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064-660-028
BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION (IVR): (530) 538-4365 OFFICE: (530) 538-7541 FAX#: (530) 538-2140 ONLINE PERMIT/RENEWAL PAYMENTS: www.buttecounty.net\dds r+ppucaru. square rootage: HAMBLETON WILLIAM ELECTRIC HAMBLETON WILLIAM ELF Building Garage Remdl/Addn P0BOX 189 P0BOX 189 STIRLING CITY, CA 95978 STIRLING CITY, CA 95978 Other Porch/Patio Total (530)873-6039 (530)873-6039 - FEE INFORMATION DBA Permit Issuance $58.90 DBA Travel and Documentation $89.35 DBE Single Phase Service-Comme $89.35 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires HAMBLETON WILLIAM ELECTI 869626 / C10 / 12/31/2009 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is full forte ffect. c ^ � A (.�f/1n'71 09/12/2008 Contractor's Signature Date . .WORKERS' COMPENSATION DECLARATION I I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier: Policy Number: Exp. Date: ple (This section need not a comted if the permit is or one hundred ollars ($100) or less.) CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' ompensation Laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provision) n A nature 09/12/2008 Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lender's Address City State Zip $237. Balance Due: $0.00 Receipt No: OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: ❑I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Professions Code: The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). ❑ I AM EXEMPT under Section B. & P.C. for this reason: IX 09/12/2008 Owner's Signature Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and Slate laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned property for inspection purposes. I hereby certify that I am the property gca�ner ora author' �d�c�act on tri property owner's behalf. )_ ��IIS4�J 09/12/2008 Owner`Contractor OR: Agent for Owner Agent for Contractor FILE COPY PROJECT INFORMATION Site Address: 14368 SKYWAY Owner: Permit No:. B08-1880 APN: 064-660-028 TRI -FLAME PROPANE IN, Permit type: MISCELLANEOUS PO BOX 1540 Issued Date: 09/12/2008 By TMP Subtype: Electric Panel MAGALIA, CA 95954 Expiration Date: 09/12/2009 Description: ELECTRIC SERVICE UP GRADE T (530) 873-4101 Occupancy: Zoning: H-C/W r+ppucaru. square rootage: HAMBLETON WILLIAM ELECTRIC HAMBLETON WILLIAM ELF Building Garage Remdl/Addn P0BOX 189 P0BOX 189 STIRLING CITY, CA 95978 STIRLING CITY, CA 95978 Other Porch/Patio Total (530)873-6039 (530)873-6039 - FEE INFORMATION DBA Permit Issuance $58.90 DBA Travel and Documentation $89.35 DBE Single Phase Service-Comme $89.35 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires HAMBLETON WILLIAM ELECTI 869626 / C10 / 12/31/2009 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is full forte ffect. c ^ � A (.�f/1n'71 09/12/2008 Contractor's Signature Date . .WORKERS' COMPENSATION DECLARATION I I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier: Policy Number: Exp. Date: ple (This section need not a comted if the permit is or one hundred ollars ($100) or less.) CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' ompensation Laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provision) n A nature 09/12/2008 Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lender's Address City State Zip $237. Balance Due: $0.00 Receipt No: OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: ❑I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Professions Code: The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). ❑ I AM EXEMPT under Section B. & P.C. for this reason: IX 09/12/2008 Owner's Signature Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and Slate laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned property for inspection purposes. I hereby certify that I am the property gca�ner ora author' �d�c�act on tri property owner's behalf. )_ ��IIS4�J 09/12/2008 Owner`Contractor OR: Agent for Owner Agent for Contractor FILE COPY BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION* OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds PLEASE PRINT CLEARLY PERMIT NO. 0Agf7g BIN # "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. OWNER INFORMATION Last Name . 1 i , First Name' j OS Mailing Address x / 416 City a1A,� Stater 77 Zip�s� Phones A) 0 `T Fax E-mail CONTRACTOR Name I �% KI Wf(0j� t/ _PX '� Address S ilk Address City's -k 1r� r. Gi City State C/f ZiP i Phone ��- (� 0_39 Phone Fax E-mail E-mail E-mail Lic. # g61 State License Number Class G I O APPLICANT INFORMATION ARCHITECT/ENGINEER Name Address Address State City Phone%3D ,, 3 - (,,, State Zip Phone Fax E-mail State License Number APPLICANT INFORMATION Name W kq � le Address City ,�/.� Gr State Zip Phone%3D ,, 3 - (,,, Fax E-mail APPLICANT SIGNATURE x 'LA✓V%) PROJECTLOCATION AP# 0(C`'--6CDD Property Address City �3 I WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than licensed contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK. Y --t\-8 -e a tie. ( 4 -E A— Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning Flood Zone SRA I Yes INo Occ. Type Const. COMPLAINANT 14, L op ADDRESS: PHONE NUMBER: OTHER COMMENTS: 49;e �) ,iM - r COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 ®� P�R T N (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 064-660-028 ZONING U -1 - BUILDING PERMIT OWNER 'MT-FTA�E anPANE T H NE R22 -Al ()I SQ. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS P -n- BM 1540, MACALIA, CA 9596-5 CONTRACTOR'S NAME nUNTPR TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDINGADDRESS 7 Energy Plan Checking Fee $ $ PERMIT FEE $ LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other sPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW 100 AMP SERVICE Gas piping system 1- 5 outlets 15.00 Building sewer 15.00 Mobile Home ISI GI W1 920.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 600VOR LE Main Service 20 A OR LESS 23.00 23 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby. affirm under penalty of perjury that I am exempt from the Contractors License La:P"the following reason: 5 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUR 3.5¢F'f ( S. r°,tR,,ADcorsr. MUALCTco�i ET NON•RESID. @7.50 POWER APPARATUS 8 SINGLE 0U'. CIR. Ex. Occup. OUTLET OR FIXTURES 20 @ 1.00BAL @ .so FIXED APPLNS. OR Ex. Occup. pUTLETg RESID. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (Theabovesections need not be completed if the permit is for work of a valuation Of. one hund dollars ($100) or le ,) QYI certify tha n,the pert mance o e work for which this permit is issued, I shall not empl by per o in an manner so as to become -subject to workers' cc pens do lawsbf aliforn' , and agree that if I should become subject to the w k s'pe s pro isio °s of section 3700 of the Labor Code, I shall f it c p It o ro Isions. X Date 7/4indic Sign ture of Applicant - caner ❑Contractor ❑ Agent An SHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ 4.3 —' HAZ. D. FEES IMP FLOOD CDF PARCEL PD HD ISS This permit is hereby issued under the applicable provisions ' of the Butte County Code and/or Resolutions to do work d a v or w ch fees have been paid. By Date EXPIRES ON �� lO Defe Receipt No.PERMIT WHITE-D.D.S.-B.D. CANARY -ASSESSOR NK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 P+ITJv0 (Rev..t2/96) ` APPLICATION AND PERMIT o� ASSESSOR PARCEL NUMBER Zor+r+e �f . BUILDING PERMIT OWNER ' TE NE r1v SO. FT. OCC. BUILDING VALUATION OWNERS NO RES CONTRACTOR'S NAME TELEPHONE CONTRACTOR'S MAIUNO ADDRESS CONSTRUCTION LENDER LENDER'S AWUNG ADDRESS Fireplace Total Valuation b ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Permit Fee b Plan Checking Fee b EIUiLOWG ADDRESS i Energy Plan Checking Fee b b PERMIT FEE b LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPEC"TYPE Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping t 5.00 OF WORK New ❑ Addition O Rem el ❑ Utilities ❑ Installs' ❑ Other ❑ Descr' a Work: Each gas water heater or vent t 5.00 Gas i in stem t - 5 outlets pg 15.00 sewer 15.00 Mobile Home S G W 920.00 PERMIT FEE b ELECTRICAL PERMIT Fling Feel 20.00 Main Service eoov OR LESS 200A oa LFss 23.00 ' �� .��• SRAPERMIT S� ; o44 -mw- ip ��� V/�1~ V /V\ gag:&* � t,� In_Q ! Main Service low TO 1000A 46.00 NEW CONST: OWELLNGOCCUP. so OR ADONS. ( aACC. OCIS. 3.5CFT. NtW 6• .OUTLET ],SQRNON-MCIRCUITS CO POWER APPARATUS 8 SWOLE OUTLET CIR. EX. Occup. OUTLET OR FIXTURES 9AL 0 I.w EX. OCCU FIXED APPINS. OR OUnETS RESID. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 FEE b MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt: $ Mobile Home Installation Fee b Energy Inspection Fee b OCD CONST. $ NA2.IMP OF PARCEL PD HD 6SUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date _ PERMIT EXPIRES ON (Date) RTW OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signsum Please complete and return this information at your earliest opportunity to avoid umeoessu)►dday in processing and issuing your building permit. No building permit will be issued until this verification is received. personally plan to provide the major labor and materials for construction of the proposed roperty improvement: YES O NO O �VE O HAVE NOT O signed an application for a building permit for the proposed vMo& I have contracted with the following person (firm) to provide the proposed constnution: 4 NAME: ADDRESS: CM: PH0NE: CONTRkCTOR'S LICENSE NO. I plan to provide portions of this work, supervise, and provide the major work: N. -CAE: but I have hired the following person to coordinme, ADDRESS: CITY: PH0NE: CONTRACTOR'S LICENSE NO., 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK NOTE: This Owner -Builder Verification is required by Section 198.31 and 19832 oVAW California Health and Safety Code. This verification must be completed avd returned to our office before we are permitted to issue the permit OVER F OWNER BUILDER INFORMATION A Del: Properr" An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be sighed by property, owners unless they are personally performing dreir own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work. with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is 5300 or more for the entire project, and such persons are not licensed as contractors or subcontractors. then you may be an employer. ♦ [f you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under Sate Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the strucmre is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or throug:`t their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1030 N, Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. I rely, a Ivtic el C. Vi im C.B.O. M ger, Building Inspection NOTE: This Owner -Builder Info rmarion it required by Seerlon 1983o oldie California Health and Safety Codes OVER 1 MASONRY WALLS N E S W 1 st Lift 2nd Lift 3rd Lift 4th Lift 5th Lift 6th Lift COMM': �CIAL G- 064-660-028 02-0053 I TRI FLAME PROPANE 14368 SKYWAY, MAGALIA METAL BLDG 24X40 I JOB FINALED (Date) Signature FIRE WALLS (Occupancy, Area, Property) Gypsum Board 1st Layer 2nd Layer Walls Ceiling ' NOTES g A i L h R P �4 L err �r h i COMM': �CIAL G- 064-660-028 02-0053 I TRI FLAME PROPANE 14368 SKYWAY, MAGALIA METAL BLDG 24X40 I JOB FINALED (Date) Signature 0 n 0 V=OK O = Not OK - = Not Applicable = Not Reedy Date UNOPRFLOOR (Plans) OK except k's Soils-Ufer 4. Concrete -PSI -Cert -SP. insp 5. Stemwalls, Main; Steel -Bloc 6. Reinf. Steel -Grade -Placement 7 lab: Steel -Wrapped -Wire Mesh 8. Piers -Steel COMMERCIAL Report ment-Hair Pins 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. Gas Pipe; Size -Anchors 11. Water Pipe: Test -Anchor -Regulator -Service Test 12. Electric; Underground, Underslab 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Masonry -Rebar -Lifts Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except p's 16' Water Htr.; Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchor -Nail Protection 18. D.W.V.; Test -Fittings & Anchor -Nail Protection 19. Sinks -Floor -Grease Trap 20. Handicap-W/C-Backing 21. Gas Pipe; Size & Anchors - Firewall Penetrations Date Card B-1 Date Card 8-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except a's 22. Fixture & Transformer Clearance -Ins. Protection 23. Single Phase -Three Phase -Equip. Bond 24. Size Boxes & No. of Conductors -Stapled 25. Romex Installed Close to Edge of Studs & C.J. 26. Equip. Ground made up w/Meth. Fastners-Bond Gas & Water 27. Wiring -90° -Protected -Color Coded 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or AI 29. Fire Resistive-Fixture-Conduit-G.F.I.-Susp. Ceiling 30. Service -Riser Conductors & Ground -Main Disconnect 31. Equip. Clearances Panels -Motors -Meth. Equip. 32. Fire Wall Penetrations Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except a's 33. A.C. Ducts Insulation & Support 34. Vent Fan; Exhaust above insulation 35. Condensate Drain & Overflow; Size & Grade 36. Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet 37. Attic Access & Platform if Furnance in Attic 38. H.V.A.C.-Ventilation -Root Access 39. Smoke & Fire Dampers Date Card 8-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except t1's 40. Sils, Proper Material & Anchors -Hold Downs 41. Walls Studs -Nailing, Spacing & Bracing -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops; Furred Ceilings -Stairs -Chases 45. Headers & Beam -Size & Bearing -Support Fix. Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Roof Shthing-Nailing-Diap.Chord Splice 48. Firewall -Doc rs-Area-Occp.-Prop. 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Glu -Lam cert. -Placement -Support 51. Steel Buildings-Purlin-Girders 52. Property Line Firewall & Openings 53. Ext. Doors -Handicap Access (NOTE: An entry must be made each time you visit the job site) 54. Stairs: Width -Headroom -Rise -Run -Landing -Fire Protection 55. plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic -Fire Port. 59. Shear Walls -Plywood-Nailing-Conn to Roof 60. Insulation -Walls -Ceilings 61. Infiltration -Walls -Windows 62. Corridors -Openings -Fire Protection -Framing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL_(Plans) OK except p's xt teps-Door & Sidelight Protection -Landings t*. -Size -Number -Placement 65. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor -Ducts -Meth. Protection 66. Sprinklers -Placement -Test 67. 5lkeended Ceiling-Seismic-Wires-Elec-Light & Mech. Elec. Trim & Subpanel; Breaker Sizes & Labels 69. St ' & Rails Handicap -Door Levers -Fin. Floor 71. Elec. Outlets at Wood Panel; Int. & Ext. 72. Wtr. Htr.: Vents -Clearance -Comb. Air-Connector-P.R.V. Ab Floor -Meth. Protection Plb.. Elec. & Mech. Equip. Listed for Location 74. Insulation -Foam -Looked in Attic 11 Yes 75. Guard Rails & Deck Construction -Post Caps 76. Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor O Yes 77. Stucco; Brown -Finish 78. A.C. Unit; Disconnect, Electrical, Plumbing 79. Vents Above Roof; Plbg.-Appliance-Fireplace.-Clearance to Openings 80. WN"ell; Disconnect, Electrical, Plumbing Exterior Elec. Trim; G.F.I. Receptacle -Underground 82. Off Site -Parking -Handicap 83. Glass Protection 84. Corrections from Previous Inspections 85. Gas Test -Meters Tagged; Gas -Electric 86. Water & Sewer Connected -C/O to Grade -HD Approval 87. Energy Compliance Certificate -Other Certificates 88. Roofing Certificate -Fire Rating Date Date r and B-1 Date Card B-1 - and B-7. Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Certificate of Occupancy (NOTE: An entry must be made each time you visit the job site) 110 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 RECTION NOTICE OWNER NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, 's please contact this office immediately. llt^��" "'�,w�lr�+►` nth :raar- aa Y • a7 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OFtiDEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA (530) 538-7541 M :�- i* OWNER CORRECTION NOTICE cum -e 0-0'0e. o PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional,dxplanation, please contact this office immediately. DO VV( n- rt') • r' y� Date o- - G� Inspector h r '/'- REV jlREV 10/92 COUNTY OF BUTTE BUILDING DIVISION - DEPARTMENT OF DEVELOPMENT SERVICES > 411 Main Street • Chico, CA • (530) 891-2751 fi 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER ` PERMIT NO. A routine inspection indicates that the followiNi�rig violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this..matter, or need additional explanation, please contact this office immediately. 4 • pf 'S . a ' r .. k A Date �✓ Inspector C REV 10192 ! t COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ` 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/916) ' APPLICATION AND PERMIT 02-0053 ASSESSOR PARCEL NUMBER 064-660-028 ZON' �i BUILDING PERMIT OWNER TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS PO RON 1540, MAGAIIA 95954 960 Q 22.0 21 120.00 CONTRACTOR'S NAME OWNER TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ 21,12 .00 ARCHITECT OR ENGINEER LICENSE NO. Filen Fee $ 20.00 Permit Fee $ 225.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 146.25 BUILDING ADDRESS Energy Plan Checking Fee $ PERMIT FEE $ 391.25 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other COMMERCIAL SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New (X Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 24 X 40 METAL BLDG Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service zoOA OR IESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law reason: ?Kfollowiwngsownrofthe property, or my employees with wages as their sole compensation, lldoteork, and the structure is not intended or offered for sale. 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation �of one hundred dollars ($100) or less.) I Certify that in th erformance of the work for which this permit is issued, I shall not employ 8 erson in any anner so as to become subject to workers' compensati laws f Californ' and agree that if I should become subject to the workers' c pen on pr ' ions of section 3700 of the Labor Code, I shall fort 'h ply h thos rovisions. X /� / Date 1&1�2_ SipI51is - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service TO 46.00so CCU000A NEW CONST. DWELLING OCCUP. SO DWE200ALLING OR ADDNS. & ACC. SWS. 3.50FT. NON -RIO MULTI -OUTLET 3 97.5o22.50 POWER APPARATUS d SINGLE OUTLET CIR. Ex. Occu OUTLET OR FIXTURES aAL @ .so Ex. Occup. oUT1ETS(RRESID.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 42.50 MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ c PE TOTAL FEE $G33.5 HA D. FFA 1 / FLooO c0F PAR H This permit is hereby issued under the of the Butte County C e and/or indicated ov or whi h fees have By PERMIT EXPIRES O applicable provisions Resolutions to do work been paid. /�"j to �L, Dete Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT k , Y e COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 72RMIT APPLICATION DATA SHEET 6 ^04 OWNER: ' ASSESSOR PARCEL NU 06P / /�`� N Proposed Building Use: Counter Techni ian: //� Date: Items required in order to apply for a per t. All boxes MUST be chec- ed R marked NA in or er to apply. 1.. Plot plans, 3 or 4 sets, signed by the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Energy compliance design and supporting documentation in duplicate. 6. Njanufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or , oundation plans, all in duplicate. c' 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed b the he en ineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 9.. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ Plot plan and business license approval from the City of Biggs .................................... Letter of intent for non-residential buildings..........................................................5 1X U F2. . Detached Accessory Building Form filled out by the owner ..................................... Hazardous Material Form................................................................................ Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 14. Fees as shown on the attached Schedule of Fees Due Sheet ...................;`.................. 15. Statement of Intent for Non -heated and A/C Buildings ...................................... �... Sanitation and plot plan approval from the Environmental Health Department in 0t1(�iVL-3--- t17. City of Chico Plumbing permit........................................................................ alifornia Department of Forestry plan approval 8rpaid. Sent by: Planning approval for (A) Use: (B)Parking: (C) rel Check: Contact Land Development about ❑ Improvements, ❑ Drainage ............................... , ❑ 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required..........; ..... ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number .............................................. J ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization.................................................................... ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. itle/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone / and hold for pickup. I have been i Applicant: nd requirements for obtaining a buil ing p rn ' Date: 1. Index permit application for the above items numbered: Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ coun r, b Date: _ Plans reviewed by: - Date: Plans approved by: Date:1,77 ,_ Structural reviewedb te. Structural approved by: Date: Note transfer by: Date: �2� - c� Yellow: Building Division TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance �' E.H. USE ONLY Plot Plan An had . oat Plan A ch d Sent to B.O. Owner L-a�catiory AP# Plan Approved for: Sewage Disposal Wter Supply: Public Priv to Well Clearance for dwelling. Other l�s,,-, , J Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist G -L-- 8/96 8/96 Fp 2 Date BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER O �jS3 APN /)64 ._ aQ" 6.29 Firm Name Address Nature of Business Contact Person Phone # 464::> Z 1. Does your b ess or that of your tennants handle, store, or transport hazardous materials? 13NO YES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and -safety or to the evironment if released into the the workplace or the environment. "Hazardous Materials" include, but are not limited .to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to be injurious to the health and safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard t perature 4 pressure), or formulation containing hazardous material? [E-11NOYES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (916-538-7281) for a review of the project. 3. Is thr" usiness/facility/operation to be located within 1000 feet or the outer boundry of a school or scsite? NO ❑ YES IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, Vgvapors, or other volatile compounds? NO ❑ YES IF YES, contact the Butte County Air PollutionCont -891-2882) for permit requirements. Owner or Authorized Company Representative '(Signature) (Date) BCEHD BCAPCD The applicant has met or is meeting the applicable requirements of Section 25505, T 25533, and 25534 of the Health and Safety Code and the requirements for a permit �-+ fr the Butte County Air Pollution Control District. The Above Regulations Do Not Apply To This Facility. BCEHD Signature �"� Date BCAPCD Signature Date WHITE- Building Dept ❑ YELLOW- Env. Health 0 PINK - APCD 0 GOLDENROD -Fire Dept. TGA r /tee �a � 1,�;� �v�. ��� Ile Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX DETACHED ACCESSORY BUILDING OWNER'S STATEMENT OF USE Plan review will not be started until this form is completed, signed by the property owner, and returned to the Butte County Building Division. Attached Accessory Buildings and Additions will be checked for residential use. Exception: Garages and Carports. Owner:%� /e� / Phone: Mailing Address /00� Site Address: /4V5 Assessor's Parcel Number: 696a-666 - Qct � Zone: Please answer questions 1-16, and explain any yes answers for questions 2-14 in the space provided on page 2 of this form. GENERAL INFORMATION: 1. Is there a primary dwelling on the property? Yes 2 No ❑ 2. Is the structure already built, under construction, or under notice of code violation? Yes ❑ No 3. Will items produced in this building be offered for sale? Yes ❑ No 4. Will the public have access to this building? Yes ❑ No (� 5. Will any advertising, on or off site, be associated with the use of this building? Yes ❑ No v SITE CONDITIONS: 6. Is the structure foundation within 5' of septic tank or 10' of leach lines? Yes ❑ No L� 7. Is any portion of the structure located closer than 20' to your front property line? Yes ❑ No ®/ 8. Do you plan to add a driveway or modify existing access to a county maintained road? Yes ❑ No 9. Will the proposed structure encroach within any recorded easement? Yes ❑ No CONSTRUCTION FEATURES: 10. Will this building have insulated floor, walls, or ceiling? Yes EV -No No ❑ 11. Will this building be heated or cooled? Yes [_1 No ®// 12. 13. Will this building have a water closet/toilet? Will this building have a sink? Yes ❑ No [�// Yes El No (�/ 14. Will this building have a water heater? Yes ❑ No 15. What type of floor covering will'the building -have? 16. What type of wall covering will the building have? OVER 1 of 2 PROPOSED USE: (check only one box) 1. esidential Storage Shed — I will be storing oLY-S ` f?i Y in this building and it will not be used for any other purpose (no bathroom and no heating or co 'wg). 2. ❑ Private Garage — "A building or a portion of a building not more that 1,000 square feet (3,000 by exception) in area in which only motor vehicles used by tenants of the building or buildings on the premises are stored or kept." A garage door is required. 3. ❑ Residential Carport — A covered structure intended for parking of vehicles. Two or more sides must be entirely oven. 4. ❑ Residential Occupancy — Structures meant to be occupied, as opposed to a storage shed, garage, or carport. If you checked #4, please check the uses below which best fit this building. ❑ GuestHouse ❑ Pool House ❑ Studio Apartment ❑ In-law quarters ❑ Recreation Room ❑ Game Room ❑ Study ❑ Library ❑ Bonus Room ❑ Playroom ❑ Den ❑ Studio ❑ Artist Studio ❑ Hobby Room ❑ Craft Room ❑ Sewing Room ❑ Canning Kitchen ❑ Music Room ❑ Family Room ❑ Sun Room ❑ Private Office. ❑ Workshop' ❑ Home Occupancy 2 ❑ Other — Use = Describe type or Wotiahop 2. Moat be approved by the Butte County Planning Division. Explanations: This area is for explanation of any "yes" answers on questions 2-14. Please indicate the question number before the explanation. J Additional Information: Plan review will not be started until this form is completed and received. A Plans Examiner will contact the owner with specific requirements per the use indicated. I hearby affirm under penalty of perjury that the above information is true and correct. I understand that any changes to the use, or character of use, of this building will require permits from the permitting authority. I understand that Real Estate Disclosure laws require disclosure of this information if or when the property is offered for sale. Owner's Name: Please Print Owner's Signature: Date: 2 of 2 �J Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Non -Residential Buildings - Energy Conservation Standards Statement of Intent for Non -Heated and/or Non -Air Conditioned Buildings Please print clear and legible! Owner's Name: ,¢,l Date:S� Assessor Parcel Number: Building Permit Number: Occupancy of Building: I hereby certify that I do not intend to heat or cool this building in such a manner as to be subject to other than the mandatory sections of the State Energy Requirements. I understand that if I do heat or cool this building in the future, that I will be subject to the energy requirements in effect at that time. I understand that if I change the use or occupancy of this building in the future, that I will be subject to the energy requirements in effect at that time for that specific occupancy. I also understand that if I become subject to the energy requirements in the future, it may be necessary to redesign and/or alter any of the following: 1. The building envelope. 2. The insulation requirements of the heating, ventilation, and air conditioning systems. 3. The heating, ventilating, and air conditioning equipment. 4. The water heating system. 5. The lighting of the building to comply with the regulations. I understand that any of the above changes will require me to obtain the ne ssary permits, inspections, and approvals from the Butte County Building Division. Signature of the Building Owner: r Mailing Address: Telephone Number: 5� I , I � � � BILL TO: Tri Flame Propane P.O. Box 1540 Magalia, CA 95954 PROJECT: APPLIED TESTING CONSULTANTS Tri Flame Propane Building MATERIALS ENGINEERING TESTING AND INSPECTION Invoice' TERMS DATE INVOICE # Due on receipt 5/30/2002 102918 All Wet Signed Engineer Stamped Certifications And Final Reports Will Be Issued After Receipt Of Payment. A FINANCE CHARGE OF 11/2% WILL BE CHARGED ON ALL INVOICES OVER -30 DAB'S PAST DUE. DATE DESCRIPTION QTY. RATE AMOUNT 5/21/2002 High Strength Bolt Inspection 2 60.00 120.00 5/21/2002 Jobsite Mileage 50 0.55 27.50. Staff Engineer Review & Prepare Report 0.5 85.00 42.50 I' 6 t Thank you for your business. Our Federal ID # is 94-3324663. Remit payment to address below. Total this invoice: $190.00 3060 Thorntree Drive, Ste. 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 APPLIED TESTING CONSULTANTS MATER/ALS ENGINEER/NG TESTING AND INSPECTION CERTIFICATE OF BOLTING INSPECTION DATE: 05/21/02 PROJECT: Tri -Flame Propane Storage Building CLIENT: Tri -Flame Propane 14368 Skyway, Magalia P.O. Box 1540 Magalia, CA 95954 Bolt Size Req'd Tension Test Torque Turn of the Nut Impact Test in dia lbs ft -lbs turn past snug) sec 3/o" 28,000+5% 1/3 DESCRIPTION OF WORK Arrived at the jobsite at 0930 hrs. to perform special inspection of high strength bolting at the Haunch Connections. Before tightening the bolts we verified that the materials used in this assembly were in conformance with the requirements of section 2 (Bolts, Nuts, Washers and Paint) and section 3 (Bolted Parts) of the RCSC Specifications. The bolts used in this structure are'/4" diameter A325 grade high strength bolts without hardened steel washers beneath hardened steel nuts. No washers were used in this assembly, so the Turn -of -Nut Tightening method was used per Section 8(d)(1). A representative sample of 3 bolts from each diameter, length, and grade used in this structure were tightened in the Skidmore Wilhelm tension -indicating device. This was done to verify the estimated snug -tight condition and to ensure that the controlling turns past snug -tight per Table 5 will develop a tension not less than five percent greater than the tension required by Table 4 of the RSCS specifications. We also verified that there was no rotation of any of the bolts during the tightening operation. Each bolt assembly was installed and tightened to a snug -tight condition by the contractor prior to tightening. There were a total of 48 bolts in the structure, all were tightened using the above mentioned procedure. Based on the above mentioned procedure, it is our judgment that all A325 high s olts installed in the • iQ structure have been properly tensioned in accordance with the RCSC Specif1 a tural Joints contained in the AISC Manual for Steel Construction. .:u K. Coy Inspector C-038692 E7;p.3/31/05 Staff Engineer 3060 Thorntree Drive, Ste. 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 O DECEMBER 30;- 2001 O?w-a0S3 STRUCTURAL CALCULATIONS FOR 24' WIDE X 40' LONG X 11'-10" EAVE HEIGHT METAL BUILDING FOUNDATION OWNER: PROJECT LOCATION CONTRACTOR: JOB #E01-114 TRI -FRAME PROPANE 14368 SKYWAY MAGALIA, CA SAME AS OWNER LOCATION ELITE STEEL BUILDING SYSTEMS Phil Haley STRUCTURAL CALCULATIONS BY: ROBERT W:ESTRADA R.C.E. #C040661 NO. OF CALCULATION PAGES 6 3NALE ISI Fiwr 41 (A'- S 1 f ,4lb 1 15 Fe X15 7 ¢ tb— SO , % �t1 AS��� � �Zr�� ' #(►Z�/.'L4d�t3%�0ra� CZI� �,'3%� _ •c�!►� � at Ito eA4T. 7t? Z c� R.,r TVA ems= 4 - dam' ► � ae ,Cleo > 3. is ark 1- 11►,� z Z�, 6�p Z7,� �, �. ,. �pBQt; .. „r PAC) A -L. Q ►tom CE ' ► ��� F 2 ,rx •� r. ' z Title : Job # Estrada Engineering and Design i . r 728 A Plumas Street Dsgnr: Date: 8:59AM, 30 DEC 01 Description: Yuba City, Ca 95991 Ph. (530) 674-1681 Scope: Fax (530)671-5257 Rev. 510002.4 Page 1W: User: KW -06 429, Ver 5.1.2, i3 -jun- 1999. WIn32 Square Footing Designs (c) 198399 ENERCAIC C:\enercalc\SUnSWeet tea processing, r00m.eC ^E4.aF=;SF^' .N.A�':'&ieR9e?SSE&.�RTa[•ir.�R:�S'�atiRTCY.f!++a.T'ia*m..;,1.N'vXr..-*,b5 Description Typical rigid frame footings on lines 1, 2 and 3 General Information Dead Load 9.600 k Live Load 0.000 k Short Term Load 0.000 k Seismic Zone 3 Overburden Wright 0.000 psf Concrete Weight 145.00 pct LL & ST Loads Combine Fy Load Duration Factor 1.000 Column Dimension 6.00 in Reinforcing Rebar Requirement Actual Reber "d" depth used 8.750 in 200/Fy 0.0050 As Req'd by Analysis 0.0006 in2 Min. Reinf 16 to Req'd 0.0014% Summary, 4.00ft square x 12.Oin thick with 4- #4 bars Max. Static Soil Pressure 745.00 psf Allow Static Sal Pressure 1,000.00 psf Max Short Tem Soil Pressure 745.00 psf Allow Short Term Sal Pressure 1,000.00 psf Mu :Actual 1.60 k -ft Mn * Phi: Capacity 5.13 k -ft Calculations are designed to ACI 318-95 and 1997 UBC Requirements p Footing Dimension 4.000 ft Thickness 12.00 in # of Bars 4 Bar Size 4 Rebar Cover 3.000 fc 2,000.0 psi Fy 40,000.0 psi Allowable Sal Bearing 1,000.00 psf As to USE per foot of Width 0.147 in2 Total As Req'd 0.588 in2 Min Allow % Reinf 0.0014 Footing OK Vu: Actual One -Way 10.14 psi Vn*Phi : Allow One -Way 76.03 psi Vu: Actual Two -Way 29.27 psi Vn*Phi : Allow Two -Way .152.05 psi Alternate Rebar Selections... 3 # 4's 2 # 5's 2 46's 1 #Ts 1 #8's 1 ,#9's 1 #10's ;. 315 •�! (01� -- qtr �ru.ss �'- • - ��`.-�:�-�� Iqo°�� � u = .1S � 14� r ►,� L �- I,�ua> •.=`� ,ly(�•� - 1, 3 w �Zy,Z �Z .chlL 1WlY+ .11lu,J Of 3rrr+ IZ,a �C.r R nnl r ., , c ti ?A r AL /l. -7 C. -71 S n. -7 1 r c� —T ii \ c... — -- — _ .,. ... P� -• T, 150. . X71480' o 014 x is 12c REACTION TABLE ki s Icw ccs: Ke.D B e a D• C• 1.5 9.6 -1.5 9.6 D . C • - .1/15 - -)3 5 -i) 3.1 cS D 1 C 1 E/1.•.) D . ./ 10'A'= - r -15 -I I� D • C IIIc -061A1K = 1.1 6. D . C .IDB SMOr IS 0.6 -1.1 6.. B D REACTION SCHEMATICS & BASEPLATE DETAILS 171 , a 1EV, SLAB 4-1I ' FRAMF. LINES 1, 2 g 3 I I I I I 2 1 vMD it 6 BP02—A zoarl izoaK 3/H' THICK PL LBS�4INQ_6 �� LTSI rMIMEr. sLna SLAVVr I - I I� 6 6 BP04—A BP06—A 3/6 THICK YL 3/9' THICK PL X -BRA IQ REACTIFIN ' iG CL:nYI wT 3f�bTAU3I D£ACTIANS iRr DASD U~ TACH DNAC£D mr I 6 NOTES: 1 z z _ z 1. New structure by ABC is designed as an enclosed building. - -- 2. ABC has provided capacity for a 1.0 psf of uniform collateral load as ' requested. No special provisions have been made for concentrated point loads - . on frames or purlins. - - 3. The framing at end walls line 1 and 3 are not designed to accommodate future - _ additions. 1 ' _ ' a/T�DE DNI SI DC Dr SLAB 4. It is' the responsibility of others, ie. the -engineer of record, to eTEiure that all I� I� structural systems and components not by ABC interact compatibly with ABC SLAB(-- structural Systems and components. See calculation package for, deflection requirements of ABC frames and materials. BP03-A ' S19' K' THICK YL 3/6 THICK PL -"` sfructure(s) accardi^-g to the ABC purchase order and nes:. . company standards. ABC is not responsible for verifying that ABC's design and detailing is compatible with material by others. B 1 2 2 �/ -,SIDE uI 51 r 1 — BP05—A 3/6 THICK PL pEM9015 -X — OAR: ErrGA •MTE ryurtna SDprnrAyA E: NONE DATE YWESTO GLIGORND Ko RE u.DE CK'O DAIS El— aIE K. v.vs M -FLAME PROPANE . 1 1 rw m,a,mcl,Dn aKA.n eT: 11/ID/DI 14368 SKYWAY -- - 1 1 ran Nwlmv.L o[a¢o N): 1 Iz/I./oI MAGALIA , CA AMERICAN fNLLDtNCS COWANV 1•I ran nae.l aw• Iay.Im 1 I rw vm...+.A. Oslo. AovD er:Az 61 ELITE STEEL BLDG. SYS. ORAWWG. 51928101 AB -2 CAp Br; I)/IS/DI 06:115. vn. 15.) NUMBER' O Y glmRo io !no of Ino o.,z wW 0 Q C7 a o ¢Qao W .W mSE D W ---.--.---------------------- -----'----- z e w v - gods Y-COds g I.CZ g t E ygbY pB eesa � - 3= $ 2 pp s$ a � 11• - - - - - - -- - ------------------- , v-rod9 r -Cods : Q •G 55 a 4 a a C I.iC S I-Cod6 V-loeB i Y 1/ I I I'. DESIGN CALCULATIONS FOR ABC JOB # 51-9281-01 AMERICAN BUILDINGS COMPANY Elite Steel Building System 362 Sage Street Gridley, CA 95948 Gentlemen: 1620 N. Carpenter Rd., Suite D-53 Modesto, CA 95351 (209) 5784200 Fax (209) 578-1244 December 12, 2001 51-9281-01 Magalia, CA 95324 24'X40'X12'0 This is to certify that metal building components furnished by American Buildings Company, an AISC-MB certified manufacturer, has been designed in our Modesto office and for fabrication in our.Carson City, Nevada plant. The members are designed to comply with the following loads specifiein the order documents: Design Loads: 1) Metal Bldg. Dead Load (D) 2) 30 PSF Roof Live Load (L) 3) 30 PSF Frame Live Load (L) 4) 80 MPH Wind Load (W) Exp.= C I = 1.0 5) 42.86 PSF Ground Snow Load 1=1.00 Ce=0.7 6) 30 Roof Snow load (S) 7) Seismic Data as Follows: (E) Zone=3 1=1.0 Soil Profile Type = Sd 8) 1 PSF Collateral Load (C) Design Load Combinations: 1)D+C+S 2)D+W 3)D+C+E/1.4 4) D + C + UNB SNOW Note: This project is designed as an Enclosed Bldg. Accessories (doors, windows, etc.) by others must be designed as "components and cladding" In accordance to specific wind provisions of the referenced Building code Please note that unless otherwise specified on your Purchase Order, American Buildings Company Serviceability Standards (1996 MBMA/AISC criteria) will be used for design and fabrication of your order. These design loads and combinations are applied in accordance with The Uniform Building Code , 97 Edition, (UBC 97). The design is in general accordance with the A.I.S.C. (Ninth Edition) and A.I.S.I. (1986) specifications with 1989 addendum. This certification is limited to the structural design of the framing and covering parts manufactured by American Buildings Company and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by American Buildings Company such as foundations, masonry walls, mechanical equipment and the erection and inspection of the building. The building should be erected on a properly designed foundation in accordance with The American Buildings Company Erection Manual and American's drawings for the referenced job. The undersigned is not the engineer of record for the overall project. Sincerely, Registered Engineer, State of California d • 1 "KiLKv iiiv v AMERICAN BUILDINGS COMPANY CONTENTS SECTION 1, General Introduction and General Design Approach 1.1 Figure 1 - Clear. Span Rigid Frame Building 1.2 Selected References 1.3 SECTION 2, Rigid Frame Explanations and Methods of Analysis 2.1-2.3 Lateral Deflection of Frames 2.4 Rigid Frame Analysis • SECTION 3, Endwalls and Rod Bracing Explanations and Methods of Analysis 3.1 Figure 4 - Column and Beam Endwall Bracing 3.2 Figure 5 - Column and Beam Endwall Rod Bracing 3.3 Nomenclature 3.4 Endwall Frame Analysis SECTION 4, Purlin and Girt Section Properties 4.1 Purlin and Girt Analysis . SECTION 5, Panels • Panel Profiles and Engineering Properties (LongSpan III) 5.1 5.1 a Panel Profiles and Engineering Properties (LongSpan) Panel Profiles and Engineering Properties(Architectural III) 5.2 Panel Profiles and Engineering Properties(Architectural) 5.2a Panel Profiles and Engineering Properties(Standing Seam II) 5.3 Panel Profiles and Engineering Properties(Standing Seam 360) 5.3a Panel Profiles and Engineering Properties(Shadow) 5.4 Panel Profiles and Engineering Properties(16 Loc -Seam) 5.5 Panel Profiles and Engineering Properties(12" Loc -Seam) 5.6 Panel Profiles and Engineering Properties(Multi-Rib) 5.7 Panel Profiles and Engineering Properties(Seam Loc) 5.8 SECTION.6, Miscellaneous Standard Specifications 6.1 11 • Notes for ABC Job # 51-9281-01 Tri -Flame Propane 0 1. New structure by ABC is designed as an enclosed building. 2. ABC has provided capacity for a 1.0 psf of uniform collateral load as requested. No special provisions have been made for concentrated point loads on frames or purlins. 3. The framing at endwalls line 1 and 3 are not designed to accommodate future additions. 4. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. See calculation package for deflection requirements of ABC frames and materials. 5. ABC has provided new structure(s) according to the ABC purchase order and company standards. ABC is not responsible for verifying that ABC's design and detailing is compatible with material by others. N Job#: 51928101 Wed Dec 12 AMERICAN BUILDINGS COMPANY GENERAL DESIGN LOADING INFORMATION Building Code: 1997 Uniform Building Code Roof Dead Load = 1.50 psf Collateral Load = 1.00 psf Basic Roof Live Load = 30.00 psf Building Use Category: 1 Essential Facilities 2 Hazardous Facilities 3 Special Occupancy Structure ■ 4 Standard Occupancy Structure Snow Importance Factor = 1.000 Snow Exposure Category: 1 Roofs located in generally open terrain 2 Structures located in densely forested ■ 3 All other structures Snow Exposure Factor = 0.700 Ground Snow Load = 42.86 psf Basic Roof Snow Load = 30.00 psf Page LOAD -1 11:45:31 2001 Ver. 15.2 extending for 1/2 mile or more or sheltered areas Design Wind Velocity = 80.00 mph Wind Exposure Category: B Terrain with buildings, forest, or surface irregularities ■ C Terrain which is flat and generally open to 1/2 mile or more from site D Flat and unobstructed coastal areas exposed to wind flowing over water Wind Importance Factor = 1.000 Design Wind Velocity Pressure (q) = 17.38 psf (components) Design Wind Velocity Pressure (q) = 17.38 psf (primary framing) Main Frame Windforce Distributions: C1 C2 C3 C4 Case#1 0.800 -0.700 -0.700 -0.500 Seismic Zone = 3 Seismic Importance Factor = 1.000 Deflection Limit for Roofs = L/150 Deflection Limit for Walls = L/90 Maximum Limiting Check Ratio = 1.03 Plate/Bar Yield Strength = 55.00 ksi AISI Code Option = 2 Lap Option = 2 Bending+Shear Option = Y 3 4 Module 1 ©FSW BA 5 DIMENSIONS 6 Span length (column to column) 7 Door width g Door Height 9 Distance from left column to ISt jamb 10 Distance from header to jamb support 11 Ht. of the girt/eave after jamb support T)AP-atirm (standard is ugo for 50 yr. wind) F F G H I 1 Wr K L I M �o 14 Wall Girt Depth 8" E=1 4 Module 1 ©FSW BA 5 DIMENSIONS 6 Span length (column to column) 7 Door width g Door Height 9 Distance from left column to ISt jamb 10 Distance from header to jamb support 11 Ht. of the girt/eave after jamb support T)AP-atirm (standard is ugo for 50 yr. wind) F F G H I 1 Wr K L I M Framed Openings Calculations 14 Wall Girt Depth 8" Job Number 9281 Engineer RPL 15 Nested (2) Girts ? ❑ No stress Increase = 1.33 Jamb Support(s) R= 0.5 ❑ RSw AY ❑ Nos ess Incr ase ❑ BAY ❑ REw AY MSA SECONDARY FRAME OUTPUT 18.38 ft Wind pressure (50 yr. wind) 17.38 psf 10.00 ft Suction coefficient -0.90 10.00 ft Pressure coefficient 0.90 5.00 ft Suction -15.64 psf 1.17 ft Pressure Distance Between Lateral Supports (in) N/A 15.64 psf 11.17 ft Design spacing 0.00 in L/ 90 Allowable Stress Ratio 1.03 N 13 14 Wall Girt Depth 8" I9.V O J2" I PANEL CONDITION (ABC design manual Section 6 Page 2) 15 Nested (2) Girts ? ❑ No stress Increase = 1.33 Jamb Support(s) R= 0.5 ®No 1 -both sides with panel 0.5 -one side with panel Use Hot -Rolled Channels? O Yes 16 17 Distance Between Lateral Supports (in) N/A in Header R = 0.4 *Jambs R = 0.4 1 - both sides with panel 0.4 - one side with panel Channel Depth Selection ® C8 IO C9 O Cl0 18 19 Use Hot Rolled Jambs? ❑ JNo No Use Different Depth Jamb Support? ❑ No Maximum Girt Spacing = 6 ft 20 Use Different Depth Jambs? ❑ 21 Recommended Member For Jamb Supports) 87,1' �' Stress Ratio= 0.87 = L / 304 ded Minimum Member Size For Jambs 8C14 Stress Ratio= 0.55 � = L / 921 ded Minimum Member Size For Header Stress Ratio= 0.03 An== L / 16484 14 gage for jamb and header VA11 .r8C14 ers are designed as simple span. 26 The reduced sectional properties were used for cold formed members. (ABC design manual Section 6 Page 18) 27 28 Next Girt / Eave 11.17 29 30 Door Header Jamb Support 1000 31 32 33 34 35 36 37 E E 38 `° 391 8 J i3 40 E C 2 41 v 42 43 5.00 15.00 18.38 44 45 AL It RiAMEDOPENNJGMClAAT1GN 121120001 MUM M SECTION 1 • INTRODUCTION • 9 r American BL&ings Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH The information contained within the pamphlet is a technical description of an American metal building. It represents the application of the most modern methods of mathematics and engineering to the design of a building. Its purpose is to provide interested reviewers with the necessary design calculations, and other documentation required to readily verify structural integrity. Figure 1 is a drawing of an American building, illustrating the typical load carrying members; i.e., rigid frames, endwalls, purlins, girts, bracing and panels. A clear span rigid frame building was selected for this purpose; however, any of American's other standard designs, as described in the standard specifications for American Buildings Company pre-engineered Metal buildings, could also have been used to illustrate the basic building components. All designs are in strict accordance with the latest editions of AISC and AISI specifications, whichever is applicable. The stress distributions in all load carrying members are obtained by the most applicable methods of the universally accepted elastic theory, as applied to indeterminate structures. A digital computer is used for many of the complex and laborious design calculations. American buildings are designed to meet the most severe conditions of load combinations set by the specified building code, but not less than the following: a) Building dead plus roof live load (or snow) uniformly distributed over the horizontal projection of the roof area. b) Building dead load plus wind load applied as pressure and suction normal to the building surfaces. is c) Building dead load plus wind load plus 1/2 roof snow load. d) Building dead load plus roof snow load plus 1/2 wind load. Other combinations and applications of loads are incorporated into the design of a building when required. Occasionally these special design conditions can not be handled through one of our standard design formats. If this occurs, special hand calculations will be included. Subsequent sections of this report present the detailed design calculations and their necessary explanations. These are Section 2, Rigid Frame; Section 3, Column and Beam Endwall; Section 4, Purlins and Girls; Section 5, Roof and Wall Panels and Section 6, Miscellaneous and Special Conditions. SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE SEPTEMBER 1, 1997 Section 1 Page 1 CLEAR SPAN RIGID FRAME BUILDING SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE SEPTEMBER 1, 1997 J American BiCings Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH 1) Manual of Steel Construction, A.I.S.C. 1989, Ninth Edition. 