHA standards and in no case is it acceptable to use C structural members supplied by the MBS as a spreader bar or lifting device. O REV 2: UPDATED ANCHOR BOLT DETAIL'E' Z 2 General Design Notes ADDED SHEETING DRAWINGS AND COLORS PER CHANGE ORDER#4 Drawing Index � O > 'N—1 N vW= v 1)All structural steel sections and welded plate members are designed in accordance with the AISC Cover Sheet: C1, C2,C3,C4 Z "Specifications for Structural Steel Buildings-Allowable Stress Design",Ninth Edition,or the AISC"Specifications for Structural Steel Buildings',Thirteenth Edition,as required by the <specified building code. Building Loads: Anchor Bolt Plan: F1 Z > O J 2)All welding of structural steel is based on AWS Dl.l"Structural Welding Code",Latest Edition J Anchor Bolt Details: FD 1 Q �' Design Code: IBC_2009 Building Building Building Building u, coldf� Z Cold Formed formed members are designed in accordance with AlSI"Specifications for the Design of Building End Use: 2A Name Storage Equipment Main Lean-To Primary Plans/Sections• P1,P2,P3,P4,P5,P6,P7 <F J O f CD Cold Formed Steel Structural Members",Latest Edition. MBMA Occupancy Class: II-Standard Buildingsco Roof Dead(PSF) 4.5 4-00 4.0 4.0 w o X m 4)All welding of cold formed steel is based on AWS D1.3"Structural Welding Code-Sheet Steel", Roof Live Load: 20 P8, P9,P 10 m O O Q v~i Lu<Latest Edition. NOT REDUCIBLE PER CODE Primary Collateral(PSF) 3.0 3.0 3.0 3.0 aCA gun Ground Snow Load: 25 Secondary Collateral(PSF) 3.0 3.0 3.0 3.0 Primary Details: PD1, PD2,PD3 5)Ifjoists are included with this project,they are supplied as a part of the systems-engineered Snow Exposure Factor,Ce: 1 Snow Ct 1.2 1.2 1.2 1.2 metal building and are fabricated in accordance with the requirements of section 1926,758 of the Snow Importance Factor,Is: 1 Required Manuals RLy. OSHA safety standard for steel erection,dated January 16,2003- snow F) 25.0 25.0 25.0 25.0 Crane Plans: CR1 Seismic Information: Ss:1.042 Sl:0.354 Roof Snow(PSF) 25.0 25.0 25.0 25.0 Seismic Sds/Shc: 0-752/0,399 Material Specifications Site Class: D Wind Enclosure Enclosed Enclosed Enclosed Enclosed Wall Sheeting Crane Details: CRD1,CRD2,CRD3 Seismic Imp.Factor Ie: 1.00 GCpi +/-0.18 +/-0.18 +/-0.18 +/-0.18 Plate and Flange Material: sm es Category: D Seiic Design C H9430- Erection Manual g SeismicR 3.25 3.25 3.25 3.25 Roof Framing Plans: R1, R2 5"-12"Wide,Thru 1"Thick - A529,Grade55 Analysis Procedure: Equivalent Lateral Force Method Others - A36 Basic SFRS: Ordinary Steel Moment Frames& Seismic Cs 0.232 0.232 0.232 0 232 h? 4`-.7'_i Built-up Structural Web Material - A1011 SS(or HSLAS CLI)Grade 55 Ordinary Steel Concentrically-Braced Frames Base Shear(KIPS) 6.5 5.4 157.0 3.0 Roof Framing Details: RD1 O.ts lftti�`a� Ho[-Rolled Structural - A36 or A572 Grade 50 or A992 Grade 50 CFR Roof Sheetin g �OA�AL Wind: 85mph W1,W2,W3,W4,W5,W6, Structural Tube - A500 Grade B(46 KSI) I[); Wall Framing Elevations: Wind Importance Factor,Iw: 1 H9700-Ere c I Structural Pipe - A500 Grade B(42 KSI) Exposure: C R E IVE I ); Cold-Formed Structural - A1011 or A1039 SS(or HSLAS CLl)GR 55 1)Collateral dead loads,unless otherwise noted,are assumed to,c uniformly ,are s distributed. i Within Hurricane Coastline: NO H9675-Seamen Manual W7,W8, W9, W10 RPB Roof Panels - A792 Grade 60 When suspended sprinkler systems,lighting,HVAConce equipment,ceilings,etc,are suspended g a e 2 UL90: Yes from roof members,consult the M.B.S.If these concentrated loads exceed 200 Ibs,or if s� o - m3 a a''E v' Standing Seam Roof Panels - A792 Grade 50,Classl Classic Roof-Const,No.161 h' i` ( _ =oo� 4 individual members are loaded significantly more than others. 'f+ V :..0.