2) "Single Span Rigid Frames in Steel", by John D. Griffiths, A.I.S.C., 1984. 3) Specifications -for the Design of Cold Formed Steel Structural Members, A.I.S.I., 1986 Edition with 1989 supplement. 4) Structural Steel.Design, by L.S. Beedle, et al, Fritz Engineering Laboratory, Civil Engineering Department, Lehigh University, 1962. • 5) "Recommended Design Practices Manual", Metal Building Manufacturers Association, 1990 supplement. • SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE SEPTEMBER 1, 1997 Section 1 Page 3 P SECTION 2 RIGID FRAME SECTION • American B#ings Company Plant Locations: Eufaula, AL - Birmingham, AL - FI Paso, IL Carson City, NV -LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH Rigid frame analysis and design is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and design to be performed for steel frames. The following is a brief description of this program. Essentially the program combines the STIFFNESS METHOD of structural design theory with MATRIX mathematics operations. All of this is possible by the utilization of digital computer capabilities. The inherent speed of the computations permits the use of elaborate mathematical techniques which would be impossible by hand computations. These techniques along with the completely rigorous structural theory approach give technically precise and accurate results. The program consists of seven portions which are as follows: • 1) Geometry input is 2) Loading input and Stiffness Computation 3) Equivalent Forces Computations 4) Solution for Displacements 5) Reactions and Member Force Computation 6) Stress Analysis 7) Design Decisions Geometry: The general structural configuration that the program can analyze or design is depicted in Figure 2. It shows a gable frame with vertical sidewalls, and a roof sloping downward on both sides of the ridge. The rafters may be supported at intermediate points by interior columns. Each sidewall column or rafter may be composed of a number of segments; these segments may be prismatic or tapered, with "I" shaped cross-sections. The interior columns must be prismatic, but may be "I" sections or pipes. The bases of sidewalls and interior columns may be at different levels. The left and right sidewall heights and roof slopes may be unequal. SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE SEPTEMBER 1, 1997 Section 2'Page 1 9 • 0 American BLOings Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH FIGURE 2 Typical Configuration of Frame Support and Loadings: The column bases may be specified pinned or fixed; the tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed dead and live loads and wind loads are considered to be transmitted to the frame at and by the girts and purlins which are at specified spacings. In addition, concentrated forces and moments may be specified at any location on the frame, thus permitting the inclusion of overhangs, cranes, and bracket loads, etc.. Input: The input to the program consists of information on building geometry, web depths at critical locations, column locations, girts and purlins, loading descriptions, material properties and stress criteria. If analysis only is required, the member cross-section details are input. If it is to be designed, inventories of flanges sizes and web thicknesses, and pipe sizes are used. SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE SEPTEMBER 1, 1997 Section 2 Page 2 11 ® American BLlings company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH Analysis: In the analysis option no decision making is done concerning member selection. From the information supplied, which includes all member sizes, the program develops the precise centerline geometry of the frame. The analysis is carried out on the line configuration, composed of straight line segments ("Members") defined by the joints and other junction points called "Nodes". All the loads are transformed into equivalent forces and moments and applied at Node Points. The direct stiffness method of matrix structural elastic analysis is adopted. The member stiffnesses are computed, and superposed to yield the force -displacement relations for the entire frame. Stiffness coefficients and equivalent end actions for tapered members are obtained by numerical analysis. The Nodal displacements for the specified support and loading conditions are solved by a matrix block recursion routine. The support reactions and member end forces and moments are then calculated. Finally, the most critical and shear stresses along each member are computed, and checked against allowable criteria according to AISC Specifications. The most critical stresses are those with the greatest ratio when compared to allowable stresses. The program analyzes the frame for each specified loading combination. Design: In the design option, a frame is determined by an iterative process of analysis and design. Initiated by the Analysis of a frame approximated from the specified flange, web and pipe inventories, the design proceeds in cycles of analysis, criteria checks, selection of fresh sections, and reanalysis until a satisfactory frame is obtained. When the design is complete, the program will analyze and check the frame for each specified loading • combination. Output: The output may be requested at various levels of detail. The basic output consists of a listing of input data, centerline geometry, reactions, member end reactions, Nodal displacements, member sizes, criteria checks, bolted connections, anchor bolts and base plates. More exhaustive information may be extracted if desired. SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE SEPTEMBER 1, 1997 Section 2 Page 3 12 American Biealings Company Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH In accordance with section C5.6, Metal Building Manufacturers Association (MBMAI"86), many metal building systems are designed with moment -resistant frames aligned in the transverse direction to resist lateral loading. Experience has shown that the lateral deflection of the frames under wind loading is far less than predicted by the usual analytical procedures. Consideration of just three factors undoubtedly accounts for most of this apparent anomaly: 1) drift calculations are traditionally based on full design loads, 2) the usual analytical procedures are based on "bare" frames (skin • action of the roof diaphragms is neglected) and the moment -rotation stiffnesses of the "pinned" bases are taken as zero, and i 3) load sharing has not been taken into account. Bare frame deflections are given on the computer printout for each node point. By considering the complete metal building system, the lateral deflection could be reduced to as much as 1/10 of that for the bare frame. The lateral deflection limitation is based upon the judgment of the design engineer unless specified otherwise. SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE SEPTEMBER 1, 1997 Section 2 Page 4 13 'Job Name C:\ABCP\FRAMES\518101.O1A GESTAD -- INPUT ECHO ******************** COLUMNS CARD NO. (.01 -10.)(.11 -20.)(.21-30.)(.31-40.)(.41-50.)(.51-60.)(.61-70.)(.71-80.) JOB NAME AND NUMBER :- FRAME LINE 1-3 51928101 ----------------------------------------------------------------------- KTY KSY KPR KAN NCY INV NDC= 1 0 0 1 0 1 5 2 1 KUN FYF FYW DEF EXC . RSB AFL EHL EHR AOH ITF NDC= 2 1 55.0 55.0 0.030 0.050 0.000 0.000 11.833 11.833 3.1 0 2 XWR YWR FRS NWL NRS NWR-NIC MRC NBS NTC SPW SPT NDC= 3 24.000 0.000 23.000 1 2 1 0 0 0 1 0.000 0.000 3 SWL TWL DWL EWL FSL WSL KWL LWL IWL NGL NDC= 4 11.833 0.000 12.000 12.000 55.0 55.0 1 2 0 3 4 NSL BT1 BT2. BT3 BT4 BT5 BT6 BT7 NDC= 5 0 5.000 0.250 0.134 5.000 0.250 0.000 0.000 5 DGL GL1 GL2 GL3 GL4 GL5 NDC= 7 1.500 42.000 48.000 52.000 0.000 0.000 7 XT TT DT ET FST WST KT LT LTB LTC IT NP NDC= 9 0.000 1.000 12.000 22.781 55.0 55.0 1 0 1 1 0 3 9 NSL BT1 BT2 BT3 BT4 BT5 BT6 BT7 NDC= 5 0 5.000 0.250 0.134 5.000 0.250 0.000 0.000 5 DP PU1 PU2 PU3 PU4 PU5 NDC=10 8.000 18.000 48.000 60.000 0.000 0.000 10 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + C + S 1.000 0 0 0 0 1 20 UD UL UW KW NDC=21 3.500 30.000 0.000 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.000 0.000 0.000 0.000 0.000 0.000 22 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + W-> 1.330 0 0 0 0 1 20 UD UL UW KW NDC=21 2.500 0.000 17.380 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.800 -0.700 -0.700 -0.500 0.000 0.000 22 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + C + W-> + 1/2S 1.330 0 0 0 0 1 20 14 UD UL UW KW NDC=21 3.500 15.000 17.380 1 21 CWl CW2 CW3 CW4 CW5 CW6 NDC=22 0.800 -0.700 -0.700 -0.500 0.000 0.000 22 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + C + S + 1/2W-> 1.330 0 0 0 0 1 20 UD UL UW KW NDC=21 3.500 30.000 8.690 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.800 -0.700 -0.700 -0.500 0.000 0.000 22 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + C + E/1.4 1.330 0 0 1 0 1 20 UD UL UW KW NDC=21 3.500 0.000 0.000 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.000 0.000 0.000 0.000 0.000 0.000 22 NSL SK FK1 FK2 FK3 LK NDC=24 1 0.000 1.000 0.000 0.000 3 24 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + W // TO RIDGE 1.330 0 0 1 0 1 20 UD UL UW KW NDC=21 2.500 0.000 17.380 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 -0.700 -0.700 -0.700 -0.700 0.000 0.000 22 NSL SK FK1 FK2 FK3 LK NDC=24 1 0.000 2.500 0.000 0.000 3 24 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + C + UNB SNOW 1.000 0 1 0 0 1 20 UD UL UW KW NDC=21 3.500 30.000 0.000 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.000 0.000 0.000 0.000 0.000 0.000 22 NSL SD1 SD2 FD1 FD2 FD3 FD4 KD NDC=23 1 0.000 12.000 0.000 0.000 15.000 15.000 2 23 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + C + UNB SNOW 1.000 0 1 0 0 0 20 15 FRAME SELF -WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT 0 (lbs) 1 150.6 UD UL UW 185.7 KW NDC=21 3.500 30.000 0.000 4 150.6 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.000 0.000 0.000 0.000 0.000 0.000 22 NSL SD1 SD2 FD1 FD2 FD3 FD4 KD NDC=23 1 0.000 12.000 0.000 0.000 15.000 15.000 3 23 DEFLECTION LIMITS: HORIZONTAL H/45, VERTICAL L/150 FRAME SELF -WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT 16 (lbs) (lbs) 1 150.6 23.1 2 185.7 3 185.7 23.1 4 150.6 Total: 672.6 46.2 16 .. 0 •. AMERICAN BUILDINGS CO. P.O. BOX 800 EUFAULA, ALABAMA 36072 Job Name: C:\ABCP\FRAMES\51928101.01A 12/12/01 02:28 PM Ver. 15.2 STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD ALL DESIGN IN ACCORDANCE WITH 89'AISC AND MBMA AS APPLICABLE BUILDING DESCRIPTION - - FRAME LINE 1-3 51928101 FRAME WIDTH BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES 24.000 ft. 23.000 ft. 2 0 4 5 LEFT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 1.50 in. 52.00 in. NODE LOCATION WEB DEPTH CONNECTION BASE 1 0.000 ft. 12.000 in. PINNED EAVE 2 11.833 ft. 12.000 in. RIGID ROOF SLOPE 1 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- 1.000/ 12.0 8.00 in. 60.00 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 2 0.000 ft. 12.000 in. RIGID RIGHT END 3 12.000 ft. 22.781 in. RIGID ROOF SLOPE 2 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- -1.000/ 12.0 8.00 in. 60.00 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 3 12.000 ft. 22.781 in. RIGID RIGHT END 4 24.000 ft. 12.000 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 1.50 in. 52.00 in. NODE LOCATION WEB DEPTH CONNECTION EAVE 4 11.833 ft. 12.000 in. RIGID BASE 5 0.000 ft. 12.000 in. PINNED 17 'Job Name C:ABCP FRAMES 51928101.01A BUILDING -- FRAME LINE 1-3 51928101 MEMBER SIZES w * * * WEB - OUTER FLANGE * WEB * INNER FLANGE * FLANGE * YIELD STRESS MEMBER WIDTH THICK. * THICK. * WIDTH THICK. * WELD * FLANGE WEB (in.) (in.) * (in.) * (in.) (in.) * (in.) * (ksi) (ksi) 1 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 55.0 55.0 2 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 55.0 55.0 3 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 55.0 55.0 4 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 55.0 55.0 w •Job Name C:\ABCP\FRAMES\5l 8101.O1A BUILDING -- FRAME LINE 1-3 51928101 NODE COORDINATES NODE X Y (in.) (in.) 1 8.00 0.00 2 8.00 128.12 3 144.00 134.04 4 280.00 128.12 5 280.00 0.00 19 20 i 0 'Job Name C:\ABCP\FRAMES\51928101.01A BUILDING -- FRAME LINE 1-3 51928101 LOAD COMBINATION 1 --- D + C + S ALLOWABLE STRESS FACTOR = 1.00 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf ) (psf ) (psf ) 30.00 0.00 3.50 0.00 0.00 0.00 0.00 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) 1 1 2 9.61 -1.54 -0.00 -9.45 1.54 -16.41 2 2 3 1.92 8.76 16.43 -1.54 0.07 33.14 3 3 4 1.54 0.07 -33.14 -1.92 8.76 -16.43 4 4 5 9.45 1.54 16.41 -9.61 -1.54 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 1.54 9.61 0.00 2 5 -1.54 9.61 -0.00 20 .Job Name C:\ABCP\FRAMES\5108101.01A BUILDING -- FRAME LINE 1-3 LOAD COMBINATION 2 --- D + W-> ALLOWABLE STRESS FACTOR = 1.33 UNIFORM LOADS LIVE WIND DEAD (psf) (psf) (psf) 0.00 17.38 2.50 51928101 1989 AISC/ASD * WIND COEFFICIENTS * * Cl C2 C3 C4 * 0.80 -0.70 -0.70 -0.50 MEMBER END ACTIONS 19i191YAl SHEAR MOMENT * (kip -ft) NODE I 21.88 1.56 -9.17 -0.74 * -2.02 0.00 * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL I J * (kips) (kips) (kip -ft) * (kips) 1 1 2 -3.88 3.22 0.00 4.03 2 2 3 -0.18 -3.88 -21.88 0.34 3 3 4 -.0.21 -1.58 9.17 0.04 4 4 5 -0.89 0.51 13.78 0.74 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 -3.22 -3.88 0.00 2 5 -2.02 -0.74 -0.00 19i191YAl SHEAR MOMENT (kips) (kip -ft) -0.80 21.88 1.56 -9.17 -0.74 -13.78 -2.02 0.00 21 'Job Name C:\ABCP\FRAMES\51928101.01A BUILDING -- FRAME LINE 1-3 51928101 LOAD COMBINATION 3--- D+ C+ W-> + 1/2S 2 3 ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS SHEAR * WIND COEFFICIENTS * (kips) (kips) * (kips) LIVE WIND DEAD * Cl C2 C3 C4 (psf ) (psf ) (psf ) -14.21 -0.37 15.00 17.38 3.50 0.80 -0.70 -0.70 -0.50 MEMBER NODES I J 1 1 2 2 2 3 3 3 4 4 4 5 SUPPORT NODE 1 1 2 5 MEMBER END ACTIONS * NODE I (kips) (kip -ft) * 14.22 * 6.31 * AXIAL SHEAR MOMENT * AXIAL * (kips) (kips) (kip -ft) * (kips) 0.53 2.50 0.00 -0.38 0.72 0.22 -14.21 -0.37 0.51 -1.55 -6.31 -0.85 3.53 1.23 21.44 -3.68 * SUPPORT REACTIONS * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) -2.50 0.53 -0.00 -2.74 3.68 0.00 NODE J SHEAR MOMENT (kips) (kip -ft) -0.08 14.22 1.59 6.31 3.36 -21.45 -2.74 0.00 22 Go . I go Job Name C:\ABCP\FRAMES\51928101.01A BUILDING -- FRAME LINE 1-3 51928101 LOAD COMBINATION 4--- D+ C+ S+ 1/2W-> I J ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS 3 4 * WIND COEFFICIENTS * (kips) (kips) * (kips) LIVE WIND DEAD * Cl C2 C3 C4 (psf ) (psf ) (psf ) 4.71 -1.29 30.00 8.69 3.50 0.80 -0.70 -0.70 -0.50 MEMBER NODES I J 1 1 2 2 2 3 3 3 4 4 4 5 SUPPORT NODE 1 1 2 5 MEMBER END ACTIONS * NODE I * * * AXIAL SHEAR MOMENT * AXIAL * (kips) (kips) (kip -ft) * (kips) 7.14 0.15 0.00 -6.99 1.74 6.41 4.71 -1.29 1.36 -0.73 -26.98 -1.81 8.56 1.72 22.51 -8.71 * SUPPORT REACTIONS * HORIZ. VERTICAL MOMENT * .(kips) (kips) (kip -ft) -0.15 7.14 -0.00 -2.47 8.71 0.00 NODE J SHEAR MOMENT (kips) (kip -ft) 1.06 -4..68 0.84 26.98 7.98 -22.54 -2.47' 0.00 •Job Name C: ABCP FRAMES 51P28101.01A BUILDING -- FRAME LINE 1-3 LOAD COMBINATION 5 --- D + C + E/1.4 ALLOWABLE STRESS FACTOR = 1.33 UNIFORM LOADS * LIVE WIND DEAD * Cl (psf) (psf) (psf) 0.00 0.00 3.50 0.00 CONCENTRATED LOADS * LOAD NO. LINE NO. * * 1 3 MEMBER NODES * I J 1 1 2 2 2 3 3 3 4 4 4 5 SUPPORT NODE 1 1 2 5 0 51928101 1989 AISC/ASD WIND COEFFICIENTS C2 C3 C4 0.00 0.00 0.00 * SUPPORT REACTIONS * HORIZ. * MOMENT * (kips) (kips) (kip -ft) * LOAD COMPONENTS 0.83 LOCATION * HORIZONTAL VERTICAL MOMENT (ft.) * (kips) (kips) (kip -ft) 0.00 1.00 0.00 0.00 MEMBER END ACTIONS NODE I * NODE J * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) 0.83 0.31 -0.00 -0.68 -0.31 3.29 -0.28 0.61 -3.29 0.33 0.48 4.10 0.71 -0.46 -4.10 -0.76 1.55 -7.39 1.67 0.69 7.38 -1.82 -0.69 -0.00 * SUPPORT REACTIONS * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) -0.31 0.83 0.00 -0.69 1.82 0.00 24 •Job Name C:\ABCP\FRAMES\51-928101.01A BUILDING -- FRAME LINE 1-3 51928101 LOAD COMBINATION 6 --- D + W // TO RIDGE ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf ) (psf ) (psf ) 0.00 17.38 2.50 -0.70 -0.70 -0.70 -0.70 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 3 0.00 2.50 0.00 0.00 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) l 1 2 -3.54 0.73 0.00 3.69 -2.85 18.74 2 2 3 -3.72 -3.38 -18.74 3.88 1.06 -6.69 3 3 4 -1.28 -1.29 6.69 1.12 -1.03 -7.96 4 4 5 -1.23 -0.35 7.95 1.08 -1.77 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 -0.73 -3.54 -0.00 2 5 .-1.77 -1.08 0.00 • Job Name C:\ABCP\FRAMES\51928101.01A BUILDING -- FRAME LINE 1-3 51928101 LOAD COMBINATION 7 --- D + C + UNB SNOW ALLOWABLE STRESS FACTOR = 1.00 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 30.00 0.00 3.50 0.00 0.00 0.00 0.00 * * HORIZONTAL * VERTICAL DISTRIBUTED LOADS * START END * LOAD INTENSITY * LOAD INTENSITY LOAD NO. LINE NO. * LOCATION LOCATION * AT START AT END * AT START AT END * (ft.) (ft.) * (psf) (psf) * (psf) (psf) 1 2 0.00 12.00 0.00 0.00 15.00 15.00 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR , MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) 1 1 2 6.44 -1.20 0.00 -6.29 1.20 -12.82 2 2 3 1.46 5.88 12.83 -1.24 -0.92 25.88 3 3 4 1.16 1.02 -25.88 -1.54 7.80 -12.84 4 4 5 8.48 1.20 12.'82 -8.63 -1.20 -0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 1.20 6.44 -0.00 2 5 -1.20 8.63 0.00 w • Job Name C:\ABCP\FRAMES\51928101.01A BUILDING -- FRAME LINE 1-3 LOAD COMBINATION 8 --- D + C + UNB SNOW ALLOWABLE STRESS FACTOR = 1.00 UNIFORM LOADS LIVE WIND DEAD (psf) (psf) (psf) so 51928101 1989 AISC/ASD WIND COEFFICIENTS Cl C2 30.00 0.00 3.50 0.00 0.00 C3 M1111 C4 0.00 i7 * * HORIZONTAL * VERTICAL DISTRIBUTED LOADS * START END * LOAD INTENSITY * LOAD INTENSITY LOAD NO. LINE NO. * LOCATION LOCATION * AT START AT END * AT START AT END * (ft.) (ft.) * (psf) (psf) * (psf) (psf) 1 3 0.00 12.00 0.00 0.00 15.00 15.00 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) 1 1 2 8.63 -1.20 -0.00 -8.48 1.20 -12.82 2 2 3 1.54 7.80 12.84 -1.16 1.02 25.88 3 3 4 1.24 -0.92 -25.88 -1.46 5.88 -12.83 4 4 . 5 6.29 1.20 12.82 -6.44 -1.20 -0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 1.20 8.63 -0.00 2 5 -1.20 6.44 0.00 i7 •Job Name C;\ABCP\FRAMES\51 8101.01A BUILDING -- FRAME LINE 1-3 51928101 MAXIMUM STRESS RATIOS-89 AISC ALLOWABLE STRESS DESIGN OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 5.00, 0.2500 0.1345 5.00 0.2500 0.334 2 0.578 4 0.396 1 2 5.00 0.2500 0.1345 5.00 0.2500 0.375 1 0.572 1 0.337 3 3 5.00 0.2500 0.1345 5.00 0.2500 0.375 1 0.572 1 0.337 3 4 5.00 0.2500 0.1345 5.00 0.2500 0.334 2 0.578 4 0.396 1 • `�' ® . Job Name C:\ABCP\FRAMES\51928101.01A BUILDING -- FRAME LINE 1-3 51928101 BOLTED SPLICE SUMMARY PLATE * BOLTS WIDTH/ * * . CONNECTION RESISTANCE *MOM. THICK. * ROWS GAGE DIA. * TENSION COMPRES. MOMENT * ARM YT YC NODE (in.) * LINES (in.)* (kips) (kips) (kip -ft) *(in.) (in.) (in.) 2 5.00X TOP 2 2 0.750 33.0 34.5 29.9 10.62 0.60 0.13 0.375 BOT. 2 2 0.750 38.1 38.2 34.1 10.72 0.49 0.13 4 5.00X TOP 2 2 0.750 33.0 34.5 29.9 10.62 0.60 0.13 0.375 BOT. 2 2 0.750 38.1 38.2 34.1 10.72 0.49 0.13 -�o Gko-� OK 'Job Name C:\ABCP\FRAMES\51 '8101.01A BUILDING -- FRAME LINE 1-3 FRAME SUPPORTS * BASE PLATE * THICKNESS WIDTH SUP..* NODE (in.) (in.) 1 1 0.375 6.000 2 5 0.375 6.000 51928101 * LENGTH * NO (in.) 13.000 4 13.000 4 * BOLTS REACTIONS AREA * HORIZ. VERTICAL MOMENT * NODE * LOAD (kips) (kips) (kip -ft) * 1 1 1.54 9.61 0.00 2 -3.22 -3.88 0.00 3 -2.50 0.53 -0.00 4 -0.15 7.14 -0.00 5 -0.31 0.83 0.00 6 -0.73 -3.54 -0.00 7 1.20 6.44 -0.00 8 1.20 8.63 -0.00 5 1 -1.54 9.61 -0.00 2 -2.02 -0.74 -0.00 3 -2.74 3.68 0.00 4 -2.47 8.71 0.00 5 -0.69 1.82 0.00 6 -1.77 -1.08 0.00 7 -1.20. 8.63 0.00 8 -1.20 6.44 0.00 ANCHOR BOLTS DIAMETER AREA (in.) (in2). 0.750 1.767 0.750 1.767 BOLT RESISTANCE SHEAR TENSION (kips) (kips) 17.67 35.34 23.50 47.01 23.50 47.01 23.50 47.01 23.50 47.01 23.50 47.01 17.67 35.34 17.67 35.34 17.67 35.34 23.50 47.01 23.50 47.01 23.50 47.01 23.50 47.01 23.50 47.01 17.67 35.34 17.67 35.34 29,1 'Job Name C:\ABCP\FRAMES\51928101.01A BUILDING -- FRAME LINE 1-3 51928101 NODAL DISPLACEMENTS LOAD 1- D+ C+ S LOAD 2- D+ W-> HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (RAD.) (in.) (in.) (RAD.) 1 0.000 0.000 0.001 0.000 0.000 -0.008 2 -0.010 -0.010 -0.002 0.705 0.004 -0.001 3 -0.000 -0.288 -0.000 0.702 0.080 0.001 4 0.010 -0.010 0.002 0.699 0.001 -0.003 5 0.000 0.000 -0.001 0.000 0.000 -0.007 LOAD 3- D+ C+ W-> + 1/2S LOAD 4- D+ C+ S+ 1/2W-> HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (RAD.) (in.) (in.) (RAD.) 1 0.000 0.000 -0.007 0.000 0..000 -0.003 2 0.701 -0.000 -0.003 0.343 -0.008 -0.003 3 0.702 -0.054 0.001 0.351 -0.234 0.000 4 0.704 -0.004 -0.002 0.359 -0.009 0.001 5 0.000 0.000 -0.008 0.000 0.000 -0.005 LOAD 5 - D + C + E/1.4 LOAD 6 - D + W // TO RIDGE HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (RAD.) (in.) (in.) (RAD.) 1 0.000 0.000 -0.002 0.000 0.000 -0.005 2 0.189 -0.001 -0.001 0.475 0.004 -0.001 3 0.190 -0.036 0.000 0.476 0.053 0.,001 4 0.191 -0.002 -0.000 0.475 0.001 -0.002 5 0.000 0.000 -0.002. 0.000 0.000 -0.005 LOAD 7 - D + C + UNB SNOW LOAD 8 - D + C + UNB SNOW HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (RAD.) (in.) (in.) (RAD.) 1 0.000 0.000 0.001 0.000 0.000 0.001 2 -0.037 -0.007 -0.002 0.020 -0.009 -0.002 3 -0.028 -0.225 -0.000 0.028 -0.225 0.000 4 -0.020 -0.009 0.002 0.037 -0.007 0.002 5 0.000 0.000 -0.001 0.000 0.000 -0.001 •Job Name C.\ABCP\FRAMES\51 28101.01A IZ IZFB 1 0 2 1 3 2 4 0 5 1 6 3 7 3 8 1 9 0 10 2 11 1 12 0 ZA3 SECTION 3 • ENDWALLS AND BRACING • 11 American BLOings Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH Calculations supporting the structural integrity of the endwall framing and tension rod bracing are presented in this section. Endwall components included in the analysis are the roof beam, corner columns, interior columns and, if necessary, tension bracing. In addition, the analysis contains the designs for the roof and sidewall tension bracing. Figure 4 of this section, illustrates these members schematically, along with the loadings imposed on them. The endwall roof beam is designed for the specified load combinations using the moments for a continuous beam. The interior and corner columns are designed as pinned -end compression members under the dead plus live loading. For the horizontal • wind load, the interior columns are designed as simple beams. The wind forces exerted on the sidewalls are resisted where possible by the wall diaphragm or by tension bracing. The roof bracing are tension members which transfer the wind forces on the ends of the buildings to the eave where the sidewall bracing carries the sum of the forces to the foundation. Figure 5 shows the forces acting on the bracing. 0 Page 4 of this Section defines the nomenclature used in the computer printout that follows. The printout lists the results of the stress analysis on the above building members. Included in the results are the actual and allowable stresses controlling the design of the member. The allowable stresses are based on the yield stresses being 36 KSI for Rods, 50 KSI for hot -rolled mill sections, and 55 KSI for Cold formed and factory built-up sections. SUBJECT TO CHANGE WITHOUT NOTICE REVISED JUNE 11, 19981 Section 3 Page 1 34 • 0 LOADING RLcc RL2 RLI RLI RL2 RLcc LIVE + DEAD FRAMING American Ba lings Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH LM.zH--Ei RV, RV, RVQ RVQ RV, RV, WIND + DEAD WIND ON SIDEWALL WIND + DEAD WIND ON ENDWALL FIGURE 4 COLUMN AND BEAM ENDWALL BRACING SUBJECT TO CHANGE WITHOUT NOTICE REVISED MARCH 3, 1998 116 Jf 6! � ., U V-6" 1'-6" American BtWings Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH BLDG I RWF (3) RWF (2) I RWF (2) RWF (3) PLAN I I I I I I I I I I I I I I RWF ENDWALL ELEVATION (� RIGID FRAME Q RIGID FRAME Q- RIGID FRAME — (� RIGID FRAME FIGURE 5 COLUMN AND BEAM ENDWALL ROD BRACING Q w C) R SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE SEPTEMBER 1, 1997 Section 3 Page 3 33 ®o T I I 0 0 I — —T XANG ANG L T . 0 — —T T f f I f f RWF (3) RWF (2) I RWF (2) RWF (3) PLAN I I I I I I I I I I I I I I RWF ENDWALL ELEVATION (� RIGID FRAME Q RIGID FRAME Q- RIGID FRAME — (� RIGID FRAME FIGURE 5 COLUMN AND BEAM ENDWALL ROD BRACING Q w C) R SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE SEPTEMBER 1, 1997 Section 3 Page 3 33 American BLWings Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH NOMENCLATURE AREA - Cross-sectional area of section (int) ANG - Angle tension bracing makes with direction of wind force. A TEN - Allowable tension force in rod or cable bracing AX F/ AX FOR - Actual axial force BN MOM - Bending moment BND RAT / BN RAT - Ratio of actual to allowable bending moment CB FOR - Actual tension force in rod or cable bracing COL HT - Column Height or beam length CWCH - Torsional Warping of "C" Section DL - Dead Load FA - Allowable axial stress FB Allowable bending stress FBA - Actual bending stress F -K - Foot kips H BASE - Horizontal reaction at base of column INTERACTION RATIO - Combined axial and bending K - Kips LL - Live Load LEEWARD - Side in the direction toward which the wind blows MOMT - Bending moment MNT L - Bending moment left of a point MNT R - Bending moment right of a point QCH - Effective section factor for a "C" Section ROCH - Polar radius of gyration of "C" Section about the shear center RWF - Wind force resisted by tension bracing RX - Radius of gyration of a section about the major axis RY - Radius of gyration of a section about the minor axis RYT - Radius of gyration of a "T" section composed of the compression flange • and 1/3 of the compression web of a section taken about an axis in the plane of the web. SHR L - Shear force left of a point SHR R - Shear force right of a point SHR RAT / SH RATIO - Ratio of actual to allowable shear forces SL - Snow Load ST FOR - Strut force SXT - Tension section modulus about major axis SXC - Compression section modulus about major axis TCH - Thickness of a "C" Section ULX - Unbraced length along major axis LILY - Unbraced length along minor axis V BASE - Vertical reaction at base of column V TOP - Horizontal reaction at top of column VJCH - Saint Venant torsion constant of "C" section VYCH - Minor axis moment of inertia of compression area of "C" section WINDWARD - Side upon which the wind blows WL - Wind Load WN FOR - Wind force resisted by tension bracing XOCH - Distance from shear center to centeroid of "C" Section along X axis SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE SEPTEMBER 1, 199734 Section 3 . 4 <PM I Minimum Seismic And Wind Forces Calculation American Buildings Company ( UBC97 ) Modesto, CA 95351 Job Number: 51928101 Engineer: RPL uuuu "!I r am u, u,auvu R = 4.50 0. = 2.80 r„,ax = 0.58 Longitudinal Direction: R = 4.50 no = 2.80 rmax = 1.00 Building Width = 24.00 ft. Roof Weight W/ 0 % Snow = 6.50 psf Building Length = 40.00 ft. Weight of Sidewall = 2.00. psf FSW Eave Height = 12.00 ft. Weight of Endwall = 2.00 psf Ridge From FSW = 12.00 ft. Longitudinal Partition WT. = 0.00 psf Roof Pitch = 1 /12 Quantity of Longitudinal Part. = 0 Canopy Width @ FSW = 0.00 ft. Transverse Partition WT. = 0.00 psf Canopy Width @ RSW = 0.00 ft. Quantity of Transverse Part. = 0 Max. Interior Bay Trib. = 23.00 ft. Building End Bay Trib. = 11.00 ft Torsional Bracing: *yes O No Least Number of Braced Bay Per Sidewali = 1 Transverse Direction: R = 4.50 0. = 2.80 r„,ax = 0.58 Longitudinal Direction: R = 4.50 no = 2.80 rmax = 1.00 Soil = SD . Na = N/A N„ = N/A Ca = 0.36 Zone = 3 Seismic I = 1.00 Interior Bay Tributary Width = 23 ft 1. Wind Load Total Load = PW' B' H/2 = 3.4 fts Seismic Load p =2-20/(rmax"AB"0.5) = 1.00 W = 4.1 Kips V = 2.5'Ca'I'W/R = 0.8 Kips E/1.4 = p•V/1.4 = 0.6 Kins E/1.7 = f2o'V/1.7 = 1.4 Kins 1. Wind Load Total Load = PW'B' 1-1/2 = 3.4 Kins 2. Seismic Load p =2-20/(rmax*AB^0.5) = 1.35 W = 6.8 Kips V = 2.5'Ca'I`W/R = 1.4 Kips E/1.4 = p*W1.4 = 1.3 Kins E/1.7 = rlo'V/1.7 = 2.3 Kins End Bay Tributary Width = 11 ft 1. Wind Load Total Load = Pw B' 1-1/2 = 1.6 Kins 2. Seismic Load p=2-20/(rmax'AB^0.5) = 1.00 W = 2.0 Kips V = 2.5C8 1'W/R = 0.4 Kips E/1.4 = p*V/1.4 o.3 Kins E/1.7 = Q,*W1.7 = 0.7 Kins Every Time ... All The Time 8:51 AM12/12/2001] 3 7) 0 .0 5(-97-010( 3fe-c-,.'5 aeSr;N 1 z 3 I/lZ IE 1 �!`�2 % "'� +Z(I?�/oi 19PL w� skk. Tt�d T�11 5��� 4 l3R LI 2 55, QR y p,gs I,aZ L(.I(� I/ y Z -T = `I,ot� (EG?) ,,3/3�y (2,4,5) 1� 'T -t% = 6.63 d iZ 5 18 ,'i 11/ 36 • • SECTION 4 • PURLIN AND GIRTS • 37 • American BIngs Company Plant Locations: aula, AL - Birmingham, AL - E/ Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Columbus, GA - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH AMERICAN BUILDINGS COMPANY'S Standard Purlins and Girts are light gage 8"x 2 1/2" "Z" and "C", 9 1/2" x 3" "Z" and "C" and 12" x 3 1/2" "Z" and "C" sections (with stiffened flanges) cold formed from 55,000 psi yield steel. The fully braced section properties and capacities computed in accordance with 1996 AISI specifications are as follows: 7/8' T 8° x- -x 50� � i- 7/8" 2117 y DIMENSIONS, PROPERTIES AND CAPACITIES 1" 3117�2112° r 3" I -1 j T I T T I ' i 91/2"1 x- -x x- -x I x- -x I 5V I J L_ --j JX718" 11116', 2" 31/2 211 j SECTION THICKNESS T in. AREA (in WEIGHT Ib./FT. Ix (in.°) (Full) S (in. ) (Effective) rx (in.) ly (in. (Full) S (in. (in) (Effective) ry (in.) MAX. ALLOW ' SHEAR KIPS MAX. ALLOW ' MOMENT KIP- FT. 8Z16 0.060 0.85 2.90 8.25 1.83 3.10 1.35 0.38 1.26 2.50 5.02 8215 0.067 0.95 3.24 9.18 2.05 3.10 1.50 0.46 1.25 3.48 5.64 8Z14 0.073 1.04 3.53 9.97 2.28 3.10 1.63 0.54 1.25 4.51 6.25 8Z13 0.082 1.16 3.96 11.15 2.69 3.09 1.82 0.60 1.25 6.41 7.37 8212 0.090 1.28 4.35 12.18 3.00 3.09 1.98 0.66 1.24 8.49 8.23 9.5Z15 0.064 1.09 3.70 14.88 2.57 3.69 2.43 0.57 1.49 2.52 7.04 9.5Z14 0.073 1.24 4.22 16.90 3.11 3.69 2.76 0.63 1.49 3.75 8.54 9.5Z13 0.079 1.34 4.57 18.23 3.39 3.69 2.97 0.69 1.49 4.75 9.29 9.5Z12 0.090 1.53 5.21 20.67 3.91 3.68 3.35 0.87 1.48 7.05 10.74 9.5Z11 0.096 1.63 5.55 21.98 4.29 3.68 3.56 0.97 1.48 8.56 11.77 12213 0.090 1.85 6.28 39.44 5.60 4.62 5.05 0.95 1.65 5.49 15.37 12212 0.105 2.15 7.32 45.75 6.67 4.61 5.84 1.20 1.65 8.74 18.31 12Z11 0.120 2.46 8.37 51.99 8.02 4.60 6.61 1.46 1.64 13.08 22.02 8C16 0.060 0.85 2.90 7.94 1.80 3.07 0.71 0.36 0.92 2.50 4.94 8C15 0.067 0.95 3.24 8.82 2.03 3.07 0.79 0.40 0.92 3.48 5.57 8014 0.073 1.04 3.53 9.57 2.28 3.06 0.85 0.44 0.91 4.51 6.25 8013 0.082 1.16 3.96 10.68 2.63 3.06 0.94 0.50 0.91 6.41 7.22 8C12 0.090 1.28 4.35 11.65 2.91 3.05 1.02 0.55 0.90 8.49 7.99 9.5C15 0.064 1.09 3.70 14.38 2.58 3.66 1.31 0.54 1.10 2.52 7.09 9.5C14 0.073 1.24 4.22 16.31 3.09 3.66 1.47 0.62 1.10 3.75 8.47 9.5C13 0.079 1.34 4.57 17.59 3.30 3.65 1.58 0.67 1.10 4.75 9.07 9.5C12 0.090 1.53 5.21 19.90 3.94 3.65 1.78 0.77 1.09 7.05 10.81 9.5C11 0.096 1.63 5.55 21.15 4.30 3.64 1.89 0.82 1.09 8.56 11.79 12013 0.090 1.85 6.28 39.04 6.01 4.59 3.06 1.09 1.28 5.49 16.48 12C12 0.105 2.15 7.32 45.21 7.21 4.58 3.52 1.29 1.28 8.74 19.79 12011 0.120 2.46 8.37 51.30 8.51 4.57 3.96 1.47 1.27 1 13.08 23.35 * Stress Increase = 1.00 Moments and shears used in selecting "Z" and "C" sections and connections for the Purlin and Girts were found by the stiffness method of analysis. To meet varying load requirements, the "Z" and "C" members shall be of simple span or lapped 3'-0", 4'-0" or 5'-6" over the interior frames to form a continuous beam. The purlin sections were then designed for the maximum positive moments and for the moment and shear combination at the beginning and termination of the laps. The double "Z" and "C" sections were also checked for the maximum negative moments over the interior frames. The following pages support the section and connection used. SUBJECT TO CHANGE WITHOUT NOTICE REVISED JUNE 1, 2000 Section 4 Page 1 �� • Page 1RF-1 12/12/01 08:43:42 AM Ver. 15.2 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer RPL Job Number: 51928101 Part: 1 Desc: GC 241X40IX11110 A D Lap 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays GC 24.00Oft 40.00Oft 12.00Oft 0.000ft 1.000:12 1.000:12 . 2 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* -E.Wall Type Col_Spc. Girt_Type Overhang Front: 11.833ft 0.00ft * Left 4 S I 0.000ft Rear : 11.833ft 0.00ft * Right 4 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G Snow WL_mph WL_psf 97ubc 4 0 3 C N 1.5 1.00 30.00 42.82 80.00 17.38 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D_Snow: 30.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/150 ****** ROOF PURLIN STRUCTURES ******** Load Comb 1 : DL + COL + LL Loc L/XX ASF:1.000 Load Comb 2 : DL + COL + SL --- ---- ASF:1.000 Load Comb 3 : DL + WL- RS1 429 ASF:1.333 Load Comb 4 : LL LS1 429 ASF:1.000 Design Z --Inset(ft)-- Z_Strip --Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right ----- (ft) Suction Pressure Suction Pressure ------ ------ 60.00 BY-PASS ----- 1.62 1.62 ------- .2.40 ------- -------- ------- -------- -1.00 0.00 -1.50 0.00 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl Strut B/S Length L / R Force Ratio Loc Momt.. Ratio Loc L/XX Cap.* Ratio (ft) (ft) (ft) -- ------ ---- ----------- kips ----- ----- kip -ft --- ------ ----- --- ---- kips ----- 1 18.375 0.00 2.49 8Z16 1.53 0.62 RL1 -3.97 0.79 RS1 429 ----- 8.10 0.91 2 18.375 2.49 0.00 8Z16 1.53 0.62 LL1 -3.97 0.79 LS1 429 8.10 0.91 ------------------------------------------------------------------------------ Total weight per run = 134.99 lbs Maximum stress ratio = 0.91 39 0 ® DnrT 1 LIC! -I 12/12/01 08:44:08 AM Ver. 15.2 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : RPL Job Number: 51928101 Part: 1 Desc: GC 241X40IX11110 A 86AISI Type Width Length . Ridge Dist. R. Col. Elev. Slope (F) Slope (R) No. Bays GC 24.000ft 40.000ft 12.000ft 0.000ft 1.000:12 1.000:12 2 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt -Type Overhang Front: 11.833ft 0.00ft * Left 4 S I 0.000ft Rear : 11.833ft 0.00ft * Right 4 S I I0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 97ubc 4 0 3 C N 1.5 1.00 30.00 42.86 80.00 17.38 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 30.00 psf Wind Imp. Factor: 1.00 Defl. Limit:.L/ 90 ****** FRONT SW GIRT STRUCTURES ******** Load Comb 1 : WL+ ASF:1.333 Load Comb 2 : WL- ASF:1.333 Z Spacings (in) 42.00 48.00 52.00 Design Z --Inset(ft)-- Z Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ----- ----- -------- ------- -------- ------- -------- 50.00 INSET 1.62 1.62 2.40 -0.96 0.96 -1.26 0.96 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft ---- ----------- ----- ----- --- ------ ----- --- ---- ----- 1 18.375 0.00 0.00 8Z16 0.61 0.19 LS2 -2.64 0.79 MS2 343 0.62 2 18.375 0.00 0.00 8Z16 0.61 0.19 RL2 -2.64 0.79 MS2 343 0.62 ----------------------------------------------------7---------- Total weight per run = 109.88 lbs Maximum stress ratio = 0.79 ME Page 1RS-1 12/12/01 08:44:19 AM Ver. 15.2 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer RPL Job Number: 51928101 Part: 1 Desc: GC 241X40IX11110 A 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays GC 24.00Oft 40.00Oft 12.00Oft 0.000ft 1.000:12 1.000:12 2 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to. Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 11.833ft 0.00ft * Left 4 S I 0.000ft Rear : 11.833ft 0.00ft * Right 4 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 97ubc 4 0 3 C N 1.5 1.00 30.00 42.86 80.00 17.38 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D_Snow: 30.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/ 90 ****** REAR SW GIRT STRUCTURES ******** Load Comb 1 : WL+ Load Comb 2 : WL - Z Spacings (in) . 42.00 48.00 52.00 ASF: 1.333 ASF: 1.333 Design Z --Inset(ft)-- Z_Strip --Int.Zone Coef--- --Ext.Zone Coef--- Spc(in) Cond. ------ Left Right ----- ----- (ft) Suction Pressure Suction Pressure ------ 50.00 INSET 1.62 1.62 ------- .2.40 ------- -------- -0.96 0.96 ------- -------- -1.26 0.96 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) -- ------ ---- ----------- kips ----- ----- kip -ft --- ------ ----- --- 1 18.375 0.00 0.00 8Z16 0.61 0.19 LS2 -2.64 0.79 ---- MS2 343 ----- 0.62 2 18.375 0.00 0.00 8Z16 0.61 0.19 RL2 -2.64 0.79 MS2 343 0.62 ------------------------------------------------------------------------------ Total weight per run = 109.88 lbs Maximum stress ratio = 0.79 41 Page 1LW-1 12/12/01 08:44:41 AM Ver. 15.2 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : RPL Job Number: 51928101 Part: 1 Desc: GC 241X40IX11110 A 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays GC 24.000ft 40.00Oft 12.00Oft 0.000ft 1.000:12 1.000:12 2 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 11.833ft 0.00ft * Left 4 S I 0.000ft Rear : 11.833ft 0.00ft * Right 4 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 97ubc 4 0 3 C N 1.5 1.00 30.00 42.86 80.00 17.38 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 30.00 psf Wind Imp. Factor: 1.00 ****** LEFT EW GIRT STRUCTURES ******** Load Comb 1 WL+ Load Comb 2 WL - Z Spacings (in) . 42.00 48.00 64.00 ASF: 1.333 ASF: 1.333 Defl. Limit:L/ 90 Design Z --Inset(ft)-- Z_Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ----------- ------- ------- -------- ------- -------- 56.00 INSET 0.00 0.00 2.40 -0.90 0.90 -1.20 0.90 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S_ Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft -- ---- ----------- ----- ----- --- ------ --------- ---- ----- 1 24.000 0.00 0.00 8Z13 0.89 0.11 LS2 -4.91 1.00 MS2 189 1.00 ------------------------------------------------------------- Total weight per run = 97.44 lbs Maximum stress ratio = 1.00 d9 ® Page 1RW-1 12/12/01 08:44:54 AM Ver. 15.2 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer RPL Job Number: 51928101 Part: 1 Desc: GC 241X40IX11110 A 86AISI -------------7---------------------------------------------------------------- Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays GC 24.00Oft 40.00Oft 12.00Oft 0.000ft 1.000:12 1.000:12 2 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt -Type Overhang Front: 11.833ft 0.00ft * Left 4 S I 0.000ft Rear 11.833ft 0.00ft * Right 4 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_4W Coastal DL COLL. LL G_Snow WL_mph WL_psf 97ubc 4 0 3 C N 1.5 1.00 30.00 2.86 80.00 17.38 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 30.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/ 90 ****** RIGHT EW GIRT STRUCTURES ******** Load Comb 1 WL+ ASF:1.333 Load Comb 2 WL- ASF:1.333 Z Spacings (in) : 42.00 48.00 64.00 Design Z--Inset(ft)-- Z Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ----- ----- ------- ------- -------- ------- -------- 56.00 INSET 0.00 0.00 2.40 -0.90 0.90 -1.20 0.90 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft --- ---- ----------- ----- ----- --- ------ ----- --- ---- ----- 1 24.000 0.00 0.00 8Z13 0.89 0.11 LS2 -4.91 1.00 MS2 189 1.00 -------------------------------_--------------- Total weight per run = 97.44 lbs Maximum stress ratio 1..00 W 7 SECTION 5 • PANEL SECTION • 0 • �0__ .;00 . VUV* American Bj&alings Company PANEL PROFILE it 1 a• 4• a 1114' 50'S 30' L7732• 1314.1 1 i it 7nr PARTIAL CROSS SECTION u Designated Gage of Steel E'n ineering ropert% o i"► rierica RIRI X0 9 Pa II�Pane Base Total Panel Top Metal Thickness Weight In Com ression Thickness (Inches) Square IxSx Inches Ft. In4/ft. In3/ft. F `A Bottom Fb In Com ression ksi Ix Sx I In4/ft. In3/ft. 29 Gage 0.0137 0.0146 0.71 0.030 0.025 0.026 0.036 36 26 Gage 0.0177 0.0184 0.90 0.043 0.039 0.036 0.047 36 24 Ga - e 0.0225 0.0230 1.12 0.060 0.054 0.048 0.060 36 22 Gage 0.0300 0.0301 1.47 0.083 0.084, 0.070 0.082 ..30 9nated DesiGage of Steel Number x' mtar£Taal tRiiarmt�oa�ln PS' of Spans L = 3'-0" 3'-4" 4'-0" 4'-6" 5'-0" 6'-0" 7'-0" 29 Gage Steel 1 67/-95 55/-75 38/43 30/-30 24/-22 15/-13 9/_8 2 95/-67 77/-55 53/-38 42/-30 34/-24 24/-17 17/-12 3 119 / -84 96/-68 67/47 53/-37 43/-30 27/-21 17/-15 4 111/-79 90/-64 62/44 49/-35 1 40/-28 28 / -20 . 18/-14 26 Gage Steel 1 105/-124 85/-101 59/-58 47/41 361/-30 21/-17 13/-11 2 124/-105 101/-85 70/-59 55/-47 45/-38 31/-26 23/-19 3 156/-131 126/-106 88/-74 69/-58 56/47 39/-33 25/-21 4 145/-122 118/-99. 82/-69 65/-54 52/-44 36/-31 26/-22 24 Gage Steel 1 145/-160 118/-130 82/-78 65/-55 50/-40 29/-23 18/-15 2 160/-145 130/-118 90/-82 71/-65 58/-52 40/-36 29/-27 3 200/-181 162/-147 113/-102 89/-81 72/-65 50/44 34/-28 4 187/- 1 169 151/-137 105/-95. 83/-75 .671-61 47/-42 34/ -29 22 Gage Steel 1 188/-182 152/-147 1061-102 83/-81 68/-59 40/-34 25/71 2 182/-188 147/-152 102 / -106 81 / -83 65/-68 45/47 33/-34 3 227/-235 184/-190 128 / A 32 101 / -104 82/-84 57/-59 42/40 4 1212/-219,172/-177 119 / -123 94 / -97 76/-79 53/-55 39/-40 1. Section properties have been calculated in accordance with the AISI Specification for the Design of Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999). 2. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown in the minimum design thickness and was used in determining section properties. 4. For loads shown, deflections are less than U150. 5. For wind loads the tabulated values can be multiplied by 1.33. SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 1, 2001 Section 5 Page 1 1 American Bedings Company Plant Locations: E aula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH PANEL PROFILE 1r 3112• 4114• I I I I I 13116" J_ 42'2. 1 '! 112' x-3132' PARTIAL CROSS SECTION Section properties have been calculated in accordance with the 1996 AISI specifications. 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. For loads shown, deflections are less than U150. 5. For wind loads the tabulated values can be multiplied by 1.33. SUBJECT TO CHANGE WITHOUT NOTICE REVISED DECEMBER 15 2000 Section 5 Page 1a Eng ne�eP ope"N esaf�A ME Iwo Pn`el Base Total Panel Top Bottom Metal Thickness Weight In Compression In Compression Thickness (Inches) Square Ix Sx Ix Sx Inches Ft. In4/ft. In3/ft. In4/ft. In3/ft. Fb ksi 26 Gage 0.0180 0.0198 0.94 0.036 0.032 0.022 0.031 36 24 Gage 0.0224 0.0242 1.14 0.048 0.046 0.031 0.040. 36 Number of Spans ..��;�� `, 8XF L = 3'-0" 31-4" 4'-0" 4'-6" 5'-0" 6'-0" 26 Gage Steel 1 85/-83 69/-62 48/-36 38/-25 30/-18 17/-11 2 83/-85 67/-69 47/-48 37/-38 30/-31 21/-21 3 103/-107 84/-86 58/-60 . 46/47 37/-35 26/-20 4 96/-100 78/-81 54/-56. 43/44 35/-36 241-21 -2.1 24 Gage Steel 1 123/-107 99/-86 69/-51 55/-36 40/-26 23/-15 2 107/-123 86/-99 60/-69 47/-59 38/44 27/-31 3 133/-153108/-124 75/-86 59/-67. 48/-49 33/-28 4 124 / -1431101 / -116 70 / -81 55/-641 45/-52 31/-30 Section properties have been calculated in accordance with the 1996 AISI specifications. 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. For loads shown, deflections are less than U150. 5. For wind loads the tabulated values can be multiplied by 1.33. SUBJECT TO CHANGE WITHOUT NOTICE REVISED DECEMBER 15 2000 Section 5 Page 1a 0 0 American BOalings Company uVr PANEL PROFILE 17 T r— j -� 1 1I4' i L?/3rj ye 3/e - PARTIAL CROSS SECTION Designated Gage of Steel Base Metal Thickness Inches Total Thickness (Inches) Panel Weight Square Ft. Top In Com ression Ix Sx In4/ft. I In3/ft. Bottom In Com ression Ix Sx In4/ft. In3/ft. Fb ksi 29 Ga - e 0.0137 0.0146 0.71 0.0261 0.036 0.030 0.0251 36 26 Ga - e 0.0177 0.0184 0.90 0.036 0.047 0.043 0.039 36 24 Gage 0.0225 0.0230 1.12 0.048 0.060 0.060 0.054 36 22 Gage 0.0300 0.0301 1.47 0.070 0.082 0.083 0.084 30 Designated Gage of Steel Number of Spans L = 4'-0" f x� utn$ta u k. Ufa wr 4'-6" 5'-0" 5'-6" 6'-0" 7'-0" 1 8'-0" 29 Gage Steel 1 53/-38 38/-30 28/-24 21/-20 16/-17 10/-11 7/-8 2 38/-53 30/42 24/-34 20/-28 17/-24 12/-17 9/-13 3 47/-67 37/-53 30/43 25/-35 21/-30 15/-22 12/-14 4 44/-62 35/49 28/40 23/-33 20/-28 . 14/-18.. 11 / -12 26 Gage Steel 1 70/-59 511/47 37/-38 28/-31 22/-26 14/-16 9/-11 2 59/-70 47 / -55 1 38/45 31/-37 26/-31 19/-23 15/-18 3 74/-88 58/-69 47/-56 39/46 33/-39 24/-29 17/-21 4 69/-82 54/-65 44/-52 36/43 31/-36 . 22/-26 15/-18 24 Gage Steel 1 90 / -82 69/-65 50/-52 38/-43 29/-36 12 / 715 1-18/-23 2 82/-90 65/-71 52/-58 43/48 36/-40 27/-29 20/-23 3 102/-113 81/-89 65/-72 54/-60 45/-50 33/-37 23/-28 4 95/-1 05 75/-83-1 61/-67 50/-56 42/47 29/-34 20/-24 22 Gage Steel 1 102/-106 81/-83 1 65/-68 54/-56 42/47 27/-32 18/-21 2 106/-102 83/-81 68/-65 56/-54 47/45 34/-33 26/-26 3 132/-128 104/-101 84/-82 70/-68 59/-57 43/42 33/-32 4 123/-119 97/-94 79 / -76 65/-63 55/-53 1 40/-39 29/-30 1. Section properties have been calculated in accordance with the AIS/ Specification for the Design of Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999). 2. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown in the minimum design thickness and was used in determining section properties. 4. For loads shown, deflections are less than U120. 5. For wind loads the tabulated values can be multiplied by 1.33. SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 1, 2001 • • American B40ings Company PANEL PROFILE 1Y i 11 1116'. 1 7/8' 2 1/8' 1718* 2 1/8' 1718" ,1 1116'1 I 3116',: 3/1fi', 3118',1 j 2 118' , 11 64' 1 ' '1 3/16' 39'1_ 1314' 21/4' i 1 3l4' i V8' j - PARTIAL CROSS SECTION 1. Section properties have been calculated in accordance with the 1996 AISI specifications. 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. The Architecural panel is limited to wall applications. 5. For loads shown, deflections are less than U90. 6. Tabulated values are for bending and includes 1/3 increase for wind. SUBJECT TO CHANGE WITHOUT NOTICE REVISED DECEMBER 15, 2000, Section 5 Page 2a In�eel�ro ie5 of �►mercari s /4►rrrrh�tectral Panei Base Metal Thickness Inches Total Thickness (Inches) Panel Weight Square Ft. Top In Com ression Ix Sx In4/ft. In3/ft. Bottom In Com ression Ix Sx In4/ft. In3/ft. Fb ksi 26 Ga - e 0.0180 0.01981 0.94 0.021 0.030 0.037 0.034 36 24 Gage 0.0224 0.02421.1.14 0.030 0.039 ..0.047 .0.047 36 Number of Spans L = 4'-0" 01 MF z Ma 4'-6" 5'-0" 5'-6" 6'-0" 7'-0" 8'-0" 26 Gage Steel 1 57/-68 40/-54 29/-44 22/-36 17/-30 11/-19 7/-13 2 68/-60 54/47 44/-38 36/-32 30/-27 22/-20 17/-15 3 85/-75 671-59 54/48 42/-40 32/-33 20/-24 14/-19 4 79/-70 63/-55 51/45 42/.-37. 34/-31. 21/-23 14/-18 24 Gage Steel 1 78/-94 58/-74 42/-60 32/-49 24 15/-24 10/-16 2 -/-38 94/-78 74/-62 60/-50 50/41 42/-35 31/-25 24/-20 3 118/-98 93/-77 75/-62 59/-52 46/43 29/-32 1 19/-24 4 110/-91 87 / -72 70/-58 58/48 49/-40 31/-30 21/-23 1. Section properties have been calculated in accordance with the 1996 AISI specifications. 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. The Architecural panel is limited to wall applications. 5. For loads shown, deflections are less than U90. 6. Tabulated values are for bending and includes 1/3 increase for wind. SUBJECT TO CHANGE WITHOUT NOTICE REVISED DECEMBER 15, 2000, Section 5 Page 2a • • 2 PANEL PROFILE American Bor/ings Company 24' 2' I ! i3. i I I 4 9116' 5 1/16' I 5 1/16' 4 9116' 314' i L2 3/8- : 19 1/4' 2 318- CROSS SECTION 1. Section properties have been calculated in accordance with the 1996 AISI specifications. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. For loads shown, deflections are less than U150. 5. For wind loads the tabulated values can be multiplied by 1.33. i BJECT TO CHANGE WITHOUT NOTICE REVISED DECEMBER 15. 2000 Base Metal Thickness Inches Total Thickness (Inches) Panel Weight Square Ft. Top In Com ression Bottom In Com ression Fb ksi Ix Sx In4/ft. In3/ft. Ix In4/ft. Sx In3/ft. 24 Gage 1 0.02241 0.0242 1.20 0.121 0.076 0.122 0.0771 30 22 Gage 1 0.0301 0.0318 1.59 0.165 0.105 0.178 .0.107 30 Number of Spans OrMaxirnutr3Total niform�nadrt5>� L = 3'-0" 3'-4" 4'-0" 4'-6" 5'-0" 24 Gage Steel 1 169 137 95 75 61 2 171 139 96 76 62 3 214 173 120 95 77 4 200 162 112 891 72 22 Gage Steel 1 233 189 131 104 84 2 238 193 134 106 86 3 297 241 167 132 107 4 2781 2251 1561 1231 100 1. Section properties have been calculated in accordance with the 1996 AISI specifications. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. For loads shown, deflections are less than U150. 5. For wind loads the tabulated values can be multiplied by 1.33. i BJECT TO CHANGE WITHOUT NOTICE REVISED DECEMBER 15. 2000 0 American BiWings Company i UIJV� 4 � � z_� . ,,�.. Eng>Ineertng�Parbop�ez�, 1M.�'i�`��.rl��,"�va`"i"'" es�ofArn�encan's�stana�n��Seam36��Panel� �.N'*y—�"�s� _ .,,x.�3..'� 24' Base Metal Thickness Inches Total Thickness (Inches) Panel Weight Square Ft. Top In Compression, Bottom In Compression Fb ksi Ix Sx In4/ft. In3/ft. Ix Sx In4/ft. In3/ft. 24 Gage 1 0.0224 tr 1.20 0.121 0.0761 229132'i i i ; 3* 22 Gage 1 0.0301 0.0318 2: 0.165 0.105. k h i s 30 I. Number of Spans P S' • '�' 24 Gage Steel 1 169 137 95 75 61 2 ! 4 9/16' 51118' , 51118' i 4 9118' I i 3l4' 96 76 62 3 214 173 2 3/8' I 1911/4' 123/8' I 4. PANEL PROFILE 112 89 72 CROSS SECTION 4 � � z_� . ,,�.. Eng>Ineertng�Parbop�ez�, 1M.�'i�`��.rl��,"�va`"i"'" es�ofArn�encan's�stana�n��Seam36��Panel� �.N'*y—�"�s� _ .,,x.�3..'� 1:xs,,,�—r �`s�� Base Metal Thickness Inches Total Thickness (Inches) Panel Weight Square Ft. Top In Compression, Bottom In Compression Fb ksi Ix Sx In4/ft. In3/ft. Ix Sx In4/ft. In3/ft. 24 Gage 1 0.0224 0.0242 1.20 0.121 0.0761 0.122 0.0771 30 22 Gage 1 0.0301 0.0318 1:59. 0.165 0.105. 0.178 0.1071 30 Number of Spans MMaziinumiai�alUnifom�iaad�ti; S' L = 3'-0" 3'4" 4'-0" 4'-6" 5'-0" 24 Gage Steel 1 169 137 95 75 61 2 171 139 96 76 62 3 214 173 120 95 77 4. 200 162 112 89 72 22 Gage Steel 1 233 189 131 104 84 2 238 193 134 106 86 3 297 241 167 132 107 4 2781 2251 1 61 123 100 1. Section properties have been calculated in accordance with the 1996 AISI specifications. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. For loads shown, deflections are less than U150. SUBJECT TO CHANGE WITHOUT NOTICE ISSUED DECEMBER 15,200 Section 5 Page 3a • • PANEL PROFILE American Bodings Company 2 15/16" ; �i 1 3/4" L 1/2" i i 31/32" 16" NET COVERAGE CROSS SECTION 60° 5° 2 7/a" 7/16"j- 7/8- American /16 j1 '�—I i = i I 7/8" ���� 71[�1'!leelxitg�PiOeltl@S Base Metal Thickness Inches Total Thickness (Inches) I ; i Top In Com ression Bottom In Com ression Fb ksi PANEL PROFILE American Bodings Company 2 15/16" ; �i 1 3/4" L 1/2" i i 31/32" 16" NET COVERAGE CROSS SECTION 60° 5° 2 7/a" 7/16"j- 7/8- American /16 j1 '�—I i = i I 7/8" ���� 71[�1'!leelxitg�PiOeltl@S Base Metal Thickness Inches Total Thickness (Inches) f�rtlEIC1[S�SII�CIOWPdR��- Panel Weight Square Ft. Top In Com ression Bottom In Com ression Fb ksi Ix In4/ft. Sx In3/ft. Ix Sx In4/ft. In3/ft. 24 Ga - e 0.0224 0.0242 1.55 0.185 0.407 0.1941 30 Number of Spans � L = 5'-0" ��murl►7��.n�#rna�n�PS� ,�,�,`, _0.285 > 6'-0" 8'-0" 10'-0" 12'-0" 14'-0" 16-0" 24 Gage Steel 1 197//-207 137/-144 77/-81 49/-52 34/-36 25/-26 19/-20 2 207/-197 144/-137 81/-77 52/49 36/-34 1 26/-25 18/-19 3 259/-247 180/-171 101/-96 56/-62 33/4 /-29 1, 14/-20 4 247/-230 168/-160 94/-90 60/-58 35/-40 1 22/-29 1 15 / -21 i. erection properties nave peen calculated In accordance with the 1996 AI51 specifications. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. The Shadow panel is limited to wall application. 5. For loads shown, deflections are less than U90. 6. Tabulated values are for bending and includes 1/3 increase for wind. SUBJECT TO CHANGE WITHOUT NOTICE REVISED DECEMBER 15, 2000 Section 75 Page 4 i • CROSS SECTION American BOdings Company F_ LOC -SEAM LOC -SEAM 360 1 63/64' I Til IT 1 i 16' CROSS SECTION 1. Section properties have been calculated in accordance with the 1996 AISI specifications. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. For loads shown, deflections are less than U150. 5. For wind loads the tabulated values can be multiplied by 1.33. SUBJECT TO CHANGE WITHOUT NOTICE REVISED DECEMBER 15, 2000 Section 5 .- Base Metal Thickness Inches Total Thickness (Inches) Panel Weight Square Ft. Top In Com ression Bottom In Com ression Ix Sx In4/ft. In3/ft. Fb ksi Ix Sx In4/ft. In3/ft. 24 Gage 0.0224 .0.0242. 1.352 0.153 0.083 0.081 0.066 30 22 Gage 0.030 0.03181 1.7841 0.208 0.1241 0.120 0.102 30 Number of Spans . T^ L = 3'-0" 3'-4" 4'-0" 4'-6" 5'-0" 6'-0" 24 Gage Steel 1 147 119 83 65 53 37 2 147 119 83 65 53 37 3 183 149 103 81 66 46 4 171 139 96 76 62 43 22 Gage Steel 1 227 184 128 101 82 57 2 227 184 128 101 82 57 3 283 230 159 126 102 71 4 265 214 149 118 95 66 1. Section properties have been calculated in accordance with the 1996 AISI specifications. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. For loads shown, deflections are less than U150. 5. For wind loads the tabulated values can be multiplied by 1.33. SUBJECT TO CHANGE WITHOUT NOTICE REVISED DECEMBER 15, 2000 Section 5 .- • CROSS SECTION American BVings Company LOC -SEAM LOC -SEAM 360 —1— 163/64 7 63/64' T t � 12' r CROSS SECTION s >''".. Base Metal Thickness Inches Engtneeing Total Thickness (Inches) Pyr pert es of�Ame casocSeamPa�nel Panel Top Bottom Weight In Compression In Compression Square Ix Sx IxSx Ft. In4/ft. In3/ft. In4/ft. In3/ft. Fb ksi 24 Ga - e 0.0224 0.0242 1.47 0.192 0.114 0.1081 0.088 30 22 Gage 0.030 0.0318 1.95. 0.261 0.162 0.1601' .160 0.135. 30 Number of Spans L = T-0" 3'-4" 4'-0" 4'-6" 5'-0" 6'-0" 24 Gage Steel 1 196 158 110 87 70 49 2 196 158 110 87 70 49 3 244 198 138 109 88 61 4 228 185 128 101 82 57 22 Gage Steel 1 300 243 169 133 108 75 2 300 243 169 133 108 75 3 375 304 211 167 135 94 4 3501 284 1971 1561 126 88 1. Section properties have been calculated in accordance with the 1996 AISI specifications. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. For loads shown, deflections are less than U150. 5. For wind loads the tabulated values can be multiplied by 1.33. SUBJECT TO CHANGE WITHOUT NOTICE REVISED DECEMBER 15, 2000 Section -5 Page 6 0 American BLVings Company PANEL PROFILE 6' 3/4', 1' ,3/4'. 31/2' .3/4',1 ?11!! i45'L 3/4' PARTIAL CROSS SECTION �i ntre o�ci�I��iArsa 90 1 11I a 11 ME mEeen?tf Base Metal Thickness Inches Total Thickness (Inches) Panel Weight Square Ft. Top In Com ression Ix Sx In4/ft. In3/ft. Bottom In Com ression Fb ksi Ix Sx In4/ft. In3/ft. 29 Gage 0.0140 0.0156 0.75 0.017 0.026 0.011 0.024 36 26 Gage 0.0180 0.0198 0.94 0.022 0.038 0.016 0.034 36 24 Gage 0.0224 0.0242 1.14 0.0271 0.051 0.022 0.046 36 Number of S ans W10— � Will, M�axmum Tat`al U"rtrfo�rmLoirt�PS)F ` .�. a W � L = 3'-0" 3'-4" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0" 29 Gage Steel 1 66/43 48/-31 28/-18 20/-13 14/-9 11/-7 8/-5 2 64/-69 52/-56 36/-39 28/-30 23/-22 19/-17 16/-13 3 80/-81- 65/-59 45/-34 36/-24 27/ -17 20/-13 16/-10 4 75/-81 61/-62 42/-36 33/-25 27/-18 21/44 .17/-11 26 Gage Steel 1 85/-62 62/45 1 36/-26 25/-18 18/-13 14/AID 11/-8 2 91/-101 73/-82 51/-57 40/-44 33/-32 27/-24 23/-19 3 113/-117 92/-86 64/49 48/-35 35/-25 26/-19 20/-15 4 106/-118 86/-91 60/-53 47/-37 37/-27 28/-27 21/-16. 24 Gage Steel 1 105/-85 76/-62 44/-36 31/-25 23/-18 17/-14 13/-11 2 123/-136 99/-110 69/-77 55/-60 44/-44 36/-33 31/-26 3 153/-161 124/-118 84/-68 59/48 43/-35 32/-2 25/-20 4 .143/-159 116/-125 81/-72 62/-51 45/-37 34/-28 26 / -21 1. Section properties have been calculated in accordance with the 1996 AISI specifications. 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. For loads shown, deflections are less than U150. 5. For wind loads the tabulated values can be multiplied by 1.33. SUBJECT TO CHANGE WITHOUT NOTICE REVISED DECEMBER 15, 2000 'Section 5 Page 7 0 • `� �,. ` uU�" PANEL PROFILE American Bealings, Company 0.3300' INSIDE 0.0625' INSIDE rte^ li I 1.7500'I1.4335"y' 0.9261'`0 12'.16' or 18' NET COVERAGE CROSS SECTION Enneerinipsl Base Metal Thickness Inches 09e�rties ofA�eri Total Thickness (Inches) t11* "MM Panel Weight Square Ft. a SacPanet 'r Top Bottom In Com ression In Com ression Ix Sx Ix Sx In4/ft. In3/ft. In4/ft. In3/ft. W Fb ksi Panel Width 18" 0.02241 0.0242 1.30 0.076 0.050 0.034 0.036 30 16" 0.0224 0.0242 1.35 0.085 0.1061 0.038 0.041 30 12" 0.0224 0.0242 1.47 0.109 0.0771 0.051 0.054. 30 Panel Width Number of S ans �01 � �Maxrmun Total tlr� form�Load , 0� 11-11 L =2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 18" 1 250 160 111 82 63 49 40 33 2 181 116 80 59 45 36 29 24 3 211 135 94 69 53 42 34 28 16" 1283 181 126 92 71 56 45 37 2 203 130 90 66 51 40 32 27 3 237 152 105 77 59 47 38 31 12" 1 383 245 170 125 96 76 61 51 2 270 173 120 88 68 53 43 36 3 315 202 140 103 79 62 50 42 1. All calculations for panel properties have been made in accordance with the 1996 edition of "Specifications for Cold -Formed Steel Design Manual" publised by American Iron and Steel Institute. 2. Values for 3 or more spans are based on 4 equal spans. 3. These load capacities are for the panel itself. Frames, purlins, clips, fasteners and all supports must be designed to resist load imposed by the panel. 4. Materials: Fy= 50 ksi for steel panels. 5. All loads are in PSF. 6. Loads shown are limited by U180 deflection. 7. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. SUBJECT TO CHANGE WITHOUT NOTICE ISSUED DECEMBER 15 2000 Section 5 Page 8 0 SECTION 6 • MISCELLANEOUS AND SPECIAL CONDITIONS C7 0 0standard Specifications ecifications forr _ American Buildings Company's May, 2001 Metal Building Systems L GENERAL 1.2 • 0. CONTENTS SCOPE.................................................................................... 3 I.L.I. Intent............................................................................. 3 1.1.2. Performance..................................................................3 1.1.3. Product Change............................................................ 3 BUILDING DESCRIPTION .................................................. 3 1.2.1. LRF............................................................................... 3 1.2.2. RF................................................................................. 3 1.2.3. LRF-M...........................................................................3 1.2.4. RF-M............................................................................ 3 1.2.5. GC................................................................................ 3 1.2.6. GC-M............................................................................ 3 1.2.7. LT................................................................................. 3 1.2.8. LP2............................................................................... 3 1.2.9. LP2-M.......................................................................... 3 1.2.10. LP4...............................................................................3 1.2.11. LP4-M...........................................................................3 1.2.12. LSS............................................................................... 3 1.2.13. LSS-M........................................................................... 3 1.2.14. SSF............................................................................... 4 1.2.15. SSF-M...........................................................................4 3. BUILDING NOMENCLATURE...........................................4 1.3.1. Roof Slope..................................................................... 4 1.3.2. Width.............................................................................4 1.3.3. Eave Height.................................................................. 4 1.3.4. Length............................................................................4 1.3.5. Bay Spacing (Standard) ............................................... 4 1.3.6. Bay Spacing (Shadow Panel) ........................................ 4 4. DRAWINGS AND CERTIFICATION..................................4 1.4.1. Drawings.......................................................................4 1.4.2. Certifications.................................................................4 1.4.3. RISC Certification......................................................... 4 2. STRUCTURAL STEEL DESIGN 2.1. GENERAL..............................................................................4 2.1.1. Structural Mill Sections ................................................. 4 2.1.2. Cold Formed Sections ................................................... 4 2.2. DESIGN LOADS....................................................................4 2.2.1. Loading Criteria............................................................ 4 2.2.2. Most Severe Conditions ................................................. 4 2.2.3. Load Projections........................................................... 5 2.2.4. Special Loads................................................................ 5 2.3. DESIGN POLICY.................................................................15 2.3.1. Standard Design Practices............................................5 2.3.2. Rigid Frame Design ..................................................... 5 3. BASIC MATERIAL SPECIFICATIONS 3.1. PRIMARY FRAMING STEEL..............................................5 3.1.1. Mill -Rolled Sections...................................................... 5 3.1.2. Built -Up Sections.......................................................... 5 3.1.3. Endwall "C"Sections...................................................6 3.2. SECONDARY FRAMING STEEL........................................6 3.2.1. Rolled Formed Sections.................................................6 3.2.2. Rolled Formed Sections (Galvanized) .......................... 6 3.3. ROOF AND WALL PANEL MATERIAL ............................ 6 3.3.1. 26 Gage Material - Zinc -Coated (Galvanized) ............. 6 3.3.2. 24 Gage Material - Zinc -Coated (Galvanized) ............. 6 3.3.3. 26 Gage Material - Aluminum -Zinc Alloy -Coated........ 6 3.3.4. 24 Gage Material - Aluminum -Zinc Alloy -Coated........ 6 3.3.5. 24 Gage Material - Aluminum -Zinc Alloy -Coated........ 6 3.3.6. 22 Gage Material - Aluminum -Zinc Alloy -Coated........ 6 4. STRUCTURAL FRAMING 4.1. GENERAL............................................................................. 6 4.1.1. Field Bolt Assembly...................................................... 6 4.1.2. Shop Connections.......................................................... 6 4.1.3. Identification Mark ....................................................... 6 4.1.4. Visual Inspection...........................................................6 4.2. PRIMARY FRAMING........................................................... 6 4.2.1. Rigid Frame.................................................................. 6 4.2.2. Endwall Frames............................................................ 6 4.2.3. Plates. Stifjeners, etc ..................................................... 6 4.2.4. Bolt Holes..................................................................... 6 4.3. SECONDARY FRAMING .................................................... 6 4.3.1. Purlins and Girts........................................................... 6 4.3.2. Eave Struts.................................................................... 6 4.3.3. Base Angle.................................................................... 7 4.4. BRACING.............................................................................. 7 4.4.1. Diagonal Bracing.......................................................... 7 4.4.2. Flange Bracing............................................................. 7 4.4.3. Special Bracing............................................................. 7 5. ROOF AND WALL COVERING 5.1. GENERAL............................................................................. 7 5.1.1. Wall Panel..................................................................... 7 5.1.2. Roof Panel.................................................................... 7 5.1.3. Liner and Soffit Panel ................................................... 7 5.1.4. Facade Fascia Panel .................................................... 7 5.1.5. Long Span III Panel ...................................................... 7 5.1.6. Architectural III Panel ................................................. 7 5.1.7. Multi -Rib Liner Panel ................................................... 7 5.1.8. Long Span Liner Panel ................................................ 7 5.1.9. Shadow Panel.............................................................. 7 5.1.10. Soffit Liner Panel.......................................................... 7 5.1.11. Standing Seam Panel ................................................... 7 5.1.12. Loc Seam Panel............................................................. 7 5.1.13. Mansard Fascia Panel .................................................. 8 5.1.14. Seam Loc Panel............................................................. 8 5.2. PANEL DESCRIPTION........................................................ 8 5.2.1. Long Span III Panel ...................................................... 8 5.2.2. Architectural 111 Panel .................................................. 8 5.2.3. Multi -Rib Panel............................................................ 8 5.2.4. Shadow Panel.............................................................. 8 5.2.5. Soffit Liner Panel.......................................................... 8 5.2.6. Standing Seam Panel .................................................... 8 5.2. i. Loc Seam Panel .............................. 8 5.2.8. Mansard Fascia Panel ................... 8 5.2.9. Seam Loc Panel............................................................. 8 5.2.10 Panel Length.................................................................. 8 5.2.11. Endwall Edge Cuts ........................................................ 8 5.2.12. Oil canning..................................................................... 8 6. MISCELLANEOUS MATERIAL SPECIFICATIONS 6.1. FASTENERS.......................................................................... 8 6.1.1. Structural Bolts............................................................. 8 6.1.2. Fasteners for Roof Panels ............................................. 9 6.1.3. Fasteners for Roof Panel Side Laps .............................. 9 6.1.4. Fasteners for Roof Panels and Flashings ...................... 9 6.1.5. Fasteners for Roof Panel Clips ..................................... 9 6.1.6. Fasteners for- Wall Panels ............................................. 9 6.1.7. Fasteners for Wall Panel Side Laps ............................. 9 6.1.8. Fasteners for Shadow Panels ........................................ 9 6.1.9. Blind Fasteners (Rivets) ................................................ 9 6.2. PANEL CLIPS........................................................................9 13 6.2.1. Standing Seam II Panel Clips ....................................... 9 6.2.2. Loc Seam Panel Clips..................................................10 13 6.2.3. Mansard Fascia Panel Clips.......................................10 Standing Seam 360 Panel Clips.................................10 13 92.4. 2.5. Seam Loc Panel Clips.................................................10 13 6.3. CLOSURES AND SEALANTS...........................................10 13 6.3.1. Closure Strips..............................................................10 6.3.2. Metal Closures............................................................10 13 6.3.3. Sealer: Long Span and Multi -Rib Panels...................10 13 6.3.4. Sealer: Standing Seam, Loc Seam & Seam Loc .........10 6.3.5. Sealer: Standing Seam and Loc Seam Panels .............10 13 6.3.6. Caulk...........................................................................10 6.4. GUTTER, FLASHINGS AND DOWNSPOUTS .................10 6.4.1. Crutters and Flashings.................................................10 6.4.2. Downspouts.................................................................10 7. PAINTING 7.1. STRUCTURAL PAINTING.................................................10 7.1.1. Uncoated Structural Steel............................................11 7.1.2. Shop Applied Primers.................................................11 Abrasions After Handling ............................................ I I a1.3. ONG LIFE COATED PANELS.........................................11 12 7.2.1. Base Metal...................................................................11 12 7.2.2. Prime Coat..................................................................11 12 7.2.3. E.Yterior Coat...............................................................11 7.2.4. Interior Finish.............................................................11 13 7.3. PREMIUM 70 COATED PANELS......................................11 13 7.3.1. Base Metal...................................................................11 7.3.2. Prime Coat..................................................................11 13 7.3.3. Exterior Coat...............................................................11 7.3.4. Interior Finish.............................................................11 13 7.4: PREMIUM 70M C.ED PANELS..................................11 7.4.1. Base Metal ......................................................... 1.1 7.4.2. Prime Coat.................................................................. 11 7.4.3. Exterior Coat..............................................................11 7.4.4. Interior- Finish............................................................. 11 8. ACCESSORIES 8.1. WINDOWS...........................................................................12 8.1.1. Standard Windows......................................................12 8.1.2. Narrow Light Windows...............................................12 8.1.3. Thermal Barrier Windows ........................................... 12 8.2. PERSONNEL DOORS......................................................... 12 8.2.1. Standard Doors........................................................... 12 8.2.2. Door Frames............................................................... 12 8.2.3. Locksets.......................................................................12 8.2.4. Panic Devices.............................................................. 13 8.3. PRE -ASSEMBLED PERSONNEL DOORS ........................ 13 8.3.1. Standard Doors...........................................................13 8.3.2. Door Frames............................................................... 13 8.3.3. Locksets.......................................................................13 8.3.4. Panic Devices.............................................................. 13 8.3.5. Threshold.................................................................... 13 8.4. SLIDING DOORS................................................................ 13 8.4.1. Double Sliding..............................................................13 8.4.2. Shipping....................................................................... 13 8.5. OVERHEAD DOOR FRAMING ......................................... 13 8.5.1. Support Framing.........................................................13 8.6. GRAVITY VENTILATORS ................................................ 13 8.6.1. Ridge Ventilator..........................................................13 8.6.2. 20" Round Ventilator..................................................13 8.7. LOUVERS............................................................................13 8.7.1. Standards....................................................................13 8.8. SKYLIGHTS........................................................................ 14 8.8.1. Roof Panels.................................................................13 8.8.2. Wall Panels.................................................................14 8.9. INSULATION...................................................................... 14 8.9.1. Standards....................................................................14 8.9.2. Facings........................................................................14 8.9.3. Thermal Blocks...........................................................14 8.9.4. Rigid Foam Insulation ................................................ 14 8.10. ROOF CURBS.................................................................... 14 8.10.1. Standards....................................................................14 8.11. PIPE FLASHING............................................................... 14 8.11.1. Standards.................................................................... 14 9. ERECTION AND INSTALLATION...................................14 10. BUILDING ANCHORAGE AND FOUNDATION ..........15 11. WARRANTIES....................................................................15 MAS. 2(1(11 I GENERAL 1.1 SCOPE 1.1.1 The attached specifications cover the standard materials and components used in the design and fabrication of American Buildings Company's metal building sys- tems. 1.1.2 These specifications are an outline of performance to insure that the architect, engineer, builder and/or owner understand the basis for design, manufacture and appli- cation of all American Buildings Company's metal building systems. 1.1.3 Due to a continuing program of research and develop- ment, specifications in this manual are subject to change without notice. • 1.2 BUILDING DESCRIPTION Simple 0 sidewall girts are inset into the column line. 1.2.7 LT Lean-to is a single slope extension to a primary structure which provides structural support. These units usually have the same standard roof slope and girt de- sign as the building to which they are attached. 1.2.8 LP2 Low Profile, Clear Span is a continuous frame building with a standard roof slope of 1/2:12. The pri- mary frames have tapered beams on uniform depth col- umns. The bottom flange of the tapered beam is hori- zontal. Simple span sidewall gins are inset into the column line. 1.2.9 LP2-M Low Profile, Interior Column is a continuous frame building with a standard roof slope of 1/2:12. The primary frames have tapered rafters and uniform depth columns and have one or more interior columns. Simple span sidewall girts are inset into the column line. 1.2.1 LRF Rigid Frame (Low Profile) Clear Span is a con- 1.2.10 tinuous frame building with a standard roof slope of 1:12. The primary frames have tapered columns and rafters, and the continuous sidewall girts bypass the column. 1.2.2 RF Rigid Frame (High Profile) Clear Span is a continu- ous frame building with a standard roof slope of 4:12. The primary frames have tapered columns and rafters, and the continuous sidewall girts bypass the columns. 1.2.11 1.2.3 LRF -M Rigid Frame (Low Profile) Interior Column is a continuous frame building with a standard roof slope of 1:12. The primary frames have tapered columns and • rafters, and have one or more interior columns. Con- tinuous sidewall girts bypass.the columns. 1.2.4 RF -M Rigid Frame (High Profile) Interior Column is a continuous frame building with a standard roof slope of 4:12. The primary frames have tapered columns and 1.2.12 rafters, and have one or more interior columns. Con- tinuous sidewall girts bypass the columns. 1.2.5 GC Girder Column, Clear Span is a continuous frame building with a standard roof slope of 1:12. The pri- mary frames have tapered beams on uniform depth col- umns. The bottom flange of the tapered beam is hori- zontal. Simple span sidewall girts are inset into the 1.2.13 column line. 1.2.6 GC -M Girder Column, Interior Columns is a continu- ous frame building with a .standard roof slope of 1:12. The primary frames have tapered beams of uniform depth columns, and have one or more interior columns. MAV_ 2001 LP4 Low Profile, Clear Span is a continuous frame building with a standard roof slope of 1/4:12. The primary frames have uniform depth columns and ta- pered or uniform depth rafters. Simple span sidewall girts are inset into the column line. Due to the lower profile, LP4 buildings require the use of American Buildings Company's Standing Seam II, Standing Seam 360 or Loc Seam Roof System. LP4-M Low Profile, Interior Column is a continuous frame building with a standard roof slope of 1/4:12. The primary frames have tapered rafters on uniform depth columns, and have one or more interior columns. Simple span sidewall girts are inset into the column line. Due to the lower profile, LP4-M buildings require the use of American Buildings Company's Standing Seam II, Standing Seam 360, or Loc Seam Roof Sys- tem. LSS Low Profile, Single Slope is a continuous frame, clear span building with a standard roof slope of 1/4:12. The primary frames have tapered columns and rafters, and the continuous sidewall girls bypass the columns. Due to the low profile, LSS buildings require the use of American Buildings Company's Standing Seam Il, Standing Seam 360 or Loc Seam Roof System. LSS-M Low Profile, Single Slope, Interior Column is a continuous frame building with a standard roof slope of 1/4:12. The primary frames have tapered columns and rafters and have one or more interior columns. The continuous sidewall girts bypass the columns. Due to the low profile, LSS-M buildings require the use of American Buildings Company's Standing Seam II, Standing Seam 360 or Loc Seam Roof System. 1'2.14 SSF Single Slope, Inset Girts is a Sinuous frame, clear span building with a standard roof slope of 1/4:12. The primary frames have uniform depth columns and uniform depth or tapered rafters. Simple span sidewall girts are inset into the column line. Due to the low pro- file, SSF buildings require the use of American Build- ings Company's Standing Seam II, Standing Seam 360 or Loc Seam Roof System. 1.2.15 SSF-M Single Slope, Interior Columns, Inset Girts is a continuous frame, clear span building with a standard roof slope of 1/4:12. The primary frames have uniform columns and tapered rafters. Simple span sidewall girts are inset into the column line. Due to the low profile, SSF-M buildings require the use of American Buildings Company's Standing Seam Il, Standing Seam 360 or Loc Seam Roof Systema 1.3 BUILDING NOMENCLATURE 0 Standard Roof Slope a) 1" of rise for each 12" of horizontal run (LRF, LRF -M, GC). b) 4" of rise for each 12" of horizontal run (RF, RF - M). c) 1/2" of rise for each 12" of horizontal run (LP2, LP2-M). d) 1/4" of rise for each 12" of horizontal run (LP4, LP4-M, LSS, LSS-M, SSF, SSF-M). 1.3.2 Building "Width" is measured from outside to outside of sidewall girts except Shadow Panel. 1• Building "Eave Height" is a nominal dimension meas- ured from the bottom of the base plate on the column to the intersection of the roof and sidewall sheets. 1.3.4 Building "Length" is measured from outside to outside of endwall girts except Shadow Panel. 1.3.5 Standard "Bay Spacing" shall be 20', 25', or 30' between frame centerlines (except at end bays), unless otherwise specified, for buildings with Architectural (A2P) or Long Span (LSP) wall panels. Is and assembly of ilding components. These draw- ings will show anchor bolt settings, transverse cross sections, sidewall, endwall and roof framing, flashing and sheeting, and accessory installation details. 1.4.2 Certifications: Standard drawings and design analysis shall bear the seal of a registered professional engineer upon request. 1.4.3 AISC Certification, Category MB: All American Buildings Company's buildings systems shall be engi- neered and fabricated to meet the AISC certification standard for Category MB. 2 STRUCTURAL STEEL DESIGN 2.1 GENERAL 2.1.1 All structural mill sections or welded built-up plate sections shall be designed in accordance with the AISC "Specification for Structural Steel Buildings," Allow- able Stress Design and Plastic Design, June 1, 1989. 2.1.2 All Cold -Formed steel structural members shall be de- signed in accordance with the AISC "Specification for the Design of Cold -Formed Steel Structural Members," 1996 edition. 2.2 DESIGN LOADS 2.2.1 The design loads for the building shall be, in addition to their own dead load, the live, wind, snow and seismic loads required of the following as specified: 1.3.6 Standard "Bay Spacing" shall be 20', 24', or 28' between frame centerlines (except at end bays) for buildings 2.2.2 with Shadow Panel (HFP) walls. 1.4 DRAWINGS AND CERTIFICATION 1.4.1 Drawings. American Buildings Company shall furnish complete erection drawings for the proper identification May. 2601 a) Standard Building Code, by the Southern Building Code Congress International, Inc. b) The BOCA National Building Code, by the Build- ing Officials and Code Administrators, Inc. c) Uniform Building Code, by the International Con- ference of Building Officials. d) National Building Code of Canada, by the National Research Council of Canada. e) Low Rise Building Systems Manual, by the Metal Building Manufacturers Association. The building components shall be designed to meet the most severe conditions of load combinations set by the specified building code, but in no case be less than that produced by the following load combinations: A. Building dead load plus roof live load (or snow) B. Building dead load plus wind load C. Building dead load plus 0 load plus one-half roof snow load D. Building dead load plus roof snow load plus one- half wind load 2.2.3 Roof live and snow loads shall be applied on the hori- zontal roof projection. Wind loads shall be assumed to act horizontally and shall be applied as pressure and suction perpendicular to the building surfaces. 2.2.4 Where local jurisdiction dictates, designs based on other than above listed loads, combinations of loads, or method of load application may be obtained upon re- quest. 2.3 DESIGN POLICY 2.3.1 American Buildings Company's standard design prac- tices incorporate Serviceability Limits from the 1996 MBMA Manual (reprinted from AISC Steel Design Guide Series #3, "Serviceability Design Considerations for Low -Rise Buildings"). Owner requirements that exceed these considerations must be included in the building order documents. The applicable building code may also provide deflection limitations. Vertical Deflections: *Roof Snow = Factored 50 Yr. Ground Snow Purlins Roof Live or *Snow Load supporting metal roof only L/150 supporting ceiling tiles L/240 supporting plaster/drywall ceiling L/360 Rafters Roof Live or *Snow Load supporting metal roof only . L/150 • supporting ceiling tiles L/240 supporting plaster/drywall ceiling L/360 Floor Joist /Beams Floor Live Load supporting concrete slabs L/360 supporting plywood deck, etc. L/240 Crane Runway Crane Vertical Static Load top running cranes: CMAA Classes A, B, C L/600 CMAA Class D L/800 CMAA Classes E, F L/1000 underhung and monorail cranes: CMAA Classes A, B, C L/450 Jib Crane Crane Vertical Load L/225 Lintel Beams Total Load L/600 < 0.3" Horizontal Defle4ks: **10 Yr. = 50 Yr. x 75% Wall **10 Yr. Design Wind Pressure L/120 Panels Girts **10 Yr. Design Wind Pressure supporting metal wall L/120 supporting masonry wall L/240 < 1'/z" Frame **10 Yr. Design Wind Pressure supporting metal wall H/60 supporting masonry wall H/100 Crane Lateral Load or **10 Yr. Wind Pressure: pendant operated crane H/ 100 @ Runway cab operated crane H/240 < 2"@ Runway Crane Runways Crane Lateral Load L/400 Spandrel Beams ** 10 Yr. Design Wind Pressure L/240 The following serviceability limits of American Buildings Com- pany are also used for project design. Vertical Deflections: Roof Panels Roof or Live Snow Load L/150 Expansion and Contraction: Longitudinal Expansion Joint every 1000 feet Transverse Expansion Joint every 200 feet 2.3.2 It is the policy of American Buildings Company to de- sign rigid frames for the increased loading associated with two -span continuous purlins and girts. This ap- plies to all loads with a load path through a purlin or girt. An increase of 25% is normally associated with two equal bays. This is not applicable to the frame loading when purlins or girts are designed as "single -span". 3 BASIC MATERIAL SPECIFICATIONS 3.1 PRIMARY FRAMING STEEL 3.1.1 Steel for mill -rolled structural sections shall conform to the requirements of ASTM specification A 36 or ASTM A 572 Grade 50 as applicable. 3.1.2 Steel for all built-up sections shall meet as applicable the physical and chemical properties of. rmmiiii" Mav_ 2601 S i, A. ASTM A 572 Grade 50 with a rriink yield of 55,000 psi, or ASTM A 607, Grade 55, or ASTM A 570, Grade 55 or ASTM A 529, Grade 55 or ASTM A 709, Grade 50. B. ASTM A 572, Grade 50 or ASTM A 607, Grade 50 or ASTM A 570, Grade 50. 3.1.3 Steel for all endwall "C" sections shall meet the physi- cal and chemical properties of ASTM A 570, Grade 55. 3.2 SECONDARY FRAMING STEEL 3.2.1 Steel used to form purlins, girts, eave struts and "C" sections shall meet the physical and chemical properties of ASTM A 570, Grade 55 or ASTM A 607, Grade 55. 4 STRUCTURAL FOMING 4.1 GENERAL 4.1.1 Framing members shall be shop fabricated for field bolted assembly. The surfaces of the bolted connec- tions shall be smooth and free from burrs or distortions. 4.1.2 All shop connections shall be in accordance with the American Welding Society (AWS) Code for Building Construction or the Canadian Welding Bureau (CWB), as applicable. Certification of welder qualification will be furnished when required and specified at order entry. 4.1.3 All framing members where necessary shall carry an easily visible identifying mark. 3.2.2 Steel used to form zinc -coated (galvanized) purlins and girts shall meet the physical and chemical properties of 4.1.4 Visual inspection methods will be used for verification •ASTM A 653, Grade 50 and G90 Coating designation as described in ASTM A 924. of weld quality as outlined by the AWS -Structural Steel Welding code, Visual Inspection Acceptance Criteria, Table 6.1. 3.3 ROOF AND WALL PANEL MATERIAL 4.2 PRIMARY FRAMING Exterior panels shall conform to one of the following: 3.3.1 Panel material as specified shall be 26 gage zinc -coated 4.2.1 Rigid Frame: All rigid frames shall be welded, built-up "I" (galvanized) steel, coating designation G90, conform- sections or mill -rolled structural sections. The col- ing to the requirements of ASTM A 653, Grade 80. umns and the rafters may be either uniform depth or ta- Minimum yield strength shall be 80,000 psi. pered. 3.3.2 Panel material as specified shall be 24 gage zinc -coated 4.2.2 Endwall Frames: All endwall roof beams and endwall (galvanized) steel, coating designation G90, conform- columns shall be cold -formed °C° sections, mill -rolled ing to the requirement of ASTM A 653, Grade 80. structural sections, or built-up I sections as required Minimum yield strength shall be 80,000 psi. by design. Panel material as specified shall be 26 gage aluminum- 4.2.3 Plates, Stiffeners, etc.: All base plates, splice plates, zinc alloy -coated steel, conforming to the requirements cap plates, and stiffeners shall be factory welded into of ASTM A 792, Grade 80. Minimum yield strength place on the structural members. shall be 80,000 psi. 3.3.4 Panel material as specified shall be 24 gage aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 80. Minimum yield strength shall be 80,000 psi. 4.2.4 Bolt Holes, etc.: All base plates and flanges shall be shop fabricated to include bolt connection holes. Webs shall be shop fabricated to include cable brace or rod brace holes and flange brace holes. 4.3 3.3.5 Panel material as specified shall be 24 gage aluminum - zinc alloy -coated steel conforming to the requirements 4.3.1 of ASTM A 792, Grade 50B. Minimum yield strength shall be 50,000 psi. 3.3.6 Panel material as specified shall be 22 gage aluminum zinc alloy -coated steel conforming to the requirements of ASTM A 792, Grade 50B. Minimum yield strength 4.3.2 shall be 50,000 psi. 6 M ay. 2001 SECONDARY FRAMING Purlins and Girts: Purlins and girts shall be cold - formed "Z" or "C" sections with stiffened flanges. They shall be pre -punched at the factory to provide for field bolting to the primary framing. They shall be simple or continuous span as required by design. Eave Struts: Eave Struts shall be unequal flange, cold - formed "C" sections. 4.3.3 Base Angle: A base membele be supplied by which the base of the wall covering may be attached to the pe- rimeter of the slab. This member shall be secured to the concrete slab with concrete anchors as shown on the drawings. 4.4 BRACING 4.4.1 Diagonal Bracing: Diagonal bracing in the roof and sidewall shall be used to remove longitudinal loads (wind, crane, etc.) from the structure. This bracing will be furnished to length and equipped with bevel wash- ers, cut washers and nuts at each end. It may consist of rods threaded at each end or galvanized cable with suit- able threaded end anchors. panel ex* finish shall be either pre -painted G90 zinc -coated (galvanized) or pre -painted AZ50 alumi- num -zinc alloy -coated. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Ky- nar 5000) Finish. An embossed finish is available as an option. 5.1.6 American Buildings Company's Architectural III (A3P) wall panels as specified shall be 29, 26, or 24 gage 80,000 psi steel or 22 gage 50,000 psi steel. The panel exterior finish shall be either pre -painted G90 zinc - coated (galvanized) or pre -painted AZ50 aluminum - zinc alloy -coated. Panels shall have American Build- ings Company's Premium 70 Plus (Kynar 5000) Finish. An embossed finish is available as an option. 4.4.2 Flange Braces: The compression flange of all primary 5.1.7 American Buildings Company's Multi -Rib (MRP) liner framing shall be braced laterally with angles connecting panels as specified shall be 29 gage (nominal) Pre- to the webs of purlins or gins so that the flange com- painted G90 zinc -coated (galvanized) steel, prepainted • pressive stress is within allowable limits for any combi- AZ50 aluminum -zinc alloy coated or 26 gage perfo- nation of loadings. rated steel. Panels shall have American Buildings Company's Reflective White Long Life Finish. 4.4.3 Special Bracing: When diagonal bracing is not permit- ted in the sidewall, a rigid frame type portal, fixed base columns, or wall diaphragm must be used. Wind brac- ing in the roof and/or walls need not be furnished where it can be shown that the diaphragm strength of the roof and/or wall covering is adequate to resist the applied wind forces. 5 ROOF AND WALL COVERING 5.1 GENERAL 5.1.1 Wall panels shall be either American Buildings Com- 0 pany's Long Span III Panel (UP), Architectural III Panel (A3P) or Shadow Panel (HFP). 5.1.2 Roof panels shall be either American Buildings Com- pany's Long Span III Panel (L3P), Standing Seam 11 Panel (S2P), Standing Seam 360 Panel (S3P), Loc Seam Panel (LOC) or Seam Loc Panel (SLC). 5.1.3 Liner and soffit panels shall be either American Build- ings Company's Multi -Rib Panel (MRP), Long Span III Panel (UP) Architectural III Panel (A3P), or Soffit - Liner Panel (SLP). 5.1.4 Facade fascia panels shall be either American Buildings Company's Long Span III Panel (UP), Architectural III Panel (A3P), Shadow Panel (HFP), Mansard Fascia Panel (MFP) or Seam Loc Panel (SLC). 5.1.8 American Buildings Company's Long Span III (UP) liner panels as specified shall be 29 gage (nominal) pre- painted G90 zinc -coated (galvanized) steel, prepainted AZ50 aluminum -zinc alloy coated or 26 gage perfo- rated steel. Panels shall have American Buildings Company's Reflective White Long Life Finish. 5.1.9 American Buildings Company's Shadow Panels (HFP) shall be embossed 24gage 50,000 psi steel. The panel exterior finish shall be either pre -painted G90 zinc - coated (galvanized) or pre -painted AZ50 aluminum - zinc alloy -coated. Panels shall have American Build- ings Company's Premium 70 Plus (Kynar 5000) Finish. 5.1.10 American Buildings Company's Soffit -Liner Panels (SLP) shall be 24 gage steel. The panel exterior finish shall be either pre -painted G90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc alloy -coated. Pan- els shall have American Buildings Company's Premium 70 Plus (.Kynar 5000) Finish. 5.1.11 American Buildings Company's Standing Seam 11 (S2P) and Standing Seam 360 (S3P) Roof Panels as specified shall be 24 or 22 gage 50,000 psi steel. The panel exterior finish shall be either pre -painted G90 zinc -coated (galvanized) or pre -painted AZ50 alumi- num -zinc alloy -coated. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Ky- nar 5000) Finish. 5.1.12 American Buildings Company's Loc Seam Panels 5.1.5 American Buildings Company's Long Span III (UP) (LOC) as specified shall be 24 or 22 gage 50,000 psi roof and wall panels as specified shall be 29, 26, or 24 steel. The panel exterior finish shall be either pre - gage 80,000 psi steel or 22 gage 50,000 psi steel. The painted G90 zinc -coated (galvanized) or pre -painted M a v. 2001 AZ50 aluminum -zinc alloy -coated. Isainted panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. 5.1.13 American Buildings Company's Mansard Fascia Panels (MFP) as specified shall be 24 gage 50,000 psi steel. The panel exterior finish shall be either pre -painted G90 zinc -coated (galvanized) or pre -painted AZ50 alumi- num -zinc alloy -coated. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Ky- nar 5000) Finish. 5.1.14 American Buildings Company's Seam. Loc Panels (SLC) as specified shall be 24 or 22 gage 50,000 psi steel. The panel exterior finish shall be either pre- painted G90 zinc coated (galvanized) or pre -painted AZ50 aluminum zinc alloy -coated. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. PANEL DESCRIPTION 5.2.1 American Buildings Company's Long Span Ill Panel (L3P) shall have major ribs 1-1/4" high, spaced 12" on center. In the flat area between the major ribs are two smaller ribs. Each panel shall provide 36" net coverage in width. All roof panel side laps shall be at least one major rib and shall have a purlin bearing leg on the bot- tom section of the lap. 5.2.2 American Buildings Company's Architectural III Panel (A3P) shall have a configuration consisting of ribs 1- 1/4" deep. Major corrugations shall be spaced 12" on center. Panel design produces a decorative smooth shadow -line with semi -concealed fasteners. Architec- tural III panels shall provide a 36" net coverage in • width. 