� Wall Framing Details: WD1,WD2 R-Panel and A-Panel - A653 Grade 80,Class 1 or A792 Grade 80,Classl g y r- g a 5p=.n'?F 8 Ll Classic Roof w/Translucent Panel-Const.No.167 _ 2 Rod Bracing - A529 Coating Class A,Grade EHS,7-Wire CFR Roof-Const.No.552 2)The design of structural members supporting gravity loads is controlled by the more O Welds - AWS D1.1 Latest Edition critical effect of roof live load or roof snow load,as determined b the applicable code. Sheeting: S 1-S15 " �� II CFR Roof w/Translucent Pane-Const.No.590 Y PP g 89a�o High-Strength Bolts - A325 Type 1 Heavy Hex or Ad90 Type 1 Heavy Hex Composite CFR Roof-Const.No.552A -A E a� U Machine Bolts - A-307 Grade A Hex VR16II Roof-Const.No.332 COA PERMIT CENTER «a Sheeting Details: SDI-SD5 �E 1ss�€S��-�� m m m m m m Storage Equipment Building Main Building Lean-To Building CV N N CV N N O% 01 U1 t!1 r-I N N N \ \ \ \ W \ M M a0 CO CO co Primary and Secondary Steel Primer Color Primary and Secondary Steel Primer Color Primary and Secondary Steel Primer Color Primary and Secondary Steel Primer Color = a a a a of Ln Ln Ln Ln Red Red Red Red m m m m m m 3 3 3 m 3 a 2 2 m m m m m m Roof Sh_eetin_g Roof Sheeting Roof Sheeting 0 Roof Sheetin_ tJ kD m m m m l7 lD Y Y 1e Y T e:CFR, 24 Gage, Fini=Galyalum, T OYP i; ` ^ Type: CFR, 24 Gage, �Fin�i�sh: alvalume Type: CFR, 24 Gage, =Galvalume Type: CFR, 24 Gage, Finis=Galvalume 2 a a a a a Roof Panel Clip Type:Short Floating Roof Panel Clip Type: Short Floating Roof Panel Clip Type: Short Floating Roof Panel Clip Type: Short Floati g Thermal Blocks: No EPS Foam Spacers: No Thermal Blocks: No EPS Foam Spacers: No Thermal Blocks: No EPS Foam Spacers: No Thermal Blocks: No EPS Foam Spacers: No >, > a v y Seaming Methods: Roll Lock Seaming Methods: Roll Lock Seaming Methods: Roll Lock,Vise Lock Seaming Methods: Roll Lock m Roof insulation(NOT BY NBS).Thickness: 3 " Roof insulation(NOT BY NBS).Thickness: 3 " Roof insulation(NOT BY NBS).Thickness: 3 " Roof insulation(NOT BY NBS).Thickness: 3 " a, ) y o 0 Roof Line Trim. Color: Polar White Roof Line Trim.Color: Polar White Roof Line Trim. Color: Polar White Roof Line Trim.Color: P'eoolar White aot m° -o c 2 Wall Sheetin Wall Sheetin Wall Sheeting 2 ° g.r.�.- .. _ W_ all Sheetin > > Type: Classic Wall, 26 Gage, Finish:Brick Red Type Cla sic Wall, 26 Gage, Finish: Brick Red Type Classic Wall, 26 Gage, Finish:Aztec Blue T p Clas c Wall, 26 Gage, Finish: Brick Red a a m Wall Corner Trim. Color: Brick Red Wall Corner Trim. Color: Brick Red 2 Wall Corner Trim.Color: Aztec Blue Wall Corner Trim. Color: Brick Red Wall Base Trim. Color: Brick Red WaIL ll Base Trim.Color: Brick Red Wall Base Trim.Color: Aztec Blue Wall Base Trim.Color: Brick Red Oa O Wall insulation(NOT BY NBS).Thickness: 4 Wall insulation(NOT BY NBS).Thickness: 4 " Wall insulation(NOT BY NBS).Thickness:4 " 2 Wall insulation(NOT BY NBS).Thickness:4 " ct O Buildin O tions Build^n O ios^^ Buildin Options Buildin 0 tions � o o a W _j M Gutters.Color: Polar White Gutters.Color: Polar White Gutters.Color: Polar White Gutters.Color: Polar White ry ,. T m m 00 Downspouts. Color: Polar White � Downspouts. Color: Polar White Downspouts.Color: Polar White Downspouts. Color: Polar White if > °J y rn Wall Framed Openin s.Trim Color: Brick Red Wall Framed Openings.Trim Color: Brick Red Wall Framed Openin s.Trim Color:Aztec Blue Wall Framed Openings.Trim Color: Brick Red u Crane.Please see crane plan for additional information 2 2 v M m o � Z � iu O L C z , C) bA O X m O m a- LL ■FOR OCCUPANCY CATEGORY I OR II BUILDINGS,IBC ALLOWS NBS TO SUPPLY THE CRANE BEAMS FOR THE MONORAIL CRANE SYSTEM.W18x119 BEAMS HAVE BEEN PROVIDED FOR THE +, FOR SINGLE STORY BUILDINGS TO HAVE NO LIMIT FOR SEISMIC MONORAIL CRANE SYSTEM.THE DESIGN OF THE MONORAIL CRANE BEAMS IS NOT BY NUCOR. IT IS THE RESPONSIBILITY v OF THE ENGINEER OF RECORD(NOT NUCOR)TO ENSURE ADEQUATE CRANE BEAM DESIGN. A QUANTITY OF(4)OF THE STORY DRIFT. PLEASE NOTE THAT ANY INTERIOR WALLS, PROVIDED BEAMS WILL HAVE A RADIUS. NUCOR HAS ASSUMED A LENGTH OF 28'-9"WITH A 10'RADIUS FOR THESE BEAMS. � PARTITIONS,CEILINGS,AND EXTERIOR WALLS SHOULD BE IT IS THE RESPONSIBILITY OF THE CUSTOMER TO VERIFY ALL CRANE BEAM DIMENSIONS. BEAM ENDS WILL BE PREPPED FOR WELDING v DETAILED(BY OTHERS)TO ACCOMMODATE THIS STORY DRIFT. Q > O NBS HAS DESIGNED FOR THE TOP RUNNING CRANES AT FRAME LINES 2-3 AND FRAME LINES 9-15. U THE DESIGN IS BASED ON ONLY ONE CRANE ALLOWED IN A BAY AT A TIME. _ N C ■THE RIGID FRAME CONNECTIONS IN THIS PROJECT MUST BE NBS HAS DESIGNED FOR THE(6)7.5 TON MONORAIL CRANES WITH A MAXIMUM OF 2 CRANES ALLOWED IN A BAY AT A TIME. 2: TIGHTENED TO THEIR FULLY-PRETENSIONED STATE USING kD p J C ANY OF THE ACCEPTABLE METHODS OUTLINED IN THE RCSC IT IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO ENSURE THAT THE MAXIMUM POINT LOAD OF 32.4 KIPS Z =O SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 APPLIED TO THE MONORAIL CRANE BRACKET IS NOT EXCEEDED N Z w OR A490 BOLTS ,2004 EDITION. THE SCOPE OF THIS Z LA m PROJECT PRECLUDES THE USAGE OF SNUG-TIGHT BOLTED 1.COORDINATION OF OTHER TRADES: SUPPORTS AND BRACING FOR THE CRANE SYSTEM SHALL BE PROVIDED Q Z U CONNECTIONS AND ARE THUS NOT PERMITTED IN THIS CASE. AND ARE REQUIRED AS SHOWN IN THE SECTIONS AND AS NOTED IN THESE GENERAL NOTES.NECESSARY J O J Q CLEARANCE DIMENSIONS FOR PROPER ELEVATIONS RELATIVE TO THE CRANE SYSTEMS HAVE BEEN SHOWN. Q ~ J 0) THE BUYER SHALL BE RESPONSIBLE FOR COORDINATING THESE DIMENSIONAL REQUIREMENTS WITH OTHER l7 Z a Z O TRADES ASSOCIATED WITH THE BUILDING SYSTEM. z O w O ZH J fU f ■ THIS BUILDING SYSTEM DESIGN IS BASED ON UNIFORMLY 2.ALL BOLTED UNDERHUNG ASSEMBLIES MUST BE TIGHTENED TO THEIR FULLY-PRETENSIONED STATE USING o O U Q w rn APPLYING THE CONTRACT-SPECIFIED LIVE LOAD AND ROOF ANY OF THE ACCEPTABLE METHODS OUTLINED IN THE"RCSC SPECIFICATION FOR STRUCTURAL JOINTS a U N o SNOW LOAD. IN ADDITION,THE DESIGN IS BASED ON USING ASTM A325 OR A490 BOLTS"UNLESS NOTED OTHERWISE. THE USE OF A490 BOLTS IS NOT ALLOWED. APPLYING A CODE-DEFINED LIVE LOAD(INCLUDING 3. DO NOT WELD CRANE RUNWAY BEAMS OR SUPPORT BRACKETS,OTHER THAN WELDS SPECIFIED IN THESE APPLICABLE REDUCTIONS)AND A CODE-DEFINED SNOW LOAD DRAWINGS,WITHOUT THE ADVANCE WRITTEN CONSENT OF NBS OR THE RUNWAY BEAM DESIGN ENGINEER. (BASED ON CONTRACT-SPECIFIED GROUND SNOW)FOR ALL PARTIAL LOADING AND UNBALANCED SNOW LOAD CONDITIONS. 4.CRANE BRACKET ELEVATIONS MAY VARY SLIGHTLY DUE TO FABRICATION TOLERANCES. SHIMMING OF BEAMS OR LEVELING AND GROUTING OF COLUMN BASES MAY BE REQUIRED BY THE ERECTOR. SHIMS ARE NOT PROVIDED UNLESS RUNWAY BEAM IS PROVIDED BY NBS. 5.CRANE OPERATION MAY CAUSE VIBRATIONS IN ROD BRACING AND OTHER BUILDING COMPONENTS. OTHERS TO PROVIDE AND INSTALL CLAMPS OR TIES AS REQUIRED TO MINIMIZE VIBRATION NOISE. 6.THE CYCLIC NATURE OF BRIDGE CRANE EFFECTS WILL TEND TO CAUSE GRADUAL LOOSENING AND/ OR MISALIGNMENT OF SOME BUILDING COMPONENTS. PERIODIC MAINTENANCE IS REQUIRED. MAINTENANCE,INCLUDING BUT NOT EaEo€ sfa LIMITED TO,TIGHTENING OF BOLTS AND NUTS MUST BE DONE AS REQUIRED BY BUILDER OR THE BUILDING OWNER TO ENSURE THAT THE CRANE SYSTEM REMAINS IN SAFE OPERATING CONDITION. REFER TO CMAA OR AISC GUIDELINES9ea vir� � O eB Fs FOR PROPER MAINTENANCE REQUIREMENTS. sxa§ii=y 7�sE�� E.�.Sn.biL£or to� `008 m m m m m m cH � ti CD CH ti 0 0 0 0 0 0 N N N N N N O1 Oi lfl Lfl rl .--I -4 N N m m 00 � M M OO 00 co CO V7 Cr a' a' Of r, Of < < = In In In In m m m m m m 3 3 3 3 3 3 mmm in.mm m m m m m l7 l7 1' ]C Y m m m I m Cl- a Cl- a a aJ J J J J J U U U V V U OJ cu + w CC -, 0 4C On U/ N UJ 0 Y Q () U —STRUCTURAL TESTS AND INSPECTION: m 'o -a Co -O C> m o m a 1) THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN SPECIAL INSPECTION. THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN IBC 1704.3 AND IBC 1705 0 m r N N 2) ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT. > " > ail 1 3) THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. Q 1L K Q of 4) PORTIONS OF WORK REQUIRING SPECIAL INSPECTION: AGENCY RESPONSIBLE FOR INSPECTION AND TESTING TO BE NAMED BY OWNER LATER. I 1 A. STRUCTURAL STEEL: YES NO N/A 1. MILL REPORTS AND IDENTIFICATION OF STEEL(AFFIDAVIT OF COMPLIANCE)......................................„.....„„.»