5.2.3 American Buildings Company's Multi -Rib Panel (MRP) shall have a configuration consisting of ribs 3/4" deep. Major corrugations shall be spaced 6" on center. Each panel shall provide 36" net coverage. 5.2.4 American Buildings Company's Shadow Panel (HFP) shall have a configuration 16" wide and 3" deep with a center rib 6" wide and 1-1/2" deep. The panel design produces completely hidden fastener panel. Net cover- age of each panel is 16". 5.2.5 American Buildings Company's Soffit Liner Panel (SLP) shall have a configuration consisting of 1" inter- locking ribs. The interlocking ribs are designed to con- ceal the panel fasteners. The Soffit Liner Panel shall provide a net coverage of 12". 5.2.6 American Buildings Company's Standing Seam Il (S2P) and Standing Seam 360 (S3P) Roof Panel shall have a configurationsisting of 2" high (3" including seam) by 4-3/4" wide rib, spaced on 24" centers. Pan- els shall be joined at the side laps with an interlocking seam standing 1" above the major rib. Each panel shall provide 24" net coverage in width. The female panel seam shall have factory applied sealant. 5.2.7 American Buildings Company's Loc Seam Panel (LOC) shall have a configuration 16" or 12" wide with 2" high vertical male and female ribs. The female seam shall have factory applied sealant. The panel seam shall be interlocked by a specially designed electric seaming machine. 5.2.8 American Buildings Company's Mansard Fascia Panel (MFP) shall have a flat surface with a male and female interlocking 1" seam. Panels shall have a 10-3/16" or 18-5/8" nominal coverage. A solid 3/8" minimum ply- wood decking or equivalent with a minimum 3:12 slope is required. 5.2.9 American Buildings Company's Seam Loc Panel (SLC) shall have a flat surface with a male and female inter- locking 1-3/4" seam. The female seam shall have fac- tory applied sealant. Panels shall have 12", 16" or 18" net coverage. A minimum 3:12 slope is required. 5.2.10 Panel Length: All wall panels shall be continuous from sill to roof line and all roof panels shall be continuous from eave to ridge except where length becomes pro- hibitive for handling purposes. Roof panel end laps shall be a minimum 6" for Standing Seam and Loc Seam panels and a minimum 4" for Long Span panels. Wall panel end laps shall be a minimum 3". 5.2.11 Endwall Edge Cuts: All endwall panels for buildings with 1:12 or less roof slope shall be square cut. All endwall panels for buildings with a roof slope over 1:12 shall be bevel cut. 5.2.12 A certain amount of waviness called "oilcanning" may exist in the flat portion of the panel. Minor waviness of the panel is not sufficient cause for rejection. Oilcan- ning does not affect the structural integrity of the panel. 6 MISCELLANEOUS MATERIAL SPECIFICATIONS 6.1 FASTENERS 6..1.1 Structural Bolts: All bolts used in primary splices and secondary framing connections shall be ASTM A 325 as required by design. 6.1.2 Fasteners for Roof Panels: Goof panels shall be at- tached to the secondary framing members by the fol- lowing: A. Premium roof fasteners shall be No. 12 x 1-1/4" or No. 14 x 1" self -drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assem- bled with an EPDM washer. Premium roof fasten- ers shall be used on all pre -painted or warranted roofs. B. Standard roof fasteners shall be No. 12 x 1-1/4" or No. 14 x 1" self -drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a corrosive resistant coat- ing over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. i6.1.3 Fasteners for roof panel side laps and flashing connec- tions: Long Span III Roof Panel side laps and flashing connections shall be stitched by the following: A. Premium roof fasteners shall be No. 14 x 7/8 self - drilling carbon steel screws with a molded zinc al- loy or capped stainless cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -painted or warranted roofs. B. Standard roof fasteners shall be No. 14 x 7/8" self - drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a corrosive resistant coating over zinc plating. Standard fasteners shall be used on unwar- ranted aluminum -zinc alloy -coated roofs only. 6.1.4 Fasteners for roof panel to flashing connections: Loc Seam and Standing Seam roof systems shall be the fol- lowing: A. Premium roof fasteners shall be No. 14 x 1" self - drilling carbon steel screws with molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -painted or warranted roofs. B. Standard roof fasteners shall be No. 14 x 1" self - drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a corrosive resistant coating over zinc plating. Standard fasteners shall be used on unwar- ranted aluminum -zinc alloy -coated roofs only. 6.1.5 Fastenerethe Roof Panel Clips: All Standing Seam and Loc Seam Panel clips shall be attached to the purlins by the following: A. Self -drilling screws for attaching expansion clips shall be carbon steel No. 12 x 1-1/4" hex -head, cadmium or zinc plated. The fasteners are applica- ble for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. B. Self -drilling screws for attaching expansion clips on bar joists shall be carbon steel No. 12 x 1-1/4" Tek 4 or No. 12 x 1-1/2" Tek 5 hex -head cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. 6.1.6 Fasteners for Wall Panels and Liner Panels: All Long Span III, Architectural III or Multi -Rib Panels shall be attached to the secondary framing members by means of self -drilling carbon steel screws, No. 12 x 1-1/4" hex washer head, cadmium or zinc plated, assembled with a 0.040" minimum thickness nylon isolation washer. The fasteners shall be color coordinated with a premium coating system which protects against corrosion and weathering. The fasteners are applicable for use with fiberglass blanket insulation up to 4" (6" for Architec- tural III Panels) in thickness. 6.1.7 Fasteners for Wall Panel side laps and Liner Panel side laps: All Long Span III, Architectural III or Multi -Rib Panel side laps shall be stitched by means of self - drilling carbon steel screws, No. 14 x 7/8" cadmium or zinc plated, assembled with a 0.040" minimum thick- ness nylon isolation washer. The fasteners shall be color coordinated with a premium coating system which protects against corrosion and weathering. 6.1.8 Fasteners for Shadow Panels: These fasteners shall be carbon steel, yellow chromate over zinc plate finish, No. 12 x 1" self -drilling hex -head screws with a special 1/2" x 1" rectangular locking nut. 6.1.9 Blind Fasteners: All blind fasteners shall be 1/8" di- ameter, high strength 6052 painted aluminum rivets as manufactured by USM POP or equal. 6.2 PANEL CLIPS 6.2.1 Panel clips (SSPC series) for the Standing Seam II Roof Panel shall be of a two part assembly. The tab portions are 2-1/2" wide, die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C, with fluorocarbon coating for corrosion resistance, or 301 stainless steel. The base portion of the clip shall be 2-1/4" or 3-1/4" (for thermal blocks) in height. The base shall be die formed from 12 gage, zinc -coated mAv_ 2601 (galvanized) steel. Total expansion*ability of the clip assembly shall be 2-1/2". 6.2.2 Panel clips (LSEC series) for the Loc Seam Panel shall be of a two part assembly. The tab portion shall be a nominal 2-3/8" or 3-1/8" (for thermal blocks) in height and 3" in width, die formed from 24 gage aluminum coated steel. The base shall be die formed from 18 gage zinc -coated (galvanized) steel. Total expansion capability of the clip shall be 1-1/4". 6.2.3 Panel clips (MFPC series) for the Mansard Fascia panel shall be a nominal 1" in height and 1-1/2" in width. The clip shall be die formed from 26 gage zinc -coated (galvanized) steel, or aluminum -zinc alloy -coated steel. 6.2.4 Panel clips (S3PC) for the Standing Seam 360 panel shall be a two part assembly. The tab portion is die formed .031 thick aluminum coated steel. The base shall be die formed 12 gage, zinc -coated (galvanized) material 2-1/4" or 3-1/4" (for thermal blocks) high and 6" long. The expansion capability of the clip shall be 2- 1/2". 6.2.5 Panel clips (SLPC) for the Seam Loc panel are a nomi- nal 1-3/4" in height and 3-3/4" in width (UL90) and 1- 3/4" in height and 2" in width (Standard) die formed 18 gage zinc -coated (galvanized) steel. 6.3 CLOSURES AND SEALANTS shall have factor0lied mastic, Sika Sika -Caulk 501 or equal. Its composition shall be 91% solids by weight. Service temperature range shall be from -60°F to +250°F. The material shall meet or surpass the re- quirements of Federal Specification TT -C -1796A, Type I, Class A. 6.3.5 Sealant: All American Buildings Company's Standing Seam and Loc Seam Roof end laps, roof flashing laps, ridges and eave shall be sealed with tape mastic, Sika Sika -Tape TC -95 or equal. The material shall be non- staining, non -corrosive, non-toxic, and non-volatile. Composition shall be 100% solid .ethylene propylene copolymer tape. Service temperature shall be from -60° F to +212°F. The material shall meet or surpass the re- quirements of Federal Specification TT -C -1796A, Type II, Class B. 6.3.6 Caulk: Eaves, endlaps, ridge and eave closures are sealed with non -skinning butyl caulk, Sika, SikaCaulk 501 or equal. Its composition is 91% solids by weight. Service temperature range is —60° F to +250° F. The material meets or surpasses requirements of Federal Specification TT -C -1796A, Type I, Class A. All gutter and downspout joints, roof accessories, doors, windows, and louvers shall be sealed with poly- urethane caulk, Sika, SikaFlex 219LM or approved equal. It shall meet or exceed the requirements of Fed- eral Specification TT -S -00230C, Type lI, Class A. 6.4 6.3.1 Closure Strips: The corrugations of the roof and wall panels shall be filled with preformed closed cell non- 6.4.1 shrinking, laminated polyethylene closures along the eave, ridge and rake when required for weathertight- . ness. 6.02 Metal Closures: The corrugations and pan area of the Standing Seam II and Standing Seam 360 Roof Panel shall be filled with formed metal closures. The closures shall be formed from 20 gage steel to the shape of the configuration. The closure exterior finish shall be 6.4.2 AZ55 aluminum -zinc alloy -coated. 6.3.3 Sealant: Long Span Panel roof side laps, end laps, roof flashing laps, ridges and eave shall be sealed with 1/2" x 1/8" tape mastic, Sika Sika -Tape TC -95 or equal. The material shall be non -staining, non -corrosive, non-toxic, and non-volatile. Composition shall be 100% solid ethylene propylene copolymer tape. Service tempera- ture shall be from -60° F to +212°F. The material shall meet or surpass the requirements of Federal Specifica- tion TT -C -1796A, Type II, Class B, and NAAMM SS - IC -68. GUTTER, FLASHING AND DOWNSPOUT Gutters and Flashings: All standard exterior gutters are 26 gage G90 zinc -coated (galvanized) or AZ50 alumi- num -zinc alloy -coated steel with a pre -painted finish in White or Burnished Slate. Standard rake flashing is 26 gage G90 zinc -coated (galvanized) or AZ50 aluminum - zinc alloy -coated steel with a pre -painted finish in Re- flective White or Burnished Slate. All other gutter and flashings shall be a minimum 26 gage steel. Downspouts: All downspouts shall be 28 gage zinc - coated (galvanized) or aluminum -zinc alloy -coated steel with color coordinated, pre -painted finish, rectan- gular in shape. 7 PAINTING ASTM testing is performed on specifically and care- fully prepared test coupons. These tests are designed to accurately compare varying products in a controlled environment and may or may not be indicative of actual field results. 7.1 STRUCTURAL PAINTING Primer systems are not intended as finish coat paint sys- tems and do not offer the uniformity of appearance, du - Seam, Loc Seam and Seam Loc Roof Panels side laps rability or corrosion resistance of a top coat applied 16 MAV. 200 l over a primer. Primers areSigned to promote the wetting action and adhesion of a top coat and offer only Dry Film Hardness ASTM D 3363 F -2H short-term corrosion protection from ordinary atmos- pheric exposure. Q.U.V. Weatherometer ASTM G 53 Passes 300 hours, no objectionable color 7.1.1 Shop Applied Primers - All uncoated structural steel change, chalking or members shall be cleaned of all foreign matter and blistering loose mill scale as per requirements of the Structural Steel Painting Council cleaning specification SSPC- Humidity Resistance ASTM D 2247 Passes 1000 hours SP2 and SSPC-SP1 as required. Structural steel mem- Salt Spray Resistance ASTM B 117 Passes 750 hours bers will then receive a one mill coat of American Reverse Impact ASTM D 2794 Passes, No Removal Buildings Company's red oxide primer. Primer meets Microbial Attack ASTM G 22 Passes or exceeds the performance requirements of the specifi- cation SSPC-15, for Type 1 Red Oxide Paint. Primer is 7.2.4 Interior Finish: The interior finish shall have a parch - not intended as a finish coat and is compatible only for ment polyester topcoat over an epoxy or urethane top coating with solvent based alkyd and modified al- primer. The dry film thickness shall be 0.3 mils.. kyd top coat paints. 7.3 PREMIUM 70 PLUS COATED PANELS 7.1.2 Pre -painted Cold Formed Materials — At American's option, cold formed secondary structural framing may 7.3.1 Base Metal shall be 29, 26, 24 or 22 gage G90 zinc - use pre -painted coil stock which eliminates the need for coated (galvanized) or AZ50 aluminum -zinc alloy - shop applied primer. Primer will be applied in a thick- coated steel. ness of .45 —.55 mils. Primer meets or exceeds the per- formance requirements of the specification SSPC-15, for shop applied Type 1 Red Oxide paint. Primer is notPrime 7.3.2 P Coat: The base metal shall be pretreated and intended as a finish coat. Due to lubricants used to aid then primed with an approved epoxy, urethane, or water the roll forming process, the application of a tie coat base primer. The dry film thickness of the primers shall must be used prior to application of a topcoat. be 0.25 mils minimum. 7.l .3 Abrasions caused by handling after painting as well as 7.3.3 Exterior Coat: After priming, the exterior side shall be the flaking of tight mill scale are to be expected. given a finish coat of a 70% minimum Kynar 5000 American Buildings shall furnish primer to allow for (PVDF) formulation. The dry film thickness of the top - touch -up of these areas by the contractor. coat shall be 0.90 mils minimum. The total dry film thickness shall be 1.05 mils minimum. Excellent 7.2 LONG LIFE COATED PANELS weatherability and resistance to coating deterioration shall be evident when subject to the following tests: 7.2.1 Base Metal shall be 26 or 24 gage G90 zinc -coated TEST TEST • (galvanized) or AZ50 aluminum -zinc alloy -coated steel. METHOD PERFORMANCE Specular Gloss ASTM D 523 Low Gloss, 5-10 at 60 7.2.2 Prime Coat: The base shall be pretreated and then degrees primed with an epoxy or urethane type primer for supe- Dry Film Hardness ASTM D 3363 F minimum rior adhesion and superior resistance to corrosion. The Film Adhesion ASTM D 3359 Excellent/No Removal dry film thickness shall be 0.2 mils. Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal 7.2.3 Exterior Coat: After priming, the exterior side shall be Abrasion Resistance ASTM D 968 Exceeds 60 liters Chemical Resistance ASTM D 1308 Excellent/No Removal given a Long Life coating, baked in excess of 500° F to Salt Spray Resistance ASTM B 117 Passes 1000 hours a controlled dry film thickness of 0.7 to 0.8 mils. Ex- Humidity Resistance ASTM D 2247 Passes 1000 hours cellent weatherability and resistance to coating deterio- Color Retention ASTM D 2244 No objectionable ration shall be evident when subject to the following tests: change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable TEST change. Minimum rat - TEST METHOD PERFORMANCE ing of 9 Specular Gloss ASTM D 523 25-35 degrees on a std. amer 60 deg. meter 7 3.4 Roof panels with the Premium 70 Plus finish must have a minimum 1/2:12 roof slope to qualify for Material M A v. 2001 11 Warranty. Interior Finish: The interio ish shall have 8 ACCESSORIES a parchment polyester topcoat or backer over an epoxy, urethane, or water base primer. The dry film thickness of the backer shall be 0.4 mils minimum. 8.1 WINDOWS 7.4 PREMIUM 70M COATED PANELS 8.1.1 Standard windows shall be horizontal slide units with a bronze finish, 3'-0" x T-0" and 4'-0" x T-0" in Architec- tural and Long Span Panel Walls,. and 4'-0" x T-0" in 7.4.1 Base metal shall be 29, 26, 24, or 22 gage G90 zinc- Shadow Panel Walls. They shall be furnished complete coated (galvanized) or AZ50 aluminum -zinc alloy- with 7/16" hermetically sealed double glass, hardware, coated steel. and half screen. Windows shall be self -flashing to American Buildings Company's wall panels. They shall conform to ASI A134.1 and shall be certified by 7.4.2 Prime Coat: The base metal shall be pretreated and Architectural Aluminum Manufacturers Association for then primed with an approved epoxy, urethane, or water high performance commercial construction, HS -132 -HP. base primer. The dry film thickness of the primers shall be 0.4 mils minimum. 8.1.2 Narrow Light Windows shall be wall units T-0" x 7' having dark bronze aluminum frames 1-3/4" x 4" and 1" solar bronze annealed insulated glass. The glazing 7.4.3. Exterior Coat: After priming, the exterior side shall be stop shall snap on using stainless steel spring clips. given a finish coat of a 70% minimum Kynar 5000 There shall be no exposed screws on the Glazing Bead. (PVDF) formulation. The dry film thickness of the top- The glass shall be set against the fin using Butyl Tape coat shall be 1.0 mils minimum. The total dry film and sealed on interior and exterior with silicone to in - thickness shall be 1.4 mils minimum. Excellent sure a water -tight seal and to enable truck shipment weatherability and resistance to coating deterioration without damage or glass slippage. shall be evident when subject to the following tests: 8.1.3 The Thermal Barrier Windows shall be horizontal slide TES units units with a bronze finish. They are available in 3'-0" x TEST METHOD PERFORMANCE 4'-0" x 3'-0", 4'-0" x 4'-0" and 6'-0" x T-0" size Specular Gloss ASTM D 523 Medium Gloss, 3040 that are self flashing to American Buildings Company's at 60 degrees Longspan and Architectural II wall panels. A T-0" x Dry Film Hardness ASTM D 3363 F minimum 6-0" fixed glass unit is available. They shall be fur - Film Adhesion ASTM D 3359 Excellent/No Removal nished with a 5/8" insulated glass and a polyurethane Direct Impact ASTM D 2794 Excellent/No Removal thermal barrier. Reverse Impact ASTM D 2794 Excellent/No Removal. Abrasion Resistance ASTM D 968 Exceeds 100 liters 8.2 PERSONNEL DOORS ucal Resistance ASTM D 1308 Excellent/No Removal S'WWSpray Resistance ASTM B 117 Passes 1000 hours 8.2.1 Standard personnel doors shall be 3'-0" x T-0" and 1 - Humidity Resistance ASTM D 2247 Passes 2000 hours 3/4" manufactured from 20 gage zinc -coated (galva- No No objectionable Color Retention ASTM D 2244 objectionable Max. 4 Delta nized) steel. Doors shall have a textured finish and E units (Hunter) Color shall be painted white. Doors shall meet Federal Speci- Change fication RR -D -575b and Commercial Standards CS - Chalk Resistance ASTM D 659 No objectionable 242-62 and PS4-66. Doors shall be one of the follow - change. Minimum ing: rating of 9 A. "Premium" Republic DL Series, (honey comb core) finish painted or equal. Roof panels with the Premium 70M finish must have a.minimum B. "Economy" Republic DL Series, (honey comb 1/2:12 roof slope to qualify for Material Warranty. core) prime painted or equal. 7.4.4. Interior Finish: The interior finish shall have a parch- 1. Doors shall have square edges for non -hand instal- ment polyester topcoat or backer over an epoxy, ure- lation. thane, or water base primer. The dry film thickness of 2. Doors shall be flush and have vertical seams rein - the backer shall be 0.4 mils minimum. forced with continuous 16 gage channels.. 3. Doors shall be provided with top and bottom in- verted 16 gage galvanized steel channels spot- welded within the door. 12 Mev_ 2661 �c R 4. Doors "A" and "B" shape reinforced, stiffened, Mee&SI 156.2 series 4000 Grade 1 require - and sound deadened with impregnated kraft honey- ments. comb core completely filling the inside faces of the door and laminated to the inside faces of the pan- B. Mortise lock with lever handles on both sides. els. Shall be Yale AU8722FL Grade 1. Meets ANSI A 5. Doors shall be reinforced for applicable hardware. 156.13 series 1000 requirements. 8.2.2 Door frames shall be 16 gage zinc -coated (galvanized) 8.3.4 Exit device shall be Dorma 8000 Series or equal. steel, painted white and shall be one of the following: A. "Premium" Republic FE Series, finish painted hav- 8.3.5 Thresholds are constructed of aluminum alloy #6063- ing a jamb depth of 5 3/4 " with a 16 gage jamb re- T5 with mill finish, ADA compliant. All fasteners and tainer. anchors included for complete installation. B. "Economy" FE Series, prime painted having a jamb depth of 5 3/4 ". 8.4 SLIDING DOORS 1. Door jambs shall be constructed for non -hand in- stallation. 8.4.1 Standard double sliding door sizes shall be 12' wide by 2. Door frame "A" shall have factory applied 10', 12', 14' or 16' high as specified. All sliding doors weather-stripping. shall be designed to withstand applicable wind loads. 3. Door frame "B" shall have weather-stripping pro- vided for field installation. 8.4.2 Doors will be shipped unassembled, complete with bot - 4. Door frames shall be shipped as a package, one tom guide, lock angles for side closure, hoods to protect pair of jambs (hinge and strike for single openings the top of doors from weather, four-wheel trolleys, and or 2 hinge jambs for double openings), heads, sill galvanized track. Doors shall be supported from a plate, jamb retainers, girt anchors, weatherstrip, structural header by 3/8" bolts on the 2'-0" center. threshold, hinges and fasteners. Door panels shall be the Long Span III Panel and the color shall be Reflective White. Each door leaf shall 8.2.3 Standard locksets shall be one of the following: have two four-wheel trolleys. They shall be 2-1/8" in A. Yale CRE 8722 mortise lockset, US26D finish, or diameter and shall be formed from heavy gage steel that equal. has been zinc plated and chromated to resist rust. The B. CAL -ROYAL TS -00 26D Lever Handle Lockset wheels shall have hardened steel roller bearings sealed or equal. with long lasting lubricants. They shall be as manufac- tured by the National Manufacturing Company (No. 8.2.4 Exit devices shall be one of the following: 1050T) or equal. A. Yale 7100 Styline series rim device with a stainless steel finish. 8.5 OVERHEAD DOOR FRAMING • 8.2.5 Door threshold shall be aluminum, supplied with flat 8.5.1 Overhead door support framing shall be designed to head screws and expansionshields for attachment to resist applicable wind loads and shall consist of channel masonry floor. jambs with a channel header at the top of the opening. 26 gage steel, color coordinated flashing shall be pro - 8.3 PRE -ASSEMBLED PERSONNEL DOORS vided to conceal panel edges at the opening unless oth- erwise specified. 8.3.1 Pre -assembled personnel doors when specified shall be 3'-0" x 7'-0" x 1-3/4" manufactured from 20 gage zinc- 8.6 GRAVITY VENTILATORS coated (galvanized) steel with Standard White or Bronze baked on primed finish. Doors are insulated 8.6.1 Gravity ridge ventilators shall be manufactured from Polyurethane Core (R 14.5). galvanized steel and painted. white. The ventilator body shall be 24 _gage and the skirt shall be adjustable to match the roof slope. Chain operated damper will be furnished. Ventilators shall be equipped with standard bird screens and riveted end caps. Ventilators shall be 10' long and have a 9" or 12" throat. 8.3.2 Door frames shall be 16 gage zinc -coated (galvanized) steel with Standard White or Bronze baked on primed finish. 8.3.3 Standard lockset shall be one of the following: A. Entry lock with lever handles will be on both sides. Key -in -knob on exterior side and thumb turn push button on interior side. Shall be Yale AU5407LN. 8.6.2. 20" round ventilators shall be 24 gage and shall have an adjustable base for ridge mounting or a pitched base for on -slope mounting. ytav_ 2601 13 8 7 •' LOUVERS Standing Seam Roof 6" over purlin with or without 8.7.1 Louvers shall be manufactured from 20 gage zinc- rigid foam thermal block coated (galvanized) steel, painted white, and shall be Loc Seam Roof 6" over purlin with or without self -framing and self -flashing. They shall be equipped rigid foam thermal block with adjustable dampers unless otherwise specified. Long Span III Roof 4" over purlin with an addi- Nominal size shall be T-0" x 4'-0" for Longspan III tional 2" between purlins (L3P) and Architectural III (A3P) walls and 4'-0" x 4'- Long Span III Wall 4" over girt 0" for Shadow Panels (HFP) walls. Architectural III Wall 6" over girt 8.8 SKYLIGHTS 8.8.1 Roof skylight panels shall be translucent fiberglass re- inforced panels made in the same configuration as the metal panels. They shall be manufactured with a 2 ounce woven fiberglass cloth reinforcement in addition to random strand mat or cut glass fibers for structural strength. They shall meet or exceed applicable re- quirements of ASTM D 3841-80 Type 1, and ICBO Re- search Report No. 1412. Material weight shall not be less than 8 ounces per square foot. Impact Test: Skylights shall resist penetration when subject to a 100 pound cylindrical weight with a 5-3/4" diameter (26 square inches) dropped from a height of 70". Flammability rate of material shall be no greater than 2 in/min when tested under ASTM D 635. Coeffi- cient of heat transmission (U -factors) shall be no greater than 0.8 BTU/Hr/Sq. ft. degree F. Available in- sulated skylights shall have a light transmitting foam sandwiched between a standard weight exterior panel and a 4 ounce nominal weight interior panel. Skylight panels shall be equivalent to STRONGLIGHT panels as manufactured by Lasco Industries, or equal. ENGINEERING PROPERTIES • (STRONGLIGHT Skylight) NOMINAL PROPERTY TEST METHOD VALUE Shear Strength ASTM D 732 11,000 psi Bearing Strength ASTM D 953 A 131-400 psi Tensile Strength ASTM D 638 19,000 psi 8.9.2 Fiberglass Insulation Facings shall be laminated on one side with one of the facings as shown in chart below. Facings other than those shown in the chart below are available upon request. FACINGS WHITE WMP- WMP- WMP- COLOR VINYL VR 10 FSK F Flame Spread* 25 10* 10* 5* 10* Perm Rating 1.0 .09 .02 .02 .02 Service Temp. Min 00 -400 -400 -400 -400 *All laminated or composite flame spreads are 25. The white vinyl flame spread rating is only available based on composite testing. 8.9.3 Rigid Foam Thermal Blocks shall be cut from high density extruded polystyrene board stock, having a UL 25 flame spread rating. Thermal Blocks shall have a minimum thickness of 3/4 inch and shall be a minimum of 3 inches in width. Thermal Block material shall be Dow Styrofoam (Blue Board) or equal. 8.9.4 Foil -faced rigid insulation (Thermax®) has a glass fiber reinforced polyisocyanurate foam core. The foam core has a uniform, closed -cell structure which is resistant to the flow of heat. Aluminum foil facers laminated to each side of the product provide an effective moisture barrier. Rigid insulation products are available in thicknesses from 1/2" to 4". Rigid insulation shall be Thermax by Celotex or approved equal. 8.10 ROOF CURBS 8.8.2 Wall sidelight panels shall be translucent fiberglass panels made in the same configuration as the wall pan- 8.10.1 Roof curbs shall be manufactured from minimum 18 els. They shall meet or exceed applicable requirements gage AZ55 aluminum -zinc alloy -coated steel.. Curbs of ASTM D3841-80 Type 1, and ICBO Research Re- shall have an integral cricket type water diverter. The port No. 1412. Material weight shall not be less than 6 minimum curb height shall be 8". ounces per square foot. 8.9 INSULATION 8.11 PIPE FLASHING 8.11.1 Pipe flashing shall be of a one piece construction and 8.9.1 Fiberglass Blanket Insulation shall be available in 2", fabricated from an EPDM membrane and shall have an 3", 4" and 6" thicknesses. (Other roof insulation sys- aluminum base that can be field conformed to any panel tems are available with thickness up to 12 inches.) configuration. Pipe flashings shall be flexible for Maximum application thicknesses are as follows: mounting on any roof slope. Service temperature ranges shall be from -30°F to +250°F. Three standard 14 MAv_ 2001 f� flashing sizes shall accomm a pipe sizes from 1/4" diameter up to 13" diameter. 9 ERECTION AND INSTALLATION The erection of the metal building and the installation of accessories shall be performed in accordance with the American Buildings Company's erection manuals and the building erection drawings. The erection shall be performed by a qualified erector using proper tools and equipment. In addition, erection practices shall conform to Section 6, Common Industry Practices found in the "Low Rise Building Systems Manual," MBMA 1996. There shall be no field modifications to primary struc- tural members except as authorized and specified by American Buildings Company. SAFETY DURING ERECTION CANNOT BE OVER -EMPHASIZED! 10 BUILDING ANCHORAGE AND FOUNDATION The building anchor bolts shall resist the maximum column reactions resulting from the specified combina- tions of loadings. The quantities and diameters shall be specified by American Buildings Company. Anchor bolt embedment designs and the anchor bolts are to be supplied by others, NOT American Buildings Com- pany. Anchor bolt embedment and foundations shall be adequately designed by a qualified foundation engineer to support the building reactions and other loads which may be imposed by the building use. The design shall • be based on the specific soil conditions of the building site. The foundation engineer shall be retained by other than American Buildings Company. American Build- ings Company assumes no responsibility of the integ- rity of the foundation. 11 WARRANTIES American Buildings Company offers a variety of war- ranties for panel coatings, roof systems weathertight- ness, purchased products, and manufactured materials. For specific warranty details and costs contact Ameri- can Buildings Company at 334-687-2032. m A v. 2601 15 0 • Desi n culati n g o s Pamphlet Technical Information Release TIR.05.2001 August 17, 2001 The following sections and pages of the "Design Calculations Pamphlet', dated May 2001, have been created or revised effective immediately Contents • Revisions Contents Revised contents page to include Long Span and Architectural panels. Section Five (Panels) • Revisions Pages 5.1a Re -published Longspan properties and load tables. Pages 5.2a Re -published Architectural properties and load tables. Section Six (Standard Specifications) • Revisions General revisions pertaining to Long Span III and Architectural III material and panels. PERMIT NO. ` 686-84B,P i' PERMIT EXPIRES OWNER ILLUSIONS (Joan Hull) CONTR. Owner ASSESSOR PARCEL 6466-28 LOCATION 14368 Skyway, Magalia • Y Temp. Power Pole Called PG&E Temp. Elec. Service Called PG&E Temp. Gas Service a Cal led PG& E JOB FINALED (Date) Signature V = OK 0 = Not OK - = Not Applicable = Not Ready MOBILEHOMES MISCELLANEOUS Date MOBILEHOME UTILITIES (Plans) OK except N's 1. Zoning Requirements -Setbacks -Easements Date DECKS, COVERS, CARPORTS, ETC. (Plans) OK except N's 1, Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support -Sketch 2. Footings; Size -Depth -Spacing -Connectors 3. Sewer; Location -Test -Fall -C/0 -Concrete 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Water; Location -Test -Easement Needed (Sketch) 4. Wood Awn.; Posts-Beams-Rftrs.-Connec.-Shthg.-Rfg.-Bracing_ 5. Electricity; Location-Clearances-Grnd.-/ / Amp -Concrete _ 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Gas; Location -Test -Wrap:/ /"'L"ft./ /"Nat. or/ /"L"ft./ /"LPG 6. Carports; Windows-Doors- indows-Doors7. 7.Utility Clearance 7. Elec. Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date Card -BI ' Date MOBILEHOME INSTALLATION'(Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements Card -BI Date _ Date Card -BI Date _ POOLS (Plans) OK except N's 1. Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 2. Soils; Compaction -Structure Stability 3. Gas; MH Test -Demand -Valve -Connector. 3. Pool Structure; Steel -Connections -Thickness -Dead Men -Lining 4. Electricity; MH Test -Crossovers -Breakers -Clearances _ 4, Elec.; Receptacles and Lighting; Distances-GFI S. Drain; MH Test -Fall -Flex Connector 5. Elec.; Pool Lighting; 15 volts-GFI 6. Water; MH Test -Regulator -Connector 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Water and Sewer Connected -C/O to Grade -HD Approval 7. Elec.; Bonding; Metal w/5' -Circulating Equipment -Heater 8. Gas and Electricity Tagged 8. Elect; Grounding; Equip. w/5' -Circulating Equip. -Pool Lghtg. Boxes -Enclosures- Pane lboards-Ins. to Main in Conduit 9. Exits; Insp.-Sketch 10. Cert. of Occupancy 9. Health Department Approval 10. Plumb; Cir. Test -Water Supply Test Card B-1 Date Card -BI Date Card -BI Date Card -BI Date Card B -I Date Card -BI Date Card -BI Date Card -BI Date r V=OK 0 = Not OK ' - = Not Applicable = Not Ready RESIDENTIAL (Single and Duplex) ' Date UNDERFLOOR Plans OK exceptrY's Date FRAMING ontinued 1. Zoning requirements -Setbacks -Easements 48. Prope y Line Firewall & Openings 2. Ftg., Main; Soils-Steel-Elec. Grnd.- / /" Ftg. Depth 49. Ext. D ors -One 3' Check Garage -3rd story, 2 exits 3. Ftg., Garage; Soils -Steel- / /" Ftg. Depth 50. Stairs; VV idth-Headroom-Rise-Run- Land ing-Fire Protection 4. Ftg., orches & Decks; Soils -Steel- / /" Ftg. Depth 51. Plywoo on Roof Overhang -Attic Vents -Rafter Outriggers 5. Stemw IIs, Main; Steel-Blockouts-Wrapped-Slab 52. Siding- ailing -Veneer 6. Stemw IIs, Garage; Steel-Blockouts-Wrapped-Slab 53. Stucco sh-Drip Screed-Fdn. Vents-Underflr. Access _ P' s- ireplace Ftg.-Steel 54. GlazingArea-Glass Protection -Skylights -Plastic .W.V. Fall -Fittings -Test -2 way C/O -Sewer Test 55. Shear Wal ; Nailing -Bolts 9h Gas Pide; Size -Anchors 10, Water Pte; Test -Anchors -Regulator -Service Test 11. Electric; Underground 12. Plenums Ducts; Clearance -Material -Support -Ins. 13. Girders -Sit -Anchor Bolts -Joists -Vents -Cripples Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date Card -BI Date FINAL (Plans) OK except q's 56. Ext. Steps -Door & Sidelight Protection -Landings Card -BI Date _ Date Card -BI Date PLUMBING (Permit) OK except q's 14. Water Ht.; Vent -Access -Combustion Air est & Anchors -Nail Protection 57. Smoke Detector 58. 59. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor -Ducts -Meth. Protection Bedroom Exiting -Fttngs & Anchors -Nail Protection _ 17. Shower Pan; Test, First Floor -Tub Access 60. 61. G.F.I: & Bath Fixtures & Tub Access Elec. Trim & Subpanel; Breaker Sizes -Labels 18. Test Tub & Shower, 2nd Floor -Tub Access 19_._ Gas Pipe; Size & Anchors 62. Stairs & Rails 63. Fireplace or Stove; Clearances -Hearth 64. Elec. Outlets at Wood Panel; Int. & Ext. Card -BI Date Card -BI Date 65. Kit. Fixt. & Appliance; Grnd.-Air Gap -Cooking Clearance Card -BI _ Date Card -BI Date 66. Elec. Outlets & Receptacles at Kit. Counter Date ELECTRICAL Permit OK except q's 67. Garage Fire Door; Swing -Landing -Closer 68. A.C. Duct in Garage -Damper - 20. Fixtur & Transformer Clearance -Ins. Protection 69. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V.- In Garage ov Floor -Meth. Pr ection _ 21. _Flet. eceptacles Spacing -Lights &Switches at Doors 70. Fib., c & ech. Equip. ed or Location 22. Size Bo es & No. of Conductors -Stapled 71. Elec. ec tacles in Garage; t.)-Romex Protec. 23. Romex In tailed Close to Edge of Studs & C.J. - 24. Equip. Gr nd made up w/Mech. Fasteners -Bond Gas & Water 72. Insula to - oam-looked ' At is E] Yes 73. Guard Rails P. Deck n ction- Post Caps _ 25. 2 Applianc Circuits in Kitchen & Conductor Size 74. Fdn. Vents & Crawl Door -Drainage & Wood -Earth Clearance Looked under to Yes 26. Subfeed Wir Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or At _ 27. 28. Range Circ. / ga. Cu or AI -Oven Circ. / / ga. Cu or At, Insulated Neu rat r'Yes 0 N Service -Riser Conductors & Ground -Main Disconnect 75. Following i s Drive ❑ Yes E] No; Walks E] Yes ❑ No; Planters es [J No 76. 77, Stucco; Brown Finish A.C. Unit; Disconnect-Clrnces-Brkr. & Cond. Size -115V Outlet - 29. Equip. Clearan es; Panels-Motors-Mech. Equip. 30. Clothes Closet ight-Shower Light - 78. Vents Above Roof; Plbg.-Appliance-Firepl.-Clearance to Opngs. ----------------•----- 79. Water Well; Disconnect, Electrical, Plumbing Card B -I Card B-1 _ __Date_ Card -BI Date Date Card -BI Date 80. Exterior Elec. Trim; G.F.I. Receptacle -Underground 81. Ventilation throughout House 82. Glass Protection Date MECHANICAL (Perrr,it) OK except N's 83. _ Corrections from Previous Inspections 84. 85. Gas Test -Meters Tagged; Gas -Electric Water & Sewer Connected -C/O to Grade -HD Approval _ 31. 32. 33. A.0 ucts; Insulation & Support Vent _'an; above Insulation Cond sate Drain _& Overflow; Size & Grade 86, Energy Compliance Certificate -Other Certificates Furna e-Vent;_Access-Comb. Air -Return Air Vent -115V outlet 35. Attic cess & Platform if Furnace in Attic Card -BI_ Card -BI Date ___Card- .I__ Date Date Card -BI Date Card -BI Date/I®_f';Card-BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date FRAMING(Plans) OK except q's %_1*ments at Final: _ 36. 37. 38. 38. 39. Sills; Proper Material & Anchors Walls; Studs -Nailing, Spacing & Bracing -Plates -Sound Bearing Walls over Girders & Floo_r_Nailin_g__ Draft Stop in Walls (rat proof) _ _ _ _40. _Fire Sto s; Furred Ceilings -Stairs -Chases -Tub 41. 42. 43. 44. Header & Beam -Size & Bearing_ Hangers- si Caps -Anchors -Connectors Cing. Joist fir. Ties-Purlin-Roof Brac.-Truss-Shthng.-Rfng. Fireplace Ti or Type A Flue -Fireplace Throat 45 46. 47. Attic Access; 'ze &Romex Protection -Draft Stop -Ins. Baffles Bdrm. Windows Exiling Doors -Sill Hgt. & Dimensions _ ion Framing Garage Fire Prote t-11 (NOTE: An entry must be made each time youvisit jobsite) COUNTY" -OI= BUTTE DEPARTMENT OF PUBLIC WORKS 7 COUNTY CENTER DRIVE OROVILLE, CALIF. - 534-4541 CERTIFICATE OF OCCUPANCY This building has been constructed and completed in accordance with the requirements of the Uniform Building Code under permit number 686-84 for the following: Use Classification Beautv Salon Address or Location 14368 Skyway, MaRai i_a Group B-2 occupancy; Type V—N construction. It is hereby certified for the occupancy described above and may be occupied. Director of Public , rks Date 4/20/87 By POST IN A CONSPI� OUS PLACE J.F. Glan �er (Over) NOTICE A new Certificate of Occupancy is required if the use or occupancy of this building changes. This Certificate of Occupancy shall be posted in a conspicuous place and is not to be removed by other than the Building Inspector. COUNTY OF BUTTE - DEPARTMENT OP PUBLIC WORKS 7 County Center Drive - Oroville, California 95965 - Telephone 916/534-4541 APPLICATION -ANCITERMIT PERMIT NO. S/A,d(J ASSESSOR PARCEL N B ZONING BUILDING PERMIT OWNERTELEPHONE U t- V Is /0 S C'o[,y U GG 1?;?-? SQ. FT. OCC. BUILDING VALUATIO OWN 'S MAILING ADDRESS CONTRACTOR'S NAME N TELEPHONE CONTRACTOR'S MAILING ADDRESS Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation $ Filing Fee $ 10.00 LENDER'S MAILING ADDRESS Permit Fee $ ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ Penalty $ ARCHITECT OR ENGINEER'S MAILI G ADDRESS Permit fee $ QOOO BUILDING ADDRESS Q(/�/ PLUMBING PERMIT FilingFee Each Trap 2.00 Solar Water Heater 20.00 q Water piping / 5.00 LOT NO.SUBDIVISION NAME PARCEL MAP Each qas water heater or vent 5.00 Gas piping system 1 - 5 outlets 5.00 USE OF STRUCTURE SF ❑ Duplex ❑ Mobi Iehome�Other SPECIFY Building sewer 5.00 Mobile Home S G W 10.00 e TYPE OF WORK New ❑ Addition ❑ emodeI ❑ till ie ❑ Ins all do ❑ Other Describe ork: Permit Fee $ J 91 Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service 10ov OR LESS 100 AMP OR LESS 10.00 Main service EA. ADD'L 100 AMP 2.50 NEW CONST. DWELLING OCCUP.& OR ADDNS. ACC. BLDGS. 2/20sgft CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): ElI am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) 1, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONSTR.ULI.OUTLET NON•RESID BRANTCH CIRC ITS2.50 ea. NEW CONSTR.POWER APPARATUS &' NON•RESID. ( SINGLE OUTLET CIR. Ex. Occu 20®s0e P�o XEDTs OR FIXTURES 6AL®ao FIXED Ex. Occup. OUTLETS P(RESID )R EA.1 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Permit Fee $ Contractor MECHANICAL PERMIT Filing Fee 10.00 WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. 1 shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Heating Cooling Hood 3.00 Ventilation Permit Fee $ Contractor 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said County in consequ nce of the granting of this permit. X ft -C li Date J` -�� Signature of Applicant — Own er❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of srructures over 3 stories/ in height. Mobile Home Installation Fee $ � iE TOTAL PERMIT FEE $ qp7 ,.,CUP• GROUP Il i� TYPE DF CONST. _ PARCEL .-- PD HD 199U This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which DIRECTOR OF PUBLIC PEW IT EXPIRES Date the applicable provi- resolutions to do fees have been paid. WORKS Receipt NO.- WHITE-D.P.W.. YELLOW -ASSESSOR, PINK -INSPECTOR. GOLDENROD -APPLICANT . ' M .,t . 4a, " . ,. • COUNTY OF BUTTE - DEPARTMENT OFIPUBLIC WORKS - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CAL'fFORNIA 95965 - TELEPHONE: 916/534-4541 PERMIT APPLICATION DATA SHEET Permit No. OWNER _T C v�� fC9 A7 q V %n('_ F A. P. No. -4:;Ie Proposed Building Use _ ,/Q -64U r(/5� 2A,1 Permit Fee Based Upon: Complete Contract Price __DPW Valuation n Other`'Explai ) Building Inspector. 1C ,S Date At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED APPROVED 1. All items have been submitted. . . . . . . . . . 2. Plot plans in duplicate./triplicate. . . . . . . . . 3. Complete plans in duplicate. /triplicate. . . . . . . . . 4. Complete engineered plans and calcs. . . . . . . . . . 5. Plans with Energy Design Compliance Statement. . . . . 6. State Energy Forms No. 7 Statement of Intent for Non -Heated and AC Buildings. 8. Fees of $ . , . . 9. Letter of signature authorization. . . . . . . . . . . 0. Sanitation approval from Health Dept.° 1. Planning approval for (A) Use: (B) Parking: 12. Certificate of Workmen's Compensation Insurance. . . . . . 13. Contractor's License Information (no., name style, classif.) 14. Owner -Builder Verification (Given to owner, Mail to owner ❑.) 15. Improvements may be required. . . . . . . . . . . , 16. Mobi lehome Installation Data. . . . . . . . •. Pre-Inspec. request to 17. Pre -Inspection for Required. Building Inspector 18. Other When you issue the permit, process as follows: Mail to owner. Mail to contractor. Telephone and hold for pickup at office. Deliver w/inspector. Other Applicant LxO,�t^�� K'U-b Date A-- of , of plans sent Health Dept., Fire Dept., Other Date Lit I During the plan checking process, the *following data must be submitted prior to permit issuance. (For required items not checked above at time of application, circle item.) 1. Index permit for above Items No. 2. Additional items required: (Contractor; Designer, Owner) was advised of above required data by Telephone Mail Other By Date Plans checked by Date Plans approved by Date Other: Copy—DPW z 1 - � • _ � , � - N � _ I , �� ' � t .• t ' . r '� � .. t � � �� � .. t � � 3 � t � r � r _ .. i _ � �� _ .y .� � ._ �, �?. to �: .. � . L , : . . ,� 1 --, i + '. , � � - r _ .. i _ � �� _ .y � ._ �, �?. to �: ' � . L , : . . � � -` r I _ PP � � r u I i i i yy fj � r i 1 - I o i i..-..._.i_ t ....-.._:� .•_..._.tom-+....t�L _..- ' }- - � — -+-• _.,», air► - - -(--�-� _. � _ : .{Y:`".k � , . s I - ! - � ,_ fi. _. "�' _ _a. ».�..-.... �ch,tie,JT- �f E� µ �IMCILI'`'1 Sj _ �CEg81'QL1� ` C s +rtl ire: 1 r' ^`i— �..�---ti' ,....r�p... f _ .�.- _ . � _.i. - �� _.y .,... _ .-•'�-.-. r __ ,.. —. _ . - .� . %jam �. �.. �j�. .� � , ? a. _ r »f. 1+# «-� r -i i • SSS F ..., ,t._. 1, �� /� i �. j, i This set of Inns and Tecifi ? ? - BUILDING; DEPa1ZT`? �NT _p _ ca ons MUST 6e, kept on the job,at alftmnes ar)'d i is unlawful to; y pp D YED rr 6 any char.q' s or-a4erc4ioris o same withput' _ ; - • ,Iy PF :6� 4J writton p.*-mi-ssion from the Depa ant of Public W641- 'Couiity of E3utte. _ I. - �. i i ( _ A NOTE: AIS Materia{s, & WoAm6nsl ip .Shah B`a In, Accordance with Reco nized Good Practices and( I ' g JI_ o{ a qual '14 prescriaed fot the S5ecified' use in the -, l ! , .{ Buiuiny,_P_lumWng,& MeO.-on.►cCodes al ;.. ar+<d.. -: � _ { ^ + i;6 t+I tional Electrical'Code.: i - ,3 --- USE PERMIT BUTTE COUNTY BOrAR•DXOFjZON-ING7gDb-UlSTMENT PLANNINGCCO MISSION AVN Pajc I of 2 -- Tily 17 1074 DATE Y (Registered mail receipt) 7g-56 PERMIT NO. 64-66-26 27, 24 A Pursuant to the provisions of the Zoning Ordinance of the County of Butte and the special conditions set forth below: Forest G. Noll NAM s hereby granted a Use Permit of incccorrdinei� with application filed: 3/14/79 to allow a professional ftce ud ng property (date) son "A-2 Lt . 4 located on the southeast corner of Skylray and Dogtown road, approx. 200' south of Cedar Drive, Magalla. 1 Failure to comply with the conditions specifies herein as the basis for approval of appli- cation and issuance of Permit, constitutes cause for the revocation of said permit in accor- dance with the procedures set forth in the Butte County Zoning Enablling Ordinance. 2. Unless otherwise provided for in a condition to a use permit, all conditions must be com- pleted by the permittee within 12 months of the delivery of the countersigned permit to the permittee. 