....................................................................................... ❑ ■ ❑ 2. SAMPLING AND TESTING OF SPECIMENS.......................... .„......„.„.......... .................................»........... .»»......»......................................................»..............................««„. ❑ � ❑B. . ALL G: TYPICAL FIELD WELD `" N O -H 1. ALL STRUCTURAL WELDING(INCLUDES DECKING AND WELDED STUDS),EXCEPT WELDING IN APPROVED SHOPS PER IBC 1704.2.2................................................. Z % o p 0 2. ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES,BRACED FRAMES,BEAM SPLICES,AND FIELD WELDS............................. ■❑ : ❑❑ REQUIREMENTS ERECTOR NOTE: �1/ I�. `� m m Y. m m 3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING........................................................................................................................................................... ❑ ❑ (UNLESS NOTED OTHERWISE ON DRAWINGS) t +a) H- C. BOLTING: _ rn 1. HIGH STRENGTH BOLT A325SC AND A490SC(TORQUE VERIFICATION)............................................_.......................................................................................,............___... ❑ ❑ ALL FIELD WELDING MUST BE PERFORMED BY y Ln U1 2. HIGH STRENGTH BOLT A325N AND A490X(PER COVER SHEET NOTES)............,......................................................................................................... ................................ ._ Ln m ❑ ❑ AWS/CWB CERTIFIED WELDERS WHO AREQUALIFIED FOR u 2 V 3. EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY....................................,,.............................................................................................. . ■ ❑ ❑ THE WELDING PROCESSES AND POSITIONS INDICATED O E ALL WORK MUST BE COMPLETED AND INSPECTED IN ] JC z ACCORDANCE WITH THE APPLICABLE AWS/CWB r j Ln O SPECIFICATIONS. WKR6ll(#30 6%J EB 1MfRHZEIE ` m O� m 0- LL SMAW(OR STICK)WELD PROCESS MUST BE 70 KSI/483 MPa MATERIAL AND LOW HYDROGEN CONTENT W a) GALVANIZED STEEL FIELD WELDING RECOMMENDATIONS PREPARATION OF WELD AREA Q 0 AWS D-19.0,WELDING ZINC COATED STEEL,CALLS FOR WELDS V TO BE MADE ON STEEL THAT IS FREE OF ZINC IN THE AREA TO BE _ O WELDED.FOR GALVANIZED STRUCTURAL COMPONENTS,THE ZINC 4_(/1 COATING SHOULD BE REMOVED AT LEAST ONE TO FOUR INCHES (2.5-10 CM)FROM EITHER SIDE OF THE INTENDED WELD ZONE AND Of ON BOTH SIDES OF THE WORKPIECE.GRINDING BACK THE ZINC lJ O COATING IS THE PREFERRED AND MOST COMMON METHOD; Z = F BURNING THE ZINC AWAY OR PUSHING BACK THE MOLTEN ZINC H N Z w 7 FROM THE WELD AREA ALSO ARE EFFECTIVE. Z N N m TYPICAL WASHER REQUIREMENTS TOUCH-UP OF WELD AREA BOLT/NUT ASSEMBLY WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC Q Z ERECTOR NOTE v REQUIRED AT LAPPED � c) J Q (UNLESS NOTED OTHERWISE ON DRAWINGS) ZEE MEMBERS.(NO COATING ON AND AROUND THE WELD AREA.RESTORATION OF THE J WASHERS REQUIRED) "� AREA WILL BE PERFORMED IN ACCORDANCE WITH ASTM A 780, < Z BOLT HEAD SLOT SLOT TO SLOT CONNECTIONS �� m STANDARD PRACTICE FOR REPAIR OF DAMAGED AND UNCOATED f Z z W O AREAS OF HOT-DIP GALVANIZED COATINGS,WHICH SPECIFIES THE a� i.+ WASHER WASHERS ARE REQUIRED ON BOTH " Z J w V m USE OF PAINTS CONTAINING ZINC DUST,ZINC-BASED SOLDERS OR ~ o (Yl SIDES OF MATERIAL IF SLOTS ARE O Q Z WASHER USED ON BOTH SIDES.(SEE DETAIL SECTION"A" I SPRAYED ZINC.ALL TOUCHUP AND REPAIR METHODS ARE CAPABLE o V Q N Lu m NUT SLOT AT RIGHT FOR LAPPED ZEE MEMBERS) OF BUILDING A PROTECTIVE LAYER TO THE THICKNESS REQUIRED a N u In BY ASTM A 780. ' SAFETY&HEALTH BOLT HEAD SLOT SLOT TO HOLE CONNECTIONS 1 ' LAPPED ZEE WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS WASHER ONE WASHER REQUIRED ON I MEMBERS, UNAVOIDABLE,OSHA PERMISSIBLE EXPOSURE LIMITS(PELS) MAY SLOTTED SIDE ONLY. PURLINS OR GIRTS BE EXCEEDED AND EVERY PRECAUTION,INCLUDING �Ei HIGH-VELOCITY CIRCULATING FANS WITH FILTERS,AIR NUT HOLE <i LAPPED/NESTED REGION RESPIRATORS AND FUME-EXTRACTION SYSTEMS SUGGESTED BY BOLT HEAD HOLE HOLE TO HOLE CONNECTIONS a _ __ _ ___ AWS,SHOULD BE EMPLOYED.FUMES FROM WELDING GALVANIZED NO WASHERS ARE REQUIRED WHEN STEEL CAN CONTAIN ZINC,IRON AND LEAD.FUME COMPOSITION SLOTS ARE NOT USED. TYPICALLY DEPENDS ON THE COMPOSITION OF MATERIALS USED, j AS WELL AS THE HEAT APPLIED BY THE PARTICULAR WELDING w NUT HOLE 1 PROCESS.IN ANY EVENT,GOOD VENTILATION MINIMIZES THE AMOUNT OF EXPOSURE TO FUMES. mz m3 nY a n 3 S�E WASHER PART NUMBERS -1' - -- --- PRIOR TO WELDING ON ANY METAL,CONSULT ANSI/ASC Z 49 1, ; r�4"m 2 LL. H0200-112"FLAT WASHER H NO WASHERS REQUIRED AT BOLTS USED 0240-1"FLAT WASHER N SAFETY IN WELDING,CUTTING AND ALLIED PROCESSES,WHICH - „.m gf� IN o - '� ��$o A>`� o H0210-S,♦3"FLAT WASHER H0250-1%-FLAT WASHER THE LAPPED REGIONS OF ZEE MEMBERS. o CONTAINS INFORMATION ON THE PROTECTION OF PERSONNEL AND _ �.o E dm sa`g»Fgg" n1 0o H0220-3/4"FLAT WASHER H0260-1 114"FLAT WASHER _ .'7�03 U THE GENERAL AREA,VENTILATION AND FIRE PREVENTION. o d SECTION -�a.aadJ E H0230-Yy"FLAT WASHER =E:�.4 A«o-d` a 3 INFORMATION COURTESY OFAMERICAN GALVANIZERS ASSOCIATION STANDARD WELDS AND LEGEND mmmmmm � 0 00000 . N N N N \ N 01 0, L\rT In .--I r-1 .--I .--I .--I .--I N N 00 00 00 00 m m m oo m m thickest Mal.Joined Weld FWS$-FILLET WELD,ONE SIDE Ln or Cr M FWS$ IY t -3 S FILLET LEG NEAR SIDE WELD FAR SIDE WELD: X N N � N t 3k' FW_4 a hc' FWS$ $ c m (n fn 'Con m m ENLARGED DETAIL >34• S s hs EWs$ / $FILLET ,fG'S $FILLET m m m LD �❑ !:❑ FWS4 L7 l7 ID In In m JFWSFG 5 z L7 LD Y ]e Y ]efWStlFG-5 1 F FWD$-FILLET WELD,BOTH SIDES FWD$ m m m m S Hltf ilFG FILLET U FG-5 UUU U U UFW$4FWD$ � FWD# FG�S• FWS4 FG 5s : DR > > oW54 FG-5 ate+ wP57• O EAVE STIFFENER cJPl Knee FG-s +� +� REFERENCE EAVE I Notch PL FWS4 FWR_-Fufl length fillet on near side with"(Max.D/5 or 3")fillet return �' m STIFFENER DETAIL �,F at both ends on opposite side of plate. DJ Q p0 O FOR WELDS FWS3 FG 5 TYP _ S FI fTlfG 0 toILI O U FG-5 T a• OR FWR$ S •(MRa OlS RI B'1 -0 m FG-B FWD4 T FwR$ �- $ FwR# -Typ Stiffener Detail Section A-A fG-s s o �� m a m a � l FW54 SEE DETAIL fS ^ > U > > FG-S FWS3 A. NS2. Zn min O ILI C IL DJ WPl$-Full length fillet on near side of web with 3"of fillet past inner - Q LL �' Q �' �' Typ most holein From each flange along the opposite side of web. FG-B S rtuif LEG J•UI W1110�`A1j1N11rR NO IT 3. FWRA WPS7 1 WPl$ S ^101f 11 R n A(N lIAIILE FWS3 Structural Column • iwP,$ °R � �s 1SWs cwL wPs9 s o 0 3 0 To 35WS 2FR FW54 • • WP54 CJP1-COMPLETE JOINT PENETRATION,SINGLE BEVEL WELD to C N 3 NEAR SIDE WELD FAR SIDE WELD D O O O 4s uPl W J rV1 ri 1--I o c91t nAcx wucca soun� ` M m tl ACK GOUGE UPl GA(WW �U (p I WIN RANGES FROM FWS3 TOFWD5 PERIM FG•S� 2FR FG_5 c� d `ACK GOUGE Icman nl� avzl in N WPia�WELOSIZEPERENG FULLLENGTHFlLLET NEAR M4 FWS4 FWS4 SIDEOF ME`WtTN 3'Of FILLET PAST INNER MOST HOLE • • 3� 45' 13 (/) c 01 1N FROM EACH FROM FLANGE ALONG THE OPPOSITE SIDE OF WEB BEVEL stof Lta.u.RwfL • FG-5 FG-5 RUUYF WILD > un M FWR# FWS4 11 0 r " m /n THIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN DETAA'A Pipe or Tube Column PURLIN/ GIRT/CHANNEL EAVESTRUT U 2 ` E t `r 0 O -Thickest Mat.Joined Weld Tube Bracket SHAPE . o TO QTY SHAPE QTY r Ln DD o s 3k• FW_A 1 I SLOPE T ra -i m a LL >3k' FW_s (2)08C060 (2)BE••ll2JJ0••75 ` C Perpendicular Knee Column Typical Column Structural Details Y THICKNESS Y THICKNESS a) See Weld Standard sheet for WPS description See Weld Standard sheet for WPS description See Weld Standard sheet for WPS description SIZE J X SIZE J X tu tu 1000 1000 J Thickest Mat Joined Weld O X X X X X X X X I X X X X X X X X X X X X X X X X X X X X I X X X X X I X S 1/2" FW_3 a- ro 3. S 3/4" FW_4 V X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X >3/4" FW_5 O PI :WP59 1Z-1 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X za, SEE oETAfI Ik 4-I2 aX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X LnQj FG-5�WPtli . A. 9 FWD "FG 5 f0 H FG-5 k 4'-12• ` • FG 5 1W13 0 .0 t QQ r o ro 0 0 O OETAIL'A' o ~ $' = 8 0 ," s ., E _ a o 0 0 6 S" N ° Z = C Fws3 WPS' Typ.Flange Brace Clip Runway Beam a m m ° • e 4 4- N O w 41 0 Z N 0 o W w ❑ � n � � _ � a � _ � Z � N J o° �� ..Q �¢ '" LL o 0 0 0 0 0 0 0 0 0 0 o Q Z A FW, O Q 1GFG Q N I4's a a a a a a a a a a a a a rn ¢ ¢ J TO Preq a a a a - a a a a a a a a Q P- _j rn 3GFG In W a FG-5 > > 0 FWS3-3-Rlirl WP13 - Q n - _ n Z,O1 w QN J w FWD3 u�i 3 m - 3 f3, 3 3 - - = S 3 a _ _ ;' .J o e 3 S $a 3 3 I ? �JN/ W v Ln.