3. If any use for which a use permit has been granted is not established within one year of the date of receipt of the countersigned permit by the permittee, the permit shall become null and void and reapplication shall be required to establish the use. 1. U j0 SPECIAL CONDITIONS: The natural vegetation is to be retained except in the actual areas of physical devolop"ot and as needed for fire protection. Provide 6 off-street parking spaces designed in accordance with approved standards (attached). :md to the County of Butte 30 feet of right-of-way from the ; ;.:nterliae of Dogtown Road. :,`cess to be pernitted on New Skyway with approval of the Depart- ment of public Worts as to location and type of driveway. I hereby declare under penalty of perjury that I have read the foregoing conditions; --- that- they are in fact the conditions which were imposed upon the granting wof- this .11 use permit, and -that I agree to abide fully by said conditions. Dated: Applicant NOTE: Issuance of this Use Permit does not waive requirement of obtaining Building and Health Department permits before starting construct nor does it waive any other requirements. CC: Health Department ✓bepartment of Public Works Fire Department Chairman of B'o cT�f�Zonf�ng A1id��Stmt Planning Com ission W I USE PERMIT BUTTE COUNTY BOARD OF;ZON_INGADJUSTMENT • • OVN • DATE (Registered mail receipt) PERMIT NO. ASSESSOR'S PARCEL NO. Pursuant to the provisions of the Zoning Ordinance of the County of Butte and the special conditions set forth below: NAME is hereby granted a Use Permit in accordance with application filed: � � �� to,alIow date 1 Failure to comply with the conditions specifies herein as the basis for approval of appli- cation and issuance of Permit, constitutes cause for the revocation of said permit in accor- dance with the procedures set forth in the Butte County Zoning Enablling Ordinance. 2. Unless otherwise provided for in a condition to a use permit, all conditions must be com- pleted by the permittee within 12 months of the delivery of the countersigned permit to the permittee. 3. If any use for which a use permit has been granted is not established within one year of the date of receipt of the countersigned permit by the permittee, the permit shall become null and void and reapplication shall be required to establish the use. SPECIAL CONDITIONS: I hereby declare under penalty of perjury that I have read the foregoing conditions, that they are in fact the conditions which were imposed upon the granting of this use permit, and that I agree to abide fully by said conditions. Dated: Applicant NOTE: Issuance of this Use Permit does not waive requirement of obtaining Building and Health Department permits before starting construction, nor does it waive any other requirements. CC: Health Department Department of Public Works (2) Fire Department Chairman of Board of Zoni"ng Adjustmeiit' a .* _ - W! r -nI Q ! Wil- n USE PERMIT BUTTE COUNTY BOARD OF ZONING ADJUSTMENT DATE (Registered mail receipt) • 99-2b ' • PERMIT NO. 0J 64-66-28 ASSESSOR'S PARCEL N0. Pursuant to the provisions of the Zoning Ordinance of the County of Butte and the special conditions set forth below: Paradise Modular Concepts is hereby granted a Use Permit NAME in accordance with aplication sled: 10/13/78 to allo a sign on property zoned "A -a Ltd." locatel on the (date east s de o? S wavy approx >Faately S00 feet south of Dogtown Road intersection, north of Paradise. 1 Failure to comply with the conditions specifies herein as the basis for approval of appli- cation and issuance of Permit, constitutes cause for the revocation of said permit in accor- dance with the procedures set forth in the Butte County Zoning Enablling Ordinance. 2. Unless otherwise provided for in a condition to a use permit, all conditions must be com- pleted by the permittee within 12 months of the delivery of the countersigned permit to the permittee. 3. If any use for which a use permit has been granted is not established within one year of the date of receipt of the countersigned permit by the permittee, the permit shall become null and void and reapplication shall be required to establish the use. SPECIAL CONDITIONS: 1. The most intruding portion of the sign not be within the SS ft. setback area. 2. The sign not be larger than 10ft. x 12 ft., that it be rustic, preferably wood, one sidedo and not illuminated. Applicant must also comply with all other applicable State and local statutes, ordinances in.d regulations. I hereby declare under penalty of perjury that I have read the foregoing conditions, that they are in fact the conditions which were imposed upon the granting of this use permit, and that I agree to abide fully by said conditions. Dated: Applicant NOTE: Issuance of this Use Permit does not waive requirement of obtaining Building and Health Department permits before starting construction, nor does it waive any other requirements. CC: Health Department ire DepartmentWorks (2) Chairman of Board of Zoning Adjustment Inter -Depart em®randum � -U. . TO: Land Development Section, DPW FROM: Building Division, DPW SUSJECT: Improvements and Storm Drainage Clearance DATE: 5/31/79 We have recently received an application to construct a, new Construction Offices (use) by Wentland Construction, Co. (owner and/or contractor) at E/S Skyway, 400'S.of inters. of Skyway & Old Skyway, Magalia (location) A. P. No. 64-66-28 Permit Appin. No. 3177-79B,P-ESM and he has been advised to contact your section regarding requirements. Would you please advise, by signing this memo, when you have cleared the improve- ments and storm drainage facilities for this project so we may issue the required permit: JFG:dd .F. Glander Chief Building Inspector Improvements and drainage plans approved for construction. / / Improvements and drainage not required for construction. Other. t..as /'o-na(�f/G✓� ed tut Da�� Co ✓ /?1%A1 1—,:> )" e e- 10 P k'Deep (signature) a&4� z /, Kate) /! 2Z PERMIT N0. (fG�` asr ll uv lcr r :ci Ifo , 3177-79B,P,E,M PERMIT EXPIRES. k'l,? Wentland C.onst.Co. rtcFX , SFJ �!rL4�J•. N R /rptur� 8 CONTR. �fF� Tom,, LOCATION (A.P 64-66-28 f.. P� . ,� E eGE/S Skyway, 400'S..of inters.of Old Skyway, ,U/ S�(6t'S o.rJ ccu, i Oy Magal is MM �� s y� �a �rry �. clvL ifs T f,(r, cl 1/2- T x a.: Exi > Si�sc.1 G � L�-v7 t q C� a Z 4 l - Called r Temp. Power Ca l l ecrPG& E Temp. Elec/Ser% �PG&E Temp. Gas ii Serv. Called PG&E WAW" J0Z N ED (Date) (Signature) t Ni COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS BUILDING INSPECTION RECORD BUILDING BUILDING (Cont'd) PLUMBING Setback Firewall Soil Piping £•£ -r D Forms Parapets Ist Floor Main Bldg. Restroom Finish 2nd Floor Footings Windows Q, 3rd Floor StemwaII Siding To out — Slab Roof Sheathing//— A Ze Water Pipingd Piers Roofing 0- Sewer Garage Fdn. Vents o Fixtures d Footings Garage Vents— Water Stemwal I Insulation Heaters Slab Prov. forh sicall pY Appliances Carport handica e Conformance of ex. Gas Piping & T t Footin s structure Temp. as Slab Final Sanitation _ Patio FIREPLACE Final AD Footings 7ooting c, ELECTRICAL — Masonry WallsThroat Reinf. Steel Final ixtu Bond Beam FIRE SPRINKLERS Motors W Framing Test Water��-- Stucco Final Subpanels Q— Mesh MECHANICAL Grd. Fault Prot. Scratch Heatino Service y Brown Cooling Temp. Pole 7 Finish Ducts £ Underground J _ Interior Lath Ventilation Yyr Permanent,/O- I ermanent O- p Door Closer Final V Final _ �- zi Water Piping Sewer Gas Piping UOBILF90ME INSTALLATION - - - - - - - - - - - - - - Support Elec. Continuity Water Piping Draina Gas PipingJko4 y 4_eE� ,2 Gla:�f ds y,✓ '77 til; /G rr2 . H, aX 77 70 40'a -Z 2 dulis /ofl� -,�£uI A� DATE REMARKS OR CORRECTIONS #/z Gfi%/ �L��/i' � �Gr!4'�� �%/J �dL �/� s4 �a�F c� ��✓� c tea/ rte{.( iL /o-,?- 7 9 !C o Sa�f/ooc fry //-/(- 70' 01 -9'0,4e .f X141°1t20Z 42, &I.A& /uJ 5-4WI c� 'rte - !�,' .�y�%� /�s d �`-/ �G, ,�o � fd�boa ,q• 6��� . (NOTE: An entry must be made on this form each time you visit the job site `� n 'K COUNTY'OF BUTTE DEPARTMENT OF PUBLIC WORKS ' 7 COUNTY CENTER DRIVE OROVILLE, CALIF. 534-4541 CERTIFICATE OF OCCUPANCY This building has been constructed and completed in accordance with the requirements of the Uniform Building Code under permit number3177-79 & for the following: 429-81 Use Classification Offices Address or Location 14368 Skyway, Magalia Group F-2 occupancy; Type V -N construction. It is hereby certified for the occupancy described above and may be occupied. Director of Public Wb-rks Date February 25, 1981 By POST IN A CONSP CUOUS PLACE (Over) 1 -1 NOTICE A new Certificate of Occupancy is required If the use or occupancy of this building changes. This Certificate of Occupancy shall be posted In a conspicuous place and is not to be removed by other than the Building Inspector. i NON-RESIDENTIAL BUILDINGS ENERGY CONSERVATION STANDARDS Statement of Intent for Non -Heated and/or Non -Air Conditioned Buildings I, Lc) st C_ h4 t4LL , owner of the building to be constructed as a (please print) K C� 0 43Ce- under I (bldg.permit no.) '(location) CSG' P t G� ^I `�N' � , d , hereby certify that I do not intend"to heat or cool this building in such a manner as to be subject to other than the mandatory sections of the State Energy Requirements. I understand that if I do heat or.cool this building in the future, that I will be subject to the energy requirements in effect at that time. I understand that if I change the use or occupancy of this building in the future, that I will be subject to the°energy requirements in effect at that time for that specific occupancy. I also understand that if'I become subject to the energy requirements in the future, it may be necessary to redesign and/or alter (1) the building envelope, (2) the insulation requirements of the heating, ventilating, and air conditioning systems, (3) the heating, ventilating, and air conditioning equipment, (4) the service water heating, and (5) the lighting of the building to comply with the regulations. I understand that any of the above changes will require me to obtain the necessary permits, inspections, and approvals from the Butte County Building Department. Signature of Building Owner Mailing Address /L /4 % 4l� Telephone No. �% ^ 3 f.5— &INSULATION 3851 MORROW LANE - CHICO, CALIFORNIA 95926- (916) 895-3900 Forest Hull STREET LOT# TRACT# CITY EXTERIOR WALLS: R - MANUFACTURER THICKNESS/TYPE VALUE CEILINGS: BATTS: R - MANUFACTURER -THICKNESS /TYPE VALUE BLOWN IN; MINIMUM R- MANUFACTUREFGel1-U-Fill THICKNESS 8" VALUE 30 SQUARE FOOTAGE COVERED 1132 NUMBER OF BAGS USED 38 FLOORS; --- R - MANUFACTURER THICKNESS/TYPE VALUE SLAB ON GRADE: R MANUFACTURER THICKNESS/TYPE VALUE WIDTH OF INSULATION INCHES FOUNDATION WALLS: R MANUFACTURER THICKNESS/TYPE VALUE GENERAL CONTRACTOR CALIFORNIA CONTRACTORS LICENSE # DATE SIGNATURE TITLE INSULATION CONTRACTOR C & J ROOFING & INSULATION CALIFORNIA CONTRACTORS LICENSE.# 309245 r----\ DATE 2/11/81 IGNATuKE I TITLE &INSULATION 3851 MORROW LANE — CHICO, CALIFORNIA 95926— (916) 895-3900 THIS IS TO CERTIFY THAT INSULATION HAS BEEN INSTALLED IN CONFORMANCE WITH CURRENT ENERGY REGULATIONS, CALIFORNIA ADMINISTRATIVE CODE, TITLE 25, STATE OF CALIFORNIA, IN THE BUILDING LOCATED AT: r: iLOT# TRACT#/ ) r T i STREET 11 }} CITY EXTERIOR WALLS: " R - MANUFACTURER THICKNESS/TYPE VALUE CEILINGS: BATTS! R - MANUFACTURER THICKNESS/TYPE VALUE BLOWN IN; MINIMUM -R- MAN UFACTURER-F-'1,14T—`ill THICKNESS 8" 'VALUE 30 SQUARE FOOTAGE COVERED ) 112 NUMBER OF BAGS USED FLOORS; R - MANUFACTURER —THICKNESS /TYPE YNALUE SLAB ON GRADE: R- MANUFACTURER r - 1 THICKNESS/TYPE VALUE WIDTH OF INSULATION INCHES FOUNDATION WALLS: s� R MANUFACTURE THICKNESS/TYPE S VALUE GENERAL CONTRACTOR CALIFORNIA CONTRACTORS LICENSE # .!r , DATE SIGNATURE t TITLE ` r INSULATION CONTRACTOR C & J ROOFING & INSULATION CALIFORNIA CONTRACTORS LICENSE A 309245 DATE 2/Z1.�RJ- E t TITLE , NIPR %'14ri��!t4.YXYY�C�1M110'\ 1 14340 CATALINA STREET • SAN LEANDRO, CALIFORNIA 84577 • TELEPHONE (415) 895.9040 MANUFACTURERS OF QUALITY CELLULOSE INSULATION PRODUCTS TO HELP SAVE AMERICA'S ENERGY RESIDENTIAL ENERGY CONSERVATION STANDARDS CONSTRUCTION COMPLIANCE CERTIFICATE THIS IS TO CERTIFY THAT ENERGY CONSERVATION REQUIRE`1ENTS HAVE BEEN INSTALL CONFORMANCWCUENT-FNERG NSERVATION REGULATIONS ._ AT ft ocation) 'j BUILDING ERMIT 0. �� — A.P. N0. 6T GG 24 THE FOLLOWING HAVE BEEN INSTALLED AS PER APPROVED PLANS: (Check each item or write N/A if nut applicable) INSULATION: Slab Edge. N/A Fdn. Walls N/A Floors N/A Walls_ Ceiling/Roof Ducts N/A Circulating Pipesm /A APPROVED HEATER_ 4/A APPROVED WTR.HTR.U/A_ GLAZING: Single Glazed N/A Special (Insulated) N/_ CERT. & LABELED WDS. & SLIDING DRS. N/A WEATHERSTRIPPED DRS. N/A BACK DAMPERED FANS N/A INTERMITTENT IGNITION DEVICES N/A CERT. APPLIANCES N/A I DECLARE THAT ALL REQUIRED ITEMS AS NOTED ABOVE HAVE BEEN INSTALLED IN ACCORDANCE WITH THE ENERGY CONSERVATION'REQUIREMENTS AND AGREE TO THE COMPLETENESS OF THIS CERTIFICATE AS SUBMITTED. Insulation Applicator Name C & J Roofing and Insulation Signature of se print) Insulation Applicator Z sa'O.'—j IStfitfi Contractors License No. 30,9245 General Contractor/Owner Name _�g — h 1,e- �j r,7 Signature of (please print) General Contractor/Owner Date State Contractors License No. THIS CERTIFICATE MUST BE ON FILE WITH THE BUILDING DEPARTMENT PRIOR TO REQUESTING FINAL INSPECTION AND SHALL BE POSTED IN A CONSPICUOUS LOCATION WITHIN THE DWELLING. 'r PERMIT NO. 429-81B,E PERMIT EXPIRES OWNER Forest Hull CONTR. owner ASSESSOR PARCEL 64-66-28 LOCATION E/S Skyway, 400'S.of inters.of _. Temp. Power Pole T, Called PG&E Temp. Elec. Service Called PG&E/ Temp. Gas SSe vice E Called�PG&E JOB F NALED (Date) Z\2� v 1 I Signature A- J = TOK 0 = Not OK - = Not Applicable MOBILEHOMES * = Not Ready , MISCELLANEOUS Date MOBILEHOME UTILITIES (Plans) OK except N's 1. Zoning Requirements -Setbacks -Easements Date DECKS, COVERS, CARPORTS, ETC. (Plans) OK except #'s 1. Zoning Requirements -Setbacks -.Easements 2. Soils; Special MH Support -Sketch 2. Footings; Size -Depth -Spacing -Connectors 3. Sewer; Location -Test -Fall -C/0 -Concrete 3. Decks; Girders and/or Joists -Decking, -Bracing -Stairs -Rails 4. Water; Location -Test -Easement Needed (Sketch) 4. Wood Awn.; Posts-Beams-Rftrs.-Connec.-Shthg.-Rfg.-Bracing 5. Electricity; Location-Clearances-Grnd.-/ / Amp -Concrete 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Gas; LocatiorrTest-Wrap:/ /"L" ft./ /"Nat. or/ /"L"ft./ /"LPG 6. Carports; Windows -Doors 7. Utility Clearance 7. Elec. Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card=B1 Date Date Card -BI Date MOBILEHOME INSTALLATION (Plans) OK except #'s -1. Zoning Requirements -Setbacks -Easements Card -BI Date Date Card -BI Date POOLS (Plans) OK except q's 1• Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 2. Soils; Compaction -Structure Stability 3. Gas; MH Test -Demand -Valve -Connector 3. Pool Structure; Steel -Connections -Thickness -Dead Men -Lining 4. Electricity; MH Test -Crossovers -Breakers -Clearances 4. Elec.; Receptacles and Lighting; Distances-GFI 5. Drain; MH Test -Fall -Flex Connector 5. Elec.; Pool Lighting; 15 volts-GFI 6. Water; MH Test -Regulator -Connector 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Water and Sewer Connected -C/O to Grade -HD Approval 7. Elec.; Bonding; Metal w/5' -Circulating Equipment -Heater 8. Gas and Electricity Tagged 8. Elec.; Grounding; Equip. w/5' -Circulating Equip. -Pool Lghtg. Boxes -Enclosures -Panel boards -Ins. to Main in Conduit 9. Exits; Insp.-Sketch 10, Cert. of Occupancy 9. Health Department Approval 10. Plumb; Cir. Test -Water Supply Test Card B -I Date Card -BI Date Card -BI 'Date Card -BI Date Card B -I Date Card -BI Date Card -BI Date Card -BI Date J = OK O = Not OK - = Not Applicable RESIDENTIAL (Single and = Not Ready Duplex) Date UNDERFLOOR Plans OK except H's Date FRAMING (Continued) 1. Zoning requirements -Setbacks -Easements 48. Property Line Firewall & Openings 2. Ftg., Main; Soils-Steel-Elec. Grnd.- / /'' Ftg. Depth 49. Ext. Doors -One 3' -Check Garage -3rd story, 2 exits 3. Ftg., Garage; Soils -Steel- / /" Ftg. Depth 50. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 4. Ftg., Porches & Decks; Soils -Steel- / /" Ftg. Depth 51. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 5. Stemwalls, Main; Steel-Blockouts-Wrapped-Slab 52. Siding -Nailing -Veneer 6. Stemwalls, Garage; Steel -Bloc kouts-Wrapped-S lab 53. Stucco Mesh -Drip Screed-Fdn. Vents-Underflr. Access 7. Piers -Fireplace Ftg.-Steel 54. Glazing Area -Glass Protection -Skylights -Plastic 8. D.W.V.: Fall -Fittings -Test -2 way C/O -Sewer Test 9. Gas Pipe; Size -Anchors 55. Shear Walls; Nailing -Bolts 10. Water Pipe; Test -Anchors -Regulator -Service Test 11. Electric; Underground 12. Plenums & Ducts; Clearance -Material -Support -Ins. 13. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date FINAL (Plans) OK except N's 56. Ext. Steps -Door & Sidelight Protection -Landings Card -BI Date Date 'Card -BI Date PLUMBING (Permit) OK except q's 57. Smoke Detector 14. Water Ht.; Vent -Access -Combustion Air 58. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 15. Water Pipe; Test & Anchors -Nail Protection 16. D.W.V.; Test-Fttngs & Anchors -Nail Protection 59. Bedroom Exiting 17. Shower Pan; Test, First Floor -Tub Access 60. G.F.I. & Bath Fixtures & Tub Access 18. Test Tub & Shower, 2nd Floor -Tub Access 61. 62. Elec. Trim & Subpanel; Breaker Sizes -Labels Stairs & Rails 19. Gas Pipe; Size & Anchors 63. Fireplace or Stove; Clearances -Hearth 64. Elec. Outlets at Wood Panel; Int. & Ext. Card -BI Date Card -BI Date 65. Kit. Fixt. & Appliance; Grnd.-Air Gap -Cooking Clearance Card -BI Date Card -BI Date 66. Elec. Outlets & Receptacles at Kit. Counter Date ELECTRICAL Permit OK except q's 67. Garage Fire Door; Swing -Landing -Closer 68. A.C. Duct in Garage -Damper 20. Fixture & Transformer Clearance -Ins. Protection 69. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V.- In Garage; Above Floor-Mech. Protection 21. Elec. Receptacles Spacing -Lights & Switches at Doors 70. Plb., Elec. & Mech. Equip. Listed for Location 22. Size Boxes & No. of Conductors -Stapled 71. Receptacles in Garage; (G.F.I.)-Romex Protec. 23. Romex Installed Close to Edge of Studs & C.J. 24. Equip. Ground made up w/Mech. Fasteners -Bond Gas & Water 72. Insulation -Foam -Looked in Attic E] Yes Insulation -Foam -Looked 73. Guard Rails & Deck Construction -Post Caps 25.2 Appliance Circuits in Kitchen & Conductor Size 74. Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 26. 27. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or AI Range Circ. / / ga. Cu or AI -Oven Circ. / / ga. Cu or AI, Insulated Neutral ❑Yes ❑No 75• 76. Following instld.: Drive ❑ Yes [-]No; Walks ❑ Yes ❑ No; Planters Dyes ❑No Stucco; Brown -Finish 28. 29. Service -Riser Conductors & Ground -Main Disconnect Equip. Clearances; Panels-Motors-Mech. Equip. 77• A.C. Unit; Disconnect-Clrnces-Brkr. & Cond. Size -115V Outlet 30. Clothes Closet Light -Shower Light 78. Vents Above Roof; Plbg.-Appliance-Firepl.-Clearance to Opngs. 79. 80. Water Well; Disconnect, Electrical, Plumbing Exterior Elec. Trim; G.F.I. Receptacle -Underground Card B -I Card B -I Date Card -BI Date Date Card -BI Date 81. Ventilation throughout House 82. Glass Protection Date MECHANICAL (Permit) OK except N's 83. Corrections from Previous Inspections 84. Gas Test -Meters Tagged; Gas -Electric 31. 32. A.C. Ducts; Insulation & Support Vent Fan; Exhaust above Insulation 85. 86• Water & Sewer Connected -C/O to Grade -HD Approval Energy Compliance Certificate -Other Certificates 33. Condensate Drain & Overflow; Size & Grade 34. Furnace -Vent; Access -Comb. Air -Return Air Vent -115V outlet 35. Attic Access & Platform if Furnace in Attic Card -BI Date Card -BI Date Card -BI Card -BI _Date Card -BI Date Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date FRAMING(Plans) OK except N's Comments at Final: 36. Sills; Proper Material & Anchors 37. _ Walls; Studs -Nailing, Spacing & Bracing -Plates -Sound 38. 39. Bearing Walls over Girders & Floor Nailing Draft Stop in Walls (rat proof) 40. Fire Stops; Furred Ceilings -Stairs -Chases -Tub Header & Beam -Size & Bearing _41. 42. 43. 44. _ Hangers -Post Caps -Anchors -Connectors Cing. Joist-Rftr. Ties-Purlin-Roof Brac.-Truss-Shthng.-Ring. Fireplace Ties or Type A Flue -Fireplace Throat 45. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 46. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 47. Garage Fire Protection Framing (NOTE: An entry must be made each time youvisit jobsite) COUNTY OF•BUTT113=6 - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, Califgrnia 95965 - Telephone 916/534-4541 -• APPLICATION AND PERMIT PER IT N ,�� iae/ ASSE SOR PARCEL NUMBER _ ZONING ' BUILDING PERMIT oT ok t >L / L TELEPHONE — 0 SQ. FT. OCC. BUILDING VALUATION O NER's MAILING AD SS a 41)t x GST ���- r� `� . 7672 CONTRACTOR'S NAME TELEPHONE CONTRA TOR'S MAILING ADDRESS Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation $ Filing Fee $ 10.00 LENDER'S MAILING ADDRESS Permit Fee $ /V — ARCHITECT OR ENGINEER rvvlr� LICENSE NO. I Plan Checking Fee $ Penalty $ ARCHITECT OR ENGINEER'S MAILING ADDRESS _ Permit fee $ BUILDING ADDRESS K W� Filing Fee 10.00 PLUMBING PERMIT 9 ' Each Trap 2.00 Repair drainage or vent piping 5.00 Water piping LOT NO.SUBDI VISION NAME PARCEL MAP Each qas water heater or vent 5.00 Gas piping system 1 - 5 outlets USE OF STRUCTURE -: SF ❑ Duplex❑ Mobilehome❑ Other LISS (1I�FtGC SPECIFY Building sewer Lawn sprinkler system 5.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation❑ Other Describe work: Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service 60v OR LESS 1000 AMP OR LESS 5.00 — 1r72 Main service EA. ADD'L 100 AMP 2.50 NEW CONST. \ (DWELLING OCCUP.y) 22 sq ft OR ADDNS. ACC. BLDGS. CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): ❑ 1 am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONSTR -ou LET 2.50 ea NON-RESID BRA CH CIRC TS NEW CONSTR. I POWER APPARATUS 6 NON-RESID, %SINGLE OUTLET CIR. EX. Occup OUTLETS OR FIXTURES 500250 0 FIXED APPLNS. OR EX. DCCUp.�OUTLETS (RESID,) EA. 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 7.50 pq Permit Fee $� Contractor (Z V%L%-w lA _ MECHANICAL PERMIT FilingNe 0.00 WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ 1 have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. g I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Heating Cooling Hood 3.00 Ventilation Penult Fee S Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter u the above-mentioned property for inspection purposes. I also agree ve, indemnify and keep harmless the County of Butte against all li (es dgments, costs, and expenses which may in any way accrue a st sai unty in c nsequen, e f the granting of this permit. Date AV Sig Lure of Applicant — Owner ElContractor ElAgentwork OSHA permit is required for excavations over 5'0" deep and demolition or construct- structures over 3 stories in height. Mobile Home Installation Fee $ TOTAL PERMIT FEE $ V / OCCuP. CROUP TYPE OF CONST. PARCEL PD NO 1550E This permit is hereby issued under the applicable provi- sions of the Butte County Code and/or resolutions to do indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By D;t o PERM% EXPIRES Date rReceiptNo. / 7 G� _ -D.P.W., YELLOW -ASSESSOR, PINK -INSPECTOR, GOLDENROD -APPLICANT �. COUNTY OF BUTT—E – DEPART,(V1&T OF PUBLIC WORKS 7 County Center Drive - Qro011e,.California 95965 Telephone: 534-4541 " APPLICATION AND PERMIT k�A/A-) 9 - (Is auuw pre enlauves of the Lounry of rosea to enter upon me above- do d property for inspection purposes. X�Date Signature of Permitee or Agent S Q Receipt No. White-D.P.W. - Yellow-Assessdr-5 FIfnV-In actor - Goldenrod -A licanVOW This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DZRTOR 9VPUBLIC WORKS y Date Building permit expires Date e— 0 �,-J BUILDING Owner SO. FT. OCC. BUILDING VALUATION Mailing Address 1096 phoneNo. Z Contractor D Mailing Address Fireplace Qei Total Valuation Telephone No. Permit Fee Building AddressS o/ PIanC eckin ee /or Penalty �a-- Permit Fee "— r i PLUMBING No. @ FEE cz6, OG PERMIT FILING FEE $3.00 ,DO Each TraD 1.50 - Repair drainage or vent piping 1.50 A. P. No. �2on,g P anning Water piping 1.50 , p Each gas water heater or vent 1.50 San' n Fire Dept. Fire Zone -s Gas piping system 1 - 5 outlets 1.50 Parking EOA Plans Parcel Declaration Parce Map 60' R/W Im ' m is Each additional outlet .30 Building sewer 5.00 Bldg. Plans Recd Parce A royal Plans proval Lawn sprinkler system 2.00 NEW 2' ADDITION ❑ UTILITIES ❑ OTHER ❑ Permit Fee $ d D $ � ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 Main service 600V OR LESS 100 AMP OR LESS 5.00 FSC/ Single Family ❑ Duplex ❑ Mobil Home ❑ Others Main service EA. ADD•L too AMP 2.50 C—©' © OVER 6001 Main service 100 AMP OR LESS 25.00 Main service EA. ADD'L 100 AMP 1.00 NEW CONST. / DWELLING OE—CUP. B OR ADDNS. C ACC. BLDGS. 22sgft CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name st le of: Y NEW CONSTR (MULTI.OUTL T NON•R ESID l BRANCH CIRCUITS 2.50ea QU NEW CONSTR (POWER APPARATUS.&A NON.RESID. SINGLE OUTLET CIR. Ex. OCCUD(OUTLETS OR FIXTURES il B L@; Ex. Occu FIXED APPLNS. OR p•�OUTLETS (RESID.) EAJ 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No. Classification Misc. Wiring 6.25 I am exempt from the Contractors License Laws of the State of California. Permit Fee $ O d $ D� WORKMEN'S COMPENSATION INSURANCE I am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. ❑I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. MECHANICAL No. @ FEE f �r� PERMIT FILING FEE $3.00 ,pD Heating'" 7'V f1,17IewC Cooling p'jO DfAr entilation Hood 2.00 Permit Fee $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Lay. relating to building construction, and hereby Land Development Fee $ 7,$. -- TOTAL PERMIT FEE/6~ $ . auuw pre enlauves of the Lounry of rosea to enter upon me above- do d property for inspection purposes. X�Date Signature of Permitee or Agent S Q Receipt No. White-D.P.W. - Yellow-Assessdr-5 FIfnV-In actor - Goldenrod -A licanVOW This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DZRTOR 9VPUBLIC WORKS y Date Building permit expires Date e— 0 �,-J COUNTY .OF BUTTE - Department of Public Works c' 7;County Center Drive, Oroville, CA. 95965 Phone: 916-534-4541 OWNER -BUILDER VERIFICATION Attention Property Owner: � J An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information in the envelope provided at your earliest opportunity to avoid unnecessary delay in processing and issuing your build- ing permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the major labor and materials for construction of the proposed prope ty improvement (yes or no) ,�Jc 2. I have have not 4- si ned an application for a building g PP g perm t for the proposed work. 3. I have contracted with the following person (firm) to,provide the proposed construct' Name G'L . !/- Address C'o e PhonContractors License No. itr_00 0 M 5. I plan to provide ortions of this work, but I have hired the following person to coordina upervise, and provide the major work: Name Address City Phone Contractors License No. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: Name Address Phone Type of Work Signed: a / Property Owner Social Securit number_�- Date I NOTE: This Owner -Builder Verification is sent to you as required by Sections 19831 and 19832 of the California Health•and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. J • �• OWNER PA® 1 MULTIPLE FAMILY AND COMPIERC IAL PLAN CHECKING GUIDE RAL %rs ir sam it Zoning requ ement (sideya s, parking, special �aluation. 13- S1�orlb4. #Lns' Mf4. �inature b R.C. or Arch it required).. g Y Improvements and drainage. Bldg. A. P. copditions). 0 Perini #k %117-79 Calculations. Complete plot plan with dimen ons, easements, other buildings, and other pertinent data. B. OCCUPANCY REQU IREMENTS 1. Building use OTFICE Occupancy Class. F-2 2. Type of construction .. Fire Zone 3 3. Building floor area L 2 sq.ft. Occupant load 4. Total allowable floor area $dam sq.ft. Basic allowable floor area sq.ft. IOD �t Bags for increase dditions, alterations, and repairs exceeding 50% (Sec. 104).. ��7_C'ompliance with occupancy group requirements (Chapters 5-13). �Occupancy separations (Sec. 503). 8. --'-Area separations (Sec. 505). Firewalls due to location on property (Sec. 504). Maximum height requirements (Sec. 507). 1 Attic separations (Sec. 3205). W.0'_' Ventilation and special hazards requirements (Chapters 6-13). 13e Fire extinguishing systems (Chapter 38). 1�Mechanical code requirements. lrestaurant Act requirements. 16. Smoke detection system. C. TYPES OF CONSTRUCTION REOUIREMENTS ]! Fire retardant roof coverings (Sec. 1704). ?_l Parapet walls (Sec. 1709). 'Toilet room floors and walls (Sec-. 1711). @CZPhysically handicapped (Sec. 1711 & Table guardrails (Sec. 1716). 33A) . Detailed types of construction requirements 7/'Proper roof pitch for roof covering (Chapter 8oO"�_ Attic access and ventilation (Sec. 3204). 1�Roof drainage (Sec. 3207). Skylights (Chapter 34). 1� Stages and platforms (Chapter 39).. Interior wall and ceiling finish (Chapter 42). Fire resistive requirements (Chapter 43),. 14-0' wall and ceiling coverings (Chapter 47). 1;� Glass and glazing (Chapter 54). (Chapters 18-22). 32) . Human Impact (Sec. 5406). PAGE 2' .I i MULTIPLE FAMILY AND COMMERCIAL,RLAN CHECKING GUIDE (continued) D. STAJRS, EXITS AND OCCUPANT LOADS Number of exits; width and locations (Sec. 3302). ^` Doors (Sec. 3303). ?Ir orridors and exterior exit balconies (Sec. 3304). 4 tairways, rise & run, width, winders, and construction (Sec. 3305). 5Horizontal exit" -(Sec. 3307). 6 /�xit and smokeproof enclosures (Sec. 3308 & 3309). 7;l' E it signs. and illumination (Sec. 3312) . 8�its for occupancy groups A-E (Sec. 3315-3319). E. ENGINEERING REGULATIONS, DESIGN, QUALITY, MATERIALS,AND DETAILED REQUIREMENTS Complete plans sufficient to show how building is proposed to be constructed and to verify conformance with Chapters.23-29. Plans must include plot'plan,.floor plan, foundation plan, elevations, and complete structural details. Energy design, calcs, and,necessary details (State law). 3! Veneer (Chapter 30). 4e"'Chimneys and fireplaces (Chapter 37). Engineered plans if required.. 5/Plastics (Chapter 52). 6xcavation and grading (Chapter 70) - not adopted. 7 Continuous or Special Inspection (Sec. 305). 8` Factory or other certification. Soils or compaction data. . I I -e 4 "4cuq -74v ,Z 31P 712 Y""x. 33 PIP LAND OF NATURAL WEALTH AND BEAUTY _. _..__. DEPARTMENT OF PUBLIC WORKS CLAY CASTLEBERRY, Director 7 COUNTY CENTER DRIVE, OROVILLE, CALIFORNIA 95965 Telephone: (916) 534-4541 January 27, 1931 H. W. McDONALD Deputy Director 14eAtl4ad Construction Co. RE: Building Permit #3/%7`747 3675 Skyway A.P. # 64.66-25 Paradise, CA. 93969 cost1own, With reference to the above subject, we have been advised by one of our building inspectors that there are items requiring corrections for the work which you have done as follows: Numerous violations and corrections. Also, the above -noted permit has e..aired 0/24/80 and will meed to be renewed to a currant statue. This building hes also been converted to a lighting fixture store without the required inspections, perInits, and approvals from this office. Since these items must be corrected before we can final the job or issue the required Certificate of Occupancy, please make the above corrections and contact this office within ten (10) days of the date of this letter and request final inspection. Your cooperation in resolving these items in a timely manner will certainly be appreciated. Should you have any questions concerning this matter, please contact this office. !' 00J Ag r A, `� Vede�4 /y Yours very truly, huh dQ �!� &e arg al a- 0,04(j4 Clay Clay Castleberry • / �`e Director of Publ' rks �- haves iad µuZ 2j -71; -s OwG de-�eZZN i✓m)'o GI�Na, ��'11/ / We� Glande r FG: d d iep/ Ked Assistant Director cc: Building Inspector " par ne Mate Contractors License Board, 2400 Washington Ave., #111, Redding 96001 ti GENERAL FOUNDATION NOTES AND CONCRETE DETAILS ' CERTIFICATION AND SCHEDULE OF DRAWINGS 1. AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILTY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BURRING SYSTEM 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO FURNISHED BY A.B.C. ARE DESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA DESIGN LOADS ARE: DESIGN LOAD COMBINATIONS ARE: SHEET NUMBER DATE REV. N0. SHEET DATE REV. N0. NUMBER RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE MINIMUM DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 1 __ METAL BUILDING DEAD LOAD (D) 1. 0 + C + S ABC -1 1 12/14/01 O 4. REINFORCING BARS, WIRE MESH, ANCHOR BOLT SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS. - MUST BE SUSTAINED BY HAIRPINS. TIE RODS. BUTTRESSES, OR OTHER DEPENDABLE MEANS. 2. 1.0 PSF COLLATERAL DEAD LOAD (C) _ 2. 0 + W 3. 30.0 PSF ROOF LIVE LOAD (L) 3. D + 0.55 + W + C 4. 30.0 PSF FRAME LIVE LOAD (L) 4. D + S + O.SW + C ABC -2 12/14/01 0 AB -1 12/14/01 0 5. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL, OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED 5. 47.86 PSF GROUND SNOW LOAD (Sq) S. D + C + E/1.4 OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST UNE. 6: 30.0 PSF ROOF SNOW LOAD (EXPOSURE FACTOR 0.70) (S) 6. D + C + UNB SNOW AB -2 12/14/01 0 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR BOLTS SMALL BE ACCURATELY SET TO A TOLERANCE t 1/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A t 1/8 INCH TOLERANCE. 7. 80.0 MPH WIND SPEED (EXPOSURE C ) (W) B. 3 SEISMIC ZONE (E) SOIL = Sd E-01 12/14/01 O E-02 12/14/01 O B. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE E-03 12114101 0 STRENGTH OF 2500 P.S.I. AT 28 DAYS. 9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS), OTHER MATERIALS, AND LABOROCCUPANCY IMPORTANCE FACTORS E-04 12/14/01 0 SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. THIS BUILDING DESIGNED AS AN ENCLOSED BUILDING WIND: 1.00 10. ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. NOTES: 1) ROOF DESIGN IS BASED ON THE LARGER ROOF LIVE SNOW: 1.00 w 11. THE EMBEDMENT OF THE ANCHOR BOLTS IN THE CONCRETE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS LOAD OR ROOF SNOW LOAD. SEISMIC: 1.00 ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. 2) ALL FIELD WELDING IS TO BE PERFORMED BY AN AWS CERTIFIED WELDER -USING E70XX ELECTRODES 12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE AISC MANUAL OF STEEL CONSTRUCTION. 3) IT IS THE RESPONSIBILITY OF OTHERS, i.e. THE ENGINEER OF RECORD, TO ENSURE THAT ALL STRUCTURAL SYSTEMS, CONSTRUCTION, AND COMPONENTS NOT BY A.B.C. INTERACT COMPATIBLY 13. ALL ANCHOR BOLTS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE CONCRETE BEARING SURFACE, EXCEPT 1/2 INCH DIAMETER BOLTS WITH AB.C. STRUCTURAL SYSTEMS AND COMPONENTS. ALL NEW OR EXISTING CONSTRUCTION LOCATED AT DOORS WHICH SHALL HAVE A PROJECTION OF 1 INCH. ALL BOLTS SHALL HAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE PROJECTION. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED PRIOR TO COLUMN ERECTION. MUST BE STRUCTURALLY SEPARATED, AS REQUIRED BY THE CODE. FROM AB.C. BUILDING SYSTEMS. SEE AB.C. CALCULATIONPACKAGEFOR DEFLECTION REQUIREMENTS OF A.B.C. FRAMES AND MATERIAL. 14. ANCHOR BOLTS FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. ANCHOR BOLT DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PLAN. THESE DESIGN LOADS AND COMBINATIONS ARE APPLIED IN ACCORDANCE WITH THE FOLLOWING STANDARD ERECTION SHEETS Ir BUILDING CODE. ALL LOADS AND REACTIONS ARE UNFACTORED UNLESS NOTED OTHERWISE. t S 111 UNIFORM BUILDING CODE, 1997 EDITION ASW -1.0 DWF-4.0 LOC -6T.0 LSR-10.0 SPH -1.0 X SSG -2.5 WAD -3.0 - FINISH FLOOR 1/7 0 ANCHOR BOLTS X 6" !� BASE ANGLE FASTENER .(SEE NOTES 813 h 814) NOT BY 1/4- .Er I, MINIMUM 1/4' 0 CONCRETE BASE ANGLE INO.C. BOLT SPACING MAXIMUM SPACING OR I� �I EQUAL BY OTHERS) y, i i i i THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS. LOUVERS, TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS . MECHANICAL EOUIPME14T AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A ASW -2.0 DWR-1.0 X LOC -6.1 LSR-11.0 SPW-1.0 SSG -3.0 WAD-3.OS ASW -3.0 ECD -1.0 LOC -6.2 LSR-12.0 SPW-2.0 SSG -4.0 WAD -4.0 BID -1.0 ECD -2.0 LOC -6.3 LSW-1.0 X SPW-3.0 SSG -5.0 WAD -4.05 BID -2.0 EOH-1.0 LOC -6.4 L5w-2.0 X $Pw-4.0 SSG -6T.0 WAD -5.0 BJD-1.0 GTD-1.0 LOC -7.0 LSW-3.0 X SRO -1.0 SSG -7.0 WAK-1.0 PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE AMERICAN BUILDINGS COMPANY 'GENERAL ERECTION GUIDE, Ir 1 3/B' NOMINAL DOOR WIDT1#11 5' DOOR WIDTH + 2 3 4' (SEE NOTES #13 &L8s4) THE MBMA MANUAL LATEST EDITION. AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. PRODUCT APPROVALS AND CERTIFICATIONS: 1. STANDARD BUILDING CODE - SBCCI 894100, 12 BASIC SAES. BJD-2.0 GTD-2.0 LOC -8.0 MDW-1.0 SRO -2.0 SSG -7.1 WAL-1.0 BUD -3.0 LBD-1.0 LOC -9.0 MDW-2.0 SS2-1.0 SSG -8.0 WAL-2.0 BPO -1.0 LBD-2.0 LOC -10.0 + MSW_ 1.0 SS2-2.0 SSG -9.0 WAO-1.0 X BASE ANGLE DETAIL TYPICAL OVERHEAD DOOR LAYOUT SECTION "Y' - "B" (OF TYPICAL OVERHEAD DOOR LAYOUT) 2. UNIFORM BUILDING CODE (ICBO) - 8 FA -265 -CARSON CITY, NEVADA PLANT. 3. INDIANA - 12 BASIC STYLES AS BELOW. 0. M-190860 - SSF d. M-190863 - LT D. M-190857 - LRF, RF, URF -M e. M-190862 GC. LP2, LP4, LP2-M. LP4-M e. M-190858 - LSS. LSS-M BPD -2.0 IJD-1.o Loc -1o.1 PFD -1.o ssz-2T.o ssc-1o.o wA0-2.o X CND -1.0 LFO-2.0 LOC -11.0 RFO-1.0 SS2-3.0 SSG -11.0 WAO-3.0 BASIC MATERIAL SPECIFICATIONS CSD -1.0 LFO-3.0 LOC -12.0 SDB-1.0 SS2-4.0 VF4-1.0 WAW -1.0 DEF -1.0 LFD-4.0 LOC -13.0 SED -1.0 X SS3-1.0 VF4-2.0 I WAW -2.0 4. WISCONSIN -8 960032-M; 13 BASIC STYLES. 5. CITY OF CLEVELAND, OHIO DOCKETS S-52-82. 6. CANADIAN WELDING BUREAU DIVISION I CERTIFICATION AT EL PASO. CARSON CITY, h LACROSSE. 7. AISC QUALITY CERTIFICATION, CATEGORY MB. PRIMARY FRAMING STEFI STEEL FOR HOT -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 36 OR ASTM A572 -GRADE 50. STEEL FOR BUILT-UP SECTIONS SHALL CONFORM TO ONE OF THE FOLLOWING: DLT - 1.0 LFD-5.0 LSR-1.0 X SF4-1.0 553-2.0 vF4-3.0 WAW -3.0 OMF-1.0 L02-1.0 LSR-2.0 X SF4-2.0 SS3-2T.0 V174-4.0 WAW -4.0 DND-1.0 X L03-1.0 LSR-2.1 X SF4-3.0 SS3-3.0 VF5-1.0 WAW -5.0 FLANGE AND WEB MATERIAL SHALL MEET AS APPLICABLE THE PHYSICAL AND CHEMICAL REQUIREMENTS OF ASTM A572 GRADE 50, WITH A MINIMUM YIELD OF 55 KSI, ASTM A607 GRADE 55 OR ASTM A570 GRADE 55. STEEL FOR ALL ENDWALL "Cr SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570, GRADE 55. B. PLANT CERTIFICAIION AT CARSON CITY FOR CITY OF SEATTLE. 9. PLANT CERTIFICATION AT CARSON CITY FOR OGDEN. UTAH. 10. CITY OF LOS ANGELES FABRICATORS LICENSE 81390 AT CARSON CITY PLANT. DRB -1.0 LOC -1.0 LSR-3.0 X SF4-4.0 I SS3-4.0 VF5-2.0 WAW -6.0 ORB -2.0 LOC -2.0 LSR-4.0 X SF5-1.0 SSG -1.0 VF5-3.0 STEEL FOR TUBE SECTIONS SHALL. CONFORM TO ASTM A500 -GRADE B. 11. CITY OF HOUSTON. TEXAS FABRICATOR APPROVAL 8478. STEEL FOR PIPE SECTIONS SHALL CONFORM TO ASTM A53 -GRADE B. SECONDARY FRAMING STEEL 12. STANDING SEAM 360 WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. DRF -1.0 X LOC -3.0 LSR-5.0 SF5-2.0 SSG -1.1 VFS-4.0 DRF -2.0X LOC -4.0 LSR-6.0 SF5-3.0 SSG -2.1 WAD -1.0 STEEL USED TO FORM PURUNS. GIRTS. EAVE STRUTS AND 'C' SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570. GRADE 55. STEEL USED TO FORM ZINC -COATED (GALVANIZED) PURLINS AND GIRTS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A446. GRADE D AND G 90 COATING DESIGNATION AS DESCRIBED IN ASTM A525. 13. STANDING SEAM II WIND UPUFT-CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. 14LOC-SEAM WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NOS. 93 AS LISTED IN DWF-1.0 X LOC -4T.0 LSR-7.0 SF5-4.0 SSG -2.2 WAD-I.OS DWF-2.0 X LOC -5.0 LSR-8.0 SFL-1.0 X SSG -2.3 WAD -2.0 UNDERWRITERS. I,IBORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. I ROOF AND W PAN MATERIAL _ EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: 15. LONGSPAN PANEL WIND UPUFT-CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. OWF-3.0 LOC -6.0 LSR-9.0 SFL-2.0 I X I SSG -2.4 I WAD -2.00 PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION C 90. CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE E. MINIMUM YIELD STRESS SHALL BE 60,000 PSL OANASTM I EL TERLCAS SPECIFIED MINIMUM BE 24 GAUGE 5TRES5 SZIINNCC EOAT D (GALVANIZED) STEEL COATING DESIGNATION G 90, CONFORMING TO THE REQUIREMENTS 50,000 PSI., PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ALUMINUM ZINC ALLOY -COATED STEEL COATING DESIGNATION AZ 55, CONFORMING TO THE REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SHALL BE 60.000 PSI. PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ALUMINUM -ZINC ALLOY -COATED STEEL. COATING DESIGNATION AZ 55, CONFORMING TO THE REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SHALL BE 50.000 PSI. .BRACE MATERIAL 16. 22 GA STANDING SEAM 360 HAS MET FACTORY MUTUAL CLASS 1-60. 1-90 AND 1-120. 17. 24 GA STANDING SEAM 360 HAS MET FACTORY MUTUAL CUSS I-60. 18. 24 GA. LONGSPAN HAS MET FACTORY MUTUAL CLASS 1-120. 19 24 GA LOC -SEAM MODIFIED WITH 3M-VH8 TAPE 84950 OR 3/16' BOLTS MEETS CORPS OF ENGINEERS GUIDE SPECIFICA'AON 07416. 20. 24 CA STANDING SEAM 360 MEETS CORPS OF ENGINEERS GUIDE SPECIFICATION 07416. 21. 24 CA STANDING SEAM 360 HAS BEEN TESTED IN ACCORDANCE WITH ASTM E-1592. 22. DADE COUNTY FLORIDA ACCEPTANCE NO. 96-0319.03 - 24 GA STRUCTURAL STEEL 1 3/16"X 36' ARCHITECTURAL II WALL PANEL. 23. DADE COUNTY FLORIDA ACCEPTANCE NO. 96-0319.04 - 24 GA. STRUCTURAL STEEL 1 3/16' X 36r LONGSPAN WALL PANEL. ! PREF sv�;�Vi THE CERTIFYING ENGINEER HEREWITH IS NOT THE ENGINEER QUO .N�/ 4/ OF RECORD FOR THE OVERALL PROJECT AND IS ONLY CERTIFYING THAT THE DESIGN OF THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY SATISFY THE DESIGN REQUIREMENTS SPECIFIED ABOVE F�T1 AND ON THE AB.C. CONTRACT. THIS CERTIFICATION 052 O EXCLUDES THE ERECTION OF THE STRUCTURE. - 1� BRACE CABLES: ASTM -A475. 7 STRAND EHS WIRE CABLE. CABLE DESIGNATIONS IN 1/16 INCHES, i.e. BC4-LENGTH = 1/4'0 x LENGTH BRACE RODS: A36 STEEL ROD DESIGNATIONS IN 1/8 INCHES, i.e. BR4-LENGTH = 1/7'0 x LENGTH 24. DADE COUNTY FLORIDA ACCEPTANCE NO. 96-0319.05 - 24 GA STRUCTURAL STEEL 1 3/16' X 36r LONGSPAN ROOF PANEL \ NO. REVISIONS MADE CK'D I DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: DATE TRI -FRAME PROPANE 14368 SKYWAY MAGALIA, CA ELITE STEEL BLDG. SYS. MODESTO Fn C FORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [*] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: BL 12/13/01 CHECKED BY: JLS 12 14 / /01 DESIGN APPD BY: �� N MBIER' 51928101 ABC -1 REV.NO. 0 D BY: ABC-1CAR r kN N� O O x -BRACED BAr --OO O O O'0 m 1 1 1 1'7 1 18'4 00 m I 0.m 1 1 I 010 1 I 1 � 1 � I N 1 I 1 x 1 1 1 1 1 1 1 I 1 1 •Il C 1 I 1. 1 4 I t1 4 1 m O10 010 00 00 00 r 6 7 MODESTO CALIFORNIA k AMERICAN BUILDINGS COMPANY DRAWING. 5 t 928101 AB -1 REV.NO. NUMBER' 0 1'7 1 18'4 18'4 1.7 1 40'0 OUT TO OUT OF CONCRETE r ANCHOR BOLT PLAN ELEVATION AT FINISHED FLOOR = 100.0" U.N. a -ELEV. AT BOTTOM OF BASE PLS. =� 100'0' U.N. MADE I CK -D DATE ENGRI DATE N0. REVISIONS - MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE TRI -FLAME PROPANE 14368 SKYWAY MAGALIA CA ELITE STEEL BLDG. SYS. [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [q FOR PERMIT ONLY (] FOR PRELIMINARY DRAWN BY: BL 12/13/01 CHECKED BY: !LS 12�10� 1 - DESIGN APPD BY:VllllL p f - 1' CAD BY: 12/13/01 06:13:54 Ver. 15.2 7 MODESTO CALIFORNIA k AMERICAN BUILDINGS COMPANY DRAWING. 5 t 928101 AB -1 REV.NO. NUMBER' 0 A C B ID REACTION TABLE ki s LOAD DESC - WIND I A B I C I D D + C +S L_"1.5 9.6 -1.5 9.6 D + W-> L-> -3.2 -3.9 -2.0 -0.7 D + C + W-> + 1/2S L-> -2.5 0.5 -2.7 3.7 D + C + S + 1/2W-> L-> -0.1 7.1 -2.5 8.7 D + C + E/1.4 L->-0.3 0.8 -0.7 1.8 D + W // TO RIDGE R-> -0.7 -3.5 -1.8 -1.1 D + C + UNB SNOW L-> 1.2 6.4 -1.2 8.6 D + C + UNB SNOW L-> 1.2 8.6 -1.2 6.4 FRAME LINES 1,_2 & 3 VIND 3.4K \/ f z.03K i t z.osK (RSW) LINE "B" X -BRACING REACTIONS (DIRECTION MAY BE OPPOSITE) REACTIONS ARE BASED UPON EACH BRACED BAY NOTES: 1. New structure by ABC is designed as an enclosed building. 2. ABC has provided capacity for a 1.0 psf of uniform collateral load as requested. No special provisions have been made for concentrated point loads on frames or purlins. 3. The framing at endwalls line 1 and 3 are not designed to accommodate future additions. 4. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. See calculation package for deflection requirements of ABC frames and materials. 5. ABC has provided new structure(s) according to the ABC purchase order and company standards. ABC is not responsible for verifying that ABC's design and detailing is compatible with material by others. REVISIONS DATE IENGRI DATE REVISIONS 1'7 OUTSIDE SLAB I a a 31,CAB 2 2 1 6 RDO')-A 319- THICK PL. BP01-A 31e THICK PL. OUTSIDE OF SLAB QC)r)A -A 3/8' THICK PL. DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE ( ] FOR CONSTRUCTION [ ] FOR APPROVAL [i] FUR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: 81. 12/13/01 CHECKED BY: J S /21!4101 DESIGN APPD BY: ( O CAD BY: 1 12/13/01 06:13:54 Ver. 15.2 BP03-A 3/8' THICK PL. TRI -FLAME PROPANE 14368 SKYWAY MAGALIA , CA ELITE STEEL BLDG. SYS. 1'7 1 OUTSIDE f- SLAB I N c v Ln 3/,CAB :L2 2 1 6 BP06-A 3/8" THICK PL. 6 1 2 2 31,CAB a I N J OF 1'7 z l SLAB BP05-A 3/8' THICK PL. MODESTO NUMBER 1 51928101 AB -2 NUMBE' N CALIFORNIA I U 1 GENERAL FOUNDATION NOTES AND CONCRETE DETAILS CERTIFICATION 'AND SCHEDULE OF DRAWINGS 1. AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILTY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BUILDING SYSTEM 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOSSRE. 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO FURNISHED BY A.B.C. ARE DESIGNED TO COMPLY WITH THE FOLLOWING CRRERW DESIGN LOADS ARE: DESIGN LOAD COMBINATIONS ARE: SHEET NUMBER DATE REV. N0. SHEET NUMBER DATE REV. NO. RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE MINIMUM DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 1. __ METAL BUILDING DEAD LOAD (D) 1. D + C + S ABC -1 12/14/01 O 4. REINFORCING BARS, WIRE MESH, ANCHOR BOLT SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS. BUTTRESSES, OR OTHER DEPENDABLE MEANS. 5. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL, OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED 2. 1.0 PSF COLLATERAL DEAD LOAD (C) 2. 0 + W 3. 30.0 PSF ROOF LIVE LOAD (L) 3. D + 0.5S + W + C 4. 30.0 PSF FRAME LIVE LOAD (L) 4. D + S + 0.5W + C 5. 47.86 PSF GROUND SNOW LOAD (Sg) 5. D + C + E/1.4 ABC -2 12/14/01 0 AB -1 12114101 0 OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. 6. 30.0 PSF ROOF SNOW LOAD (EXPOSURE FACTOR 0.70) (S) 6. D + C + UNS SNOW AB -2 12/14/01 0 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE 7. 80.0 MPH WIND SPEED (EXPOSURE C ) (W) 8. 3 .SEISMIC ZONE (E) E-01 12/14/01 0 E-02 12/14/01 0 31/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A t1/8 INCH TOLERANCE. SOIL - Sd B. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE E-03 12/14/01 0 STRENGTH OF 2500 P.S.I. AT 28 DAYS. E-04 12/14/01 0 9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS), OTHER MATERIALS, AND LABOR OCCUPANCY IMPORTANCE FACTORS SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. THIS BUILDING. DESIGNED AS AN ENCLOSED BUILDING 1 00 WIND: 10. ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. NOTES: 1) ROOF DESIGN IS BASED ON THE LARGER ROOF LIVE SNOW: 1.00 11. THE EMBEDMENT OF THE ANCHOR BOLTS IN THE CONCRETE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS LOAD OR ROOF SNOW LOAD. SEISMIC: 1,00 ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. 