�.Lnr� 15W$ 1--1 W fG3 U E! e C - a _ _ _ i 9 E E E 3 t e _ _ _ $ $f. W O I..L O Q Z (•1 �i 3 WS LJ WPS UPI 3= 3n m� r a s 3m 3m a' > E E E2 - Z L 9 ui O U Q V~1 LU2! TO m W IL/1 4' D_ - 3 3 ; �' a o a o o 3 S a N m 3 3 3 a % 5= 3 3 m D L m 3: 3 m .". .,.. 0. V L/1 an .L, FG_5>fWDY O s 3: a f 3 3 3 is o0 o o 0 0 0 0 0 0 0 0 0 0 3 0 3 N Interior Wide Flange Fixed Base Plate Crane Stop �� � � � � � � � � � � � � .. � � m m � m m m m m m m m m ww a wia O ❑ o ❑ ❑ N ❑ o ❑ ❑ o o ❑ ❑ o o ❑ ❑ ❑ ❑ o 0 o a ❑ ❑ ❑ N ❑ ❑ o ❑ ❑ ❑ ❑ U 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 ❑ zrr Gl a a a a a a a a a a a a a a a a a a a a s a a s a a a a a a a a a a ~ LL n� 3s _ 0 0a 3 3 3s 3s o ov FZ ow In 3 3 - m ce m - _ _ _ ��z O - - 3 Ee EmY 3 3� - " " o FG'S '4-1 R n a n in 1 Z"6 F. m 1. ., - ', v m v a« a m LLJa N FWD4 m _ a"o n'c_ t nt r`t 22 t „'c n a10 n v_N v__. _ _ _ _ ¢ �LL - FG-5 'a - u 00 -% A m ❑in o0 00 ❑' o:' o:' E 3a 3o cg E E� 3 3N 3" - - 3 3N 3x 0 z N FWD4 U n c° : N «o`ti ry " - am °°° _ _ "' E �"' �'• _ " °�"'� " _ =g. ¢ALL in o C ° o wo E m 3` 3'c do _ E Em LL " "w "� v w wO WO o nu nti 2 y a w ° " " _ « iJ w.o¢ Y w O Runway End I� a0 m �o �o �o - ao oio - v n - E `o" `o❑ E E m E E x _ m E" E o _ m3 aE ❑ w m 3 9 - - - meaar O 3 SPECIAL DETAILS # - _�" N �a N D e d3aa�vaa uc" In a I^ LL LL LL dd mIdd In 1O 10 " -;d =vo5" �aaSee Weld Standard sheet for WPS description � N m N 3 3 3 3 3 3 3 3 3 3 3 3 �9Asa E.-Z:. Anchor Bolt Schedule M , 0 0 0 0 0 0 162 1 1 1/4" F1554-36 ��yy � �-1 •�-1 r�-1 N N 52 3/4" F1554-36 m l i m D a_O QGD Ln CrC= z of a a a a V) In <n m 3 m 3 m 'Coo m m 3 � 3 � m m m m m m m m m m V' l7 ]C Y Y ]C g y m en m a a a a a a J J J J J J U I U I U I V I V I U 1,-2" 8.8 10 11.2 , ; ; N FRAME I 52 0" 1' 2" o OFFSET 1'^O 1''0' FRAME CL CI m 4 i OFFSET OL Q tx O Q L ROD BR AC tA Q ' --� o -o m v c ' ' Lean-To o m o m N ti 10 �- m r-i L N - ANGLE BRACE JACK BEAM ANGLE BRACE ANGLE BRACE O Q0. l 41L cc Q Cr Cr D ---- -- 4 p A O CEj E= I El I E I 7.6 w~ np P O �?� R a I � o o � D � I I C N O r-I o QI O O O Main Building o M00 M co a y Fo�+ C-1, 3 In in I N 2 � � u C o E l z 1 u- Lp 0 B O O O_ _ ) �O a __ v �S L m m a LL ANGLE BRACE ANGLE BRACE V 0 - o m 0 N ANGLE BRACE � � -O a A � _O 10 _ O O O I, O o _ _ J - 1'-0'l ROD BRACE i 1'•0" N � ROD BRACE -O Equipment Building + 1-0" Storage r o• Q c 26'-2' 25' 0 25' 0 25'-0' 25'0" 25'-0" 25`0' 25'-0" 25-0' 25.0" 25'-0" 25-0' 26'-2' (Z 102'-0" , i I I I 10I 0' i I I In I O I 327 4" t I I I I 1 0 J O 3.8 8.2 9.8 14.2 Z = F -C I—, p 0 0 � (D © ® 0 10 11 12 13 14 15 Z N a Q z u Q 0 J � Z ZO O z F- J w V Cr OC ANCHOR BOLT PLAN GENERAL NOTES o Q ~w m a N Vl 1, THESPECIFIEDANCHOR ROD DIAMETER ASSUMES 6. "SINGLE'CEE COLUMNS SHALL BE ORIENTED WITH THE F1554 GRADE 36 UNLESS NOTED OTHERWISE ANCHOR "TOES'TOWARD THE LOW EAVE UNLESS NOTED ROD MATERIAL OF EQUAL DIAMETER MEETING OR OTHERWISE EXCEEDING THE STRENGTH REQUIREMENTS SET FORTH THE INFORMATION ON THIS SHEET REPRESENTS THE TEKLA RENDERING ON THESE DRAWINGS MAYBE UTILIZED AT THE 7. THE ANCHOR BOLT LOCATIONS PROVIDED BY METAL DISCRETION OF THE FOUNDATION DESIGN ENGINEER BUILDING MANUFACTURER SATISFY PERTINENT OF THE "CONSTRUCTION AB'S" THAT HAVE BEEN PREVIOUSLY SUBMITTED. ANCHOR ROD EMBEDMENT LENGTH SHALL BE REQUIREMENTS FOR THE DESIGN OF THE MATERIALS DETERMINED BY THE FOUNDATION DESIGN ENGINEER SUPPLIED BY THE METAL BUILDING MANUFACTURER. CALLOUTS/LABELS MAY DIFFER THOUGH THE DIMENSIONAL INFORMATION PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT AND SIZES ARE UNCHANGED. 2, METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE FOR PROJECT FOUNDATION DESIGN THE FOUNDATION REQUIREMENTS DEPENDING ON THE DETAILS OF THE DESIGN IS THE RESPONSIBILITY OF A REGISTERED FOUNDATION DESIGN.BECAUSE FOUNDATION DESIGN PROFESSIONAL ENGINEER,FAMILIAR WITH LOCAL SITE IS NOT WITHIN THE METAL BUILDING MANUFACTURER CONDITIONS, SCOPE OF WORK,IT IS THE RESPONSIBILITY OF THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION 3. ALL ANCHOR RODS,FLAT WASHERS FOR ANCHOR RODS, TO MAKE CERTAIN THAT SUFFICIENT CONCRETE EDGE F- EXPANSION BOLTS,AS WELL AS ALL DISTANCE IS PROVIDED FOR THE ANCHOR BOLTS IN W CONCRETE/MASONRY EMBEDMENT PLATES ARE NOT BY THE DETAILS OF THE FOUNDATION DESIGN METAL BUILDING MANUFACTURER - m6„ n E o n m v d♦ T--I N O vZ€Ny✓anm vC�y 4. THIS DRAWING IS NOT TO SCALE pm�..g«N��ma gL O Finished Floor = 100'-0" r �s �gmav S. FINISHED FLOOR ELEVATION=100'-0' SY 2Q -S _ oq�a Yq UNLESS NOTED OTHERWISE. S.9 4.Bottom of Baseplate Elevation = 100'-1" O.I.-HP.-OWN i LL m m m m m m WIND BRACE SLOT-HILLSIDE .--� ,--i —4 ti —1 ,--1 A O CD O O O O (ROD SHOWN WASHER 1'-2" \ \ \ \ FOR REFERENCE ASSEMBLY SL- - - - - SL N rV ( N N N F ONLY) Z z COLUMN ? p O I 'aD -� 2%" 21/2" `SL - - ' rn m Ln Ln 00 00 1•-°• CT, r-I n � � O 1 � m m OJ 00 OD W a O i Vl Of O' Of a y. VI � � R' Val la/1 (a/1 la/1 u, z I � m m ,--i m m m m m m * nx oPrnlrw * vAn1Es COLUMN (2 W-13Y'1 i!1 si DOi DO coi 0 co co ,pp .T m m m m m m ^l GROUT THKGROUT i 'Ij n ;po m lJ' Lq m pp p0 m GROUT (USE(2)Ih'DIA E%PANSION BOLTS PER COLUMN) 1� Y ]C ]C m m m m Zn r�lp d a- 0- n- a- d L u J J J J J J 1 � _ Glfl(DF>•Tn•2• U lJ lJ lJ zo o Z •.• O„• O s' ••• •. ANCHOR BOLT O O '• a 2112• 21h" Z M v N N � ao •••• •• m ¢� "r' •• f 1•-0" O • ANCHOR BOLTS 1•'2" CI Cl D. t r SECTION A• 21/2• 21i2" *CI ' v w m BPFFWG ?'' - (RECOMMENDED) SL -SL ; in y OHDFO N tV C tXC U 0 U -0 m -0 C TYPICAL COLUMN BASE PLATE DETAIL TYPICAL COLUMN BASE PLATE DETAIL TYPICAL OVERHEAD DOOR > cD O m Q AT SLOT HILLSIDE WASHER LOCATION Plate:W 1'-O"x L 1'-S 1,g Plate:W 1'-0"x L 1'-S 1/g" Plate:W 1'-0"x L 1'-5 lb" O FRAMED OPENING A Bolts:(6)11/4"Dia. 3"Projection B Bolts:(6)11/q'Dia- 3'Projection C Bolts:(6)11/q'Dia 3"Projection m r-I L N N > U > > 21l2„ _} 21�„ -SL - - z1h• 21� SL L co 2" 2" I 2" It 1+ jV + zn M + 1 + + 1 J a y N o 0 T In + + -�— + + W om . 7 13 H - � rn rn > 1 Ln Ln 1'"0• - - -SL' - o� BDTO II I o E v v 3J In L SL- —SL- In 0-oC Z: iiSL SL J n2t m rH ED o_ LL Plate:W P-O"x L 1'-5 1/8" Plate W 1O"x L 1'-5 lk" Plate:W 10"x L 1'-47,r Plate:W 8"x L 117/8" Plate:W 8'x L 1'-0' t/ Plate:W 8"x L 117/a" D Bolts:(6)1 1/4"Dia. 3"Projection E Bolts:(6)1 1/4"Dia. 3"Projection F Bolts:(6)1 1/4"Dia. 3"Pro lction G Bolts:(4)% Dia. 3"Projection J Bolts:(4)3W Dia, 3"Projection K Bolts:(4)3/q"Dia. 3"Projection SL - - — - SL -SL— - - SL SL 8" — — — P-O" 1•"0" 10' to to -SL ( 2- 2- 2" r 1 f0 I - m 0 1 2 +J `t 1 tn I Ln En I _ v lLn - a — + T Y a T ♦ 1 7 Z = L F- V 0 o I N Z w C R• I I Z x 10 t Q Z SL , SL 21�• 21/2- - - SL! 1.2' _J O J Q SL Q 0 � l7 w f� aZ O L Plate W 8"x L 11 of Plate W 8"x L 11 7¢" ^' Plate:W 8"x L 1'-0 Plate:W 10"x L 1'-47/8" / Plate:W 8"x L 1'-0" Plate:W 10"x L 1'-471a" a H Z p w 0 Bolts:(4)3,61'Dia. 3"Projection I"I Bolts:(4)3i41'Dla. 3"Projection 1 V Bolts:(4)3/q"Dia- 3"Projection P Bolts:(6)11/4"Dia. 3"Projection �( Bolts:(4)3/q'Dia. 3'Projection R Bolts:(6)11/4"Dia 3"Projection F J w l.1 .0 = W0 o (Y1 rz SL SL — 0V Q �w t� I B o.N U Ln 21k 2% 2",2.1 o k—� zn zo - lo" r-O• o f A"g o € YE _ LL �gsai Ens 3 �o LL SL - - - pg Fa1-13R9""In O SL zm> c>sE Co' Fs aiF€S�' S Plate:W10"xL1'.4I)R' T Plate;W8"xL117/8" S�3Nw 55 L €Eyfy4 LL Bolts:(6)1 1/4"Dia 3"Projection I Bolts:(4)3AI'Dia. 3"Projection CITY OF ARLINGTON BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 110 NOTE:THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 6010199th St NE Building Permit Number 20130067 Name & Address of Owner Occupant Load Number of Stories Arlington Land Holdings N/A 1 PO Box 1600 Type of Construction/Sprinkler system required Use Orting, WA 