2) ALL FIELD WELDING IS TO BE PERFORMED BY AN AWS CERTIFIED WELDER USING E70XX ELECTRODES 12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE DISC MANUAL OF STEEL CONSTRUCTION. 3) R IS THE RESPONSIBILITY OF OTHERS, i.e. THE ENGINEER OF RECORD, TO ENSURE THAT ALL STRUCTURAL SYSTEMS, CONSTRUCTION, AND COMPONENTS NOT BY A.B.C. INTERACT COMPATIBLY 13. ALL ANCHOR BOLTS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE CONCRETE BEARING SURFACE, EXCEPT 1/2 INCH DIAMETER BOLTS WITH A.B.C. STRUCTURAL SYSTEMS AND COMPONENTS. ALL NEW OR EXISTING CONSTRUCTION LOCATED AT DOORS WHICH SHALL HAVE A PROJECTION OF 1 INCH. ALL BOLTS SHALL HAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE PROJECTION. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED PRIOR TO COLUMN ERECTION. MUST BE STRUCTURALLY SEPARATED, AS REQUIRED BY THE CODE, FROM A.B.C. BUILDING SYSTEMS. SEE A.B.C. CALCULATION PACKAGE FOR DEFLECTION REQUIREMENTS OF A.B.C. FRAMES AND MATERIAL. 14. ANCHOR BOLTS FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. ANCHOR BOLT DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PLAN. THESE DESIGN LOADS AND COMBINATIONS ARE APPLIED IN ACCORDANCE WITH THE FOLLOWING STANDARD ERECTION SHEETS 87 BUILDING CODE. ALL LOADS AND REACTIONS ARE UNFACTORED UNLESS NOTED OTHERWISE. r l UNIFORM BUILDING CODE, 1997 EDITION ASW -1.0 DWF-4.0 LOC -6T.0 LSR-10.0 I SPH -1.0 X SSG -2.5 WAD -3.0 FINISH FLOOR 1/r 0 ANCHOR BOLTS % G >v THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS ASW -2.0 DWR-1.0 X LOC -6.1 LSR-11.0 SPW-1.0 SSG -3.0 WAD-3.OS ASW -3.0 ECD_ 1.0 LOC -6.2 LSR-12.0 SPW-2.0 SSC -4.0 WAD -4.0 BASE ANGLE FASTENER (SEE NOTES 113 & 114) NOT BY A.B.C.)" 1/4' 0 CONCRETE �� , I BASE ANGLE ANCHOR BOLT 5'-0' O.C. i , , , MAXIMUM SPACING OR i i i i EQUAL BY OTHERS) yl I MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS, TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS , MECHANICAL EQUIPMENT AND Tt'E ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A BID -1.0 ECD -2.0 LOC -6.3 LSW-1.0 X SPw-3.0 SSG -5.0 WAD -4.05 BID -2.0 EOH-1.0 LOC -6.4 LSw-2.0 X SPW-4.0 SSG -6t.0 WAD -5.0 GM -1.0 LOC -7.0 LSW-3.0 X SRO -1.0 SSG -7.0 WAK-1.0 ii PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE AMERICAN BUILDINGS COMPANY 'GENERAL ERECTION GUIDE',BJD-1.0 I 3/fr NOMINALDOOR Er IWIDTH*-1 8' \\ /� THE MSMA MANUAL, LATEST EDITION, AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. BJD-2.0 GM -2.0 LOC -8.0 MDW-1.0 SRO -2.0 SSG -7.1 WAL-1.0 BJD-3.0 LBD-I.0 LOC -9.0 MDW-2.0 SS2-1.0 SSG -8.0 WAL-2.0 DOOR WIDTH + 2 3 a' I/r 0 ANCHOR BOLTS (SEE NOTES 113 & 114) PRODUCT APPROVN.S AND CERTIFICATIONS: 1. STANDARD BUILDING CODE - SBCCI 194100, 12 BASIC STYLES. BPD -1.0 LBD-2.0 LOC -10.0 MSW_ 1.0 SS2-2.0 SSG -9.0 WAD -1.0 X BASE ANGLE DETAIL TYPICAL OVERHEAD DOOR LAYOUT SECTION "B "B" (OF TYPICAL OVERHEAD DOOR OR LAYOUT) 2. UNIFORM BUILDING CODE (ICBO) - / FA -285 -CARSON CITY, NEVADA PLANT. 3. INDIANA - 12 BASIC STYLES AS BELOW. a. M-190860 - SSF d. M-190863 - LT b. M-190857 - LRF, RF, LRF -M e. M-190862 GC, LP2, LP4, LP2-M, LP4-M c. M-190658 - LSS, LSS-M BPO -2.0 LFO-1.0 Loc -10.1 PFD -1.0 552-2T.0 SSC -10.0 WAO-2.0 X CND -1.0 LFD-2.0 LOC -11.0 RFO-1.0 SS2-3.0 SSG -11.0 WAO-3.0 BASIC MATERIAL SPECIFICATIONS C50-1.0 AFD -3.0 LOC -12.0 SDB-1.0 SS2-4.0 VF4-1.0 WAW�'1.0 OEF-1.0 LFD-4.0 LOC -13.0 SED -1.0 X 553-1.0 VF4-2.0 WAW -2.0 4. WISCONSIN -1 960032-M: 13 BASIC STYLES. 5. CRY OF CLEVELAND, OHIO DOCKETS 5-52-82. 6. CANADIAN WELDING BUREAU DIVISION I CERTIFICATION AT EL PASO, CARSON CITY, & LACROSSE. 7. A1SC QUALITY CERTIFICATION, CATEGORY MB. PRIMARY FRAMING STEEL STEEL FOR HOT -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 36 OR ASTM A572 -GRADE 50. STEEL FOR BUILT-UP SECTIONS SHALL CONFORM TO ONE OF THE FOLLOWING: OLT-1.0 IED -5.0 LSR-1.0 X SF4-1.0 S53 -Z.0 VF4-3.0 WAW -3.0 DMF -1.0 L02-1.0 LSR-2.0 X SF4-2.0 SS3-2T.0 VF4-4.0 WAW -4.0 OND -1.0 X I L03-1.0 LSR-2.1 X SF4-3.0 SS3-3.0 VF5-1.0 WAW -5.0 FLANGE AND WEB MATERIAL SHALL MEET AS APPLICABLE THE PHYSICAL AND CHEMICAL REQUIREMENTS OF ASTM A572 GRADE 50, WITH A MINIMUM YIELD OF 55 KSI, ASTM A607 GRADE 55 OR ASTM A570 GRADE 55. STEEL FOR ALL ENDWALL 'C' SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570, GRADE 55.DRB-1.0 B. PLANT CERTIFICATION AT CARSON CITY FOR CRY OF SEATTLE. 9. PLANT CERTIFICATION AT CARSON CITY FOR OGDEN, UTAH. 10. CRY OF LOS ANGELES FABRICATORS LICENSE 11390 AT CARSON CITY PLANT. LOC -1.0 LSR-3.0 X SF4-4.0 SS3-4.0 VF5-2.0 WAW -6.0 DRB -2.0 LOC -2.0 LSR-4.0 X SF5-1.0 SSG -1.0 VF5-3.0 STEEL FOR TUBE SECTIONS SHALL CONFORM TO ASTM A500 -GRADE B. 11. CITY OF HOUSTON, TEXAS FABRICATOR APPROVAL 1478. - STEEL FOR PIPE SECTIONS SHALL CONFORM TO ASTM A53 -GRADE B. SECONDARY FRAMING. STEEL 12. STANDING SEAM 1360 WIND UPUFT-CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. DRF -1.0 X LOC -3.0 LSR-5.0 SF5-2.0 SSG -1.1 VF5-4.0 DRF -2.0 X LOC -4.0 LSR-6.0 SF5-3.0 SSG -2.1 WAD -1.0 ' STEEL USED TO FORM PURLINS, GIRTS. EAVE STRUTS AND 'C' SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570, GRADE 55. 13. STANDING SEAM II WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS STEEL USED TO ITS HALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A446, GRADE D AND C BO COATINGRM NC-COATEDDESIGAGALVANTION A IZED) P BED URUNSN AND LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. 14. LOC -SEAM WINO UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NOS. 93 AS LISTED IN DWF-1.0 X LOC 4T.0 LSR-7.0 SF5-4.0 SSG -2.2 WAD-1.OS DWF-2.0 X LOC -5.0 LSR-8.0 SFL-1.0 X SSG -2.3 WAD -2.0 ROOF AND WALL PANEL e UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. Rei EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: 15. LONGSPAN PANEL WIND UPUFT-CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. DWF-3.0 LOC -6.0 LSR-9.0 SFL-2.0 X SSG -2.4 / •W �' PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION G 90, CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE E. MINIMUM YIELD STRESS SHALL BE 60,000 PSI, PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION G 90, CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE D. MINIMUM YIELD STRESS SHALL BE 50,000 PSI. PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ALUMINUM ZINC ALLOY -COATED STEEL. COATING DESIGNATION AZ 55, CONFORMING TO THE REQUIREMENTS OF ASTM SPECIFIED MINIMUM YIELD STRESS SHALL BE 60.000ALLOY-COATED PSI. - PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ALUMINUM -ZINC ALLOY -COATED STEEL, COATING DESIGNATION AZ 55, CONFORMING TO THE REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SHALL BE 50,000 P51. BRACE MATER LeI BRACE CABLES: ASTM -A475, 7 STRAND EHS WIRE CABLE. CABLE DESIGNATIONS IN 1/16 INCHES, i.e. BC4-LENGTH - 1/4'0 x LENGTH BRACE RODS: A36 STEEL ROD DESIGNATIONS IN 1/8 INCHES, i.e. BR4-LENGTH = I/r0 x LENGTH 16. 22 GA. STANDING SEAM 360 HAS MET FACTORY MUTUAL CLASS 1-60, 1-90 AND 1-120. 17. 24 GA. STANDING SEAM 360 WAS MET FACTORY MUTUAL CLASS 1-60. 18. 24 GA LONGSPAN HAS MET FACTORY MUTUAL CLASS I-120. 19. 24 GA. LOC -SEAM MODIFIED WITH 3M-VHB TAPE 14950 OR 3/16' BOLTS MEETS CORPS OF ENGINEERS GUIDE SPECIFICOTION 07416. 20. 24 GA. STANDING SEAM 360 MEETS CORPS OF ENGINEERS GUIDE SPECIFICATION 07416. 21. 24 GA STANDING SEAM 360 HAS BEEN TESTED IN ACCORDANCE WITH ASTM E-1592. 22. DADE COUNTY ILORIDA ACCEPTANCE N0. 96-0319.03 - 24 GA STRUCTURAL STEEL 1 3/16' X JG ARCHITECTURAL II WALL PANEL 23. DADE COUNTY ILORIDA ACCEPTANCE NO. 96-0319.04 - 24 GA. STRUCTURAL STEEL 1 3/16" X 3Li LONGSPAN WALI. PANEL. 24. DADE COUNTY FLORIDA ACCEPTANCE NO. 96-0319.05 - 24 GA. STRUCTURAL STEEL 1 3/16" X 3Li LONGSPAN ROOF PANEL a -•��°�v/L{I !!Q Qv O'(�Y T e� �y THE CERTIFYING ENGINEER HEREWITH IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT AND IS ONLY CERTIFYING THAT THE DESIGN OF THE METAL BUILDING I m COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY I I L cJ� 08 / rn SATISFY THE DESIGN REQUIREMENTS SPECIFIED ABOVE 1 AND ON THE A.B.C. CONTRACT. THIS CERTIFICATION 12%31 EXCLUDES THE ERECTION OF THE STRUCTURE. <ST [ rA11, NO. REVISIONS MADE CK'D I DATE ENGR DATE NO. REVISIONS MADE I CMD DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: DATE TRI -FRAME PROPANE 14368 SKYWAY MAGALIA, CA ELITE STEEL BLDG. SYS. MODESTO - �" CALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [) FOR APPROVAL '. (•] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: BL 12/13/01 CHECKED DY: JLS 12 14 01 / / DESIGN APPD BY: 1.411- RY44 DRAwwG, NUMBER' 51928101 ABC -1 REv.No• 0 CAI) BY: ABC-1CAR l I. 1.7 18'4 ' 1�' 18'4 ' 1'7 40'0 OUT TO OUT OF CONCRETE ANCHOR BOLT PLAN ELEVATION AT FINISHED FLOOR =, 100'0* U.N.CESS ELEV. AT BOTTOM OF BASE PLS. = 100.'0' U.N. ~� Q r F99�ycz w m CO52O80 'j Exp. 12/31/02 OF NO.1 REVISIONS MADE CK'D DATE ENGRI DATE NO. REVISIONS MADE CK'D II DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE MODESTO eigzpCALIFORNIA STATUS TRI -FLAME PROPANE [ ] FOR CONSTRUCTION DRAWN BY: . BL 12/13/01 14368 SKYWAY ['] FOR APPROVAL CHECKED BY: JLS 12/14/ 1 MAGALIA CA [*] FOR PERMIT ONLY . AMERICAN BUILDINGS COMPANY (j FOR PREUMINARY DESIGN APPO ey:V4111. L pl ELITE STEEL BLDG. SYS. DRAWING. REVNO. CAD BY: 12/13/01 06:13:54 ver. 15.2 NUMBER' 51928101 AB -1 O [ V ANCHOR BOLT PLAN ELEVATION AT FINISHED FLOOR =, 100'0* U.N.CESS ELEV. AT BOTTOM OF BASE PLS. = 100.'0' U.N. ~� Q r F99�ycz w m CO52O80 'j Exp. 12/31/02 OF NO.1 REVISIONS MADE CK'D DATE ENGRI DATE NO. REVISIONS MADE CK'D II DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE MODESTO eigzpCALIFORNIA STATUS TRI -FLAME PROPANE [ ] FOR CONSTRUCTION DRAWN BY: . BL 12/13/01 14368 SKYWAY ['] FOR APPROVAL CHECKED BY: JLS 12/14/ 1 MAGALIA CA [*] FOR PERMIT ONLY . AMERICAN BUILDINGS COMPANY (j FOR PREUMINARY DESIGN APPO ey:V4111. L pl ELITE STEEL BLDG. SYS. DRAWING. REVNO. CAD BY: 12/13/01 06:13:54 ver. 15.2 NUMBER' 51928101 AB -1 O [ 1\ REACTION SCHEMATICS & BASEPLATE DETAILS T A C B D NOTES: REACTION TABLE (kips) SCALE: NONE DATE LOAD DESC WIND I A I B C D D + C + S L->1.5 12/13/01 06:13:54 Ver. 15.2 9.6 -1.5 9.6 D + W-> L-> -3:2 -3.9 -2.0 -0.7 D + C + W-> + 1/2S L-> -2.5 0.5 -2.7 3.7 D + C + S + 1/2W-> L-> -0.17.1 -2.5 8.7 D + C + E/1.4 L-> -0.3 0.8 -0.7 1.8 D + W // TO RIDGE R-> -0.7 -3.5 -1.8 -1.1 D + C + UNB SNOW L-> 1.2 6.4 -1.2 8.6 D + C + UNB SNOW L-> 1.2 8.6 -1.2 6.4 FRAME LINES 1, 2 & 3 V IND 3.4K r Z 03K I t 2.03K (RSM) LINE 'Ar X -BRACING REACTI❑NS (DIRECTION MAY BE OPPOSITE) REACTIONS ARE BASED UPON EACH BRACED BAY 1. New structure by ABC is designed as an enclosed building. 2. ABC has provided capacity for a 1.0 psf of uniform collateral load as requested. No special provisions have been made for concentrated point loads on frames or purlins. 3. The framing at endwalls line 1 and 3 are not designed to accommodate future additions. 4. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. See calculation package for deflection requirements of ABC frames and materials. 5. ABC has provided new structure(s) according to the ABC purchase order and company standards. ABC is not responsible for verifying that ABC's design and detailing is compatible with material by others. REVISIONS DATE REVISIONS 19 OUTSIDE OF - I SLAB SLAB BP02-A 3/8" THICK PL. BP01-A 3/8' THICK PL. OUTSIDE OF SLAB BP04-A X3/8' THICK PL. DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [�] FOR PERMIT ONLY [ ] FOR PRELIMINARY - DRAWN BY: BL 12/13/01 I CHECKED BY: S 12/14/01 DESIGN APPD BY: O CAD BY: 12/13/01 06:13:54 Ver. 15.2 BP03-A 3/8' THICK PL. 1.7 1 OUTSIDE �- SLAB BP06-A 3/8" THICK PL. 1A2 2 6 3/4 -AS \ a � SI 1'7 2 BP05-A 3/8' THICK PL. TRI -FLAME PROPANE 14368 SKYWAY MAGALIA , CA AMERICAN BUILDINGS COM ELITE STEEL BLDG. SYS. DRAWING. NUMBER' 51928101 AB -2 CALIFORNIA I U GENERAL FOUNDATION NOTES AND CONCRETE DETAILS CERTIFICATION AND SCHEDULE OF DRAWINGS 1. AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILTY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BUILDING SYSTEM FURNISHED BY A.B.C. ARE DESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA: SHEET NUMBER DATE REV. NO. SHEET DATE REV. NO. NUMBER 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO DESIGN LOADS ARE: DESIGN LOAD COMBINATIONS ARE: RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE MINIMUM DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 1. -- METAL BUILDING DEAD LOAD (D) I. D + C + S 2. 1.0 PSF COLLATERAL DEAD LOAD (C) 2. 0 + W ABC- 1 12/14/01 0 4. REINFORCING BARS, WIRE MESH, ANCHOR BOLT SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS. BUTTRESSES. OR OTHER DEPENDABLE MEANS. 5. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL. OR WHERE FILL IS USED. THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. 3. 30.0 PSF ROOF LIVE LOAD (L) 3. D + 0.55 + W + C + C 4. 30.0 PSF FRAME LIVE LOAD (L) a. D + 5 + E/1.a 5. 47.86 PSF GROUND SNOW LOAD (Sg) 5. D + C + t. 6. 30.0 PSF ROOF SNOW LOAD (EXPOSURE FACTOR 0.70) (5) 6. D + C + UNB SNOW ABC -2 12114101 0 AB -1 12114101 0 . AB -2 12114101 0 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. 7. 80.0 MPH WIND SPEED (EXPOSURE C ) (w) 8. 3 SEISMIC ZONE (E) E-01 12�14�01 0 E-02 12/14/01 0 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE. LEVEL AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE 31/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A f 1/8 INCH TOLERANCE. 6. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE SOIL Sd E-03 12/14/01 0 E-04 12114101 0 STRENGTH OF 2500 P.S.I. AT 28 DAYS. 9. UNLESS EXPLICITLY NOTED OTHERWISE. ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS), OTHER MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. OCCUPANCY IMPORTANCE FACTOR THIS BUILDING DESIGNED AS AN ENCLOSED BUILDING S WIND: 1.00 10. ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE. DIAMETER AND QUANTITY. NOTES: 1) ROOF DESIGN IS BASED ON THE LARGER ROOF LIVE SNOW: 1.00 LOAD OR ROOF SNOW LOAD. SEISMIC: 1.00 11. THE EMBEDMENT OF THE ANCHOR BOLTS IN THE CONCRETE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. 2) ALL FIELD WELDING IS TO BE PERFORMED BY AN AWS CERTIFIED WELDER USING E70%X ELECTRODES 12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES 3) IT IS THE RESPONSIBILITY OF OTHERS, i.e. THE ENGINEER OF RECORD, TO ENSURE THAT ALL GIVEN IN THE AISC MANUAL OF STEEL CONSTRUCTION. STRUCTURAL SYSTEMS, CONSTRUCTION, AND COMPONENTS NOT BY AB.C. INTERACT COMPATIBLY 13. ALL ANCHOR BOLTS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE CONCRETE BEARING SURFACE, EXCEPT 1/2 INCH DIAMETER BOLTS LOCATED AT DOORS WHICH SHALL HAVE A PROJECTION OF 1 INCH. ALL BOLTS SHALL HAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE WITH A.B.C. STRUCTURAL SYSTEMS AND COMPONENTS. ALL NEW OR EXISTING CONSTRUCTION MUST BE STRUCTURALLY SEPARATED. AS R THE CODE, FROM .C. BUILDING SYSTEMS. SEE A.B.C. CALCULATION PACKAGE FOR DEFLLECTIECTI O ON R REQUIREMENTS OF AB.0 . FRAMES AND MATERIAL. PROJECTION. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED PRIOR TO COLUMN ERECTION. 14. ANCHOR BOLTS FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. ANCHOR BOLT DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PIAN. g. THESE DESIGN LOADS AND COMBINATIONS ARE RE APPLIED IN ACCORDANCE WITH THE FOLLOWING BUILDING CODE. ALL LOADS AND REACTIONS ARE UNFACTORED UNLESS NOTED OTHERWISE. STANDARD ERECTION SHEETS ASW -1.0 DWF-4.0 LOC -617.0 LSR-10.0 SPH -1.0 X SSG -2.5 WAD -3.0 UNIFORM BUILDING CODE. 1997 EDITION s 1 FINISH ASW -2.0 DWR-1.0 X LOC -6.1 LSR-11.0 SPW-1.0 SSG -3.0 WAD-3.OS FLOOR 1/Y 0 ANCHOR BOLTS % _ BASE ANGLE FASTENER (SEE NOTES 813 & 814) THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS, ASW -3.0 ECD -1.0 LOC -6.2 LSR-12.0 SPW-2.0 SSG -4.0 WAD -4.0 BID -1.0 ECD -2.0 LOC -6.3 LSW-1.0 X SPW-3.0 SSG -5.0 WAD-4.OS (NOT BY A.B.C.) .B. i (MINIMUM 1/$ 0 CONCRETE I BASE ANGLE INBOLT 5'-0' O.C. ' ' ' ' MAXIMUM SPACING OR I i I i EQUAL BY OTHERS) h �i ii li li TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS ,MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE AMERICAN BUILDINGS COMPANY 'GENERAL ERECTION GUIDE', BID -2.0 EOH-1.0 LOC -6.4 LSW-2.0 X SPW-4.0 SSG -6T.0 WAD -5.0 13JD-1.0 CTD -1.0 LOC -7.0 LSW-3.0 X SRO -1.0 SSC -7.0 WAK-1.0 THE MBMA MANUAL, LATEST EDITION, AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS BJD-2.0 GTD-2.0 LOC -8.0 MDW-1.0 SRO -2.0 SSG -7.1 WAL-1.0 .5 1 3 5 NOMINAL DOOR WIDTH 1 3 5 SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. BUD -3.0 lBD-1.0 LOC -9.0 MDW-2.0 552-1.0 SSC -8.0 WAL-2.0 1/2" 0 ANCHOR BOLTS DOOR WIDTH + 2 3 4' (SEE NOTES 813 & 814) PRODUCT APPROVALS AND CERTIFICATIONS: 1. STANDARD BUILDING CODE - SBCCI 894100, 12 BASIC STYLES. BPD -1.0 I LBD-2.0 LOC -10.0 MSW_ 1.0 SS2-2.0 SSG -9.0 WAO-1.0 X BASE ANGLE DETAIL TYPICAL OVERHEAD DOOR LAYOUT SECTION "B" - "B" (OF TYPICAL OVERHEAD DOOR LAYOUT) 2. UNIFORM BUILDING CODE (ICBO) - 8 FA -265 -CARSON CITY. NEVADA PLANT. 3. INDIANA - 12 BASIC STYLES AS BELOW. 0. M-190860 - SSF d. M-190863 - LT BPD -2.0 LFD-1.0 LOC -10.1 PFD -1.0 SS2-2T.0 SSG -10.0 WAO-2.0 X CND -1.0 LFD-2.0 LOC -11.0 RFO-1.0 552-3.0 SSG -11.0 WAO-3.0 D. M-190857 - LRF, RF, LRF -M e. M-190862 GC, LP2, LP4, LP2-M, LP4-M c. M-190856 - ISS, LSS-M 4. WISCONSIN -8 960032-M: 13 BASIC STYLES. S. CITY OF CLEVELAND, OHIO DOCKETS S-52-82. 6. CANADIAN WELDING BUREAU DIVISION I CERTIFICATION AT EL PASO. CARSON CITY, & LACROSSE. CSD -1.0 LFO-3.0 LOC -12.0 SD8-1.0 SS2-4.0 VF4-1.0 WAW -1.0 BASIC MATERIAL SPECIFICATIONS DEF -1.0 LFD-4.0 LOC -13.0 SED -1.0 X SS3-1.0 VF4-2.0 WAW -2.0 PRIMARY FRAMING STEEL DLT -1.0 LFD-5.0 LSR-1.0 X- SF4-1.0 SS3-2.0 V174-3.0 WAW -3.0 OMF-1.0 L02-1.0 LSR-2.0 X SF4-2.0 SS3-2T.0 VF4-4.0 WAW -4.0 STEEL FOR HOT -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 36 OR ASTM A572 -GRADE 50. 7. AISC QUALITY CERTIFICATION, CATEGORY MB. STEEL FOR BUILT-UP SECTIONS SHALL CONFORM TO ONE OF THE FOLLOWING: FLANGE AND WEB MATERIAL SHALL MEET AS APPLICABLE THE PHYSICAL AND CHEMICAL REQUIREMENTS OF ASTM A572 GRADE 50, WITH A MINIMUM YIELD OF 55 KSI, ASTM A607 GRADE 55 OR ASTM A570 GRADE 55. STEEL FOR ALL ENDWALL .5 SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570, GRADE 55. STEEL FOR TUBE SECTIONS SHALL CONFORM TO ASTM A500 -GRADE B. 8. PLANT CERTIFICATION A7 CARSON CITY FOR CITY OF SEATTLE. 9. PLANT CERTIFICATION AT CARSON CITY FOR OGDEN. UTAH. 10. CITY OF LOS ANGELES FABRICATORS LICENSE 81390 AT CARSON CITY PLANT. 11. CITY OF HOUSTON. TEXAS FABRICATOR APPROVAL 8478. OND -t.0 X L03 -t.0 LSR-2.t X SF4-3.0 553-3.0 VFS-1.0 WAW -5.0 DRB -I.0 LOC -1.0 LSR-3.0 X SF4-4.0 553-4.0 VF5-2.0 WAW -6.0 ORB -2.0 LOC -2.0 LSR-4.0 X SF5-1.0 SSG -1.0 VF5-3.0 DRF -1.0 X LOC -3.0 LSR-5.0 SF5-2.0 SSG -1.1 VF5-4.0 STEEL FOR PIPE SECTIONS SHALL CONFORM TO ASTM A53 -GRADE B. 12. STANDING SEAM 360 WIND VPUFT-CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS S SECONDARY FR441N • CTFFI STEEL USED R FORM PURLINS. CARTS. EAVE STRUTS AND -C' SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570, GRADE 55. STEEL USED TO FORM ZINC -COATED (GALVANIZED) PURLINS AND GIRTS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A446, GRADE D AND G 90 COATING DESIGNATION AS DESCRIBED IN ASTM A525. LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. . 13. STANDING SEAM II WIND UPUFT-CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. 14. LOC -SEAM WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NOS. 93 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. DRF -2.0 X LOC -4.0 LSR-6.0 SF5-3.0 SSC -2.1 WAD -1.0 DWF-1.0 X LOC -4T.0 LSR-7.0 SF5-4.0 SSC -2.2 WAD-1.OS DWF-2.0 X LOC -5.0 LSR-8.0 SFL-1.0 X SSC -2.3 WAD -2.0 ROOF AND WALL PANEL MATERIAL 15. LONGSPAN PANEL WIND UPUFT-CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. DWF-3.0 LOC -6.0 LSR-9.0 SFL-2.0 X SSG -2.4 I WAD -2.00 EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: 16. 22 GA STANDING SEAM 360 HAS MET FACTORY MUTUAL CLASS 1-60, 1-90 AND 1-120. PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ZINC-CQATED (GALVANIZED) STEEL. COATING DESIGNATION G 90, CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE E. MINIMUM YIELD STRESS SHALL BE 60.000 PSI. PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION G 90. CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE 0. MINIMUM YIELD STRESS SHALL BE 50,000 PSI. 17. 24 GA STANDING SEAM 360 HAS MET FACTORY MUTUAL CLASS 1-60. 18. 24 GA LONCSPAN HAS MET FACTORY MUTUAL CLASS I-120. 19. 24 GA LOC -SEAM MODIFIED. WITH 3M-VHB TAPE 84950 OR 3/15 BOLTS MEETS CORPS OF ENGINEERS GUIDE SPECIFICATION 07416. Q�QFESS1oN� THE CERTIFYING ENGINEER HEREWITH IS NOT THE ENGINEER !. NY -r OF RECORD FOR THE OVERALL PROJECT AND IS ONLY C7 2^ PANEL MATERIAL AS SPECIFIED SMALL BE 26 GAUGE ALUMINUM ZINC ALLOY -COATED STEEL, COATING DESIGNATION AZ 55, CONFORMING TO THE REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SHALL BE 60,000 PSI. 20. 24 GA. STANDING SEAM 36 MEETS CORPS OF ENGINEERS GUIDE SPECIFICATION 07416. 21. 24 GA. STANDING SEAM 360, HAS BEEN TESTED IN ACCORDANCE WITH ASTM E-1592. CERTIFYING THAT THE DESIGN OF THE METAL BUILDING �` v_ COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY •� PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ALUMINUM -ZINC ALLOY -COATED STEEL, COATING DESIGNATION AZ 55, CONFORMING TO THE 22. DADE COUNTY FLORIDAACC�fTANCE NO. 96-0319.03 - 24 GA STRUCTURAL STEEL 1 3/15 X 35 SATISFY THE DESIGN REQUIREMENTS SPECIFIED ABOVE m REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SHALL BE 50.000 PSI. BRACE MATERIAL BRACE CABLES: ASTM -A475, 7 STRAND EHS WIRE CABLE. CABLE DESIGNATIONS IN 1/16 INCHES, i.e. BC4-LENGTH 1/4'0 x LENGTH BRACE RODS: A36 STEEL ROD DESIGNATIONS IN 1/8 INCHES, i.e. BR4-LENGTH - 1/7'0 x LENGTH ARCHITECTURAL II WALL PANEL. 23. DADE COUNTY FLORIDA ACCEPTANCE NO. 96-0319.04 - 24 GA STRUCTURAL STEEL 1 3/15 X 35 IONGSPAN WALL PANEL. 24. DADE COUNTY FLORIDA ACCEPTANCE NO. 96-0319.05 - 24 GA. STRUCTURAL STEEL 1 3/15 X 35 LONGSPAN ROOF PANEL AND ON THE AB.C. CONTRACT. THIS CERTIFICATION / I 05 X EXCLUDES THE ERECTION OF THE STRUCTURE. E�tt 2/31/0 ' T. LS'A I%--,J��' NO.1 REVISIONS MADE CK'D I DATE ENGR DATE NO. REVISIONSMADE CK'0 DATE ENGR DATE DRAWING SUBMITTAL STATUs SCALE: DATE TRI -FRAME PROPANE 14368 SKYWAY MAGALIA, CA ELITE STEEL BLDG. SYS. MODESTO �'' _ Fp jCALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [ ]FOR APPROVAL (�] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: BL 12/13/01 CHECKED BY: 4/01 JLS 12/1 DESIGN APPD BY: ' DRAWING. NUMBER' 51928101 ABC -1 REV.NO. 0 CAD B,. ABC-� CAR ROOF PANELS TYPE:—NGSPAN_III GAGEJ6 COLORv- RSLP70 PAINT WARRANTY•• N( •WEATHERTIGHTNESS WARRANTY:-AQ- UL ARRANTY• NO_UL 90 CERTIFICATION, NO IF SSI[: FIXED CLIPS SLIDING CLIP:__ WALL PANELS TYPE• LONGSPAN IL GAGEzZ6 COLOR•2UBGP70 BASES BA __ PAINT WARRANTY:_NO EAVE TREATMENT X STANDARD CUTTER . W/ DOWNSPOUTS 40 FT O.C. (MAX) FLANGE BACK GUTTER W/ DOWNSPOUTS __ FT O.C. (MAX) SIMPLE EAVE TRIM DELUXE EAVE TRIM _ VALLEY GLITTER ICE AND SNOW TREATMENT NOL ---- TRIM COLORS RAKE TRIM: LTBZP70 GUTTER / EAVE: LT0P70 DOWNSPOUTS' SUBGP7O FRAMED OPENINGS• LTBZP70 CORNER: LTBZP70 BASE TRIM: BRSL MISCELLANEOUS: ' PRIMER COLOR RED OXIDE•• X _ GREY`_ SPECIAL ROOF FASTENERS STANDING SEAM II A. 012 X 1 1/4 SELF DRILL HEX HEAD D. 014 X I :ELF DRILL HEX HEAD W/ WASHER STANDING SEAM III A. #12 X 1 1/4 SELF DRILL HEX HEAD B. 014 X 1 SELF DRILL HEX HEAD W/ WASHER LONGSPAN A. 012 X 1 1/4 SELF DRILL HEX HEAD W/ WASHER B. #14 X 7/8 SELF TAP HEX HEAD W/ WASHER LOC SEAM A. 012 X 1 1/4 SELF DRILL HEX HEAD W/ WASHER B. #14 X 1 SELF DRILL HEX HEAD W/ WASHER WALL FASTENERS LONGSPAN OR ARCHITECTURAL A- e12 X 1 1/4 SELF DRILL HEX HEAD W/ CLEAR WASHER B. s14 X 7/8 SELF TAP HEX HEAD W/ CLEAR WASHER C. 012 X 1 1/4 SELF DRILL HEX HEAD W/O WASHER SHADOW PANEL ' A. #12 X I SELF DRILL HEX HEAD W/ NUT BLANK B. 014 X 3/4 SELF TAP HEX HEAD C. 012 X 1 1/4 SELF DRILL HEX HEAD W/O WASHER FASTENER NOTE: Ado C - SHEETING/FLASHING TO STRUCTURAL CONNECTIONS B = SHEETING/FLASHING TO SHEETING/FLASHING CONNECTIONS INSULATION NONE BY OTHERS BY ABC THICK WIDTH FACE COLOR ROOF X — — — WALLS X RIGID BOARD' NO ROOF:_— WALLS:___ BEARING PLATE:__ THERMAL BLOCK-. D_ BY ABC;__ BY OTHERS__ (1" THICK ONLY) SPACER STRIP (FOR LOC SEAM WITHOUT INSULATION) WALK DOORS LINER TRIM LINER TRIM TRI -FLAME PROPANE 14368 SKYWAY MAGALIA , CA ELITE STEEL BLDG. SYS. ROOF CURBS —NONE OTY SIZE TYPE SWING LOCKSET CLOSER? , COLOR LINER TRIM? LINER TRIM APPD BY: 2 I 0 or is _— _YES __NO COLOR _I X 3070 _ 6070 X M _NL __HG — _HCS_ _YES X NO WHITE- _YES XNO --__ 3070 __ 6070 _M —NL __HG — _ _YES _NO WHITE _YES _NO 3070 __ 6070 _M _NL __HG — _ _YES _NO WHITE _YES _NO _ 3070 6070 _M _NL __HG CORNER —YES _NO WHITE _YES _NO —� FRAMED OPENINGS LINER TRIM TRIM COLOR SOFFIT PANEL TYPE: GAGE: COLOR: OTY WIDTH - HEIGHT SILL HEIGHT FR WRAP TRIM? LINER TRIM? LINER TRIM —YES _NO COLOR —NO 2_ 1010 1010 —YES X_NO _YES ?L -NO _ — ROUND 20' THROAT WHITE _^ —NONE —YES __NO _YES _NO - MOUNTED __ -_ --- _—_—_ __YES __NO —YES _NO —NONE --- 26 M __YES —_NO _YES _NO DOWNSPOUT ELBOWS ONLY: ROOF JAXS —NONE __YES —NO _YES _NO ______ OTY TYPE EW — _ —_YES __NO _YES _NO _—_� DIAMETER _-YES —NO _YES _NO DIAMETER —YES —NO _YES _NO —YES —NO _YES _NO _ _YES —NO _YES _NO WIN W -NONE SELF -FLASHING THERMA-PANE-GLASS, BURNISH SLATE OTY WIDTH HEIGHT LINER TRIM LINER TRIM CO _— —YES __NO - -YES __NO _— —_ _YES —NO _— —YES __NO —__- _— _YES —NO —__- LOUVERS —NONE WHITE ADJUSTABLE W/ BIRD SCREEN OTY WIDTH HEIGHT LINER TRIM LINER TRIM TRI -FLAME PROPANE 14368 SKYWAY MAGALIA , CA ELITE STEEL BLDG. SYS. ROOF CURBS —NONE [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [S] FOR PERMIT ONLY [ ]FOR PRELIMINARYDESIGN COLOR OTY• OUTSIDE WIDTH OUTSIDE LENGTH MIN. HT. GAGE COLOR _YES —NO APPD BY: 2 I 0 or is _— _YES __NO is SKYLIGHTS / WALL LIGHTS -NONE —YES __NO _ TRANSLUCENT SKYLIGHTS y TRIM:___ —YES —NO TRANSLUCENT WALL LIGHTS OTY�-_- SIZE:-- _— —YES __NO LINER PANELS -NONE CLEAR CORNER TYPE VERT OR SLOPED LOC LENGTH HEIGHT PANEL TYPE GAGE COLOR LINER TRIM TRIM COLOR SOFFIT PANEL TYPE: GAGE: COLOR: —YES —NO BACK PANEL TYPE GAGE: __ COLOR: _ TRIM COLOR —YES _NO —YES —NO CLEAR SOFFIT SOFFIT OTY EW SW SLOPE PROJECTION LENGTH —YES _NO ROUND 20' THROAT WHITE VENTILATORS —NONE QUANTITY RIDGE MOUNTED __ SLOPE MOUNTED COLOR GAGE 9" X 10' RIDGE VENTILATORS —NONE --- 26 M — OTY AT 10' SECTIONS LINEAR FEET CONTINUOUS DOWNSPOUT ELBOWS ONLY: ROOF JAXS —NONE EW — �__ OTY TYPE EW — _ _-� -- _—�_ 26 _ DK -3 1/4' - 47 DIAMETER _— DK -5 47 - r DIAMETER _— DK -8 r - 1S DIAMETER ROOF CURB FRAMING -NONE SIZES ARE OUT TO OUT CURB DIMENSION AS UNDERSTOOD BY AMERICAN BUILDINGS COMPANY (A.B.C.). DO NOT CUT PURLINS FOR CURB FRAMING UNLESS RELEASED BY THE A.B.C. DESIGNER. MAXIMUM LOAD FOR STANDARD ROOF CURB FRAMING IS 3000#: THE MAGNITUDE AND LOCATION OF ALL LOADS SUPPORTED BY ROOF CURBS MUST BE CLEARLY SPECIFIED IN THE ORDER DOCUMENTS. RECENT PRODUCT REVISIONS THE FOLLOWING NOTES MAY OR MAY NOT PERTAIN TO THIS SPECIFIC JOB BUT ARE NOTEWORTHY PRODUCT CHANGES. 1. THINK SAFETY[ OTY WIDTH LENGTH SLOPED AT RIDGE SCALE: DATE TRI -FLAME PROPANE 14368 SKYWAY MAGALIA , CA ELITE STEEL BLDG. SYS. ROOF CURBS —NONE [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [S] FOR PERMIT ONLY [ ]FOR PRELIMINARYDESIGN DRAWN BY: BL 12/13/01 OTY• OUTSIDE WIDTH OUTSIDE LENGTH MIN. HT. GAGE COLOR APPD BY: 2 I 0 or is CAD BY: is SKYLIGHTS / WALL LIGHTS -NONE TRANSLUCENT SKYLIGHTS OTY:___ SIZE—__ TRIM:___ TRANSLUCENT WALL LIGHTS OTY�-_- SIZE:-- FA A -NONE CLEAR CORNER TYPE VERT OR SLOPED HEIGHT LENGTH PROJECTION UNDER FACADE UNIT FACIA PANEL TYPE GAGE: COLOR: TRIM COLOR• SOFFIT PANEL TYPE: GAGE: COLOR: TRIM COLOR• BACK PANEL TYPE GAGE: __ COLOR: _ TRIM COLOR CANOPIES —NONE CLEAR SOFFIT SOFFIT OTY EW SW SLOPE PROJECTION LENGTH UNDER BEAM PANEL TYPE COLOR SAVE TRIM TRIM COLORL-_--- DOWNSPOUT ELBOWS ONLY: _ DOWNSPOUT RETURN: OVERHANGS -NONE OTY PROJECTION LENGTH SOFFIT TYPE COLOR GAGE SIN ---- — - --- 26 SW _ _ _ 26 DOWNSPOUT ELBOWS ONLY: _ DOWNSPOUT RETURN: EW — �__ _ 26 EW — _ _-� -- _—�_ 26 PARTITIONS —NONE OTY WIDTH LENGTH HEIGHT PANEL TYPE GAGE .COLOR MISCELLANEOUS MATERIAL NO. REVISIONS MADE CK'D I DATE ENGR DATE NO. REVISIONS MADE CK -0 L DATE ENGR I DATE I DRAWING SUBMITTAL STATUS SCALE: DATE TRI -FLAME PROPANE 14368 SKYWAY MAGALIA , CA ELITE STEEL BLDG. SYS. MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [S] FOR PERMIT ONLY [ ]FOR PRELIMINARYDESIGN DRAWN BY: BL 12/13/01 CHECKED BY: JL 1P /4 Ol APPD BY: 2 I 0 DRAWING. NUMBER' 51928101 ABC -2 REv.No. 0 CAD BY: Q Q F X -BRACED BAY Q Q Q Q QIQ a I N m 1 1 I I i I 1•% 18'4,' QIQ c I„ m l , I I I i i i Q �IQ I m I I I I I I I I I 1 1 1 I m m N 1 I • r 1 i I 1 m 1 , I I I � m QIQ 0i0 QIQ QQ 40'0 OUT TO OUT OF CONCRETE r QQ QQ v h 1•% 18'4,' 18'4 1 V7,' 1 2 3 ` 40'0 OUT TO OUT OF CONCRETE r I ANCHOR BOLT PLAN 'FE L 0 Q ELEVATION AT FINISHED FLOOR = 100'0' U.N. T00'0' ELEV. AT BOTTOM Of BASE PLS. = U.N. ' or C 80 Exp. 12/31 /02 rIlvi NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE TRI—FLAME PROPANE 14368 SKYWAY MAGALIA , CA ELITE STEEL BLDG. SYS..ORAwwc. MODESTO ALIFORNIA elo" AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [.] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: BL 12/13/01 CHECKED BY: !LS l2 f4 / / / DESIGN APPD BY: L OJ NUMBER' 51928101 AB -1 REV.NO. D - CAD BY: 12/13/01- 06:13:54 ver. 15.2 REACTION SCHEMATICS & BASEPLATE DETAILS REACTION TABLE (kips) LOAD DESC WIND I A I B C D D + C + S L->1.5 9.6 -1.5 9.6 D + W-> L-> -3.2 -3.9 -2.0 -0.7 D + C + W-> + 1/2S L-> -2.5 0.5 -2.7 3.7 D + C + S + 1/2W-> L-> -0.17.1 Exp.1 3102 -2.5 8.7 D + C + E/1.4 L-> -0.3 0.8 -0.7 1.8 D + W // TO RIDGE R-> -0.7 -3.5 -1.8 -1.1 D + C + UNB SNOW L-> 1.2 6.4 -1.2 8.6 D + C + UNB SNOW L-> 1.2 8.6 -1.2 6.4 FRAME LINES 1, 2 & 3 V IND 3.4K s.4x 2.03K+ }2.03x (RSIO LINE "Jr X -BRACING REACTI❑NS (DIRECTION MAY BE OPPOSITE) REACTIONS ARE BASED UPON EACH BRACED BAY NOTES: 1: New structure by ABC is designed as an enclosed building. 2. ABC has provided capacity for a 1.0 psf of uniform collateral load as requested. No special provisions have been made for concentrated point loads on frames or purlins. 3. The framing at endwalls line 1 , and 3 are not designed to accommodate future additions. 4. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. See calculation package for deflection requirements of ABC frames and materials. 5. ABC has provided new structure(s) according to the ABC purchase order and company standards. ABC is not responsible for verifying that ABC's design and detailing is compatible with material by others. 1-7 OUTSIDE I OF SLAB I I OUTSIDE OF SLAB I I SLAB I I I u1 u1 u1 a a v to 3/4-A8 2 2 1 3/4 2 2 1 3/4"AB 2 r2l F-1 6 6 6 BP02-A BP04-A BP06-A 31r THICK PL. 3/B" THICK PL. ale THICK PL. 46 422 4�_ 1 2 2 .3/4.� 1 3/4 -AB 1 2 3/4•A8 In v v e a N N N N N OUTSIDE_ OUTSIDE OF SLAB ❑UTOSFDE SLAB 7 SLAB 1'7 2 1'7 2 BP01-A BP03-A BP05-A 31r THICK PL. 31r THICK PL. 31r THICK PL. 7' `c CD 1 m 12 )80 Exp.1 3102 / F CALX V- NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK -D ' DATE ENGR DATE DRAWING SUBMITTAL . STATUS SCALE: NONE DATE TRI -FLAME PROPANE 14368 SKYWAY MAGALIA , CA ELITE: STEEL BLDG. SYS. MODESTO ALIFORNIA ei�5" AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [ FOR APPROVAL [�] FOR PERMIT [ ] FOR PREUMINARY DRAWN BY: BL 12/13/01 12: J S J4 OJ CHECKED BY: / / DESIGN APPD BY:Iffl( IO • RAWING. [NNUMBER' 51928101 AB -2 REV -NO. 0 CAD BY: 12/13/01 06:13:54 ver. 15.2 C A 8 3/4 X B 1 8 3/4 X REVISIONS 1'0 9/16 I 9'71 7'0 9/16 9'17 12 12 12'0 12'0 10'10 5 10'lp 5 403 163 163 403 3,51 30' 301 35 1 e CL -r2 e n 1 I n I m m I a -or m m RAFTER rop, MARK PURUN WEB REINFORCEMENT CLIP CL -15 RUCTURAL BOLTS X 1 1/4" A325 PLATE MUST BEAR ON RAFTER 'TOP" MARK TO TOP URAL BOLTS 1/4' A325 RR -0101 I I I PURLIN WEB REINFORCEMENT CLIP DETAIL ( 1 e CL -r5 EACH.PURLIN (® LINE 2 ONLY) A B FRAME BRACE BOTH SIDES OF RAFTER (® FRAME LINE 2 ONLY) USE. r/2'0 X r 1/2- A325 BOLTS WI(2)WASHERS AT DOUBLE FRAME BRACE TO WEB CONNECTION. RC -0101 _ - RC -0101 , 1.0 / 1 L r , •2 I - 21'9 CLEAR 12'0 TO RIDGE I 12'0 TO RIDGE _I r 24'0 OUT TO OUT OF GIRT LINE I RIGID FRAME CROSS SECTION @ LINES 1, 2 & 3. FRAME ID: 51928101.01A DATE ENGRI DATE N0, REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE STATUS [ ] FOR CONSTRUCTION DRAWN BY: BL [ ] FOR APPROVAL CHECKED BY: JL' [�] FOR PERMIT ONLY ( ] FOR PRELIMINARY DESIGN APPD BY:. I CAD BY: 12/13/01 06:13:51 DATE TRI—FLAME PROPANE tz/13/0, 14368 SKYWAY 12/,4/0, MAGALIA CA 7. / el ELITE STEEL BLDG. SYS. Ver. 15.2 MODESTO NUMBER'I 51928101 E-01 I Ntv.D 8Z16-22.4 1/470 SZ16-22.4 1/40T TYPICAL U.N TYPICAL U.N.. 1'7 18.4 2' 18'4 1 2 3 40'0 OUT TO OUT OF PURLIN LINE OUT TO OUT OF PURLIN LINE r ROOF FRAMING PLAN 5'0 PURLIN LAP 0 5 0 0 0 N Sheeting Direction H� 8114-21.10 , h oQWOFESS/ m I L C 2081 .` rn Exp. 1 311 )2 1 S, \ 8Z16-22.4 1/40T / BZ16-22.4 1 4TO DATE 12/13/01 c 8Z16-22.4 1/40T ` \ / / BZ16-22.4 1 4TO [ ] FOR APPROVAL [e] FOR PERMIT ONLY [ ] FOR PRELIMINARY N - DESIGN APPD BY: 1�'i . 51928101 E-02 NUMBER / / BZ16-22.4 1/40T ` 8Z16-22.4 1 4TO 12/13/01 06:13:50 ver. 15.2 CBC -1 i N CBC -11 N N N \ `c-- BR4-21.10 N N N N N N (6)CL-15 (O LINE 2 ONLY) . 0 / 0 0 0 8Z16-22.4 1/470 SZ16-22.4 1/40T TYPICAL U.N TYPICAL U.N.. 1'7 18.4 2' 18'4 1 2 3 40'0 OUT TO OUT OF PURLIN LINE OUT TO OUT OF PURLIN LINE r ROOF FRAMING PLAN 5'0 PURLIN LAP 0 5 0 0 0 N Sheeting Direction H� THIS ROOF SYSTEM DESIGN USES ANTI—ROLL CLIPS INSTALLED AS SHOWN IN SECTION RF50/AA ON DRAWING DWR-1. LOCATIONS ARE INDICATED ON THE CROSS SECTION. Clip Mark Number is: CL -12 0 N h oQWOFESS/ m I L C 2081 .` rn Exp. 1 311 )2 1 S, . O SCALE: NONE DRAWN BY: BL DATE 12/13/01 c MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY e THIS ROOF SYSTEM DESIGN USES ANTI—ROLL CLIPS INSTALLED AS SHOWN IN SECTION RF50/AA ON DRAWING DWR-1. LOCATIONS ARE INDICATED ON THE CROSS SECTION. Clip Mark Number is: CL -12 — 1, nN, lnMIA, O oQWOFESS/ m I L C 2081 .` rn Exp. 1 311 )2 1 S, 0 N DRAWING SUBMITTAL STATUS SCALE: NONE DRAWN BY: BL DATE 12/13/01 - n MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [e] FOR PERMIT ONLY [ ] FOR PRELIMINARY N - DESIGN APPD BY: 1�'i . 51928101 E-02 NUMBER REV.NO. 0 CAD BY: 12/13/01 06:13:50 ver. 15.2 N N N N N N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 o I i i i i 1 i i i i i i i i q N N N N N N N N N N N N a a a a a a a a n a n a n a n I f -� N N N N N N N N N N N N j h 1 i 1 0. 3 3 3 0. n a 3 0. n a. a I -V• I E — 1, nN, lnMIA, O oQWOFESS/ m I L C 2081 .` rn Exp. 1 311 )2 1 S, 0 N DRAWING SUBMITTAL STATUS SCALE: NONE DRAWN BY: BL DATE 12/13/01 - n MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [e] FOR PERMIT ONLY [ ] FOR PRELIMINARY N - DESIGN APPD BY: 1�'i . 51928101 E-02 NUMBER — 1, nN, lnMIA, Sheeting Direction ROOF SHEETING PLAN oQWOFESS/ m I L C 2081 .` rn Exp. 1 311 )2 1 S, N0. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE - ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DRAWN BY: BL DATE 12/13/01 TRI—FLAME PROPANE 14368 SKYWAY MAGALIA , CA ELITE STEEL BLDG. SYS.DRAWING MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [e] FOR PERMIT ONLY [ ] FOR PRELIMINARY CHECKED BY] JLS - 12/14/01 - DESIGN APPD BY: 1�'i . 51928101 E-02 NUMBER REV.NO. 0 CAD BY: 12/13/01 06:13:50 ver. 15.2 i i i i 1 i i i i i i i i q N N N N N N N N N N N N a a a a a a a a n a n a n a n a f -� n n n n n j j j h 1 i 1 Sheeting Direction ROOF SHEETING PLAN oQWOFESS/ m I L C 2081 .` rn Exp. 1 311 )2 1 S, N0. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE - ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DRAWN BY: BL DATE 12/13/01 TRI—FLAME PROPANE 14368 SKYWAY MAGALIA , CA ELITE STEEL BLDG. SYS.DRAWING MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [e] FOR PERMIT ONLY [ ] FOR PRELIMINARY CHECKED BY] JLS - 12/14/01 - DESIGN APPD BY: 1�'i . 51928101 E-02 NUMBER REV.NO. 0 CAD BY: 12/13/01 06:13:50 ver. 15.2 WALKOOOR PACKAGE I 8Z13-22.6ZZ TYPICAL U.N. 24.0 CLIPS FOR LINE "I" _ (4)CL-2 (4)CL-3 (2)CL-7 B O 24'0 OUT TO OUT OF GIRT LINE #12X1 1/4 ENDWALL FRAMING AT FRAME LINE f 0 110 O.C. 1 OFFSET CHANNEL TO GIRT E-03 SDHH 7'6 (7s) GA—1 r(1)rR1-15.2 + —1 r(1)TR1-15.2 +(/)RSF-1 +' TRcu (1)RSF +( 75)CA-1 (1.5)BA-20 SHEETING PACKAGE MK# EW01S-A (AT LINE 3) r(1)TRl-J6.2 +(1)RSF-1 +. r(1)TR1-15.Y +(I)RSF-1 +(.75)GA-1 TRCIt (7s)CA-1 CLIPS LINE'S" (1.5)BA-20 -ES .FOR 8213-22.6ZZ TYPICAL U.N. (4)CL-2 VO '( �C. 24*0 - - N N A N EW03S-A \ m c4 N r i a 1 * 1 1 I a i a a a a a a a a a (1.5)BA-20 SHEETING PACKAGE MK# EW01S-A (AT LINE 3) r(1)TRl-J6.2 +(1)RSF-1 +. r(1)TR1-15.Y +(I)RSF-1 +(.75)GA-1 TRCIt (7s)CA-1 NALKDOOR rRI.V 0 LINE ' 1' (I)FDN2-3.7 (2)FJIs-7.4 I RC -0101 RC -0101 , CLIPS LINE'S" (1.5)BA-20 -ES .FOR 8213-22.6ZZ TYPICAL U.N. (4)CL-2 VO '( �C. 24*0 - - N N A SHEETING PACKAGE MK# EW03S-A \ m N r i a I C052 80 I a i a i a oa. CL a n Qa a MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE MODESTO CAUFORNIA NO. REVISIONS MADE CK'D NALKDOOR rRI.V 0 LINE ' 1' (I)FDN2-3.7 (2)FJIs-7.4 I RC -0101 RC -0101 , CLIPS LINE'S" (1.5)BA-20 -ES .FOR 8213-22.6ZZ TYPICAL U.N. (4)CL-2 VO '( �C. 24*0 - - B A SHEETING PACKAGE MK# EW03S-A \ m 24'0 OUT TO OUT OF GIRT LINE - (AT LINE 3) I C052 80 I ENDWALL FRAMING AT FRAME LINE 3 ' 1 Exp. 12/31/ �2 / DATE ENGR DATE N0. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE MODESTO CAUFORNIA NO. REVISIONS MADE CK'D STATUS TRI—FLAME PROPANE 14368 SKYWAY MAGALIA CA ELITE STEEL BLDG. SYS. AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION DRAWN BY: BL 12/13/01 [ FOR APPROVAL [�] FOR PERMIT ONLY [ ] FOR PRELIMINARY CHECKED BY: J 12/14/0/ - DESIGN APPD BY:W/ DRAWING. REV.NO. NUMBER' 51928101 E-03 0 CAD BY: 12/13/01 06:13:52 ver. 15.2 INSTALLATION: BOLTS IN CONNECTIONS SUBJECT TO TENSION LOADS SHALL BE TIGHTENED TO PROVIDE. _ WHEN ALL FASTENERS IN THE JOINT ARE TIGHT, AT LEAST THE MINIMUM TENSION (SHOWN IN THE SCHEDULE BELOW). BOLTS IN CONNECTIONS NOT SUBJECT TO TENSION 3/4. eal 1/Y 3/4- LAP A PATTERN i 7 g' SECONDARY BOLT(S) 1/2X1 1/4 A325 FOR ANTI -ROLL OR WEB REINFORCEMENT CLIPS 7 8• GIRT ------- " LOADS AND WHERE LOOSENING OR FATIGUE DUE TO VIBRATIONS OR LOAD FLUCTUATIONS ARE NOT DESIGN CONSIDERATIONS NEED ONLY TO BE TIGHTENED TO THE SNUG -TIGHT 1/2.0 A325 HIGH TENSILE 12.0 1/3 TURN WALL PANEL = CONDITION. SN K 1NIwL9 M EROC FFOOR AuLJOG& ' PURLIN /GIRT 7 3/470 A325 HIGH TENSILE. 28.0 1/3 TURN 7/8.0 A325 HIGH TENSILE 39.0 1/3 TURN 1'0 A325 RICH TENSILE 51.0 1/3 TURN a 3• w NUT HEAD WALL FASTENER TURN OF THE NUT METHOD: A METHOD FOR PRE -TENSIONING HIGH STRENGTH BOLTS. B12XI 1/4 SDHCW BASE ANGLE FASTENER (BY OTHERS) THE NUT IS TURNED FROM THE 'SNUG-TIGHY POSITION CORRESPONDING TO A FEW IMPACTS ASTM A307 BOLT IDENTIFICATION - 1-0. O.C. 1/4.0 CONCRETE ANCHOR (min.) . 2 1/2• OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH, 5'-0. O.C. (max.) 1 1/4- THE AMOUNT OF ROTATION REQUIRED BEING A FUNCTION OF THE BOLT DIAMETER AND SECONDARY BOLT(S) LENGTH (SEE NUT ROTATION IN THE SCHEDULE BELOW). BASE ANGLE 1 1/2•t 1/2x1 1/4 A325 AL1 BA -20 SECONDARY BOLT(S) oUYE1ER DIMENSION w - ....: 1 / xl / A3 25 NOTES:IIIA^•-�jIII W GRADE .�i;.'�.':..:'...,_.,.:.,• 2'•':.:;•..�-':"> 1. AMLRIGAN BUILDINGS COMPANY NOK 115 51JBSIOIAKILS WILL NOI A55UML ANT RESPONSIBILITY FOR IMPROPER BOLT LOCATION. 2. SPECIAL CARE MUST BE TAKEN TO INSURE CORRECT BOLT WILL BE INSTALLED IN ITS PROPER LOCATION AS SHOWN ON THE DETAIL GIVEN OR NOTED ON ERECTION DRAWINGS. 3. ALL 1/2• DIAMETER A325 BOLTS (IN CONNECTION NOT SUBJECT TO TENSION LOADS) ARE REQUIRED TO BE TIGHTENED TO 'SNUG -TIGHT CONDITION ONLY. _ ' 1 1 s/6 I ®•® / \ NUT HEAD . RAFTER SVEW vR[CAUIIa�t LAP A PATTERN 2• -Cr 0'-11 7/8' K 3'-O' 1'-5 7/8 M 4'-O' V-11. 7/67 W 5'-O" 2'-5 7/8• 0 6'-0• 2'-I1 7/8- R I-1 I Ci/lTVnA1 AT DACC AnIr1 rR�91 I STANDARD PURLIN LAP RFO1 • AMERICAN SOCIETY FOR TESTING AND MATERIALS FEILD DRILL FOR ATTACHMENT i PURLIN 1/2'0 BOLTS U UN 1/2'0 BOLTS -\ -'---------------------------------------------------- -' FRAME BRACE ' INSPECTION: i PURUN I v FB - BOLTS TIGHTENED BY THE 'TURN OF THE NUT METHOD" MAY HAVE THE OUTER FACE OF THE NUT MATCH -MARKED WITH THE PROTRUDING BOLT POINT BEFORE FINAL TIGHTENING, �I THUS AFFORDING THE INSPECTOR VISUAL MEANS OF NOTING THE ACTUAL NUT ROTATION. IO 9> , SUCH MARKS CAN BE MAGE BY THE WRENCH OPERATOR WITH A CRAYON OR DAB OF �L------_-_-_-_ -_ _ '-------"" PAINT AFTER THE BOLTS HAVE BEEN BROUGHT UP SNUG -TIGHT. T - i 3/4'0 BOLTS THE SIDES OF BOLT HEADS AND NUTS TIGHTENED WITH AN IMPACT WRENCH WILL APPEAR - KNEE BRACE SLIGHTLY PEENED AND THUS INDICATE THAT THE WRENCH HAS BEEN APPLIED TO THE GABLE KNEE BRACE BRACKET FASTENER. GENERALLY, NO FURTHER INSPECTION IS NECESSARY FOR BOLTS IN BEARING- COLUMN - I TYPE CONNECTIONS BECAUSE THE PERFORMANCE OF THE BOLTS IN BEARING IS NOT KNEE BRACE DEPENDENT UPON HIGH TENSION. VISUAL EVIDENCE OF WRENCH IMPACTING IS ADEQUATE BRACKET FRAME BRACE INDICATION THAT THE NUT HAS BEEN TIGHTENED SUFFICIENTLY TO PREVENT IT FROM L BR 1 9 3/4'0 BOLT FB_ LOOSENING AND FALLING OFF ACCIDENTALLY. KNEE BRACE SEE BY DESIGNSAS NOTED ON STRUCTURAL BOLTS THE BUILDING ERECTION 1/2 X 1 1/4 A325 BOL DRAWINGS WITH (2) H.T. WASHERS (ONE UNDER THE BOLT HEAD RAFTER / COLUMN ONE 3/4.0 BOLTS ALL BOLTS ARE AND REQUIRED PERE BOLT AT ALL BOLTS ARE STRUCTURAL A325 v� STRUCTURAL A325 FRAME BRACE CONNECTIONS BOLT INSTALLATION & INSPECTION NOTES MF91_ KNEE BRACE DETAIL BR18 SECTION AT KNEE BRACE BR19 FRAME BRACE DETAIL BR17 1/2'o, 3/4'0, 7/8.0 & 1.0 STRUCTURAL BOLTS AA- AA AA FOR BYPASS PURLINS / GIRTS AA ON BUILDINGS WITH INSET OR FLUSH GIRTS, THE HORIZONTAL WEB OF THE GIRT ROD OR CABLE • COLUMN FLANGES OMITTED - COLUMN FLANGES OMITTED OR GIRTS IN D BRACE BAY, WILL HAVE TO BE SLOTTED M ORDER FOR THE DISTANCE TO BRACING. FOR CLARITY. FOR CLARITY. CABLE OR ROD BRACE TO PULL IN A STRAIGHT UNE FROM THE TOP OF ONE ____ SLOT ON FIELD CUT SLOT CUT WASHER COLUMN TO THE BOTTOM OF THE NExT COLUMN. INSTAWNG TME BRACING r;7 COLUMN EITHER TO THE INSIDE OR OUTSIDE OF THE GIRTS, TAKES THE BRACING OUT OF ' A STRAIGHT LINE PULL. THIS DOES NOT ALLOW THE BRACING TO FUNCTIONx GIRT WEB OF COLUMN OR RAFTER HEX NUT CUT WASHER PROPERLY AND IS AN UNACCEPTABLE ERECTION PROCEDURE. MOVING THE 4( -------- WEB __--_WEB OF COLUMN OR RAFTER HOLES IN OR OUT ON THE COLUMN TO ACHIEVE A STRAIGHT UNE PULL IS ALSO ----------- HEX _--_-_-- HEX NUT UNACCEPTABLE. SLOTTING THE WEB OF THE GIRT TO ACHIEVE THIS STRAIGHT LINE PULL IS THE- ONLY ACCEPTABLE METHOD. TO MARK THE HOLE LOCATION THE FOLLOWING "9 - a NORMALLY 1• (VERIFY GIRT OUT SET METHOD MAY BE USED. BY MEASURINGROD OR q- EYE BOLT - DIAMETER) �BOLT 1. INSTALL CABLE BRACING IN THE PROPER HOLES AT THE TOP OF ONE BEVEL COLUMN TO THE BOTTOM OF THE NEXT COLUMN. RUNNING THE CABLE 'B' a DISTANCE FROM FACE TO THE INSIDE OR OUTSIDE OF THE GIRTS. IF YOU HAVE ROD BRACING OF GIRT TO CENTERLINE WASHER A NYLON STRING LINE MAY ALSO BE USED. OF SLOT ON COLUMN. BEVEL WASHER ROD BRACE 2. TIGHTEN THE CABLE OR STRING LINE SO THERE IS NO SLACK. CABLE GRIP 3. WHERE THE CABLE OR STRING UNE CROSSES THE WEB OF THE GIRTS. 1/8• MARK TWO INCHES ON EITHER SIDE OF THIS POINT. 5 4'-0" S 4'-0' 4. USING A SQUARE. MAKE TWO PARALLEL LINES FROM THESE TWO MARKS ON THE 'WEB OF THE GIRTS. __ • 5. AT THE COLUMN, DETERMINE THE MEASUREMENT FROM OUTSIDE GIRT -'--------"""-- 1/8• LINE TO CENTERLINE OF CABLE OR ROD BRACE HOLE. UTILIZE THIS - MEASUREMENT AS THE CENTERLINE OF A 1• X 4• SLOT TO BE MADE CABLE BETWEEN THE TWO PARALLEL LINES MARKED ON THE WEB OF THE 12' OR LESS GIRTS. SOME OF THE LARGER CABLES OR RODS MAY REQUIRE A SLIGHTLY LARGER SLOT TO ALLOW THE EYEBOLT TO PASS THROUGH. FIELD REINFORCE GIRT WITH A PIECE OF ANGLE, ----------- -------------------""--"---- 6. AFTER ALL GIRTS HAVE BEEN MARKED AND SLOTTED, INSTALL CABLE OR GIRT OR CHANNEL WHEN SLOTS ARE LOCATED ROD BRACING THROUGH THE SLOTS, THROUGH THE BRACE HOLES IN THE /S SHOWN. /8TYP. 1 COLUMNS. AND TIGHTEN. CABLE BRACE DETAIL BR01 ROD BRACE DETAIL BR02 7• VISUALLY CHECK TO SEE THAT THE BRACING IS NOT TOUCHING THE GIRTS FIELD SLOTTING GIRTS FOR CROSS BRACING BR03 AT THE SLOTS. IF IT IS TOUCHING, TRIM OUT THE SLOT AS NECESSARY. AA AA AA 8. TIGHTEN BRACING AS NECESSARY TO PLUMB COLUMNS. SCALE: DATE BOLT INSTALLATION & INSPECTION, DRAWN BY: TDN eU7Auu e4p" ALAOAYA 3 REVISED RF01AA & OR17AA YML THG 10-00 BASE ANGLE AND BRACING DETAILS, 2 REVISED DRAWING NUMBER CKJ THG 11-98 CHECKED BY: BLJ AND 1 REVISED RFOIAA• BR17AA TBG THG 2-98 DESIGN APP'D BY: STANDARD PURLIN/GIRT LAP DETAILS DRAWING DND-1.0 REvNo. NO. REVISION MADE CK'D. DATE NO. REVISION MADE CK'D. DATE NO. REVISION MADE CID. DATE RUED: 12-1-97 NUMBER 3 Release No. TIR.04.2000 BOLT SCHEDULE AJIM AJU/ & AJLJ tJULl IUtrvllr ll.Al wfV mrV 1 JLI.IIVI] r\ U/9JL ry VLA — -- ARCHITECTURAL OR LONGSPAN WALLS /.>,B - BY-PASS CONDITION AA 512E ASTM' DESIGNATION PRE -TENSION KIPS NUT ROTATION 1/2.0 A325 HIGH TENSILE 12.0 1/3 TURN - aK � M r SEE ERECTS FOR � s wNsS LOCATION � - - w m R'AFIo �I �'o a mars FIFI D DRILL FOR ATTACHMENT SN K 1NIwL9 M EROC FFOOR AuLJOG& ' PURLIN /GIRT 7 3/470 A325 HIGH TENSILE. 28.0 1/3 TURN 7/8.0 A325 HIGH TENSILE 39.0 1/3 TURN 1'0 A325 RICH TENSILE 51.0 1/3 TURN • AMERICAN SOCIETY FOR TESTING AND MATERIALS FEILD DRILL FOR ATTACHMENT i PURLIN 1/2'0 BOLTS U UN 1/2'0 BOLTS -\ -'---------------------------------------------------- -' FRAME BRACE ' INSPECTION: i PURUN I v FB - BOLTS TIGHTENED BY THE 'TURN OF THE NUT METHOD" MAY HAVE THE OUTER FACE OF THE NUT MATCH -MARKED WITH THE PROTRUDING BOLT POINT BEFORE FINAL TIGHTENING, �I THUS AFFORDING THE INSPECTOR VISUAL MEANS OF NOTING THE ACTUAL NUT ROTATION. IO 9> , SUCH MARKS CAN BE MAGE BY THE WRENCH OPERATOR WITH A CRAYON OR DAB OF �L------_-_-_-_ -_ _ '-------"" PAINT AFTER THE BOLTS HAVE BEEN BROUGHT UP SNUG -TIGHT. T - i 3/4'0 BOLTS THE SIDES OF BOLT HEADS AND NUTS TIGHTENED WITH AN IMPACT WRENCH WILL APPEAR - KNEE BRACE SLIGHTLY PEENED AND THUS INDICATE THAT THE WRENCH HAS BEEN APPLIED TO THE GABLE KNEE BRACE BRACKET FASTENER. GENERALLY, NO FURTHER INSPECTION IS NECESSARY FOR BOLTS IN BEARING- COLUMN - I TYPE CONNECTIONS BECAUSE THE PERFORMANCE OF THE BOLTS IN BEARING IS NOT KNEE BRACE DEPENDENT UPON HIGH TENSION. VISUAL EVIDENCE OF WRENCH IMPACTING IS ADEQUATE BRACKET FRAME BRACE INDICATION THAT THE NUT HAS BEEN TIGHTENED SUFFICIENTLY TO PREVENT IT FROM L BR 1 9 3/4'0 BOLT FB_ LOOSENING AND FALLING OFF ACCIDENTALLY. KNEE BRACE SEE BY DESIGNSAS NOTED ON STRUCTURAL BOLTS THE BUILDING ERECTION 1/2 X 1 1/4 A325 BOL DRAWINGS WITH (2) H.T. WASHERS (ONE UNDER THE BOLT HEAD RAFTER / COLUMN ONE 3/4.0 BOLTS ALL BOLTS ARE AND REQUIRED PERE BOLT AT ALL BOLTS ARE STRUCTURAL A325 v� STRUCTURAL A325 FRAME BRACE CONNECTIONS BOLT INSTALLATION & INSPECTION NOTES MF91_ KNEE BRACE DETAIL BR18 SECTION AT KNEE BRACE BR19 FRAME BRACE DETAIL BR17 1/2'o, 3/4'0, 7/8.0 & 1.0 STRUCTURAL BOLTS AA- AA AA FOR BYPASS PURLINS / GIRTS AA ON BUILDINGS WITH INSET OR FLUSH GIRTS, THE HORIZONTAL WEB OF THE GIRT ROD OR CABLE • COLUMN FLANGES OMITTED - COLUMN FLANGES OMITTED OR GIRTS IN D BRACE BAY, WILL HAVE TO BE SLOTTED M ORDER FOR THE DISTANCE TO BRACING. FOR CLARITY. FOR CLARITY. CABLE OR ROD BRACE TO PULL IN A STRAIGHT UNE FROM THE TOP OF ONE ____ SLOT ON FIELD CUT SLOT CUT WASHER COLUMN TO THE BOTTOM OF THE NExT COLUMN. INSTAWNG TME BRACING r;7 COLUMN EITHER TO THE INSIDE OR OUTSIDE OF THE GIRTS, TAKES THE BRACING OUT OF ' A STRAIGHT LINE PULL. THIS DOES NOT ALLOW THE BRACING TO FUNCTIONx GIRT WEB OF COLUMN OR RAFTER HEX NUT CUT WASHER PROPERLY AND IS AN UNACCEPTABLE ERECTION PROCEDURE. MOVING THE 4( -------- WEB __--_WEB OF COLUMN OR RAFTER HOLES IN OR OUT ON THE COLUMN TO ACHIEVE A STRAIGHT UNE PULL IS ALSO ----------- HEX _--_-_-- HEX NUT UNACCEPTABLE. SLOTTING THE WEB OF THE GIRT TO ACHIEVE THIS STRAIGHT LINE PULL IS THE- ONLY ACCEPTABLE METHOD. TO MARK THE HOLE LOCATION THE FOLLOWING "9 - a NORMALLY 1• (VERIFY GIRT OUT SET METHOD MAY BE USED. BY MEASURINGROD OR q- EYE BOLT - DIAMETER) �BOLT 1. INSTALL CABLE BRACING IN THE PROPER HOLES AT THE TOP OF ONE BEVEL COLUMN TO THE BOTTOM OF THE NEXT COLUMN. RUNNING THE CABLE 'B' a DISTANCE FROM FACE TO THE INSIDE OR OUTSIDE OF THE GIRTS. IF YOU HAVE ROD BRACING OF GIRT TO CENTERLINE WASHER A NYLON STRING LINE MAY ALSO BE USED. OF SLOT ON COLUMN. BEVEL WASHER ROD BRACE 2. TIGHTEN THE CABLE OR STRING LINE SO THERE IS NO SLACK. CABLE GRIP 3. WHERE THE CABLE OR STRING UNE CROSSES THE WEB OF THE GIRTS. 1/8• MARK TWO INCHES ON EITHER SIDE OF THIS POINT. 5 4'-0" S 4'-0' 4. USING A SQUARE. MAKE TWO PARALLEL LINES FROM THESE TWO MARKS ON THE 'WEB OF THE GIRTS. __ • 5. AT THE COLUMN, DETERMINE THE MEASUREMENT FROM OUTSIDE GIRT -'--------"""-- 1/8• LINE TO CENTERLINE OF CABLE OR ROD BRACE HOLE. UTILIZE THIS - MEASUREMENT AS THE CENTERLINE OF A 1• X 4• SLOT TO BE MADE CABLE BETWEEN THE TWO PARALLEL LINES MARKED ON THE WEB OF THE 12' OR LESS GIRTS. SOME OF THE LARGER CABLES OR RODS MAY REQUIRE A SLIGHTLY LARGER SLOT TO ALLOW THE EYEBOLT TO PASS THROUGH. FIELD REINFORCE GIRT WITH A PIECE OF ANGLE, ----------- -------------------""--"---- 6. AFTER ALL GIRTS HAVE BEEN MARKED AND SLOTTED, INSTALL CABLE OR GIRT OR CHANNEL WHEN SLOTS ARE LOCATED ROD BRACING THROUGH THE SLOTS, THROUGH THE BRACE HOLES IN THE /S SHOWN. /8TYP. 1 COLUMNS. AND TIGHTEN. CABLE BRACE DETAIL BR01 ROD BRACE DETAIL BR02 7• VISUALLY CHECK TO SEE THAT THE BRACING IS NOT TOUCHING THE GIRTS FIELD SLOTTING GIRTS FOR CROSS BRACING BR03 AT THE SLOTS. IF IT IS TOUCHING, TRIM OUT THE SLOT AS NECESSARY. AA AA AA 8. TIGHTEN BRACING AS NECESSARY TO PLUMB COLUMNS. SCALE: DATE BOLT INSTALLATION & INSPECTION, DRAWN BY: TDN eU7Auu e4p" ALAOAYA 3 REVISED RF01AA & OR17AA YML THG 10-00 BASE ANGLE AND BRACING DETAILS, 2 REVISED DRAWING NUMBER CKJ THG 11-98 CHECKED BY: BLJ AND 1 REVISED RFOIAA• BR17AA TBG THG 2-98 DESIGN APP'D BY: STANDARD PURLIN/GIRT LAP DETAILS DRAWING DND-1.0 REvNo. NO. REVISION MADE CK'D. DATE NO. REVISION MADE CK'D. DATE NO. REVISION MADE CID. DATE RUED: 12-1-97 NUMBER 3 Release No. TIR.04.2000 SAFETY� SAFETY PREGUITION: mmNppE-CAUTION: pN�LppptECIN1N EOIAPYENf GIRT DEPTH . WORKERS SHOIRD ALWAYS YEAR GIRT DEPTH SAFETY P"—:GIRT DEPTH WORKER PERSONAL PROTECTION EOU"%01T wOPotERs SHOULD ALWAYS �'w GIRT DEPTH CLO4:S WHEN KOM"G YETK 9KILILD ALWAYS MEET MIA STANDARDS. GLOVES WHEN HANDLING METAL - SURFACES WON SHARP FDGES. SHOULD ALWAYS MEET OSHA ST NOAROS, SURFACES WITH SHARP . RAFTER EAVE STRUT RAFTER EAVE STRUT EAVE STRUT S EAVE STRUT RAFTER RAFTER STRUCTURAL BOLTS STRUCTURAL BOLTS_ STRUCTURAL BOLTS STRUCTURAL - (4) 1/2-0 X 1 i/4" STRUCTURAL BOLTS (4) I/4 (4) X 1 1/4" A325 BOLTS (4) 1/2-0 x 1 1/4" A3 20BOLTS A325 BOLTS A325 BOLTS EAVE STRUT BRACKET EAVE STRUT BRACKET (SHOP WELD) 'EAVE STRUT BRACKET (SHOP WELD) EAVE STRUT BRACKET (SHO (SHOP WELD) (SHOP WELD) COLUMN COLUMN COLUMN COLUMN , RF32R EAVE STRUT CONNECTION AT HIGHSIDE RF37R RF31 R EAVE STRUT CONNECTION AT HIGHSIDE IRF36R EAVE STRUT CONNECTION SPLICE AA EAVE STRUT CONNECTION HAUNCH SPLICE AA BY—PASS GIRTS / VERTICAL HAUNCH SPLICE I AA I BY—PASS GIRTS / DIAGONAL HAUNCH SPLICE AA EY—PASS GIRTS / VERTICAL BY—PASS GIRTS / DIAGONAL HAUNCH SAFETY PRECAUIIOTI: SAFETY PRECAUTION: SAFETY PRECAUTION: WORKER PERSONAL PROTECTION EQUIPMENT SAFETY PRECAUTION: WORKERS SHOULD ALSAYS WIFJVT SOONER PERSONAL PROTECTION EOUIPYENf SHOULD ALWAYS MEET OSHA STANDARDS. WORKERS SHOULD KYAYS 1WFAR WORKS WNEH ILD AL IG METAL SHOULD ALWAYS MEET OSHA STANDARDS. GLOVES WHEN HANDLING METAL SURFACES WITH SHARP EDGES. SURFACES WITH SHARP EDGES. STRUCTURAL BOLTS (4) 1/2-0 X 1 1/4" STRUCTURAL BOLTS STRUCTURAL BOLTS , A325 BOLTS STRUCTURAL BOLTS (2) 1/2"0 x 1 1/4" (2) (4) 1/2-0 X 1 1/4" A325 BOLTS A3250 BOLTSI/4" EAVE STRUT PLATE A325 BOLTS (SHOP WELD) RAFTER ESP-1 SAVE STRUT PLATE _ RAFTER (SHOP WELD) ESP—I EAVE STRUT EAVE STRUT RAFTER SAVE STRUT EAVE STRUT EAVE STRUT PLATE ' RAFTER EAVE STRUT PLATE ESP-1 ESP-1 1/2- 3.81 cm 3.81 Gm 3.81 cm 3.81 cm COLUMN STRUCTURAL BOLTS COLUMN (W/ONE STRUCTURAL BOLTS WASHER PER BOLTS (2) 1/2-0 x Z" A325 BOLTS COLUMN W/ONE WASHER.PER BOLT COLUMN RFA SAVE STRUT CONNECTION AT HIGHSIDE ' RF370 RF31 O EAVE STRUT CONNECTION AT HIGHSIDE RF360 EAVE STRUT CONNECTION SPLICE AA EAVE STRUT CONNECTION HAUNCH SPLICE AA INSET GIRTS /VERTICAL HAUNCH INSET GIRTS / DIACONAL HAUNCH SPLICE AA INSET GIRTS / DIAGONAL HAUNCH SPLICE AA INSET GIRTS / VERTICAL SAFETY PRECAUTION: P SATEIY PRECAUTION: SAFETY PRECAUTION: WORKER PERSONAL PROTECTION EOU�YENT SAFETY PRE(YAlI10N: WORKERS SHOULD ALWAYS WEAR WORKER PERSONAL PROTECTION EQUIPMENT SHOULD .LAYS MEET OSHA STANDARDS WORKERS SHOULD ALWAYS MTM - SHOULD ALWAYS MEET OSHA STANDMOS. EN GLOVES WHEN HANDLING MET. SURFACES WITH SHARP iDC6. STRUCTURAL BOLTS S<Mf�i10E5 WIffH S/IMP�EDGES. (4) 1/2-0 X 1 1/4- A325 BOLTS STRUCTURAL BOLTS EAVE STRUT PLATE (4) 1/2-0 X 1 1/4" (SHOP WELD) A325 BOLTS . ESP—t SAVE STRUT PLATE RAFTER RAFTER WELD) (SHOPRAFTER SAVE STRUT EAVE STRUT ESP—I EAVE STRUT SAVE STRUT RAFTER STRUCTURAL BOLTS STRUCTURAL BOLTS (4) 1/2-0 x 1 1/$ (4) t/2-W x 1 1/4" A325 BOLTS A325 BOLTS COLUMN COLUMN COLUMN COLUMN . RF32P SAVE STRUT CONNECTION AT HIGHSIDE RF37P RF31P SAVE STRUT CONNECTION AT HIGHSIDE RF36P EAVE STRUT CONNECTION SPLICE AA SAVE STRUT CONNECTION HAUNCH SPLICE AA FLUSH GIRTS /VERTICAL HAUNCH FLUSH GIRTS / DIAGONAL HAUNCH SPLICE AA .FLUSH GIRTS /VERTICAL FLUSH GIRTS / DIAGONAL HAUNCH SPLICE AA CALE: DATE E1IFAUTA TYPICAL SAVE STRUT CONNECTION DETAILS DRAWING NUMBER Y[ ALABAMA REV,ND, ORF-1.0 0 ' A11N BY: TON ECKED BY: Bw [D. SIGN APP'D BY: SUED: 12-1-97 REVISION MADE CK'D. DATE NO. REVISION MADE CK'D. DATE NO. REVISION MADE .DATE SAIErr �� 3Y -PASS 2•-3 11Z' p � p �i011D BE ro"'� BY-PAss z•-3 1/2� ro iu[ s BE Timm 7 rD 115E M SAiESr AND IIDSi BY—PASS 2'-3 1/Y ro 115E M SAiESr AIBI IIOS7 PRODlIC11VE EREC110N tEbMOUES — OR0011C11YE tAECDON rEUN011ES PRODUCr1YE ERIXTM TEWADUFS. FLUSH 1'-6" FLUSH 1•-6' FLUSH 1'-6� -------------------------i------------------------- a _________________________i_________________________ 1 1 ----------------------- ------------------ --------- --- 7-7 -7- -1 ------------------ (2) STRUCTURAL BOLTS (TYP.) STRUCTURAL BOLTS (TYP.) SEE DETAIL RFOI/AA STRUCTURAL BOLT (TYP.) 1/2'0 X 1 1/4- A325 1/Y0 X 1 1/4' A325 SEE DETAIL RFO,/AA -SECONDARY BOLT(S) 1/2X1 1/4 A325 1 - GIRT II 3' a ia, 2 t/2' SECONDARY BOLT(S) 1/2X7 1/4 A325 —SECONDARY BOLT(S) 1/2X1 1/4 A325 L E G E PURUN 1/20 X t 1/4' A325 GABLE ANGLE PURLIN GAEL AN L CA -1 GABLE ANGLE PURUN GA -1 RAFTER GA -1 � ENDWALL RAFTER OR COLUMN SHOP WELDED PLATE ENDWALL RAFTER ENDWALL RAFTER OR COLUMN WITH BOLT AT ENDWALL (CHANNEL RAFTER) - (CHANNEL) COLUMN LOCATIONS - SAiE1Y PREfi4lIlDIt itRSr LAP A PATTERN 2'-0' O'=11 7/8' K 3'-0' 1'-5 7/8" M 4'-0' 1'-11 7/8' W 5'-0' 2'-5 7/I3• 0 6'-0' 2'-11 7/8- R PUf •OR11CR SAiEr'f PURLIN. GIRT CONNECTION DETAIL AT ENDWALL FRAME RF02R PURLIN GIRT CONNECTION DETAIL AT ENDWALL FRAME RF03R PURLIN CONNECTION DETAIL AT ENDWALL RAFTER RF04R STANDARD PURLIN LAP RF01 / BY-PASS CONDITION AA BY-PASS AND FLUSH CONDITION AA BY-PASS AND FLUSH CONDITION AA BY-PASS AND FLUSH CONDITION AT ENDWALL COLUMN LOCATIONS AA woRxclts SHOMD BE M.Am N INSET 1'-7 1/2� Motet sNOun B[ TRADED M PROPER WECBBN iROtm11116 EmwwDff MR ALL ABS ro 115E M sAiEST ANO IIDST SHOULD iwOR,mRpRqErEET Og�sr PURLIN / GIRT 1 5 g W REVISED RFOIAA & BR17AA ' Y6 REVISED DRAWING NUMBER .CF REVISED RF02RAA RF03RAA, RF04RAA ADDED RF03QAA Cl REVISED RFOIAA, BR17AA 71 SCALE: DATE DRAWN BY: THG CHECKED BY: BW DESIGN APP'D BY: ISSUED: 12 -1 - TYPICAL ROOF FRAMING CONNECTION DETAILS BUPAIM elk" AIABAYA DRAWING REV. NUMBER : DRF -2.0 4 PURLIN ______________________________________________________ __ _______________________ ____________________ _ __ FRAME BRACE ' RIDGE BRIDGING CLIP CBC -t = t/4,7/2 & i v FB- O ' 1/12 SLOPES ' CBC -4 a/12 SLOPE O `� O ' 1 0. ------•-- ____ ___________ _1_______ __ ______________________________________-________ ILrANGLE ___________ tf ri (---------------- 2 STRUCTURAL BOLTS (TYP.) S�E DETAIL RF01/AA 1/Y0 X 1 1/4- A325 2 1/Y 6.35 cm (2) STRUCTURAL 1/4USp HASTENERS (TYPJ FRAME BRACE BOTH SIDES IF REQUIRED STRUCTURAL BOLTS TTHHEDSIGN AS NOTED BUILDING ERECTION 1/2 X 1 1/4 &325 ROL DRAWINGS WITH (2) H.T. WASHERS (ONE UNDER THE BOLT HEAD RAFTER / COLUMN AND ONE UNDER THE NUT) PURUN GA -1 c_:�L--o - T '-ENDWALL RAFTER OR COLUMN _ REQUIRED PER BOLT AT FRAME BRACE CONNECTIONS CLIP CONNECTION DETAIL RFOS FRAME BRACE DETAIL BR17 PURLIN CONNECTION DETAIL AT ENDWALL FRAME RF030 AA RIDGE BRIDGING •I AA FOR BYPASS PURUNS / GIRTS AA INSET CONDITION - REVISED RFOIAA & BR17AA ' Y6 REVISED DRAWING NUMBER .CF REVISED RF02RAA RF03RAA, RF04RAA ADDED RF03QAA Cl REVISED RFOIAA, BR17AA 71 SCALE: DATE DRAWN BY: THG CHECKED BY: BW DESIGN APP'D BY: ISSUED: 12 -1 - TYPICAL ROOF FRAMING CONNECTION DETAILS BUPAIM elk" AIABAYA DRAWING REV. NUMBER : DRF -2.0 4 A A WE1T PEfJa1t10�e _ SVM PECNTIOR SMTIV PECAR'D't SECONDARY BOLT(S) n[ PnOPER aEcnoN I�OCE{M/16 ' nrEterJw anDNrs COrPANv ECaoEros AYF11XW1 BuaDNGS towwn Et01nER04 nwr ALL rDAttERS wr TOE sols TMT ALL + 51[[t TDE ='� I 1/2X1 1/4 A325 rOa PURLIN / GIRT WN %WWAMAL QAft M PROTECrpi wm' YETOTMCSL tl' MRD, M °ROTEC"DN 7 8' SECONDARY BOLT(S) GIRT CLIP 7 GIRT AND NNm Nut: 11D KVM Nus 1/2X1 1/4 A325 CL -4 N 1N n _N COLUMN _____� r __ 6 1/4 � 6 1/4' 6 1/4' CIRT 6 1/4' GEA -2 I ^ 15.875cm 15.875cm GIRT GIRTJ ^ 15.875cm 15.8- 75cm GIRT GIRT EXTENSION ANCLE FASTENERS T12) 1/47 SDHH :tKEn PEriW00rt LAP A -PATTERN GIRT CLIP CL -4 COLUMN (2) STRUCTURAL BOLTS (TYP) W/ TWO H.T. WASHERS PER BOLT 7- K COLUMN GIRT CLIP CL -4 2 STRUCTURAL BOLTS------- () (TYP) W TWO H.T. WASHERS PER BOLT / 1/2.0X1 1/7- A325 M ___ I I II I I �.—._. 1'-11 71W W -- --------------------------------------------- 2'-5 7/8' ' I FRAME BRACE FB- 6•_0* 2'-1l 7/8' 1 7-0%1 1 A325 / / REQUIRED PER BOLT AT AND ONE UNDER THE NUT) REQUIRED PER BOLT AT FRAME BRACE CONNECTIONS FRAME BRACE CONNECTIONS • .I S a iI REQUIRED PER BOLT AT i p O L_AA_j FRAME BRACE CONNECTIONS STRUCTURAL BOLT 1/7-X1 1/47 A325 O 1 STRUCTURAL BOLT 1/7-X1 1/4' A325 I `� nl E Y nI DATE u r---- l O i O _____________________________ 1 --`------- I - ------- -- - DRAWN BY: TON 2 t Y / \ N r____ ____T \ v i II u i 6 REV. WF02RAA, WF60RAA h WF6IRAA ADDED BR17AA YML THC 10-00 1 1 4' 1 1/4� SECONDARY BOLT(S) 1/2X1 1/4 A325 m I O O' $�� BC 9 1 /2�� GIRTS REV.N DRAWING DWF-1.0 I ^ TBG THG 2-98 O ' h I I i o o f FFII Ft i S.I E O i -. SECONDARY BOLTS) 1/2X1 1/4 A325 1z-97 E u N I i i ^ E I i I �,, E u >n n N L_ In N (np• ,E, FRAME BRACE FB - BOTH SIDES IF REQUIRED N 1N n _N COLUMN _____� r __ 6 1/4 � 6 1/4' 6 1/4' CIRT 6 1/4' GEA -2 I ^ 15.875cm 15.875cm GIRT GIRTJ ^ 15.875cm 15.8- 75cm GIRT GIRT EXTENSION ANCLE FASTENERS T12) 1/47 SDHH :tKEn PEriW00rt LAP A -PATTERN p•_0' 0'-11 7/8' K 3•-0' 1'-5 7/8' M q•_0' 1'-11 71W W 5•_0* 2'-5 7/8' 0 6•_0* 2'-1l 7/8' R Pur •DIa�En sNt:n rmsr. GIRT CONNECTION TO COLUMN F01P GIRT CONNECTION TO COLUMN F01 STANDARD GIRT LAP AT SIDEWALL WF02R FRAME BRACE DETAIL I AA BR17 Ir OR 9 1/7- FLUSH GIRTS AA 8' h 9 1/7- INSET GIRTS AA BY-PASS CONDITION AA FOR BYPASS PURLINS /GIRTS (2)SIto RX TURAL 25 BOLTS (TYP.) 2 112" 6.35cm 12) _S R% TURAL BOLTS A325 (TYP.) GIRT CUP CL -4 9 1 /Y 24.13cm (2 STRUCTURAL BOLTS 117-0 X 11/4- A325 2rX1als10 1/47s BY-PASS GIRT AT ENDWALL F5$ BY-PASS GIRT AT ENDWALL P —F59 BY-PASS GIRT AT SIDEWALL WF55 BY-PASS GIRT AT SIDEWALL IWF56 8' ZEE I AA 9 1/7- ZEE AA ti ZEE AA 9 1/7- ZEE AA BY AS NOT N STRUCTURAL BOLTS THEDESIGN BUILDING E ECTION 1/2 X 1 1/4 A325 BOLTS 1/2 X 1 1/4 A325 BOLT DRAWINGS COLUMN 1/2 X 1 1/4 A325 BOLTS WITH (2) H.T. WASHERS HOT ROLL/BUILT-UP COLUMN (ONE UNDER THE COLT HEAD AND ONE UNDER THE NUT) RAFTER /COLUMN REQUIRED PER BOLT AT AND ONE UNDER THE NUT) REQUIRED PER BOLT AT FRAME BRACE CONNECTIONS FRAME BRACE CONNECTIONS 1/4- A325 Pur •DIa�En sNt:n rmsr. GIRT CONNECTION TO COLUMN F01P GIRT CONNECTION TO COLUMN F01 STANDARD GIRT LAP AT SIDEWALL WF02R FRAME BRACE DETAIL I AA BR17 Ir OR 9 1/7- FLUSH GIRTS AA 8' h 9 1/7- INSET GIRTS AA BY-PASS CONDITION AA FOR BYPASS PURLINS /GIRTS (2)SIto RX TURAL 25 BOLTS (TYP.) 2 112" 6.35cm 12) _S R% TURAL BOLTS A325 (TYP.) GIRT CUP CL -4 9 1 /Y 24.13cm (2 STRUCTURAL BOLTS 117-0 X 11/4- A325 2rX1als10 1/47s BY-PASS GIRT AT ENDWALL F5$ BY-PASS GIRT AT ENDWALL P —F59 BY-PASS GIRT AT SIDEWALL WF55 BY-PASS GIRT AT SIDEWALL IWF56 8' ZEE I AA 9 1/7- ZEE AA ti ZEE AA 9 1/7- ZEE AA 24.13cm 24.13cm 8' CHANNEL 9 1/7- CHANNEL 20,32m CHANNEL 24.13cm CHANNEL NOTE: l7- CHANNELS ON THE ENDWALL ARE SPECIAL CONDITIONS. 6.35cm I i I I GIRT CUP CL -4 I I I I I I I I I I I ' I GIRT CUP ' CL -4 STRUCTURAL BOLTS STRUCTURAL BOLTS 1/2 X 1 1/4 A325 BOLTS GIRT COLUMN 1/2 X 1 1/4 A325 BOLTS COLUMN yyR}{ (2) H.T. WASHERS (ONE UNDER THE BOLT HEAD HOT ROLL/BUILT-UP COLUMN WITH (2) H.T. WASHERS (ONE UNDER THE BOLT HEAD AND ONE UNDER THE NUT) RUCTURAL BOLT FLANGE '7-X1 AND ONE UNDER THE NUT) REQUIRED PER BOLT AT FRAME BRACE CONNECTIONS 1/4- A325 REQUIRED PER BOLT AT L_AA_j FRAME BRACE CONNECTIONS STRUCTURAL BOLT 1/7-X1 1/47 A325 FRAME BRACE 117-0 % 1N1%4 BOLTS() FRAME BRACE y STRUCTURAL BOLTS (TVP.) 112.0 X 1 1/47 A325 STRUCTURAL BOLT 1/7-X1 1/4' A325 10-99 ��GLP4 DATE 24.13cm 24.13cm 8' CHANNEL 9 1/7- CHANNEL 20,32m CHANNEL 24.13cm CHANNEL NOTE: l7- CHANNELS ON THE ENDWALL ARE SPECIAL CONDITIONS. 6.35cm I i I I GIRT CUP CL -4 I I I I I I I I I I I ' I GIRT CUP ' CL -4 \- GIRT GIRT F60 BY-PASS HOT ROLL/BUILT-UP COLUMN WF61 BY-PASS CEE GIRT AT SIDEWALL F11 BY-PASS CEE GIRT AT ENDWALL F12 BY-PASS CHANNEL COLUMN AA IAA AA L_AA_j 4 REVISED WF60RAA, WF6IRAA TAC TBG 10-99 SCALE: DATE 3 REVISED WFOIPAA WFOIOAA ADDED WFI2RAA TBC BW 7-98 DRAWN BY: TON TYPICAL PURLIN /GIRT tt�AUTA eigu WFIIRAA REMOVED WF01AA, WF57RAA CHECKED BY: BW CONNECTION DETAILS 6 REV. WF02RAA, WF60RAA h WF6IRAA ADDED BR17AA YML THC 10-00 2 ADDED WFOIAA TBG THG 4-98 DESIGN APP'D BY: $�� BC 9 1 /2�� GIRTS REV.N DRAWING DWF-1.0 5 OMITTED RF02AA, ADDED WF02RA4 TAC THG 3-00 1 REVISED RF02AA TBG THG 2-98 NUMBER 6 ____ __ - .- -. ISSUED: 1z-97 Neleose No. IIN.0 1.[000 SAFETY PRECALIIIOW SAFETY PRECAUI101k SAFETY AMERICAN O � COMPANY RECOUEI/06 TIN+ ALL WEAR STEEL OT SNO[S AMERICAN BI COW w, RE001M[rOS THAT ALL WORKERS WEAR STEEL TOC SHOO TINT NLL 110 WEAR TOE SHOES GIARO, EYE PMMDTECnOrI � TIMES WEAR SIM TOE SHOES WITH METOTU6AL GUARD. EYE PROTECTION ON TARSAL GMRD. EYE PROTECTION MS AA �L GW10. EY[ PROIECDON � � 1IAROOfAO A/O HARD �� GIRTS AND R ARD KIMHARD ✓T OR 9 1 /Y GIRTS (2)STRUCTURAL BOLTS 2 STRUCTURAL BOLTS W/ TWO H.T. WASHERS PER BOLT W/ TWO H.T. WASHERS PER BOLT i CL-2 +/2'0X1 1/2' A325 , CL-2 1/4-1 1/r A325 INSET � 1 2 STRUCTURAL BOLTS ' ENDWALL , ' ENDWALL GIRT CL-2 ENOWALL , 2 STRUCTURAL BOLTS GIRT / BA325 ENDWALL GIRT W/ TWO CL-4B GIRT CL-2 ' (2) STRUCTURAL BOLTS (TYP.) 2 STRUCTURAL BOLTS O (TYP.) 1 2'0X1 , 4' A325 / ' , /Ym%oi 1%Y N---- ---, ' ,/rmX, 1 Y A325 --- ---' / Ymx, ,/a' A325 , i CL-4 i i Cl-4 SIDEWALL GIRT L) 0 a 1 CIRT 1 I O O i GIRT i CL-4 r'- i O a i CL-4 -L - T 1.r ;p t7 O 01 a 0 1 GA-1 'C ' --------' A-, ' GA-1-11,------� 0 1 a GA-I o, ------------------------------------------------------- --------------------------------- -----'-------------- SIDEWALL GIRT I CORNER GIRT i_t 6' STRUCTURAL BOLT (TYP U.N.) FLUSH / 1'-6" I/2'm%1 t/4' A32 STRUCTURAL BOLT (Typ U.N.) CORNER GIRT ,/70X1 1/4' Al2S 1 5/8' I SIDEWALL GIRT 1 5/6 BY-PASS 2'-3 t r GIRT EXTENSION ANGLE CIRT EXTENSION ANGLE GEA-2 t'-7 1/2- CEA-2 BY-PASS 2'-3 1 Y JNSET 17 1/2* CORNER GIRT CONNECTION 1 WF04 CORNER GIRT CONNECTION F04 CORNER GIRT CONNECTION WFOS CORNER GIRT CONNECTION BY-PASS SIDEWALL GIRTS/FLUSH OR BY-PASS ENDWALL I AA BY-PASS SIDEWALL GIRTS/INSET ENDWALL AA INSET SIDEWALL GIRTS/FLUSH OR BY-PASS ENDWALL AA INSET SIDEWALL GIRTS/INSET ENDWALL AA AMERMCAN WPR 4 CO,PAM RECOWDD" THAT ALL WORMERS WEAR STEEL TOE SH10E5 1 SAFETY PfQiJYRIOIk TINT AARL WOIE WEAR STEEL 1 SAMir'f PRECAUIIG! - OPo WCAR STEEL raPAIERICM!� AbES WIN` PREWIOM! AMERICAN MADDIGS THAT WORKERS RECOMMENDS WEMI�STEEL ra STOP WON METOTARSAL WARD. EYE PROTECTON AND MAN INTS WRIT METOIASAI WARD. EYE PfiOTECDOII AM HARD HATS. WITH METOTAISAI GUNID. CYE TgpTECI1011 AND ,wTO TATs MTH YETOTARSAL MAW EYE PROTECTION AND HARD HATS. 11 CL-2Er OR 9 1 Ir GIRTS (2) STRUCTURAL BOLTS CL_2 IT' OR 9 1/2' GIRTS (2) STRUCTURAL BOLTS 9 1/r VARIES 9 1/r 10' W/ TWO H.T. WASHERS PER BOLT W/ TWO H.T. WASHERS PER BOLT 1 t/Ymx+ 1/r A325 1 1/rmX1 1/Y A325 ' 1 �Y GIRTS I ENDWALL i 2 STRUCTURAL BOLTS 12- GIRTGIRT ) ENDWALL i 12/YOXRUCTURAL 1/4 A325L� (TMP) INSET) GIRT ENDWA2 GIRTENDWALL GIRT ' 2) STRUCTURAL BOLTS i W 1W0 CL-48 / GIRT , CORNER GIRT W/ TWO CL-46 ' '------- - ' ' (2 STRUCTURAL BOLTS (TYP.) �------- - t)rm%1 1/4' A325 O-- -----, N +/rmx, ,/r A3zs D-- __-_-, ,/rmx, ,/r A3zs �L------, C L-4 u p a i CL-4 , ,/r i :o __o , 1/2-o --° ` CL-4 `CL-4 CORNER GIRT n i la a, 1 GA- i (a SIDEWALL --------J' GIRT n I is a, i GA-, O o SIDEWALL ------ GA-t T CL-2 ' GA-1 T CL-2 ' -------- - ------- -------------- _ -------- GIRT I-------- r 1/� UIJ (Typ U.N.) FLUSH+ -� STRUCTURAL BOLT U.N.) L T�TmCX1IR1/4 4325 1 5/g +/70x1 +/a' A325 U t'-6' ,'-7 11Z' BY-PASS 2'-3 1 It ,'-7 11f BY-PASS 2'-3 1 r CORNER GIRT CONNECTION WF06_ CORNER GIRT CONNECTION F06 CORNER GIRT CONNECTION AT WIND COLUMN F04 CORNER GIRT CONNECTION AT WIND COLUMN F04Z FLUSH SIDEWALL GIRTS/FLUSH OR BY-PASS ENOWALL , I AA FLUSH SIDEWALL GIRTS/INSET ENDWALL AA OPEN BY-PASS SIDEWALL GIRTS/FLUSH OR BY-PASS ENDWALL I AA OPEN BY-PASS SIDEWALL GIRTS/INSET ENDWALL I AA SAM PRECNJT*t AI(JE(' COMPANY RECOM ETIM SAFETY PRECWTIOft AMERICAN B1ADDIGS COMWMN'! RECOMRE/05 SAFETY PRECAL"It AR CO~4 �WIWp� TIN7 ALL WAR STEEL TOE 410[5 AAT ALL WRITERS SUM PREGWIIM COMMIDIDS TIA AMERICAN CIE�RAR ST CO~ TDC� ' TKM%TWIN AML ARSkLS WEAR STEEL ra SHOES (XUATD. EYE PROT[CTMON MM HARD THAT WIN MMLLIOT CLAW. M PROTECTION TARSAL MO I1� � �• EYE PROTECTION AM WNID. EYC PROTECTION HARD NATSL AND , ,,,,7g, HATS, AND HARD HATS, OR 9 GIRTS � OR 9 1/r GIRTS 9 t Y 10� (2) STRUCTURAL BOLTS (2 TUR 9 1/r VARIES 9 ,/r 10, VARIES (2) STRUCTURAL BOLTS W/ ONE H.T. WASHER PER BOLT W/ ONE H.T. WASHER PER BOLT , 1/rmX, 1/Y A325 ALL INSET ENDWALL , t/70X1 1/r A325 I 1 2 STRUCTURAL BOLTS GIRT CL-2 GIRT CL-2 I GIRT i CL-2 2 STRUCTURAL BOLTS ENOWALL 1 CL_2 W/ ONE CL-48 (2 STRUCTURAL BOLTS (TYP.) 1/4' A325 (2) STRUCTURAL BOLTS (TYP.) 1/Ym%1 1/4' A325 ENOWALL i IN ONE CL-48 GIRT CL-4 +/Ym%, ,/Y A325 t%rmXt I CL_4 1/YDXI 1/r A325 I CL-4 �'• ' Ii a ' CIL 4 - SIDEWALL ' RT(o0 0 O CL-4 f--------___ GA-1 p SIDEWALL GIRT (OPTIONAL) O i , a i --------------------- ---_-___--___-------__------1__---L_-__------------ -_ ------- STRUCTURAL BOLT U.N.) SIDEWALL GIRT t -� F1 USHt IIr SIDEWALL CIRT 5/6' STRUCTURAL HOLT (TYP U.N.) tism1�_6" ,/rmXt ,/a' A325 INSET ,'-7 1/2" 5 H +_� GIRT EXTENSION/ANGLE 1/4' A325 GEA-2 Imqrrt•-7 t Y 2'-3 t r BY-PASS 2'-3 1/f GIRT EXTENSION ANGLE . 1'=7 1/2" BY-PASS 2'-3 1 2- CEA-7 CORNER GIRT CONNECTION AT WIND COLUMN F04X CORNER GIRT CONNECTION AT WIND COLUMN WF04Y CORNER GIRT CONNECTION AT WIND COLUMN WF05Z CORNER GIRT CONNECTION AT WIND COLUMN WF06ZIS BY-PASS SIDEWALL GIRTS/FLUSH OR BY-PASS ENDWALL AA BY-PASS SIDEWALL GIRTS/INSET ENDWALL AA INSET SIDEWALL GIRTS/FLUSH. INSET. BY-PASS ENDWALL AA FLUSH SIDEWALL GIRTS/FLUSH, INSET, BY-PASS ENDWALL AA SCALE: DATE TYPICAL WALL FRAMING CONNECTION DETAILS E°PAOLL AIABAMA DRAWN BY: THG 2 REVISED WFOSZAA TAC THG 3-00 CHECKED BY: BW 1 REVISED WFO5AA, WFO50AA WF06AA, WFO60AA, TBG BW 7-98 WF05ZAA, WF06ZAA DESIGN APP'D BY: DRAWING NUMBER DWF-2.07 REV.N°• 2 ISSUED: 12-1-97 NO. REVISION MADE CK'D. DATE NO. REVISION MADE CK'D. DATE[NO. REVISION MADE CK'D. DATE Neleose No. IIN.0 1.[000 Ft OF RAFTER TOP HOLE IS USED WITH WORKERS S UMBEL I ONLY AND 12- MEMBERS TK PROP01F FOR Kt 01 4• (2) STRUCTURAL BOLTS PURLIN 1/2-0 X 1 1/4' A325 (SEE NOTE FOR LOCATIONS) TOP PURUN WEB REINFORCEMENT CLIP CL-15 PLATE MUST BEAR ON fO RAFTER 'TOP'' MARK TO TOP --- ----- -- --- -`--------- ""-- RF54 AA NOTE: WHEN ATTACHING CL-15 USE TWO (2 STRUCTURAL BOLTS 1)2-0 X 1 1/4 A325 BOLTS. USE THE BOTTOM HOLE ON ALL MEMBERS. USE THE MIDDLE RAFTER HOLE ON B MEMBERS. THE TOP HOLE IS FOR USE ON 9 1/2- & 12- MEMBERS. RF53 PURLIN TOP HOLE IS USED WITH 'TOP' MARK T 1/H AND 12' MEMBERS ONLY PURLIN WEB REINFORCEMENT CUP CL-15 1/2-0 RX I 1/4RAL BOLTS (SEE NOTE FOR LOCATIONS) RAFTER PLATE MUST BEAR ON RAFTER 'TOP'' MARK TO TOP (2) STRUCTURAL BOLTS 1/70 X 1 I/4' A325 NOTE: WHEN ATTACHING CL-15 USE TWO BOLTS. USE THE BOTTOM HOLE Sl E Pr¢GYJIIOr! ON ALL MEMBERS. USE THE MIDDLE EACH WORKER SHOULD BE M'D To USE THE SAIEST Ma MOST HOLE ON 8' MEMBERS. THE TOP HOLE IS PgODUCTn[ ERECnON TEC NOTES FOR USE ON 9 1/2- & 12- MEMBERS. PURLIN WEB REINFORCEMENT CLIP DETAIL RF54 PURLIN STRUCTURAL BOLT 1/2'0 X 1 I/4" A325 `I I . (2 STRUCTURAL BOLTS 1)2-0 X 1 1/4' A325 ANTI-ROLL DETAIL UPHILL ANTI-ROLL CUP CL-12 = 8' PURLINSSTRUCORA CL-13 = 9 1/2- PURLINS CL-14 - 12" PURUNS •r 12)2-0�XU /4' A325 RAFTER S�rC1T PREGYRIpt Kum WEAR OSHA EPORorm [r[ ORDELEC x SC OP[iGTEr6 °mss SCREW Carte. RF50 PURUN ANTI-ROLL CUP CL-12 = Ii PURLINS CL-13 = 9 1/2- PURLINS (2) STRUCTURAL BOL 1 2-0 X 1 1/4' A325 - ANTI-ROLL DETAIL DOWNHILL L. 1/2-0T% i Ile A325 RAFTER (2) STRUCTURAL BOLTS 1/2-0 X 1 1/$ A325 SKETM PREd�JnOrt PROttOfloH nml onus OR EUEC1raC SCREW CM& RF50A PURLIN WEB REINFORCEMENT CLIP DETAIL AA RIGID FRAME RAFTER AA RIGID FRAME RAFTER AA AA yyETT ppprjKrrKllk MOUS Pf0.90HA1 PROIECIUDN EOUi�EHf SHOULD I�WaK MEET 051M STarOX SMETT WORKERPeE WORKER PERSONALRSONN. PROIEDTK7N EOIrP1EM 511000D ALWAYS 1EEf OSHA Srarggp5, PURLIN '----------------------------------- -------------- PURLIN PURLIN ANTI-ROLL CLIP O CL-12 = B" PURLINS ANTI-ROLL CUP CL-13 = 9 1/2- PURLINS CL-12 B" PURLINS CL_ = 9 1/2- PURUNS 13 CL-14 = t2- PURLINS ' ------- ----------- -------- RF52 --- --------------- ANTI-ROLL CLIP RAFTE' J--- -------"" ANTI-ROLL CLIP CL-12 = PURLINS RF56 AA ----- ® ""---------------- o Aq CL-12 - !T PURUNS CL-13 = 9 1/2- PURUNS o ii A CL-13 = 9 1/2- PURLINS CL-14 1T PURUNS (FARSIDE)CHANNEL SUPPORT CLIP RAFTER S = 12- PURUNS CHANNEL L-11 0 SUPPORT CUPCL-14 CHANNEL SUPPORT CLIP CL-11 0 CL-1i COLD-FORMED RAFTER STRUCTURAL BOLTS (TYP.) 1/2-0 % 1 1/4' A325 PKFERr=01 STRUCTURAL BOLTS (T5 CHANNEL SUPPORT CLIP CL-11 STRUCTURAL BOLTS (TYP.) TRU Ptlt �OIaIER rtRs< PU, 1/2-0 X 1 1/$ A325 X 1 1/4' A3(T STRUL LT (TYP.) COLD-FORMED RAFTER 1/2-0 X 1 1/4' A325 Su[Tr wmuuOOle Pur DOIarLA SMETT nar. RF52 ANTI-ROLL DETAIL RF55 ANTI-ROLL DETAIL DOWNHILL RF56 ANTI-ROLL DETAIL RF51 ANTI-ROLL DETAIL UPHILL AA COU)-FORMED ENDWALL RAFTER AA COLD-FORMED ENDWALL RAFTER AA COLD-FORMED ENDWALL RAFTER AA COLD-FORMED ENOWALL RAFTER PHECJaRIOrt OF RAFTER INSTALL ADDITIONAL ROOF FASTENERS ROOF PANEL PURUN PURLIN WEB REINFORCEMENT CUP CL-15 PURLIN WORKERS SMOUD B[ 7Rarr[D N WORKS M PROPER EILL'IOL Ni0G19Y1� I AT ANTI-ROLL CUPS ANTI-ROLL CUP . WOR ali JOBS 'INSTALL ADDITIONAL ROOF FASTENERS AT ANTI-ROLL CUPS CL-12 = B' PURUNS TOP HOLE IS USED WITH ROOF PANEL TOP HOLE IS USED WITH -'-------"""""-" '"-"""""- ------------ -�-- PURLIN CL-13 = 9 1/2- PURLINS CL-14 12- PURLINS 9 1/2- AND 12- MEMBERS ONLY WEB REINFORCEMENT CLIP ROOF FASTENER 9 1/2- AND 12- MEMBERS (2) STRUCTURAL BOLTS CL-IS ®12%1 1/4ONLY ROOF FASTENER O 1/2-0 X 1 1/4' A325 PLATE MUST BEAR ON RAFTERPURLIN 1'-0' O.C. al2(l o C4 (SEE NOTE FOR LOCATIONS) 'TOF' MARK TO TOP - (2)-STRUCTURAL BOLTS 2) STRUCTURAL BOLTS _ ____ _ (2) STRUCTURAL BOLTS 1/2-0 X 1 1/4' A325 1/2-0 X 1 1/4' A325 1/2-0 X 1 1/4' A325 (SEE NOTE FOR LOCATIONS) (SEE NOTE FOR LOCATIONS) RF56 RAFTER ANTI-ROLL CLIP AA $.,LE PURUN WEB CL-12 = 6' PURLINS REINFORCEMENT CUP CL-13 = 91/2-PURLINS CL-15 CL-14 - 12- PURUNS (FAR SIDE) (2) STRUCTURAL BOLTS 7n FLANNEL SUPPORT CLIP 1/2-0 X 1 I/4' A325 MUST BEAR ON CL-11 _PLATE RAFTER 'TOP' MARK --- ----------------TO TOP STRUCTURAL BOLTS (TYP.) RF54 1/2-0 X 1 1/$ A325 COLD-FORMED RAFTER NOTE: WHEN ATTACHING CL-15 USE TWO RAFTERPURUN AA BOLUS. USE THE BOTTOM HOLE NOTE: USE THE BOTTOM HOLE ON ALL MEMBERS. WO�aR D BETRA0= NOTE: WHEN ATTACHING CL-15 US BOLTS. USE THE BOTTOM HTRUCTURA4 BOLTS svETr PRcaulKre Slvcm. ON ALL MEMBERS. USE THE MIDDLE HOLE ON 8' MEMBERS. THE TOP HOLE IS E �ORHEA� SCUD BE m�rED TO USE THE SnrEST AHD MOST USE THE MIDDLE HOLE ON 8' MEMBERS.ON 1/2' TO USE nE SVEST AND WIST ALL MEMBERS. USE TH0 X 1 1/4 A325 wr �ORLER FOR USE ON 9 1/Y & 12- MEMBERS. pq�� p�� TEWRDII, TME TOP HOLE IS FOR USE ON 9 do 12- MEMBERS.���HOLE ON 8' MEMBERS. TH FOR USE ON 9 1/2- & 12- MEMBERS. RAFTER RF51 ANTI-ROLL CLIP DETAIL RF57 PURLIN TO WELDED RAFTER CLIP DETAIL RF54A PURLIN WEB REINFORCEMENT CLIP DETAIL RF53 ANTI-ROLL DETAIL AA I AA LONGSPAN PANEL BA COLD-FORMED ENOWALL RAFTER LONGSPAN PANEL BA PURUN WEB REINFORCEMENT CUP REQUIRED SCALE: DATE ANTI-ROLL CLIP DETAILS 4 ADDED RF54AAA TAC THG 10-99 DRAWN BY: TDN euPauu ALABAMA AND 3 REV. RF:53A4 54AA. 53BA ADD. RF57AA REM. RC8IBA CKJ THG 1-99 ILSSUEU: CHECKED BY: BW PURLIN WEB REINFORCEMENT 2 REVISED DRAWING NUMBER CKJ THG 10-98 DESIGN APP'D BY: CLIP DETAILS DRAWING REV.NO. 1 REVISED RF54M THG BW 2-98 NUMBER = DWR-1.0 4 NO. REVISION MADE CK'D. DATE NO. REVISION MADE CK'D. DATE NO. REVISION MADE CK'D. DATE 3-96 Release No. RD1699 USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER THE STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH OPENING AT THE BOTTOM FOR AIR TO CIRCULATE SAFETY PRECAVnOlt NOMAS SHOULD ALWAYS HEAR OLD43 WHM IINOUNO PANELS SQUARE SQUARE WOOD RIGID RIGID FRAME SAFETY P ECAUTON DONT ALLOW BLOCKING ro BE A FALLING HALLO To THOSE BENEATH nM ROOF. WMCERS SHOULD WEAR 2"1 OSTIA APPROVED HARD TUTS. T 1 PANEL STORAGE RC51 LONG SPAN BB AMERICAN ROOF AND WALL PANELS AMERICAN'S ROOF AND WALL PANELS INCLUDING COLOR COATED, ALUMINUM COATED AND GALVANIZED. PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING AND ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE WHICH MERIT CAUTIOUS CARE IN HANDLING. SHOULD ALWAYS 8E ELEVATED ABOVE THE LOWER END TO ENCOURAGE DRAINAGE IN CASE OF RAIN. ALL METAL PANELS ARE SUBJECT TO SOME DEGREE TO LOCALIZED DISCOLORATION OR STAIN WHEN WATER [STRAPPED BETWEEN THEIR CLOSELY FITTED SURFACES. AMERICAN EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS WATER FORMED BY CONDENSATION OF HUMID AIR CAN THE STACKED SHEETS WHENOME TRAPPED RAIN. THIS DISCOLORATION CAUSED BY TRAPPED MOSHffr�. WATER CAN ALSO BE TRAPPED ISTURE IS OFTEN CALLED WET STORAGE STAIN. THE STAIN IS USUALLY SUPERFICIAL. AND HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK THOR FINISH AND REDUCE THEIR EFFECTIVE SERVICE LIFE THEREFORE. IT IS IMPERATIVE THAT ALL THE PABE NELS ATONCE FOR AND STOREINDRY, RECEIPT P OF THE IF OPOSSSIIBLE MOISTURE IS PRESENT, DRY WHEN HANDLING OR UNCRA71NG THE PANELS, UFT, RATHER THAN SLIDE, THEM APART. BURRING ALLOW ANELLSS�TO BE THE KED�ON WHILE ON TTHHEEDGROHUND SLID OVER ONE ANOTHER. NEVER ROUGH AND IMPROPER HANDLING OF PANELS IS INEXCUSABLE AND A PRIME EXAMPLE OF POOR JOB SUPERVISION. CAUTION: PANELS ARE SLIPPERY. OIL OR WAX THAT HAS BEEN USED ON THE ROOF AND WALL PANELS FOR PROTECTION AGAINST WEATHER DAMAGE WILL MAKE THETA A VERY SLIPPERY WALKING ORROTMHER�FOORI S OF MOSTTUREE IL GREATLY IINCCRE/SE THE SLIPPERINESS DDLED FROM BUNDLES OF THEON APANELS. DEW. FROST PANEL STORAGE NOTES RC95 AA BUILDING ALIGNMENT GE01 AA BAR (ROOF PANEL RIGID � / \ SEED LOCATE OVER RIGID FRAME) ST m CIFiYI OF 1OV05Mp@ETETllL BEPICNO.SAM DEVIOE. BE SPIE TO K EP HAHOS ANO FEET CLEAR OF MOVING LOADS 'A• RIGID FRAME PURLINS BLOCKING (TO PREVENT PURLINS PACKAGE FROM ROPING OVER UNDER WEIGHT OF PANEL PACKAGE) PURUN PACKAGE A' ER RAFT TO FACILITATE THE HANDLING OF THE ROOF PANELS, PANEL BUNDLES CAN BE UETED AND PLACED ON THE ROOF IF LOCATED AT A RIGID FRAME AND WITH BLOCKING IN PLACE TO PREVENT THE PURLINS FROM ROPING OVER. DO NOT SLIDE BUNDLED PANELS ALONG ROOF FRAMING. WHEN LIFTING BUNDLED SHEETS. MAKE CERTAIN THAT THE BUNDLE IS ADEQUATELY SUPPORTED. PANELS LESS THAN 20' IN LENGTH CAN NORMALLY BE UFTED WITH A FORKLIFT: HOWEVER WHEN LIFTING PANES IN EXCESS OF 20' IT IS RECOMMENDED THAT A SPREADER BAR AND SLINGS BE USED. AS A RULE WHEN LIFTING. NO MORE THAN 1/3 OF THE LENGTH OF THE PANEL SHOULD BE LEFT UNSUPPORTED. REFER TO ERECTION DRAWINGS FOR THE ROOF PANEL MARKINGS AND STAGE BUNDLES ACCORDINGLY. THIS WILL MINIMIZE PANE_ HANDLING AND SPEED THE ERECTION PROCEDURE PANEL STORAGE ON ROOF RC54 AA SAFEIT PREMLIIIIt SAFETY PREGGWIIm DD NOT STEP ON RI OF DO NOT STEP ON PAIEIS FNEL NMAYS STEP ON twn.. F1ALY S7CXAED MRI FLIT ENFACE FASIEIEILS --- LONG SPAN PANEL IDENTIFICATION MARK NUMBER _ EXAMPLE l3P �Q L 30'-0' M LENGTH 24 GAGE (22. 24, 26, do 28 GAGE AVAILABLE LONG SPAN OVERLAPPING RIB OUTSIDE (THIS RIBOVERLAPS PRECEEDING PANElJ-- ERECTION OF THE LONG SPAN PANELREQUIRES THAT THE PROPER DIRECTION OF ITS APPLICATION BE MADE THE DESIGN OF THE PANEL INCORPORATES A BEARING LEG INTO ITS LEADING EDGE WHICH PROVIDES SUPPORT FOR PROPER NESTING OF THE OVERLAPPING RIB OF THE NEM PANEL J THE INSTALLATION OF THE PANELS (SHOWN AT LEFF) PROCEEDS FROM LEFT TO RIGHT. HOWEVER. BEARING LEG BEARING LEG UNLESS FIELD CIRCUMSTANCES DICTATE OTHERWISE, INSTALLATION OF PANECAN PROCEED FROM LS (BEARING LEG GIVES EITHER LEFT TO RIGHT OR RIGHT TO LEFT AS LONG AS THE OVERLAPPING RIB IS LAPPED OVER SUPPORT TO SIDELAP) THE BEARING RIB. DETAIL n• DETAIL 'B' PANEL MARKING AND SIDELAP DETAILSRC63 nDFLAP DETAn LANG SPAN I BB REVISIONS DATE Lom SPAN pursm CLmm LON 2' NOTCH 2• NOTCH TYPICAL CONSTRUCTION OF THE WOOD BLOCKING IS SHOWN ABOVE A 2 X 6 MINIMUM BOARD SIZE SHOULD BE USED. REFER TO THE CROSS SECTION FRAMING DRAWINGS THAT ACCOMPANIED THE BUILDING TO DETERMINE THE PURUN SIZE AND SPACINGS. PURLIN BLOCKING I GE02 AA ROOF FASTENERS SPECIAL CONDITION FASTENERS XWn1 1 4 OM1JN0 ImI TEM ST. t OIal1J110 TET( WASHER TEM X12 X 1 1 4 CARB011 STEEL IID( IEAID FASTENER MRH FALSER FASTENER WRN WASHER FASTERER WITHOUT WASHER MARK NO. fl;X1 1/4 SURF TMARX MM f1Lt1 1/4 SDINW HIM NL 012X1 1/4 SOIN lf9B'dB0!! dEgSeil7y d am ANO PtRWN AND DIE-fORMM EAVE AND PURIM AND IE-FOR►ED 61BLE NINE ATTACME]R TO PURLM RIDGE aDNNDcrIDNs Oto E7ffOSED SHEET EDGE ON04EC KM ANO EXPOSED SHEET XZ E SHOW EAVE FiSO. AETAGN@R. TO STRUCTURAL CONMCIIN6. TO STRUCTURAL CONNECTIONS. NL'LNC ALLAt-COATED ROOFS NIO ALU UM-IDIC ALLOY -400A70 ROOFS ONLY. 1 ILL PRE�m ROOFS 12 X 1 1/4 TEAS OFMLDO CARBON STEEL HE)( IRAs DESS FASTEN R MTHIDUT WASHER > UARX NO. f1Da 1/4 SDHW4 14 lZSELF DFAIM HEX HEAD ft5U4MFE�O Siif ORIL NO HD( WASHER WAD APPUCA ON MAMA: NO, f14X7/E SERF ANDEL TO AND GREATER /4-) 12 GA FASTENER MRN WAVIER FASTENER NO. %isW)/e� HDWr AND L To Nm NaLEATE t IAN APPUCAMON ((mNe CABLE NOES ATGOOIENT To BAR j=M 4 PWOTt�t a•W ) pEMAncEP1DfiaiEt P4 ) Dm� PMEL SIDELAP CONNLTRON & FLAS/O PANEL SIDELAP CONNECTIONS. FLASI1 t' NO tx X YENS TOPANEL CONNECTIONS AND OTHER EVOSED TOPANEL CONNECTIONS AND OBER EXPOSED CARBON STEEL HEX HEAD SHEET TTN o SHEET GDEM10ML SHEET TOSHEET CONHWITHOUTER Ia. FASTENER WITHOUT WASH. AEA"t-aNc A L"'g TDD HO N ROM AND AUADRAF-LEDf-0DATED RODFS ONLY. MARX NO. JIM 1/'i SDIRR5 ALL PfE-F ® ROOFS. APPUCAl?1 (S'EEL ULX7o6gWA 5 aEAKER TIN 1/4' MISCELLANEOUS FASTENERS AND UP TO FNOLOFO 1/2) GI1BLE ANGLE ATGOOENT ro OAR .HOGTS. g D MET X3/10 OWETER RMT NIMH WASHER`1Jf dJl�1 INN NO. 1/8 WET IwN NO... SRV -1 Ito X t 1/2 SDIG IF TAPPCROON STEEL HEX HEAD APPI rAnO1 EFPLICAMN FMAAlENO,NER WITH WAStn STIMW FLA SH3 NC LAPS AND FTASIO ON LOW SPAN MUORT TO SXYUT SmmAP TO PANEL caNWIEcnDINs (50MML NOSEPECEE REQUIRIM) PANELS 'TO WOOD STRUCTURE (1/4- MEN HEAD SOCIIET RDOIAED) NOTE: ALL HEX HEAD SIZES SHALL REQUIRE A 5/16• HEX SOCKET UNLESS NOTED. BASIC PARTS AND PIECES I RC61 LONG SPAN ROOF I BA - ERECTION NOTES: 1. ALL AREAS WHERE MASTIC IS TO BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD DETERGENT OR AN ALL PURPOSE CLEANER BEFORE MASTIC APPLICATION. THIS WILL INSURE A GOOD SEALING SURFACE AND IMPROVE WEATHER TIGHTNESS. 2. THE BLANKET INSULATION MANUFACTURER RECOMMENDS THAT DOUBLE SIDED TAPE BE USED TO SECURE THE INSULATION TO THE EAVE. AMERICAN BUILDINGS COMPANY IS NOT RESPONSIBLE FOR THE INSTALLATION OR ATTACHMENT OF THE INSULATION. ADDITIONAL ATTACHMENTS (NOT BY ABC) MAY BE REQUIRED. 3. ALL EXPOSED FASTENERS SHOULD PENETRATE THE SEALANT FOR THE MOST WEATHER TIGHT CONNECTION IN ROOF AND WALL AREAS WHERE APPLICABLE- 4. PPLICABLE4. WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR OTHER CUTTING METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN THE CUT EDGES THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND VOID ANY WARRANTIES. USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL PARTICLES OR BURNED EDGES. ' r ERECTION NOTES RC91 LONG SPAN BA DATE DRAWING UBMITTAL ATS SCALE: NONE DATE [#] FOR CONSTRUCTION DRAWN BY: TON 12-1-87 STAY WELL N CLFM OF ALL LOADS . BY ANY TIMME of BBNO IN DEVICE, XE8 Hens No FEET MING STRAIGHT PURUNS ARE A NECESSITY. ZEE SECTIONS HAVE A NATURAL TENDENCY TO ROLL OUT LONG SPAN PANELS F MOV CLEAR OF No�Fo Lows OF PLANE AND DEFLECT HORIZONTALLY. THIS MUST BE CORRECTED' BY FORCING THE PURLINS DSGN APP BY: INTO PROPER PLANE AND SPACING. WOOD BLOCKING IS RECOMMENDED AS ONE METHOD TO y ACCOMPLISH THIS. TARP OR PLASTIC COVER BEFORE SHEETING BEGINS IN ANY BAY, PLACE BLACKING IN THAT BAY ACROSS THE FULL WIDTH OF USE SPACERS BETWEEN BUNDLES -v / N THE FIRST STEP IN THE SUCCESSFUL INSTALLATION OF THE ROOF OR WALLS IS TO HAVE THE THE BUILDING. AT LEAST ONE ROW IN THE CENTER OF THE BAY SHOULD ALWAYS BE USED. USE ADDITIONAL ROWS OF BLOCKING IF NEEDED TO MAINTAIN STRAIGHT PURLINS. ALLOWING THE PURUN PRIMARY FRAMING PLUMB AND SQUARE FOR BEST RESULTS, IT IS RECOMMENDED THAT A TRANSIT TO ROTATE OR SWEEP OUT OF PLANE COULD PREVENT THE ROOF PANEL FROM PROPERLY L BLACK ABOVE GROUND BE USED WHEN ERECTING THE STRUCTURAL STEEL ATTACHING TO THE PURUNS AND HAS THE EFFECT OF LOWERING THE LOAD BEARING CAPACITY OF THESE ROLLED PURUNS LEADING TO POTENTIAL PURUN FAILURE UNDER MAXIMUM DESIGN LOADS. DOWN _ PANEL STORAGE RC51 LONG SPAN BB AMERICAN ROOF AND WALL PANELS AMERICAN'S ROOF AND WALL PANELS INCLUDING COLOR COATED, ALUMINUM COATED AND GALVANIZED. PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING AND ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE WHICH MERIT CAUTIOUS CARE IN HANDLING. SHOULD ALWAYS 8E ELEVATED ABOVE THE LOWER END TO ENCOURAGE DRAINAGE IN CASE OF RAIN. ALL METAL PANELS ARE SUBJECT TO SOME DEGREE TO LOCALIZED DISCOLORATION OR STAIN WHEN WATER [STRAPPED BETWEEN THEIR CLOSELY FITTED SURFACES. AMERICAN EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS WATER FORMED BY CONDENSATION OF HUMID AIR CAN THE STACKED SHEETS WHENOME TRAPPED RAIN. THIS DISCOLORATION CAUSED BY TRAPPED MOSHffr�. WATER CAN ALSO BE TRAPPED ISTURE IS OFTEN CALLED WET STORAGE STAIN. THE STAIN IS USUALLY SUPERFICIAL. AND HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK THOR FINISH AND REDUCE THEIR EFFECTIVE SERVICE LIFE THEREFORE. IT IS IMPERATIVE THAT ALL THE PABE NELS ATONCE FOR AND STOREINDRY, RECEIPT P OF THE IF OPOSSSIIBLE MOISTURE IS PRESENT, DRY WHEN HANDLING OR UNCRA71NG THE PANELS, UFT, RATHER THAN SLIDE, THEM APART. BURRING ALLOW ANELLSS�TO BE THE KED�ON WHILE ON TTHHEEDGROHUND SLID OVER ONE ANOTHER. NEVER ROUGH AND IMPROPER HANDLING OF PANELS IS INEXCUSABLE AND A PRIME EXAMPLE OF POOR JOB SUPERVISION. CAUTION: PANELS ARE SLIPPERY. OIL OR WAX THAT HAS BEEN USED ON THE ROOF AND WALL PANELS FOR PROTECTION AGAINST WEATHER DAMAGE WILL MAKE THETA A VERY SLIPPERY WALKING ORROTMHER�FOORI S OF MOSTTUREE IL GREATLY IINCCRE/SE THE SLIPPERINESS DDLED FROM BUNDLES OF THEON APANELS. DEW. FROST PANEL STORAGE NOTES RC95 AA BUILDING ALIGNMENT GE01 AA BAR (ROOF PANEL RIGID � / \ SEED LOCATE OVER RIGID FRAME) ST m CIFiYI OF 1OV05Mp@ETETllL BEPICNO.SAM DEVIOE. BE SPIE TO K EP HAHOS ANO FEET CLEAR OF MOVING LOADS 'A• RIGID FRAME PURLINS BLOCKING (TO PREVENT PURLINS PACKAGE FROM ROPING OVER UNDER WEIGHT OF PANEL PACKAGE) PURUN PACKAGE A' ER RAFT TO FACILITATE THE HANDLING OF THE ROOF PANELS, PANEL BUNDLES CAN BE UETED AND PLACED ON THE ROOF IF LOCATED AT A RIGID FRAME AND WITH BLOCKING IN PLACE TO PREVENT THE PURLINS FROM ROPING OVER. DO NOT SLIDE BUNDLED PANELS ALONG ROOF FRAMING. WHEN LIFTING BUNDLED SHEETS. MAKE CERTAIN THAT THE BUNDLE IS ADEQUATELY SUPPORTED. PANELS LESS THAN 20' IN LENGTH CAN NORMALLY BE UFTED WITH A FORKLIFT: HOWEVER WHEN LIFTING PANES IN EXCESS OF 20' IT IS RECOMMENDED THAT A SPREADER BAR AND SLINGS BE USED. AS A RULE WHEN LIFTING. NO MORE THAN 1/3 OF THE LENGTH OF THE PANEL SHOULD BE LEFT UNSUPPORTED. REFER TO ERECTION DRAWINGS FOR THE ROOF PANEL MARKINGS AND STAGE BUNDLES ACCORDINGLY. THIS WILL MINIMIZE PANE_ HANDLING AND SPEED THE ERECTION PROCEDURE PANEL STORAGE ON ROOF RC54 AA SAFEIT PREMLIIIIt SAFETY PREGGWIIm DD NOT STEP ON RI OF DO NOT STEP ON PAIEIS FNEL NMAYS STEP ON twn.. F1ALY S7CXAED MRI FLIT ENFACE FASIEIEILS --- LONG SPAN PANEL IDENTIFICATION MARK NUMBER _ EXAMPLE l3P �Q L 30'-0' M LENGTH 24 GAGE (22. 24, 26, do 28 GAGE AVAILABLE LONG SPAN OVERLAPPING RIB OUTSIDE (THIS RIBOVERLAPS PRECEEDING PANElJ-- ERECTION OF THE LONG SPAN PANELREQUIRES THAT THE PROPER DIRECTION OF ITS APPLICATION BE MADE THE DESIGN OF THE PANEL INCORPORATES A BEARING LEG INTO ITS LEADING EDGE WHICH PROVIDES SUPPORT FOR PROPER NESTING OF THE OVERLAPPING RIB OF THE NEM PANEL J THE INSTALLATION OF THE PANELS (SHOWN AT LEFF) PROCEEDS FROM LEFT TO RIGHT. HOWEVER. BEARING LEG BEARING LEG UNLESS FIELD CIRCUMSTANCES DICTATE OTHERWISE, INSTALLATION OF PANECAN PROCEED FROM LS (BEARING LEG GIVES EITHER LEFT TO RIGHT OR RIGHT TO LEFT AS LONG AS THE OVERLAPPING RIB IS LAPPED OVER SUPPORT TO SIDELAP) THE BEARING RIB. DETAIL n• DETAIL 'B' PANEL MARKING AND SIDELAP DETAILSRC63 nDFLAP DETAn LANG SPAN I BB REVISIONS DATE Lom SPAN pursm CLmm LON 2' NOTCH 2• NOTCH TYPICAL CONSTRUCTION OF THE WOOD BLOCKING IS SHOWN ABOVE A 2 X 6 MINIMUM BOARD SIZE SHOULD BE USED. REFER TO THE CROSS SECTION FRAMING DRAWINGS THAT ACCOMPANIED THE BUILDING TO DETERMINE THE PURUN SIZE AND SPACINGS. PURLIN BLOCKING I GE02 AA ROOF FASTENERS SPECIAL CONDITION FASTENERS XWn1 1 4 OM1JN0 ImI TEM ST. t OIal1J110 TET( WASHER TEM X12 X 1 1 4 CARB011 STEEL IID( IEAID FASTENER MRH FALSER FASTENER WRN WASHER FASTERER WITHOUT WASHER MARK NO. fl;X1 1/4 SURF TMARX MM f1Lt1 1/4 SDINW HIM NL 012X1 1/4 SOIN lf9B'dB0!! dEgSeil7y d am ANO PtRWN AND DIE-fORMM EAVE AND PURIM AND IE-FOR►ED 61BLE NINE ATTACME]R TO PURLM RIDGE aDNNDcrIDNs Oto E7ffOSED SHEET EDGE ON04EC KM ANO EXPOSED SHEET XZ E SHOW EAVE FiSO. AETAGN@R. TO STRUCTURAL CONMCIIN6. TO STRUCTURAL CONNECTIONS. NL'LNC ALLAt-COATED ROOFS NIO ALU UM-IDIC ALLOY -400A70 ROOFS ONLY. 1 ILL PRE�m ROOFS 12 X 1 1/4 TEAS OFMLDO CARBON STEEL HE)( IRAs DESS FASTEN R MTHIDUT WASHER > UARX NO. f1Da 1/4 SDHW4 14 lZSELF DFAIM HEX HEAD ft5U4MFE�O Siif ORIL NO HD( WASHER WAD APPUCA ON MAMA: NO, f14X7/E SERF ANDEL TO AND GREATER /4-) 12 GA FASTENER MRN WAVIER FASTENER NO. %isW)/e� HDWr AND L To Nm NaLEATE t IAN APPUCAMON ((mNe CABLE NOES ATGOOIENT To BAR j=M 4 PWOTt�t a•W ) pEMAncEP1DfiaiEt P4 ) Dm� PMEL SIDELAP CONNLTRON & FLAS/O PANEL SIDELAP CONNECTIONS. FLASI1 t' NO tx X YENS TOPANEL CONNECTIONS AND OTHER EVOSED TOPANEL CONNECTIONS AND OBER EXPOSED CARBON STEEL HEX HEAD SHEET TTN o SHEET GDEM10ML SHEET TOSHEET CONHWITHOUTER Ia. FASTENER WITHOUT WASH. AEA"t-aNc A L"'g TDD HO N ROM AND AUADRAF-LEDf-0DATED RODFS ONLY. MARX NO. JIM 1/'i SDIRR5 ALL PfE-F ® ROOFS. APPUCAl?1 (S'EEL ULX7o6gWA 5 aEAKER TIN 1/4' MISCELLANEOUS FASTENERS AND UP TO FNOLOFO 1/2) GI1BLE ANGLE ATGOOENT ro OAR .HOGTS. g D MET X3/10 OWETER RMT NIMH WASHER`1Jf dJl�1 INN NO. 1/8 WET IwN NO... SRV -1 Ito X t 1/2 SDIG IF TAPPCROON STEEL HEX HEAD APPI rAnO1 EFPLICAMN FMAAlENO,NER WITH WAStn STIMW FLA SH3 NC LAPS AND FTASIO ON LOW SPAN MUORT TO SXYUT SmmAP TO PANEL caNWIEcnDINs (50MML NOSEPECEE REQUIRIM) PANELS 'TO WOOD STRUCTURE (1/4- MEN HEAD SOCIIET RDOIAED) NOTE: ALL HEX HEAD SIZES SHALL REQUIRE A 5/16• HEX SOCKET UNLESS NOTED. BASIC PARTS AND PIECES I RC61 LONG SPAN ROOF I BA - ERECTION NOTES: 1. ALL AREAS WHERE MASTIC IS TO BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD DETERGENT OR AN ALL PURPOSE CLEANER BEFORE MASTIC APPLICATION. THIS WILL INSURE A GOOD SEALING SURFACE AND IMPROVE WEATHER TIGHTNESS. 2. THE BLANKET INSULATION MANUFACTURER RECOMMENDS THAT DOUBLE SIDED TAPE BE USED TO SECURE THE INSULATION TO THE EAVE. AMERICAN BUILDINGS COMPANY IS NOT RESPONSIBLE FOR THE INSTALLATION OR ATTACHMENT OF THE INSULATION. ADDITIONAL ATTACHMENTS (NOT BY ABC) MAY BE REQUIRED. 3. ALL EXPOSED FASTENERS SHOULD PENETRATE THE SEALANT FOR THE MOST WEATHER TIGHT CONNECTION IN ROOF AND WALL AREAS WHERE APPLICABLE- 4. PPLICABLE4. WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR OTHER CUTTING METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN THE CUT EDGES THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND VOID ANY WARRANTIES. USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL PARTICLES OR BURNED EDGES. ' r ERECTION NOTES RC91 LONG SPAN BA DATE DRAWING UBMITTAL ATS SCALE: NONE DATE [#] FOR CONSTRUCTION DRAWN BY: TON 12-1-87 [) FOR APPROVAL CHK'D BY: BW [ ] FOR PERMIT ONLY T 1 FOR PRELIMINARY DSGN APP BY: SAFEDLN�S AMERICAN BURDINGS COMPANY STRONGLY RECOMMENDS THAT SAFE WORKNG CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY ON ANY JOB SITE LOCAL STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. EMERGENCY TELEPHONE NUMBERS, LOCATIONS OF FIRST AID STATINS AND EMERGENCY PROCURES SHOULD BE KNOWN TO ALL EMIWYEES. DAILY NETTINGS HIGHLIGHTING SAFETY PROCEDURES THE USE OF LARD PATS, RUBBER SOLE SHOTS FOR ROOF WORK, PROPER EQUIPMENT FOR WWDUk MATERIAL AND SAFETY WHERE POSSIBLE ARE RECOMMENDED ERECTION PRACTICES. AMERICAN BUILDINGS COMPANY INTENDS THAT THEA DRAWINGS BE INIEtPRETED AND ADMINISTERED WITH SOUND JUDGEMENT CONSISTENT WITH GOOD SAFETY PRACNCM ALL SAFETY PRECAUTIONS. OSHA SAFETY REQUIREAEIM OR ANY OTHER APPROPRIATE SAFETY REQUIREMENTS. CUSTOMARY OR STATUTORY. MUST BE ADHERED T0, TO INSURE MAXIMUM WORKER SAFETY. IF OIL OR OTHER SLIPPERY SUBSTANCES ARE SPILLED ON THE ROOF PANELS, WIPE THEM OFF IMMEDIATELY TO PREVENT SUPPING OR FALLING. YOU SHOULD MAINTAIN A FIRM. SAFE POSITION WHEN USING ANY TOOL. YOU SHOULD MAINTAIN A CONSTANT AWARENESS OF YOUR LOCATION DR RELATION TO THE ROOF EDGE WHEN USING TOOLS AND MACHINES OR PERFORATING ANY OTHER FUNCTION ON THE ROOF AREA. DO NOT UNDER ANY CIRCUMSTANCES STEP OR WALK ON THE SURFACE OF ANI' FIBERGLASS SKYLIGHT. IF FOOT TRAFFIC IS NECESSARY OVER SKYLIGHT. USE WALK BOARDS THAT ARE PROPERLY SUPPORTED BY THE BUILDING PURLINS. SAFETY COMMITMENT I GE70 AA LONG SPAN III ROOF PANEL GENERAL ERECTION I TJIWIJ AMERICAN WELDING! DRAWIN _ �„ ... COMPANY PANEL ROOF FASTENER (B) LONG SPAN LSP 12 % 1 1 4' LOC SEAM LOC � 14 X 1' STANDING SEAM (52P, S3P) 814 X 1- NOTE: NOTE: SATETr PREuuno■ . FOLD INSULATION BACK, R FOLD INSULATION BACK, R DD NOT STEP ON PANELS ANTI _ MUST NOT BE EXPOSED TO ROOF MAIN FASTENERLONG SPAN PANEL S) MUST NOT BE EXPOSED TO FULLY �CURED' �'�'� THE WEATHER. 112 X 1 1/4 THE WEATHER. ROOF MAIN FASTENER(S) LONG SPAN PANEL Tot BROOF MAINFASTENER(S) LONG SPAN PANEL -__---__ { 812 X 1 1/4WORWJIS SHOULD BE ---------- 19n" PREGIRKITt THE A+OTOT QacT�" PRo[>al■6 DETAIL EA26/BA LAYOUT ROOF TRIM FASTENER(S) WORK[RS SHOULD 1RAMED IN F'ON ALL .XX6. _ TIE vwm amom P■OCm PRE 814 % 1 =STANDING SEAM T MASTIC FOR ALL JOBS TAPE MASTIC ' INSIDE CLOSURE iTAP MASTIC &LOC SEAM �_--''-iti���� 1�EE T 1/2 TM T /Z 14 X 7 8- LONG SPAN �7, TM AOU EAVE SUPPORT FLASHING TOP $BOTTOM � INSIDE CLOSURE B / INSIDE CLOSURE 1'-0' O.C. OP & BOTTOMS IAOLI BLIND RIVET FSE -1 F CLOSURE) ?t AOLI OF CLOSURE) r" EAVE SUPPORT FLASHING (4 PER SHCF-3) •E'11 FSE -1 1 8 RIVET EAVE SUPPORT FLASHING n EAVE CLOSURE FLASHING / T _ FSE -1 ■ EAVE CLOSURE FLASHING , T ■ TFEC- EAVE CLOSURE FLASHING T TFEC- DELUXE FIVE TFEC_ EAVE STRUT FLASHING i i WALL MAIN FASTENER(S) WALL TRIM FASTENER(S) + INSULATION PED -- 812 X 1 1/4 SDHCW EAVE STRUT 14 % 7/8 SDHCW (BY OTHERS) WALL MAIN FASTENER(S) - 1'-0- O.C. INSULATION 81•_4' O.C. STRUCTURAL FASTENER(S) 812 X 1 1/4 SOHCW STRUCTURAL FASTENER(S) (BY OTHERS) ' 012X1 1/4 SDHH 1' -Li O.C. 812 X 1 1/4 SDHH WALL TRIM FASTENER(S) STRUCTURAL FASTENER(S) WALL MAIN FASTENER($) 1'-0' O.C. 1'-l7' D.C. 8/a x 7/e soHCw 812 % 1 1/4 SDHH 1'-cr O.C. 812 X 1 D.C.W/NUTBL.K PANEL CAP FLASHING BLIND RIVET 1 5/16' 1 1 1'-0' O.C. t' -e' C. + RIVET FLASH NG SHCF-3 128 (' D.C. FSJ1 LENGTH WALL TRIM FASTENER(S) -41 814X7/8 SDHCW WALL PANEL OUTSIDE CLOSURE WALL PANEL EAVE STRUT 1' -LY O.C. NOTE : HORIZONTAL LEG OF FLANGE BACK IXRTER (WREN REQUIRED) IS INSTALLED NOTE -HORIZONTAL LEG OF FLANGE BACK GUTTER (WmEN REQUIRED) 6 INSTALLED BETWEEN THE MASTIC AND EAVE CLOSURE MSHING. NOTE:HORIZONTAL LEG OF FIANCE BACK 4VTTFA 6 INSTALLED BETWEEN THE MASTIC AND EAVE CLOSURE FLASHING. BETWEEN THE MASTIC AM EAVE CLOSURE FIASJONG. SECTION AT EAVE WITH SHEETED SIDEWALL EA04 SECTION AT EAVE WITH SHEETED SIDEWALL EA04 SECTION AT EAVE EA04 DELUXE EAVE FLASHING INSTALLATION EA03 LONG SPAN ROOF / ARCHITECTURAL OR LONG SPAN WALLS BB LONG SPAN ROOF / SHADOW PANEL WALLS BD LONG SPAN ROOF / OPEN SIDEWALL I BF I AA GUTTER CUP • GUTTER STRAP ROOF FASTENER (B) 1 PER GUTTER CUP - ROOF TRIM FASTENER(S) ROOF FASTENERS) �B) � SEE CHART BELOWW ROOF TRIM FASTENER(S) 814 X 7/8 CCB-_ (1 PER GUTTER CLI CGS-_ 14 % 7/8 1'-fi O.C. 3'-(' O.C. SEE CHART BELOW) 3'-O" O.C. TAPE MASTIC 8 TAPE MASTIC (PLACE UNDER CUP 1 -0' D.C. ROOF FASTENER(S) (A) (PLACE UNDER CUP) 3/4 TM ) 19 TAPE MASTIC (CONTINUOUS) OUTSIDE CLOSURE TAPE MASTIC (CONTINUOUS) (1 PER GUTTER CUP 3/4 TM ---=- Y LENGTH (/TOP AND BOTTOM OF CLOSURE) LOAI 1/2 TM SEE CHART BELOW) __ ---- -- Y LENGTH ------OUTSIDE CLOSURE (TOP AND BOTTOM OF CLOSURE) LOAI LONG SPAN PANEL HIGHSIDE FLASHING THL- 15.2 LONG SPAN PANEL T ROOF PANEL ` HIGHSIDE FLASHING ROOF MAIN FASTENER(S) GUTTER fill [ ) ROOF PANEL r-- TML- 15.2 (2 PER PANEL - I - Z - - Tcn---___-- e1 x i 1/a EAVE SUPPORT TRIM SAVE SUPPORT TRIM T T ALIGN WITH FACE OF WALL PANEL i ALIGN WITH FACE OF WALL PANEL CAP FLASHING 1 I SHCF-a GUTTER CUP i WALL TRIM FASTENER(S) GC -A T T' 14 X 78 SDHCW 3'-V O.C. FLANGE BACK GUTTER T ROOF MAIN FASTENER(S) 8 / I TGF- i (6) PER PANEL (2 PER PANEL AT TT T 812 X 1 1/4 EACH SIDE OF RIB) T WALL TRIM FASTENER(S) EAVE CLOSURE FLASHING I i ' 814 % 7/e SDHCW WALL TRIM FASTENER(S) 1-0''O.C. ' MAI FASTENER WALL PANEL WALL PANEL d1 4 l7' 0 C. SDHCW 812 % 11 1 /4 SDHCW (S) WALL PANEL r_NY n r ROOF PANEL ROOF FASTENER (A) ROl)F FASTENER (B) LONG SPAN LSP 14 % 7 li 12 % 1 1 4' LOC SEAM LOC 14 X 1' 14 % 1' STANDING SEAM (52P, 53P) %14 X 1- /14 % I- STANDARD GUTTER DETAIL WITH GUTTER CLIP ATTACHMENT EA01 STANDING FLANGE BACK GUTTER DETAIL WITH GUTTER STRAP ATTACHMENT EA02 OUTSIDE CLOSURE WALL PANEL HIGHSIDE EAVE STRUT HIGHSIDE EAVE FLASHING ATTACHMENT EA05 WALL MAN FASTENER(S)� 81? 