98360 II-B YES Galvanizing Facility THE New Building HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2012 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP H-4 OCCUPANCY ISSUED THIS 3rd DAY OF June , 2014. BY n� X &" BY &a WOAIWA P I/ FIRE OFFICIAL BUILDING OFFICIAL THIS CERTIFICATE SHALL BE POSTED IN A CONSPICUOUS PUBLIC AREA AND SHALL NOT BE REMOVED,MUTILATED OR OBSCURED AND SHALL BE MAINTAINED IN LEGIBLE CONDITION AT ALL TIMES.ANY CHANGE OF OCCUPANCY REQUIRES A NEW CERTIFICATE. Date: 04/08/2026 Permit#: 67 Permit Date: 04/11/2013 Review Date: 04/11/2013 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 04/25/2013 Scheduled Time: Completed 04/25/2013 Date: Description: Phase I plan review completed and the permit can be issued for Phase I (which includes the F-1 structure only). The dipping operation equipment, tanks, and machinery will be a deferred submittal. Special Inspections per Chapter 17 IBC required. Review Status: Assigned To: z.Christopher Young Time In: Time Out: Hours: Property Information Parcel#: 00746300000800 ARLINGTON LAND HOLDINGS LLC ARLINGTON LAND HOLDINGS LLC PO BOX 1600 6010 199TH ST NE ORTING, WA 98360 Zoning: 910 Undeveloped(Vacant) LandLot: Block: Permit#: 67 Permit Date: 04/11/13 Permit Type: COMMERCIAL BUILDING Project Name: Scott Galvanizing Applicant Name: Scott Galvanizing Applicant Address: 1520 NW Leary Way Applicant, City, State, Zip: Seattle,WA 98107 Contact: Hadi Mirzai Phone: 206-783-3101 Email: Scope of Work: Industrial - Galvanizing Plant-H-4 Valuation: 2000000.00 Square Feet: 35024 Number of Stories: 1 Construction Type: Occupancy Group: ID Code: Permit Issued: 09/27/2013 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Property Parcel# Address Legal Description Owner Name Owner Phone Zoning ARLINGTON 9 1000746300000800 6010 199TH ST NE LAND HOLDINGS (Vacant) Undeveloped cant)Land LLC (Va Contractors Contractor Primary Contact Phone Address Contractor Type License License# 165 NE Juniper CONSTRUCTION COA Business Sea Con,LLC 425.837.9720 601 999 210 St,Ste 100 CONTRACTOR License Sea Con,LLC 425.837.9720 165 NE Juniper CONSTRUCTION LABOR& SEACOL*012R7 St,Ste 100 CONTRACTOR INDUSTRIES 2812 ARCHITECTS Adam Clark 425-252-2153 2812 Colby Ave AIA/PE Hadi Mirzai Scott Galvanizing 206-786-3101 1520 NW LearyWa OWNER Y Dan Kosnik Kosnik 425-357-9600 10511 19th Ave AIA/PE Engineering,PC SE Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status C20.BUILDING Phase I Fire and Building 07/07/2014 FINAL Final 06/03/2014 06/03/2014 z.Christopher Young Approved 10/16/2013 C20.BUILDING New Industrial Facility 09/27/2013 06/03/2014 z.Christopher Young Completed FINAL Plan Reviews Date Review Type Description Assigned To Review Status Phase I plan review completed and the permit can be COMMERCIAL issued for Phase I(which includes the F-1 structure only). 04/11/2013 BUILDING The dipping operation equipment,tanks,and machinery z.Christopher Young will be a deferred submittal.Special Inspections per Chapter 17 IBC required. 04/11/2013 BLD Building Review z.Tom Cooper 04/11/2013 BLD Permit Tracking Fees Fee Description Notes Amount Building Permit Table 4-1 $12,142.58 Building Plan Review Table 4-2 $7,892.67 State Surcharge- 1 st DU Residential- 1 st Unit $4.50 Traffic Mitigation-SF Single Family $3,355.00 x 7 PM Traffic $23,485.00 Trips Total $43,524.75 Attached Letters Date Letter Description 07/31/2013 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 09/27/2013 SeaCon,LLC Scott Galvanizing Check#48723 $20,039.75 Building Permit 10/15/2014 Scott Galvanizing Traffic Mitigation for Check#6915884 $23,485.00 New Facility. Outstanding Balance $0.00 Notes Date Note Created By: 10/15/2014 Traffic Mitigation was paid by a cashier's check#6915884 from Umpqua Bank. Amy Rusko 04/11/2013 Tom-Large plan set was put in your inbox. Amy Rusko Uploaded Files Date File Name 07/07/2014 6010 199th St..doc 04/11/2013 Scott Galvanizing Apnlication.pdf 04/11/2013 Scott Galvanizing Site Plan.pdf