41 1 C. W/NUTBLK HIGHSIDE EAVE FLASHING ATTACHMENT �- HICHSIDE EAVE STRUT - EA05 AA AA LONG SPAN ROOF / ARCHITECTURAL OR LONG SPAN WALLS BB LONG SPAN ROOF / SHADOW PANEL WALLS BD NO. REVISIONS MADE CK•D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE DRAWN BY: TON 12-1-97 CHK'D BY: DSGN APP BY. CAD BY: EUFAULA ALABAMA LONG SPAN III ROOF PANEL GENERAL ERECTION AMERICAN BUILDINGS COMPANY DRAWING. REV.NO. NUMBER' LSR-2.0 4 [*] FOR CONSTRUCTION [ J FOR APPROVAL [ J FOR PERMIT ONLY I 1 FOR PRELIMINARY 4 REVISED EAO46B, EAO46D. EA048F, EAOIAA EA02M YML TMG 11-6-01 3 REVISED EA0468, EA04BD, EA046F, EA0586, h EA058D MCS TMG 5-01 2 GENERAL REVISIONS YLAL" DWL 3-1-01 1 EAVE TRIM REVISIONS CKJ TMG 11-98 RELEASE NO. TIR.08.2001 NOTE: NOTE: SATETr PREuuno■ . FOLD INSULATION BACK, R FOLD INSULATION BACK, R DD NOT STEP ON PANELS ANTI _ MUST NOT BE EXPOSED TO ROOF MAIN FASTENERLONG SPAN PANEL S) MUST NOT BE EXPOSED TO FULLY �CURED' �'�'� THE WEATHER. 112 X 1 1/4 THE WEATHER. ROOF MAIN FASTENER(S) LONG SPAN PANEL Tot BROOF MAINFASTENER(S) LONG SPAN PANEL -__---__ { 812 X 1 1/4WORWJIS SHOULD BE ---------- 19n" PREGIRKITt THE A+OTOT QacT�" PRo[>al■6 DETAIL EA26/BA LAYOUT ROOF TRIM FASTENER(S) WORK[RS SHOULD 1RAMED IN F'ON ALL .XX6. _ TIE vwm amom P■OCm PRE 814 % 1 =STANDING SEAM T MASTIC FOR ALL JOBS TAPE MASTIC ' INSIDE CLOSURE iTAP MASTIC &LOC SEAM �_--''-iti���� 1�EE T 1/2 TM T /Z 14 X 7 8- LONG SPAN �7, TM AOU EAVE SUPPORT FLASHING TOP $BOTTOM � INSIDE CLOSURE B / INSIDE CLOSURE 1'-0' O.C. OP & BOTTOMS IAOLI BLIND RIVET FSE -1 F CLOSURE) ?t AOLI OF CLOSURE) r" EAVE SUPPORT FLASHING (4 PER SHCF-3) •E'11 FSE -1 1 8 RIVET EAVE SUPPORT FLASHING n EAVE CLOSURE FLASHING / T _ FSE -1 ■ EAVE CLOSURE FLASHING , T ■ TFEC- EAVE CLOSURE FLASHING T TFEC- DELUXE FIVE TFEC_ EAVE STRUT FLASHING i i WALL MAIN FASTENER(S) WALL TRIM FASTENER(S) + INSULATION PED -- 812 X 1 1/4 SDHCW EAVE STRUT 14 % 7/8 SDHCW (BY OTHERS) WALL MAIN FASTENER(S) - 1'-0- O.C. INSULATION 81•_4' O.C. STRUCTURAL FASTENER(S) 812 X 1 1/4 SOHCW STRUCTURAL FASTENER(S) (BY OTHERS) ' 012X1 1/4 SDHH 1' -Li O.C. 812 X 1 1/4 SDHH WALL TRIM FASTENER(S) STRUCTURAL FASTENER(S) WALL MAIN FASTENER($) 1'-0' O.C. 1'-l7' D.C. 8/a x 7/e soHCw 812 % 1 1/4 SDHH 1'-cr O.C. 812 X 1 D.C.W/NUTBL.K PANEL CAP FLASHING BLIND RIVET 1 5/16' 1 1 1'-0' O.C. t' -e' C. + RIVET FLASH NG SHCF-3 128 (' D.C. FSJ1 LENGTH WALL TRIM FASTENER(S) -41 814X7/8 SDHCW WALL PANEL OUTSIDE CLOSURE WALL PANEL EAVE STRUT 1' -LY O.C. NOTE : HORIZONTAL LEG OF FLANGE BACK IXRTER (WREN REQUIRED) IS INSTALLED NOTE -HORIZONTAL LEG OF FLANGE BACK GUTTER (WmEN REQUIRED) 6 INSTALLED BETWEEN THE MASTIC AND EAVE CLOSURE MSHING. NOTE:HORIZONTAL LEG OF FIANCE BACK 4VTTFA 6 INSTALLED BETWEEN THE MASTIC AND EAVE CLOSURE FLASHING. BETWEEN THE MASTIC AM EAVE CLOSURE FIASJONG. SECTION AT EAVE WITH SHEETED SIDEWALL EA04 SECTION AT EAVE WITH SHEETED SIDEWALL EA04 SECTION AT EAVE EA04 DELUXE EAVE FLASHING INSTALLATION EA03 LONG SPAN ROOF / ARCHITECTURAL OR LONG SPAN WALLS BB LONG SPAN ROOF / SHADOW PANEL WALLS BD LONG SPAN ROOF / OPEN SIDEWALL I BF I AA GUTTER CUP • GUTTER STRAP ROOF FASTENER (B) 1 PER GUTTER CUP - ROOF TRIM FASTENER(S) ROOF FASTENERS) �B) � SEE CHART BELOWW ROOF TRIM FASTENER(S) 814 X 7/8 CCB-_ (1 PER GUTTER CLI CGS-_ 14 % 7/8 1'-fi O.C. 3'-(' O.C. SEE CHART BELOW) 3'-O" O.C. TAPE MASTIC 8 TAPE MASTIC (PLACE UNDER CUP 1 -0' D.C. ROOF FASTENER(S) (A) (PLACE UNDER CUP) 3/4 TM ) 19 TAPE MASTIC (CONTINUOUS) OUTSIDE CLOSURE TAPE MASTIC (CONTINUOUS) (1 PER GUTTER CUP 3/4 TM ---=- Y LENGTH (/TOP AND BOTTOM OF CLOSURE) LOAI 1/2 TM SEE CHART BELOW) __ ---- -- Y LENGTH ------OUTSIDE CLOSURE (TOP AND BOTTOM OF CLOSURE) LOAI LONG SPAN PANEL HIGHSIDE FLASHING THL- 15.2 LONG SPAN PANEL T ROOF PANEL ` HIGHSIDE FLASHING ROOF MAIN FASTENER(S) GUTTER fill [ ) ROOF PANEL r-- TML- 15.2 (2 PER PANEL - I - Z - - Tcn---___-- e1 x i 1/a EAVE SUPPORT TRIM SAVE SUPPORT TRIM T T ALIGN WITH FACE OF WALL PANEL i ALIGN WITH FACE OF WALL PANEL CAP FLASHING 1 I SHCF-a GUTTER CUP i WALL TRIM FASTENER(S) GC -A T T' 14 X 78 SDHCW 3'-V O.C. FLANGE BACK GUTTER T ROOF MAIN FASTENER(S) 8 / I TGF- i (6) PER PANEL (2 PER PANEL AT TT T 812 X 1 1/4 EACH SIDE OF RIB) T WALL TRIM FASTENER(S) EAVE CLOSURE FLASHING I i ' 814 % 7/e SDHCW WALL TRIM FASTENER(S) 1-0''O.C. ' MAI FASTENER WALL PANEL WALL PANEL d1 4 l7' 0 C. SDHCW 812 % 11 1 /4 SDHCW (S) WALL PANEL r_NY n r 1 1/2 INSIDE CLOSURE Ug p9N Ii41mY4D TE OFFS 1E"M1 1- M 11, wmmwva SAFETY PFMDMnIak NOTE: AT PANEL SID ) mama slain ee na�En a INSULATION APE MAS2ER( Ea ruulc "� �°°�F o" 1/2 TM THE LONG SPAN ROOF PANELS HAVE BEEN DESIGNED SO THAT BOTH SIDES OF A GABLED BUILDING THE ��VaLmm P� (B1 OTHERS) INSULATION IS TO BE FOLDED (7CONTIN00ROOF FASTENER CAN BE SHEETED SIMULTANEOUSLY. IF THE ROOF OF THE BUILDING IS SYMMETRICAL ABOUT THE FOR ALL ,loos, BACK AT THE EAVE—DO NOT U 2ERNEAINSULATION RIDGE, THE SHEETING CAN BEGIN AT EITHER ENDWALL. HOWEVER, IF THE BUILDING IS NOT ALLOW INSULATION TO BE 1%2 TM (BY OTHERS) PANEL MAJOR RIB SYMMETRICAL ABOUT THE RIDGE OR IF THE BUILDING IS SINGLE SLOPED FROM THE EAVE TO EAVE. EXPOSED TO THE WEATHER. (BEARING RIB) THE SHEETING MUST BEGIN AT THE ENDWALL INDICATED ON THE BUILDING ERECTION DRAWINGS. APE MASTIC I EAVE SUPPORINSULATION \ CONTINUOUS ALONG LONG SPAN OP OF CLOSURE) I \ PANEL SIDEWALL SAVE CLOSURE FLWALL �� PANELS INSIDE CLOSURE I I PANEL \ T(APE MASTIC I WALL TRIM FASTENER(S) \ SHEETING DIRECTION INTERMEDIATE PANELS CLOSURE US UNDERNEATHSTRUCTURAL FASTENERS) �� RIDGE PANELS I FEAVELASHING SUPPORT EAVE SIN qOF RIDGE O FLASHING FLASHING EAVE CLOSURE FLASHING INSIDE CLOSURE ENDWALL WALL PANEL WALL MAIN FASTENERS) RIDGE PANELS ��� EAVE CLOSURE FLASHING W� PANEL OUTSIDE INTERMEDIATE PANELS ARCH. WALL PANEL STRUT MASTIC CONTINOUS TOP SHOWN, OTHERS AND UNDERNEATH INSIDE SIMILAR PRIOR TO THE INSTALLATION OF THE FIRST ROOF PANEL, THE SIDEWALL' AND ENDWALL SHEETING CLOSURE) E4VE PANELS WALL FASTENER SHOULD HAVE BEEN COMPLETED AND THE ROOF INSULATION STARTED. START A LINE OF 1/2 TM 1/2' X 1/8' TAPE MASTIC DOWN THE EAVES AND ALONG TOP OF CLOSURE AS SHOWN ABOVE MASTIC LOCATION AT THE SAVE IS CRITICAL TO INSURE A LEAVE THE PAPER BACKING ON THE TAPE ALONG THE TOP OF THE CLOSURE UNTIL THE ROOF WEATHER TIGHT SEAL THE SIDELAP MASTIC MUST EXTEND PANEL IS READY TO BE SECURED. OUTSIDE CLOSURE DOWN FROM THE TOP OF THE RIB TO THE MASTIC ON SIDEWALL EAVE STRUT THE EAVE CLOSURE THE MASTIC EXTENSION MUST SPLICE INTO THE EAVE MASTIC. OUTSIDE CLOSURE MASTIC AND INSULATION APPLICATION AT EAVE DIRECTION OF ROOF PANEL ERECTION RC64 EA28 EAVE MASTIC DETAIL AT PANEL SIDELAP EA29 LONG SPAN ROOFS I BA LONG SPAN ROOFS BA LONG SPAN ROOFS BA ROOF AWN FASTENER(S) (EYP) /t• ROOF STITCH FASTENERS) ROOF A/AIN FASTERER(S) ROOF PANEL LONG SPAN PANEL //12X1 1/4 21 F FLANGEnBBAACKAGUTTER IS TO BE 11 6014 XD.0 # /12X1 1/4 i'-0' O.C. TANG SPAN PANEL ROOF MAIN FASTENER(S) (TwJ USED AS THIS OPITON CLWN(f5 THE 1 -0' O.C. SEE DETAIL A• 1%Y iM /12X1 1/4 1/r LOCATION OF THE MASTIC. MAJOR RIB ROOF AWN FASTENER(S) (EYP.) INSULATION E OF RIB 41/2' - 6) PER PANEL BEARING (BY OTHERS ) 12X1 1/4 RIB LAPPING SAFETY1/2. MOT S d151FP FANO. NIAR mmm RIB 41/2' �FA�T�FULLY SdL1ED TYPIC& FASTENER LAYOUT AT INTERMEDIATE PURLINS —_ % •.. LONG SPAN PANEL REVISIONS DATE IENGRI DATE [#] FOR CONSTRUCTION [) FOR APPROVAL [ ] FOR PERMIT ONLY [) FOR PRELIMINARY SCALE: NONE DATE DRAWN UP TAC 3-1-01 CHK'D BY: DSGN APP BY: 7C 1 2 TM DETA! (EYP. AT SIDELAPS) # LOCATE 0'-6' O.C. FOR FIRST 5'-0' FROM EAVE FOR ICE AND SNOW CONDITIONS. (,ROOF MAIN FASTENERS51 ROOF PANEL EACHSIDE OF MAJOIRt rIB) SEE DETAIL A' 12X1 t/4 MAJOR RIB TYPICAL FASTENER LAYOUT' AT a -END APC AND RIDGE FASTENER LAYOUT RC05 LONG SPAN ROOF I BA 36' 2)i� 7)1 4i= 7)'s 4� 7 % %' SEE DETAIL -A• (BELOW) FASTENER LAYOUT AT EAVE, ENDLAPS. DIE FORMED RIDGE AND INTERMEDIATE PURLINS ROOF STITCH FASTENER(S) 114 X 7/8 M0.mC (1'-6' O.C. O PANEL SIDELAPS U.N.) 1/2 TM LONG SPAN PANEL ROOF MAIN FASTENER(S)ROOF MAIN FASTENER(S) 112X1 1/4 , 112X1 1/4 UP DETAIL 'A' `P UL 90 REQUIREMENTS RC01L LONG SPAN ROOF I BA EUFAULA, LONG SPAN III ROOF PANEL I IF 7w I GENERAL ERECTION l AMERICA BUIIAIIdGS COMPANY DRAWING.RE inn PURUN --/ /l GABLE ANGLE J/ ENDWALL RAFTERROOF MAIN rNER (n'P.)WEAVE THE FIRST RUN OF PANELS IS NOW READY TO BE INSTALLED. BEGIN WITH THE EAVE PANEL. INSTALL 6 PPERAIIELFASTENER �12 X 1 1/4 PE MASTIC THE FIRST EAVE PANEL WITH THE CENTER.LINE OF THE OVERLAPPING RIB EVEN WITH THE END OF PURLIN THE PURLINS. UNLESS NOTED DIFFERENTLY ON THE BUILDING ERECTION DRAWINGS, EMEND THE LOWER END 3' PAST THE p°�K DE THF cevFcrRiA STRING LINE EXTENDED OUT FROM THE EAVE STRUT THEFLASHING EAVE CLOSURE FLASHINEAVE SUPPORT WILL HELP KEEP THE UNE STRAIGHT). LIFT TH� LOWER END OF THE PANEL ENOUGH TO REMOVE PAPER BACKING FROM APPROXIMATELY 3 FEET OF THE MASTIC ALONG THE TOP OF THE INSIDE SAVE TRIM CLOSURE AT THE EAVE PUSH DOWNWARD ON THE PANEL AT THE AYSTIC LOCATION TO INSURE THE NOTE INSIDE CLOSURES MASTIC, CLOSURE AND PANEL ADHERE TO EACH OTHER AND FASTEN THE PANEL WITH ROOF OMITTED FOR CLARITY.�-1 �� GABLE ANGLE FASTENERS AS SHOWN. FIRST PANEL INSTALLATION RC11 FASTENER INSTALLATION AT EAVE STRUT EA26 LONG SPAN ROOF I BA Nom, INSIDE CLOSURE LORI - LONGSPAN ROOFS I BA I NOT SHOWN FOR EAVE STRUT CLARITY. REVISIONS DATE IENGRI DATE [#] FOR CONSTRUCTION [) FOR APPROVAL [ ] FOR PERMIT ONLY [) FOR PRELIMINARY SCALE: NONE DATE DRAWN UP TAC 3-1-01 CHK'D BY: DSGN APP BY: 7C 1 2 TM DETA! (EYP. AT SIDELAPS) # LOCATE 0'-6' O.C. FOR FIRST 5'-0' FROM EAVE FOR ICE AND SNOW CONDITIONS. (,ROOF MAIN FASTENERS51 ROOF PANEL EACHSIDE OF MAJOIRt rIB) SEE DETAIL A' 12X1 t/4 MAJOR RIB TYPICAL FASTENER LAYOUT' AT a -END APC AND RIDGE FASTENER LAYOUT RC05 LONG SPAN ROOF I BA 36' 2)i� 7)1 4i= 7)'s 4� 7 % %' SEE DETAIL -A• (BELOW) FASTENER LAYOUT AT EAVE, ENDLAPS. DIE FORMED RIDGE AND INTERMEDIATE PURLINS ROOF STITCH FASTENER(S) 114 X 7/8 M0.mC (1'-6' O.C. O PANEL SIDELAPS U.N.) 1/2 TM LONG SPAN PANEL ROOF MAIN FASTENER(S)ROOF MAIN FASTENER(S) 112X1 1/4 , 112X1 1/4 UP DETAIL 'A' `P UL 90 REQUIREMENTS RC01L LONG SPAN ROOF I BA EUFAULA, LONG SPAN III ROOF PANEL I IF 7w I GENERAL ERECTION l AMERICA BUIIAIIdGS COMPANY DRAWING.RE inn TAPE MASTIC 1/2 TM LOWER PANEL I I PROOF MAIN FASTENER(S) X (12X1 1/4 PURUN UPPER PANEL SAFETY PFfirAUnOW DO NOF STEP ON FRMS LRM FULLY SEMPU 111TH FASnXM ROOF PANEL ENDLAP RC06 LONG SPAN BA SAFETY PFMI NMN: USE OSIN APPROVED TE ORS. REM OR Rano *ELI mm DN Roof AM LONG SPAN PANEL TAPE MASTIC (CONTINUOUS AT RIB SIDEIAP AND ACROSS PANEL WIDTH TO BE BACKLAPPED) 1/2 TM EAVE FLASHING BOT TOM CLOSURE) TM CLOSURE BACIQAPPMG THE PANELS IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH THE BUILDING LENGTH. THIS IS DONE WITH THE LAST ROOF PANEL D6EALLED. THE PANEL MAY BE BM34AI P 1' OR 2' AS MUM TO COMPLETE PANEL COVERAGE. WHEN B4CIQAPPDIG PANELS. MASTIC MUST DE APPLIED BETWEEN THE TWO PANELS AT THE EAVE AND AT PANEL ENDLAPS AS SHOWN ABOVE. PANEL BACKLAPPING RC75 LANG SPAN ROOFS I BA —TAP RNMPANEL (W N FlGURATION) LONG SPAN ROOF PANEL RIDGE FLASHING OR HIGH SIDE EAVE ATTACHMENT RC35 LONG SPAN ROOF BA oT.vRnnueI MADE I CK'D DATE 15 1 1 ROOF STITCH FASTENER(S) AT PANEL SID ) )I 14 X 7/8 l I 1'-6' O.C. R I II ROOF MAIN FASTENERS) ,12X1 1/4 'ApE MASTIC (CONT.) EAVE F[. RIDGE DIE FORMED RIDGE L3DFR_ J5- TAPE MASTIC - 1/2 TM i RIDGE PURUN ROOF ...... ALL AREAS ON ALUMINUM COATED PANELS THAT REQUIRE MASTIC SHOULD BE WIPED CLEAN (LONG WITH A MILD ALL PURPOSE DETERGENT CLEANER BEFORE MASTIC APPLICATION. WHEN ENDLAPS ARE REQUIRED INSTALL A CONTINUOUS RUN OF MASTIC ALONG THE LENGTH OF THE ROOF WHERE THE PANEL ENDLAPS OCCUR AND ALSO ALONG THE LENGTH OF THE PANELS WHERE ALL SIDELAPS OCCUR AS SHOWN IN THE DETAIL AT LEFT. SECURE THE ENDLAPS WITH /12X1 1/4 ROOF FASTENERS AND THE PANEL SIDELAPS WITH #14 STITCH ROOF FASTENERS. TAPE MASTIC CONT. ALONG PANELS AT SIDELAPS) SAFETY TTS CJ MON 1/2 TM DO NOT Shy ON TLB OF PAWL ALWAYS STEP ON MT SURFACE 00 MY STEP ON PM33 UNIB. FULLY SEGUED LONG SPAN PANEL wIRK FAsnND S fCH FASIENER((S PANEL SIDETAPS 'ANEL COM.) LAIN FASTENER(S) LONG SPAN PANE TAPE MASTIC (CONT. ALO G PANEL LAP DETAIL RC07 I MASTIC DETAIL AT PANEL ENDL.RCO .APS AND SIDELAPS S PANELS AT ALL SIDELAPS� LONG SPAN ROOF BA LONG SPAN ROOF BA1/2 TM F MAIN FASTENER(S) /OPER PANEL 2X1 1/4 SDRF A NEL N RIDGE DETAIL RC31 LONG SPAN ROOF W/DIE FORMED RIDGE I BA rt RIDGE RIDGE FLASHING RFE—_ jPANEL FASTENER(S) C OUT IDE CLOSURE E) BOTTOMOP AND SPAN PANEL St ROOF RIDGE PURUN 12X1 1/4 RIDGE DETAIL RC32 LONG SPAN ROOF W/RIDGE FLASHING I BA DATE I NO.1 REVISIONS REVISED RC31K RC30EK RC32K R0078A. RC08BA do RA328A GENERAL REVISIONS ROOFXSTITCH FASTENER(S) 7/8 #14 TA/PE T1MAASIIC PIECE 'B' T► r I I I —UPPER RIDGE FLASHING ROOF MAI FASTENER(S) /12X1 1%4 SDRF L3pF'OR TIMED RIDGE TAPE M STIC LONG SPAN PANEL L RIDGE PURUN SEE BUILDING ERECTION DRAWINGS FOR. DIMENSION TAPE MASTIC 3/4 TM 1I 2' RIDGE FLASHING • 'A' FEB-- 1 3 4' �P V 3' 3' 3' 1• 4TROOF TRIM TAP flA STIC FASTENER(S) +14 STANDING SEAM LOC SEAM AND LONG SPAN (TYP. BOTH SIDES) (EYP. BOTH SIDES) HOLES MUST BE DRILLED PRIOR TO APPLYING MASTIC. TEMPORARILY LAP PIECE 'B' OVER PECE A'. PRE—DRILL THE REQUIRED NUMBER OF 1/4'0 HOLES THROUGH BOTH PIECES OF RIDGE FLASHING BUT NOT BACKUP FLASHING. SLIDE PIECE 'B' BACK AND APPLY TAPE MASTIC AND BACKUP FLASHING ON PIECE A' AS SHOWN. LAP PIECE 'B' OVER PIECE A' BEING CAREFUL TO ALIGN HOLES. INSTALL ROOF FASTENERS AS SHOWN. CONTINUE PROCESS ALONG RIDGE. EXPANSION JOINT AT RIDGE FLASHING RC33 AA DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE I DATE STATUS [I) FOR CONSTRUCTION DRAWN BY: TDN 12-1-07 S-01 3-1-01 [ ) FOR PERMIT ONLY CHK'D BY: BW F 1 FOR PRELIMINARY Imm APP BYE nIF FORMED RIDGE INSTALLATION DIE FORMED RIDGE PANELS ARE TO BE INSTALLED AS EACH SIDE OF THE ROOF IS SHEETED. THIS WILL AID IN KEEPING BOTH SIDES OF THE ROOF ALIGNED. AFTER HAVING INSTALLED A RUN OF PANELS ON EACH SIDE OF THE ROOF. APPLY MASTIC TO THE PANELS AS SHOWN AT LEFT. SET DIE FORMED RIDGE PANEL IN PLACE AND INSTALL LAP AND PURUN FASTENERS. APPLY MASTIC ALONG THE TOP OF THE LEADING RIB TO PREPARE FOR THE NEXT SIDELAP. EAM WOFXM SMW BE TRANM TD I15E TKE SAFEST AND MOST FwooucTK OtEcn0N TEMOMOUM PFEturrot DOMOT ONNAIx UNSECUFdD Elms ' aF PANELS DIE FORMED RIDGE INSTALLATION RC30 LONG SPAN ROOF W/DIE FORMED RIDGE BA ROOF TRIM 14X7/8 O.C. ROOF TO WALL FLEXIBLE FLASHING FF12-2.6 R TAPE MASTIC CONTINUOUS UNDER FLEXIBLE FLASHING I 3/4 TM hm 1 USE TERMINATION STRIPS AS REQUIRED AT THE I FABRIC CUT ENDS. TAPE MASTIC-- SEAL UNDER RIDGE FLASHING 3/4 TM RIDGE FLASHING ROOF AND WALL PANELS OMITTED FOR CLARITY. RIDGE EXPANSION DETAIL AT ROOF TO WALL TRANSITION RA32 LANG SPAN ROOF PANELS I BA LONG SPAN III ROOF PANEL GENERAL ERECTION EUFAULA AMERICAN wr COMPANY NOTE: ROOF & WALL PANELS ROOF TRIM FASTENERS) RNOOF & WALL PANELS BLIND RIVET RIDGE FLASHING 6 REQUIRED) OMITTED FOR CLARITY. ROOF TRIM FASTENER(S) TAPE MASTIC OMITTED FOR CLARITY. (3 REQUIRED) �14%7/8 RA05 014%7/8 1/2 TM 1/8 RIVET BA RAKE FLASHING TAPE MASTIC 1'-6' D.C.- CAULK GABLE ANGLE TRI -15.2 CONTINUOUS 1/2 TM ROOF MAIN FASTENER(S) (2) 1/4'0 BEADS DIE -FORMED RIDGE GYS GABLE ANGLE 012XI 1/4 DFR_-- l LONG SPAN PANEL CLEATEO RAKE TRIM LONGSPAN PANEL _ - - - - - - - TCRC_-15.2 STRUCTURAL FASTENER(S) RAKE FLASHING RAKE FLASHING V2) PER PURLIN RIDGE FLASHING L PURLIN 12%1 1/4 SDHH \ CAULK GTS CAULK ENDCAP �� ALL AROUND RFEC-1 CAULK RA01 WALL MAIN FASTENER(S) GTS GTS AB ®121 OC4 SOHCW - --------- PURLIN \ �\ RAKE CAP CAULK -0 BEADSRAKE \ \ TRCLWA ` I TRCI-� RAKE SUPPORT FLASHING GABLE ANGLE RSF-t WALL TRIM FASTENER(S) GA -I \`� ��� BLIND RIVET WALL TRIM FASTENERS) 0!4�?/08CSDHCw $IMI T RA01 �� I 1/8 R12 EAO/U�IRED) WALL MAIN FASTENER(S) 814%7/8 SDHCW i'-0' O.C. AB �� BLIND RIVET ` ` 12X1 1 4 SDHCW B / CONTINUOUS CLEAT I REQUIRED) 1'-lY O.C. SCCF-1 �� �� 1/8 RIVET� 1 / TAPE MASTIC • • LOCATED 6" O.C. FOR FIRST ~ 1/2 TM \ \ WALL PANEL 5'-0' FROM EAVE FOR ICE AND RAKE SUPPORT FLASHING ROOF TRIM FASTENER($) ROOF TRIM FASTEN ER($) SNOW CONDITIONS W5 REO'D.) -,--WALL TRIM FASTENER(S) 14X7/8 RAKE SUPPORT FLASHING (2 REO'D.) \WALL TRIM FASTENER(S) 3 REO'D.) 814X7/8 (3 REO'D.) 14X7/8 SDHCW 014%7/8 SOHCW ' RA62 RAKE CAP INSTALLATION RA03 RAKE CAP INSTALLATION R�A03-A1 LONG SPAN ROOF W/RIDGE FLASHING BA RAKE DETAIL RA02 CLEATED RAKE DETAIL LONG SPAN ROOF / ARCHITECTURAL OR LONG SPAN PANEL WALLS BB LONG SPAN ROOF W/DIE FORMED RIDGE BA RAKE FLASHING LONG SPAN ROOF / ARCHITECTURAL OR LONG SPAN PANEL WALLS BA HIGHSIDE EAVE FLASHING ROOF TRIM FASTENER(S) NOT TO PASS GUTTER ENDCAP ROOF TRIM FASTENER(S) ROOF TRIM FASTENER(S) 14X7/8 THROUGH PURLIN ROOF PANEL RAKE 14x7RE TAPE MASTIC (3) REQUIRED 014X7/8 li O.C. WITH E �> ALIGN WITH EAVE SEAL // (3) REQUIRED 3/4 TM T T T CORNER CAP BOX I I TAPE MASTIC TAPE MASTIC I/2 TM CAP FLASHING TCB -L SHOWN: TCD -L SIMILAR �•"'• ': : I I 3/4 TM I I APPLY URETHANE CAULK ALL AROUND RAKE FLASHING (SEE NOTE 2) � � 1/40 BEAD RAKE FLASHING FCP-1 �� I'!''- GUTTER .' i1':.,..;• GTSrm T ��� T --- URETHANE CAULK `�* URETHANE NEAD ULK I 0 BEAD 1 4E / ....... I ��------- ----------- - GTS GTS \ D RIVET ���-------- (2NRE0'D. PER I RAKE SUPPORT FLASHING - NOTE: ;,. /JI 1%BCRNET ! I \���.' 1. OUTSIDE CLOSURE •'`�: / I ------- REQUIRED FOR BLDG. SLOPES 1 1/2 : 12 OR BUILDING CORNER J BLIND RIVET BUILDING CORNER (SEE NOTES) (10 REO'D. PER f (SEE NOTES) BLIND RIVET "' 1/8 RIVET • LESS. NOTES: CAP BOX I (4) REQUIRED ....... - ____- -- - - GABLE ANGLE 2. CAP (LASHING REO'D. FOR BLDG. SLOPES pUTSIDE CLOSURE 1/8 R 1. START AND STOP GUTTER AND RAKE FLASHING I AT BUILDING CORNERS AND ALIGN WITH OUTSIDE RAKE ENDCAP STRUCTURAL FASTENER(S) CA -1 GREATER THAN 1 1/2 : 12. (SEE NOTE I) I EDGE OF WALL PANEL AT CORNERS. ALIGN WITH EAVE SEAL BLIND RIVET 2 PER PURLIN 012X1 1/4 SOHH _ 2. THE FIRST 10 FEET OF THE RAKE FROM THE CORNER HIGHSIDE CORNER BOX 1/8 RIVET THCLr CAULK ALL AROUND (4) REQUIRED APPLYPRECAunaft SHOULD BE TEMPORARILY ATTACHED TO ALLOW ADJUSTMENT �Rp BEADLANE PURLIN WALL PANEL NOT SHOWN WHEN INSTALLING THE CORNER BOXES. PERMANENTLY ATTACH ylraAc6 �ml L1wwV LscV GTS FOR CLARITY THE RAKE AFTER CORNER BOXES ARE INSTALLED. CLOSURE DETAIL AT RAKE RAO1 CORNER CAP BOX INSTALLATION RA04 HIGHSIDE CORNER BOX RA04A LONG SPAN ROOF wlnl STANDARD RAKE BA RAKE DETAIL RA05 PANEL ARCHITECTURAL. LONG SPAN OR MULTI -RIB WALLS AB (UNIVERSAL OR CUSTOM RAKE) AA EXPANDED VIEW OF RAKE CONNECTION / LONG SPAN ROOF BA BLIND RIVETS HIGHSIDE SAVE FLASHING BUND RIVETS 1/8 RIVET (TYP) 1/8 RIVET UNIVERSAL RAKE TRIM (TYP) i 1 ]� .=::ii}:icii??:i':- \� APPLY URETHANE CAULK ♦ �� ALL AROUND T / ':\;:::::::•::..::::::: 1/40 BEAD T CTS � - APPLY URETHANE CAULK ALL AROUND ...... ' i \ 1/40 BEAD GITS ..:..:'' -% ` HIGHSIDE EAVE ` ENDCAP \ RAKE ENDCAP TR PART_A' RAKE ENDCAP TREC PART- g UNIVERSAL RAKE ENDCAP INSTALLATION RA70 LEFT HAND SHOWN AA HIGHSIDE EAVE ENDCAP RA70A AA NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS 5 REVISED RA028A, RA70AA, RAOSBA 4 REMOVED EAO6BA, ADDED RA70AA 3 REVISED EAOIAA, EA02AA. RA04AA 2 ADDED DETAIL EA03AA MADE CK'D TAC TMC YML THG MCS THC CKJ, TMG DATE ORAWINC SUBMITTAL SCA NONE DATE DATE ENGR STATUS 10-99[*] FOR CONSTRUCTION DRAWN BY: TON 12-+-97 7-99 [) FOR APPROVAL CHK'D BY: Bu 5-99 [ ] FOR PERMIT ONLY 1-99 [ ] FOR PREUMINARY DSGN APP BY: 11-98 RELEASE NO.TIR.02.2001 CAD BY: . EUFAULA ALABAMA LONG SPAN ROOF PANEL GENERAL ERECTION AMERICAN BUILDINGS COMPANY DRAWING. e LSR-4.0 REV No. NUMBER' 8 GENERAL REVISIONS YML DWL 3-1-0+ 7 REVISED RA04AA, RA02BA & RA05BA YML TMG 6-00 6 REVISED RA058A TAC THC 3-00 1 UNIVERSAL RAKE, EAVE TRIM, GUTTER CLIP REVISIONS TBG THG USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW RE To DRAIN. WOOD BLOCK114G PLACED BETWE PANEL BUNDLES WILL PROVIDE ADDITIORAL AIR CIRCULATION. COVER THHEEN STACKED BUNDLES WITH OPENING A AT THE BOTTOM FOR AIR TO CIRCULAATE LEAVING ELIOUGH RIGID `LONGSPAN PANELS Y TARP OR PLASTIC COVER USE SPACERS BETWEEN BUNDLES Y gUpCK ABOVE GROUND PANEL STORAGE FR—05-1-1 BB LONGSPAN AMERICAN ROOF AND WALL PANELS AMERICANS ROOF AND WALL PANELS INCLUDING COLOR COATED. ALUMINUM COATED AND GALVAN®. PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING AND ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUAL" MERCHANDISE WHICH MERIT CAUTIOUS CARE IN HANDLING. UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD BE UFTED aT THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND SUFFICIENCY HIGH ENOUGH TO ALLOW AN CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS GROUND MOISTURE AND DETERS PEOPLE FROM WALKING ON THE P ENDTHE Rig SHOULD ALWAYS BE ELEVATED ABOVE THE LOWER END 1O ENCOURAGE ALL METAL PANELS ARE SUBJECT TO SOME DEGREE TO LOCALIZED DISCOLORATION OR STAIN WHEN WATER IS TRAPPED BETWEEN THEIR CLOSELY FITTED SURFACES. AMERICAN EXERCISES ESM7 tL ME cAfnON DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER. DUE TO CLIMATIC CONDITIONS WATER FORMED BY CONDENSATION OF HEN NR CAN BECOME TRAPPED BETWEEN STACKED SHET'TS. WATCAIALS By B TRAPPED MOITRAPPE BESTURE 6 STACKED SHEETS WHEN EXPOSED TO RAIN, THIS DISCOLORATION OFTEN CALLED WET STORAGE STAIN. ON THE APPEARANCE OR SERVICE LIFE '.}IE STAIN IS USUALLY SUPERFICIAL AND HAS LSE E7 ofECAlm rw YNP PANELS. HOWEVER. MOISTURE TKL VANLu Al Vna.c ...v WHEN NAHDIJNG OR UNCRATING THE PANELS. LFT. RATHER 7WW SUDS THEA APART. BURRING �TO U YEIS SCRATCH ATOM SURFACES WHEN SHEETS GR D ROUGH AND ARE SLID OVER ONE ANOTHER NEVER IMPROPER HANDLING OF PANELS IS INEXCUSABLE AND A PRIME EXAMPLE OF POOR JOB SUPERVOW— •r-oMc- AMY- iW - %NELS FOR PROTECTION AtiNHbt wtrtnc URFACE. WIPE DRY ANY OIL THAT HAS PUDDLED FROM BUNDLES STORM ON A SLAPS IR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANS' RC95 PANEL STORAGE NOTES AA OVERLAPPING RIB OIlISIDE (THIS RIB OVERLAPS PRECEEDING PANED ��--�\ ♦\ ---J BEARING LEG BLARING LEG (BEARING LEG GIVES ' SUPPORT TO SIDELAP) DETAIL 'A' nFTAI 'R• THE FIRST STEP IN THE SUCCESSFUL INSTALLATION OF THE ROOF OR WALLS IS TO HAVE THE PRIMARY FRAMING E7 THE STRUCTURAL AND SOLIARL URAL BEST STEEL RESULTS. R IS RECOMMENDED THAT A TRANSIT BE USED WHEN BUILDING ALIGNMENT GE01 AA IGID FRAME COLUMN VG INSTALLATION OF THE BUILDING WALLS ARE GENERALLY DONE BEFORE THE ROOF. BEFORE STARE TING THE WALL SHEETING OR INSULATION. CHECK TO BE SURE THAT THE EAVE STRUT AND GIRTS ARE STRAIGHT AND PLUMB. TO ALIGN THE GIRTS. CUT TEMPORARY WOOD BLOCKING TO THE PROPER LENGTH AND INSTALL BETWEEN THE UNES OF GIRTS. ALL OUTSIDE GIRT RANGES SHOULD BE VERTICALLY AND HORIZONTALLY ALIGNED. THIS BLACKING CAN BE MOVE D FROME OF BLOCTo BAY WHICH KING PER Y8A �WRE BE�S�UFFICIENTNUMBER OF PIECES REQUIRED. NORMALLY, ROOF FASTENERS SPECIAL CONDITION FASTENERS 6 1x5�J>o6 is x t t//s 1DtS� t ,p J>F &, DRA1N0 Hot WASTER LEAD Sf1F w LINO 0-30" SIM LEX IE/O 1 %/I rASIEMO+ NOH`W �D "� ytLj ,yam � Na /�� 1/4 SOHN MOM N0. 117x1 1/4 SEW uq% EINE AMD P1IRN NO DIE-FOMED 6�E wni AnIL7NE7Er to wel4 �E t6 AND wmN NO Q=1ED RM COr.ECIx m No �m SHEET ME •saw SAVE FH.St: ATULHIE7R. ttxHa mra¢tHars No 000am BEET To SMJCRNAL �p16 m STRUCTURAL OOMSECICt6 N�y_nC Aum-com Room ONY. Room No117 x 1 Lm cA FAS orautc CLFT WA SER HtEx HEAD CAST i NRHOUE MORA .-_—_--. - ..---- l..M Mn /17x1 tN ewrtl -.----.._ ._ ---- ,g8�111 S MF DRUM NIX EGD F DHT (1/roEA 1mN LUN LEX WASHM HEAD A TACIOSSye OSAFA TWI 12 G FASTDEA WIN 1V.9EA MOM NO. /taxT/a 9f.M NCE 10 AND ATTACHMENT B MOM NO. I117[T/O SOfiF v8E AMIfJE ATTAP.EIR 10 B/R J0615. PLar REO�U-fS�D�)L CF ��D X17 x t 1/7 TE6 PNEL s00/rC0N76fON5. aA9IEa To� El OAP CO EC of OI�CO'Dsm p&jNC CARBON S7@1 Na WAD T SD PAHO C:Or.aCtHDNS AAD GOER 0a'OSm SENT TO BEET CONNECIIOMS. NARK tw ison WASHER/221 sIEET to sEEr cvM.E, rtot6 �• Im ALLDr-CGAtm HOOFS OHLt. KININ N0. /17xt LAR a>».tlts -Cpa Atm ROOFS AND / !PlSSd>1IEM Tt.C1AND DC JJEAIEIt T1 1/1' MISCELLANEOUS FAS OOM CABLE MOLE OATT� 1C BAN JOUM D�� MEN) 3/lE H%OERR MNU MIN WASH ER #to x 1 to MAIM Hn TOL ttlAv WIM HC. 4N-1 TAppSa KIJiBON "IEil HEX M FASTENER MM MASHER AMMUMON NNM N0. P.M. STIM He LAPS No wwvMe VAN 9mJOM m smart SmAP nASH-PwEl - (VOWL NOSEPIECE REMARm) —G1/ Hew SOOKEF sPM AaME a,t N NOTE ALL HEX HEAD SIZES SHALJ_ FOMRE A 5/16' FEDI SOCKET UNLESS NOTED' RC61 BASIC PARTS AND PIECES BA LANG SPAN ROOF sNEn t,arNntnc 0M0T OF DO NOf STEP ON PMtE15 RAT s 15 57EP'.ON UrION:D MMFASTIDOM I ONG kN PAM IDENTIFICATION MARK NUMBER EXAMPLE 30'-0' IN LENGTH 24 CANINE (22. 24. 26. R 29 GAGE AVAILABLE) LANG SPAN ERECTION OF THE LONG SPAN PANEL REWIRES THAT THE PROPER DIRECTION OF IIS APPLICATION BE MADE. THE DESIGN OF THE PANEL INCORPORATES A BEARING LEG INTO ITS LEADING EDGE WHICH PROVIDES SUPPORT FOR PROPER NESTING OF THE OVERLAPPING 108 OF THE NEXT PANE.. THE INSTALLATION OF THE PANELS (SHOWN AT LEFT) PROCEEDS FROM LEFT TO RIGHT. HOWEVER. CAN PROCEED FROM EUNLESS FIELD CIRCUMSTANCES ITHER LEST TO RIGHT OR RIGHT TOATE NSTALLATION LEFT AS LONG OTHERWIMOF THE OVERLAPPING RIB IS LAPPED OVER THE BEARING RIB. PANEL MARKING AND SIDELAAP DETAILS BB LONG SPAN I ArwX WMN.P IBEOMLSM 1 ALL AREAS WHERE MICISO BE APPLIED REDBEEWIPED CLE� A MILD DETERGENT OR AN AAS PURPOSE CLEANER BEFOREMASTIC APPLICATION- IS WILL INSURE A GOOD SEALING SURFACE AND IMPROVE WEATHER TIGHTNESS. 2 THE BLANKET INSULATIONMANUFACTURER RECOMMENDS THAT DOUBLE SIDED TAPE BE USED TO SECURE THE INSULATION TO THE EAVE. AMERICAN BUILDINGS COMPANY IS NOT RESPONSIBLE FOR THE INSULATION - ADDITIONAL ATTACHMENTS (NOT YINSTALLATION)MAY BE ATTACHMENT OF THE INSULATION. REOUIRED 3. WWEEATHER�IG TFASTENERS CONNEC110NILD PENETRATE THE SEALANT FOR THE MOST ROOF AND WALL AREAS WHERE APPLICABLE. 4. WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR OTHER CURING METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN THE CUT EDGES. THESE METHODS WILL DAMAGE THE PAINTED AND GALVALJME FINISH AND VOID ANY WARRANTIES. USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL PARTICLES OR BURNED EDGES. -EFFECTION-NOTES- BA LONGSPAN TAC I DIG 1 10-00 FOR CONSTRUCTION FOR_AP44MAL— FOR PERMIT ONLY FOR PRELIMINARY SCALE: NONE I DATE DRAWN BY: TINN 12-1-97 OSGN APP UP SECTION 'A' AMERICAN B00Pµ. REECI E1 YWT. M�E a HDM 0ostwHHm mP. srt Cxv aNe aN twL tojM N30HI�lnCNN II Y �7 TUNA SEPaoUs INARr. 2 X 6( VWOOD B�LsG GIRT SPACING TYPICAL CONSTRUCTION OF THE WOOD BLOCFGING IS SHOWN ABOVE A 2 X 6 MINIMUM BOARD SIZE SHOULD BE USED. REFER TO THE CROSS SECTION FRAMING DRAWINGS TO DETERMINE THE GIRT SIZE AND SPACINGS. GIRT BLOCKING GE 33 INSTALLATION. THIS CAN BE FASTENERS WILL - PRE HOLEPROFESSIONAL S MNTHE�SHEOF EEf AT IDENTICAL LOCATIONS. UP TO 15 SHEETS CAN BE STACKED TOGETHER AND DRILLED USING A TEMPLATE SHEET. USE 1/8' OFA 5/32' DIAMETER DRILL BR FOR SHEET TD STRUCTURAL FASTENERS. AND A 1/4' DUA.METER BR FOR THE SIDElAP CLEARANCE HOLES' CLEAN METAL FILINGS OFF PANEL SURFACES AFTER DRILUNG TO AVOID RUST STAINS. THE TEMPLATE SHEET SHOULD BE LAD osiT IN ACCORDANCE WITH THE BURRING ERECTION DRAWINGS. SINCE PRE -DRILLING WILL '1 -CARD' THE SHEETS R IS NECESSARY TD SELECT THE END OF THE BUILDING FROM WHICH THE SHEETING IS TO BEIM. PRIOR TO DRILLING THE TBUILDING FRAMEWORK. HEET IT OBE SURE THERE IS NO .. HOLE -LOCATIONS AGAINST THE THE PURLINS OR GIRTS. PRE -GRILLED TEMPLATE aims.OAeSECRaCa—ep-mlSCR SERE FF/ASTENER LAYOUT LSWr_ 0 ,KED SHEETS T DIULLED ENDS OF PANELS ALIGNED PRE DRILLING FOR FASTENER LOCATIONS WC08 UONGSPAN WALL PANELS AC 5l m NOTES: AMERICAN BUILDINGS PRACTICES COMPANY TWNGLYKdOCC>MMMMD JOTHAT S 11 5E AND ACCIDENT VE40H LOCAL STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE MOM TO HELP NSIURE WORKER SAFETY. MAKE: CERTAIN ALL EMPLOYEES KNOW INE SAFEST AND MOST PRODUCINE WAY OF ERECTING A BUILDING. DOW= TELEPHONE NN M58 L 0CATIONS OF FILET AD STA110NS AND DAEF%NCY PROCEDURES SHOULD BE KNOWN 10 ALL EMPLOYEES. �S � ROOF � PROPER OUPIIEM FfAIDG SAM �IMtG Wl� L HARD SHOES MM NE15 FPO ARE FMCMMOMDED ERECTION PRACRCFS AMERICAN BUILDINGS COMPANY IMDOSIMT THESE SAFETY PRACTICES AND ADINt6IERED WRrri SOUND JUDGEMENT CONSISTENT NIIM ALL SAFETY PRECAUTIONS, OSHA SAFETY KEW111REMETNTS, OR ANY ODER APPROPRIATE SAFELY REQtjREM NFS. CUSTOMARY OR STAWWRY. mt_M DE ADHERED 70. TO DGURE MAXIMUM WORKER SAFETY. IFIL OR DINEELY TO RUSLIPPING PEE SUBSTANCES ARE ON THE ROOF PANELS. WIPE THEM OFF YOU SHOULD MAINTAIN A FIRM. SAFE PO4TION WHEN USING ANY TOOL. YOU SHOULD MAINTAIN A CONSTANT AWMENESS OF YOUR LOCATION IN RELATION TO THE ROOF EDGE WHEN USING TOOLS AND MACHINES OR PERF04RMING ANY MER FUNCTION ON THE ROOF AREA DO NOT UNDER ANY CIRCLIMSTAHCES 50 OR WALK ON THE SURFACE OF ANY FSERGLASS SKnIGHT- F FOa TRAFFIC IS NECESSARY OVER SIMEGt4T USE WALK BOARDS TMT ARE PROPERLY SUPPORTED BY DIE BUILDING PURLINS. SAFELY COMMITMENT GE7( AA EUFAULA LONG SPAN III WALL PANEL I-.. COMPANY DRAwING;I LSW-1.0 3X2 ANGLE « GA-2 WALL PANEL WALL PANEL WALL PANEL WALL AWN FASTENERS) WALL MAIN FASTFNER(S) WALL MAIN FASTENER(S) #12X1 1/4 SOHCW BASE GIRT - /12X1 1/4 SDHCW /12X1 1/4 SDHCW 1 -0D.C. 1 12 D.C.ASE ANGLE FASTENER (ERY OTHERS) 1 -0D.C. WALL PANEL' 114'0 CONCRETE ANCHOR (min) BASE ANGLE FASTENER (BY OTHERS) BUND RNEi 5 -0' O.C. (max) BUND RIVET 114.0 CONCRETE ANCHOR (min) WALL MAIN FASTENER(S) 1 8 RIVET BUND RIVET 5 -0' O.C. (max) #12X1 1/4 SDHCW BASE ANGLE FASTENER (BY OTHERS) 2<-0* O.C. 1 8 RIVET BASE CHANNEL 1-8 RIVET 1-0' O.C. 114'0 CONCRETE ANCHOR (min.) 1 1/2'± 2`-0' O.C. 2-0� O.C. 5-0' O.C. (max.) EPEC-1 1 1/2 1 1/2' Z FPEC-1 EPEC-1 _ BASE ANGLE 1 1/2-+ 6 FPFV-2 }:f: is FPFV-2 'r. v z FPFV-2 ;'1 * g BA-20 GRADE N GRADE %�:{; ... r GRADE `'-{; ... N :Va GRADE E •fa • . BA02 BA03 SECTION AT BASE CHANNEL BA04 SECTION AT BASE W/ GA-2 BA05 SECTION AT 'BASE ANGLE SECTION AT BASE GIRT AB AB AB ARCHITECTURAL OR LONGSPAN WALLS AB - 17 2' WALL MAIN FASTENER(S) LONG SPAN P.) BUILDING STRUCTURAL #12X1 1/4 SDHCW-_.� ( U.N.) CLAMP AND WOOD BLOCKING UNE (GIRT UNE) 1' �3`/4''.� 1'-0 O.C. 8�4 2 ANGLE (ENDWAIl) BY OTHERS (SUGGESTED) 1/4 3/4 1� _ LINE EQ. . 1��� STRUCTURAL BEARING RIB OVERLAPPING RIB LONG SPAN m f WOOD BLOCKINGHom PANEL I/W* BASE ANGLE (SIDEWALL) LONGSPAN T I PANEL q MAJOR RIB (OVERLAPPING RIB) LONG SP PANM LAP AND BA-20 3 , AICHIT EL RAI RIB OR RIB (OVERLAPPING 1/4' 1 2' BEARING RIS HOLE oEna RIB ARCH. PANEL Ail 2 I FASTENERPRIOR TO WAIL SHEETING ALIGN WAIL GIRTS AS SHOWN IN GE03/AA (TYP. U.N.) SEOUFNCE ERECTION OF LANG SPAN OR ARCHITECTURALWALL PANELS CAN EASILY BE ACCOMPLISHED L OOOABY ALIGNING THE CENTER OF THE OVERLAPPING RIB OF THE FIRST PANEL WITH THE ;* 3 • I Ip17►� A STRUCTURAL OR GIRT LINE AT THE BUILDING CORNER. SHEETING CAN USUALLY BE P� a HOLE. STAMM FROM EITHER END OF THE BUILDING AND CONTINUED ETHER IN THE DIRECTION OF LEFT TO RIGHT OR RIGHT TO LEFT AS SHOWN. HOWEVER BY APPLYING THE SHEETS ZWALL MAIN FASTENER(S) ARCHITECTURAL Alm TOWARD THE DIRECTION OF THE PREVAILING VIEW. THE OVERLAP UNE AT THE SIDELAP OF #12X1 1/4 SDHCW PANEL H smTM EVERY PANEL WILL BE LESS VISIBLE THE SAME PRINCIPLE CAN BE APPLIED WHERE V-0 O.C. 6 Do rar srtn, sr oR aA+re oN rAu PRE-OMIAC aWaAPPINc rw RUR STr101 SCRENS ams aR uic stwns ENURE ID AOE� HEAVY PREVAILING WINDS OCCUR BY PLACING THE LAPPED EDGE ON THE LEEWARD SIDE AS SWW WML WIWK ALL SCFWNS ARE ALIGNED. 5 I pFWMN I N WY WSW N A (DOWNWARD SIDE) OF THE PANEL RIB. NOM TO AVOW OWLM Do Nor OVER TMKX SCREM 2 4 IT IS RECOMMENDED THAT A SMALL WEDGE/SPACER BE PLACED UNDER THE PANEL AT THE - pB 14 BASE ANGLE APPLY THE WALL PANEL OVER THE INSULATION AND INSTALL WALL FA5T17N17tS INSULATION (BY OTHERS) W REQUIRED, SHOULD BE INSTAU.ED PRIOR TO THE PANEL INSTALLATION AT ALL STRUCTURAL WALL MEMBERS BEGINNING WITH THE TOP MOST ATTACHMENT AND AND CONTINUED IN THE SAME MANNER AS SHEETING PROGRESSES ALONG THE WALL CORNER BASE ANGLE �, PROCEEDING DOWNWARD (SEE SUGGESTED NUMERICAL FASTENER SEQUENCE). REMOVE THE INSTALL THE FIRST WALL PANEL AT THE BUILDING CORNER AND ALIGN THE PANEL RIB WITH THE CORNER - WEDGE/SPACER BEFORE ATTACHING PANEL AT BASE ANGLE. DO NOT ERECT PANEL By BUILDING STRUCTURAL OR GIRT UNE AS SHOWN. USE A LEVEL OR TRANSIT AND PLUMB THE PANEL ATIA '1' T BOTH END; WORKING TO THE MIDOL OF THF PANEL. THIS PROCEDURE FASTEN THE PANEL TO THE STRUCTURAL MEMBERS AS SHOWN STARTING AT UPPER MOST ATTACHMENT BLANKET INSULATION - PROMOTES OIL CA__ NC--NINE. WORKING DOWN. IT IS EXTREMELY IMPORTANT THAT THE FIRST WALL PANEL BE INSTALLID PLUMB. I' INSTALL THE NEM PANEL BY SIDELAPPING THE RIB WITH THE FIRST PANEL (AS SHOWN). CHECK FOR (BT' OTHERS) RIS EXTREI..ELY IA,PORTA.NT THAT THELL FIRST WAPANEL BE INSTAI L FO PLUMB. USE A PLUMBNESS AND FASTEN THIS PANEL IN THE SAME MANNER AS THE FIRST PANEL CONTINUE TO SHEET SPIRIT LEVEL OR A TKAN5TT ON EACH PANEL. THE WNL USING THIS PROCEDURE. CUT PANELS AT DOORS, WINDOWS. LOUVERS-NO OTHER WALL OPENINGS AS REOUIRPD. ARCHTTEcrURAL PANEL. SHOWN WALL .PANEL INSTALLATION WC.12. . 9 -LONG SPAN PANEL SIMILAR INSTALLATION -OF FIRST WALL PANEL WC64 BASE ANGLE DETAIL BA01 8 LONG SPAN OR ARCHITECTURAL WALLS AB ARCHITECTURAL AND LONG SPAN WALLS AB AB 7 ALL STITCH FASTENER(S) GISTHANE CAULK THINGS 70 REMEMBER (yST/EYEP AT SID))ELAPS. EAVE CLOSURE FLASHING @�jJ} 1. THINK SAFETY. /14X7%8 56HCW^ 1CAIlU( EAVE TRIM 2. CARE FOR PANELS IN ACCORDANCE 2'-0' O.C. VERTICALLY LONG SPAN PANEL (TYP.) WITH ERECTION GUIDE 3. ALIGN GIRT. gRT,BA� ANGLE. � 4. PLUMB FIRST AND EVERY PANEL WALL MAIN FASTENERS GABLE ANGLEOR 5. CHECK COVERAGE ON EVERY PANEL SEE NOTE 1) 12X1 1/4 SDHCW SAVE SUPPORT 6. FOLLOW SCREW ATTACHMENT SEQUENCE -0' O.C. --------------- FLASHING TRAILING TO LEADING. TOP TO BOTTOM. DETAIL A� 7. DO NOT DRC® INSULATION THICKNESS - EAVE STRUT (4' MAX.). -- I -- 8. DO NOT 'RATCHET OR OVEMIGHTEN WALL 1•-0• 1'-0' 1'-0' BUND RIVERS PANEL SCREWS. THIS WILL CAUSE 'DIMPLING'. (3)REO'o. PER LAP 1/8 RIVET 9. USE THE FLAT OF THE LONGSPAN PANEL ( + TO APPLY PRESSURE WHEN INSTALLING. (SEE EXAMPLE). 10. DO NOT USE ABRASIVE SAWS OR OTHER CUTTING TOOLS WHICH PRODUCE HOT METAL NOTE: PARTICLESOR BURNED EDGES. 1. WALL MAIN FASTENER(S) REQUIRED AT SIDEWALL OUTSIDE CLOSURE THESE METHODS WILL DAMAGE THE AND ENDWALL GIRLS. BASE ANGLE. EAVE LON A' SHOW AND GABLE ANGLE. FASTENER LAYOUT PAINTED AND GALVALUME FINISH AND WALL VOID DETAIL ANY WARRANTIES. USE DOUBLE CUT SHEARS. SHOWN ALSO APPLIES FOR LINER AND PARTRION LONG SPAN PANEL (IYP.) PANELS. NIBBLERS OR OTHER CUTTING DEVICES WHICH 2. WALL STITCH FASTENERS AS SHOWN REO'D. DO NOT PRODUCE HOT METAL PARTICLES OR ONLY AT PANEL SIDEI.APS OR AT FLASHING BURNED EDGES. LAPS AND FLASHING TO PANEL CONNECTIONS. PANEL INSTALLATION NOTES GE04 FASTENER LAYOUT WC05 OUTSIDE CLOSURE INSTALLATION AT EAVE EA37 LONG SPAN WALLS AB LONG SPAN WALLS I AB LONGSPAN WAIL PANELS MADE 'D DATE ENGR DATE N0. REVISIONS MADE CK'D DATE FNGR DATE DRAWL SIATUSM�AI SSE: NONE DATE NO. 13[JFAtTIA AI ABAIIiA REVISIONS CK �*) FOR CONSTRUCTION DRAWN BY. TON 1z-1-97 LONG SPAN III WALL PANEL I J FOR APPRdVAL CHWD BY: BU BASIC ERECTION AMERICAN BUEDINGS COMPANY 3 REVISED WC12AB. WCOSAB, EA37AB, BA02AB. 03AB. 04AB k O5AB MCS THG 5-01 [ J FOR PERMIT ONLY REV.NO. =-,,,,. Loe [ J FOR PRELIMINARY DSGN APP BY: DRAWING. 1 cw-1) n _ SAVE CLOSURE FLASHING EAVE STRUT SAPEn PREC ALMTS WEAR= APP'ROIIEO EYE PQ=CnIN w0 OREPAENG ORuS RAKE FLASHING OR ELECTIbc SCREW QAIS. ' 'WALL TRIM FASTENER(S) UPPER PANEL -//014X7/8 SDHCW 1'-0' O.C. AT PANEL RIBS CAP FLASHING (SEE NOTE 2) FCP-1 GIRT PORT OUTSIDE CLOSURE (SEE SECTION AT SAVE) 44 In FEAVE LASHING WALL TRIM FASTENER(S) 014X7/8 SDHCW 1-d' t O.C. AT PANEL RIBS NOTE: 01 i. OUTSIDE CLOSURE WOOD ' REQUIRED FOR BLDG. BLOCKING GABLE ANGLE R(S) SLOPES 1 1/2:12 OR (BY OTHERS) GA-_ GIRT (SEE NOTE 5) B 2X11% SOHCW LESS. 2. CAP FLASHING REO'D. FOR BLDG. SLOPES OUTSIDE CLOSURE ' GREATER THAN 1 1/2 : 12. (SEE NOTE 1) •- LOWER PANEL WALL TRIM FASTENER(S) - Li p14X7/8 SDHCW �. 2'-0' O.C. AT PANEL SIDELAPS WALL PANEL ENDLAP lWc 06 PANEL CLOSURE DETAIL AT RAKE I RAO1 ARCHITECTURAL, LONG SPAN OR MULTI -RIB WALLS I AB ARCHITECTURAL. LONG SPAN OR MULTI -RIB WALLS I AB WALL MAIN FASTENER(S) 012 X 1 1/4 SDHCW WALL MAIN FASTENER(S) (TYP) 1'-0 O.C. BACKLAPPING THE PANELS V OR 2' IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH THE012X1 1/4 SDHCW 1'-0' O.C. BUILDING WIDTH AND LENGTH. ON THE SIDEWALL THIS IS DONE WITH THE LAST PANEL INSTALLED. LONG SPAN PANEL ON THE ENDWALL THIS IS DONE AT THE RIDGE AND WILL BE MARKED ON THE ERECTION DRAWINGS. I • i GIRT LINE OR BASE ANGLE RIDGE RIDGE STRUCTURAL UNE BA -20 III ull i GENERAL NOTES: WALL TRIM FASTENER(S) . 14X7 8 SDHCW 2'-0" O.C. DO a� «SALL TO nis � i= MW �IL�iw A 1. CROWD OR STRETCH PANELS SLIGHTLY AS SCA9= .,,,,R,.. NECESSARY TO MAINTAIN 3'-0* COVERAGE PER i PANEL ' 2. PANELS i BE INSTALLED SQUARE WITHFR � BUILDING FRAME. ti 2•_ITJ I •'-�I L--- -------------------- -- - LONGSPAN PANELS SHOWN 3. PANEL ASTICHED 2'-lY ON CENTER WITH " F�-`�1 MULTI -RIB PANELS SIMILAR � 014 WALLLLFASTENERS. NOTE: 4. USE TOUCH UP PAINT WITH AN ARTIST TYPE ENDWALL PANELS (SHOWN) BRUSH. DO NOT USE AEROSOL TYPE PAINT SIDEWALLS SIMILAR •CORNER FLASHING FOR TOUCH UP. BUND RIVET TYPICAL - 5. GIRTS ARE TO BE BLOCKED TO MAINTAIN VERTICAL CORNER FLASHING 6 REO'D. PER FLASHING LAPANGLE E CORNER - GIRT FLANGES. FAILURE TO MAINTAIN VERTICAL GIRT FCR -LENGTH 1/8 RIVET • FCR -LENGTH LONG SPAN FBC FLANGES WILL CAUSE DIMPLING OF PANELS AT FCRMR-LENGTH = MULTI -RIB SCREW LOCATIONS. PANEL BACKLAPPING WC75 CORNER FLASHING DETAIL (OUTSIDE) WC21 TYPICAL CORNER DETAIL AT PANELS LONG SPAN OR MULTIRIB WALLS WC20 AB AB LONG SPAN WALLS AB ARCHITECTURAL OR LONG SPAN WALLS SWM PRECAJnON: FASTENER AND WASHER WORKERS SHOULD BE TRAINED IN OR OTHER MEANS (BY OTHERS) 5i LVA' REAR ISHA APPROVED EYC SAPETY PIECJAInOTi EOIbOJG 91 TTrAP� IN THE PROPER omcnoN PROCEOIXiES MAY BE USED TO ATTACH FOR ALL JOBS. INSULATION (BEFORE EAVE CLOSURE ONM EN O PROTECTION PxortcrgR OPERATING Owu oR ElEcrwc SaEr ams so AUPROPSOIII.YION PTOOE➢Un5 FLASHING IS ATTACHED) NOTE: _ i WALL MAIN FASTENER(S) NSTULATION OF PANEL ROOF FOLD DWLATION BACK ONTO 7 012X1 1/4 SDHCW BY OTHERS) L ITSELF FOR COy"P.$E$ T ----- - BETWEEN EAVE STRUT AND ROOF PANEL. IT MUST NOT BE _ i _ ' ---------- EXPOSED TO THE WEATHER. It-"---------- ' LONG SPAN PANEL --- INSULATION (BY OTHERS) TRIM INSULATION AND SAVE CLOSURE FLASHING i WALL TRIM FASTENER(S) NOTE: ii i' TURN VINYL BACK. INSULATION MUST NOT BE EXPOSED TO TFEC_ FIELD TRIM PANELS AS '� i� 014X7/8 SDHCW 2'-0" O.C. REQUIRED AT CORNER INTERSECTION. a �� =___� WEATHER. WALL PANEL TAT _ CORNER FLASHING D ED BY OTHERS) TO SIDED TAPE INSULATION. FCL-LENGTH'EAVE BUND RIVET ii ii ii ° < TOUBBE USED SUPPORT i 'FLASHING (6 REO'D. PER FLASHING LAP) i� ii ed. .e FSE -1 i SAVE STRUT ' i 1/8 RIVET __J ----- Jl BASE ANGLE u rr--------- WALL PANEL ' OR ______________________ _ e . i TRIM INSULATION AND FLASHING TURN VINYL BACK. INSULATION - MUST NOT BE EXPOSED TO WEATHER. GIRT UNE OR STRUCTURAL UNE CORNER FLASHING DETAIL (INSIDE) WC26 SUGGESTED INSULATION DETAIL AT WALL PANEL BASE IN02 SUGGESTED INSULATION ATTACHMENTS AT EAVE _IA LONG SPAN WALLS I AB AA NO. REVISIONS MADE CK'D DATE ENGR DATE N0. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATL SCALE: NONE DATE DRAWN BY: TON 12-1-97 LONG SPAN WALL PANEL GENERAL ERECTION EUFAULA ALABAMA AMERICAN BUILDINGS COMPANY FOR CONSTRUCTION [ ] FOR APPROVAL CHK'D BY: Bu YML TMG 11-6-01 [ ]FOR PERMIT ONLY [ ] FOR PRELIMINARY 3 REVISED INOtA4 DSGN APP BY. DRAWING. NUMBER' LSW-3.0 RLlr.NO. 3 2 GENERAL REVISIONS MCS OWL 3-1-01 1 UNIVERSAL RAKE, EAVE TRIM REVISIONS TBG THG 11-98 RELEASE NO. TIR.08.2001 CAD BY: EAVE SUPPORT FSE -1 STRUCTURAL FASTENER #12X1 1/4 SDHH 1-0' O.C. l 1 STANDARD EAVE CONDITION WITH LONGSPAN OR ARCHITECTURAL II WALL PANELS (STANDING SEAM II. STANDING SEAM 360 OR LOC -SEAM ROOF PANELS) SEE INSTRUCTION NO. 5' (STEP 1) iULATION LATION EAVE SUPPORT FSE -1 TRUCTURAL FASTENER 12X1 1/4 SDHH '-Cr O.C. STANDARD EAVE CONDITION WITH SHADOW PANELS (STANDING SEAM II. STANDING SEAM 360 OR LOC -SEAM ROOF PANELS) WALL FASTENI #14 SDHCW ; 1'-O' O.C. OUTSIDE PANEL CLOSURE EAVE SUPPORT FLASHING FSE -1T STRUCTURAL FASTENER #12X1 1/4 SDHH 1'-0' O.C. THERMAL SPACER EAVE CONDITION WITH LONGSPAN OR ARCHITECTURAL II WALL PANELS (STANDING SEAM II, STANDING SEAM 360, LONGSPAN OR LOC -SEAM ROOF PANELS) SEE INSTRUCTION NO. 5 (STEP 2) TRIM REVISIONS SFE INSTRUCTION N0. 6 (STEP 3) SCALE:DATE DRAWN BY: CHECKED BYJBY: DESIGN APP'ISSUED:12-1-97 EAVE SUPPORT FLASHING FSE -1T STRUCTURAL FASTENER 12X1 1/4 SDHH 1'-D' O.C. 3 1/Ir THERMAL SPACER SAVE CONDITION WITH SHADOW PANELS (STANDING SEAM II, STANDING SEAM 360. LONGSPAN OR LOC -SEAM ROOF PANELS) INSTRUCTIONS 1. PRIOR TO SHEETING THE ROOF OR WALL. THE STRUCTURAL FRAMING MUST BE SQUARE AND PLUMB. 2. BLOCK OR SUPPORT THE GIRTS AND EAVE STRUT TO PREVENT THE SUB FRAMING FROM SAGGING. BLOCKING MUST BE USED BETWEEN ENDWALL COLUMNS AND SIDEWALL COLUMNS AND SHOULD REMAIN IN PLACE UNTIL ALL WALL SHEETS ARE INSTALLED. 3. PLACE THE EAVE SUPPORT FLASHING (FSE -1 AND FSE- 1T) ON THE EAVE STRUT, LEAVING A 1 1/Y OPENING BETWEEN THE OUTSIDE FACE OF THE SAVE STRUT AND THE INSIDE OF THE -EAVE SUPPORT FLASHING. (A 2 X 4 WORKS WELL TO OBTAIN THIS SPACE). THE 1 1/Y OPENING WILL ACCOMMODATE LONGSPAN OR ARCHITECTURAL II WALL PANELS. AN OPENING OF 3 1/8" MUST BE MAINTAINED FOR SHADOW PANELS. SECURE THE EAVE SUPPORT FLASHING WITH #12 X 1 1/$ SELF DRILL FASTENERS LOCATED 1'-0' O.C. THESE ARE PERMANENT FASTENERS AND MUST BE INSTALLED. REMOVE ANY SPACERS USED FROM BEHIND THE EAVE SUPPORT FLASHING. INSTALL EAVE CLOSURE FLASHING (FEC--) PRIOR TO INSTALLING ROOF PANELS. SAVE CLOSURE FLASHING IS HELD IN PLACE BY ROOF FASTENERS AT EAVE. 4. INSTALL THE ROOF PANELS ACCORDING TO THE APPROPRIATE MANUAL AND/OR ERECTION DRAWINGS. REMEMBER THE PANEL OVERHANG DIMENSION IS USUALLY FROM THE FACE OF THE EAVE STRUT AND SHOULD BE MEASURED AS REQUIRED BY THE ERECTION DRAWINGS. 5. WALL PANELS AND INSULATION MAY NOW BE INSTALLED. SECURE THE INSULATION TO THE FACE OF THE EAVE STRUT AND BASE ANGLE ACCORDING TO MANUFACTURERS RECOMMENDATIONS. SLIDE THE WALL PANEL BETWEEN THE EAVE STRUT AND EAVE CLOSURE FLASHING, PLUMB THE PANEL AND SECURE WITH THE WALL FASTENERS. FASTENERS MUST BE INSTALLED BELOW THE EAVE TRIM.. 6. INSTALL THE PANEL CLOSURES AND SECURE THE EAVE CLOSURE FLASHING TO THE WALL PANELS. • NOTE: SHADOW PANEL INSTALLATION SHALL VARY FROM THE DETAILS SHOWN. SEE THE SHADOW PANEL ERECTION DRAWINGS FOR FASTENER AND FLASHING DETAILS. SPECIAL ERECTION DETAILS nFAUU ROOF SHEETING PRIOR TO WALL SHEETING DRAWING REV.NO. NUMBER SED -1.0 1 "PIGTAIL• MASTIC TO JOIN EXPANSION BACK—UP FLASHING FEB-0.3 "PIGTAIL' MASTIC TO JOIN CONTINUOUS SEALING RUN OF ROOF TRIM FASTENER(S) CONTINUOUS SEALING RUN OF ROOF TRIM FASTENER(S) MASTIC UNDER RAKE FLASHING 814X7/8 SDRF .L,'PIGTAIL MASTIC TO JOIN MASTIC UNDER RAKE FLASHING 814X1 SDRF 2� MASTIC UNDOUSER SEALING RUN OF •PIGTAIL MASTIC ING RUN OF JOIN ROOF TRIM FASTENER(S) MASTIC UNDER RARE ROOF FLASH(TRIM FASTENER(S) NG CMASTIC UUNDER RAKE FLASHING \ I 814%1 SDRF 814X1 SDRF I I EXPANSION BACK—UP FLASHING I I I FEB— EXPANSION BACK—UP FLASHING EXPANSION BACK—UP FLASHING FEB-0.6 `� 1FEB-0.4 O LFP & A3P �\� � :.: I EXPANSION BOCK—UP FLASHING ( � I FEB-0.6 • HFP ...� FEB-0.6 ': �:. � FEB-0.3 TAPE MASTIC�� TAPE MASTIC TAPE MASTIC "...' 3/4 TM "..• . TAPE MASTIC ...:i.... I 3/4 TM �. 3/4 TM I 3/4 TM ` ' ii•,�'.. RAKE FLASHING TRIC-15.2 I �� RAKE FLASHING TR—S-15.2 RAKE FLASHING /' \ / 1/4"m URETHANE CAULK / 1/4'0 URETHANE CAULK / GTS UNIVERSAL RAKE FLASHING TRI-15.2 1/4"0 URETHANE CAULK / : � GTS TRI-15.2 1/4'0 URETHANE CAULK \ CTS / GTS '114\ 1/g' BUND RIVET 1/6r BUND RIVET 1/B' BUND RIVET 1/l'• BUND RIVET _PCO2 CUSTOM RAKE FLASHING FL02 CUSTOM RAKE FLASHING FL02 UNIVERSAL RAKE FLASHING FL02 CUSTOM RAKE FLASHING LO Loc SEAM GA STANDING SEAM SA STANDING SEAM & LOC SEAM AA LONG SPAN HIGH SIDE EAVE FLASHING HIGH SIDE EAVE FLASHING HIGH SIDE EAVE FLASHING THC--15.2 THS--15.2 LAP TML_-15.2 ,L 1 ROOF TRIM FASTENER(S) ` R04X01 DRF F TRIM FASTENER(S) ROOF TRIM FASTENER(S) J4 ROOF TRIM FASTENER(S) 814X1 SDRF �' `\ 8 814 _ DRF 814X7/8 SDRF \ .... TAPE MASTIC `��` 'PIGTAIL• MASTIC TO JOIN `\` 3/4 TM .. f`� ,.. CONTINUOUS SEALING RUN OF " C UNDER HIGH SIDE EAVE FLASHING 'PIGTAIL MASTIC TO J01 "PIGTAIL MASTIC IN JOIN '°: MASTIC G �� \ CONTINUOUS SEALING RUN OF T� CONTINUOUS SEALING RUN OF \ MASTIC UNDER RICH SIDE EAVE FLASHING �� MASTIC UNDER HIGH SIDE EAVE FLASHING \ TAPE MASTIC \ TAPE MASTIC y' 3/4 TM \ 2 TM I EXPANSION BACK—UP FLASHING\ i \ TAPE MASTIC FEB-0.6 EXPANSION BACK-UP FLASHING•'w' 3/4 TM I ��` 1/4'0 URETHANE CAULK I FEB-0.11 t, , I I I ` ,p If GTS EXPANSION BACK-UP FLASHINGI I FEB-0.8 1/4'0 URETHANE CAULK I Jam' GTS T /Lf BUND RIVET I ':.::: k::.: •:.. II 1/!i BLIND RIVET 1/8' BUND RIVET � 1/4"0 URETHANE CAULK GTS L HIGH SIDE EAVE FLASHING FSA VALLEY GUTTER FLASHING F FL03 AA HIGH SIDE EAVE FLASHING FL03 HIGH SIDE EAVE FLASHING GA STANDING SEAM SA LONG SPAN, STANDING SEAM &LOC SEAM AA LONG SPAN BA LOC SEAM ROOF TRIM FASTENER(S). 14X_ SDRF 4 IIP ROOF TO WALL FLASHING O.C. NOTES 1. ALL ROOF FLASHING LAPS SHALL BE SEALED WITH 3/4 % 3/16 TAPE MASTIC AND REINFORCED ROOF TRIM FASTENER(S) FRIM__ 814X_ DRF Ir 1 USING BACKUP FLASHING FEB-_ (SEE DETAIL RC35AAA). UPPER ROOF FLASHING TAPE MASTIC I 2. ALL FLASHING LAPS SHALL BE TWO INCHES EXCEPT CORNER FLASHING LAPS WHICH SHALL PIECE "Ir 3/4 TM BE ONE INCH. 1/4-0 BUTYL CAULKI I LOWER ROOF FLASHING 3. VALLEY GUTTER LAPS SHALL BE SEALED WITH 2 X 3/16 TAPE MASTIC AND SHALL BE STITCHED SSCK-1I I I EXPANSION BACK-UP FLASHING � I I PIECE "A WITH 814 ROOF FASTENERS TWO INCHES ON CENTER. OUANTRY WILL VARY WITH CSIZE. T FEB-0.3 : I 4. FOR FLASHING LAPS NOT SHOWN. USE THE FOLLOWING AS A GUIDE; FLASHINGS THAT ARE CON 1/4'0 BUTYL CAULK I 1/� BUND RIVET I EXPOSECONDITK)NF USE /BDITIOLANCH BUS, USE ND4ROOF RIVETS THREEINCHESON CENTER. THREE INCHES CENTER. ALL SSCK-1 �\ i I I ROOF TRIM FASTENER(S) ' .II, �� 814X_ SDRF X BACKUP FLASHING FEB-- 1/8r EB _1/Li' BUND RIVET 1� ®� I L EXPANSION BACK-UP FLASHING , P 1 \1 FEB-0.6 ' ' �J` HOLES MUST BE DRILLED PRIOR TO APPLYING MASTIC. TEMPORARILY LAP PIECE '� OVER 'PIGTAIL MASTIC TO JOIN CONTINUOUS SEAUNC "pIGTAIL' MASTIC TO JOIN PIECE 'A W. PRE-DRILL THE REQUIRED NUMBER OF 1/4'0 HOLES THROUGH BOTH PIECES OF ROOF TO WALL FLASHING RUN OF MASTIC UNDER CONTINUOUS SEALING RUN OF ROOF FLASHING BUT NOT BACKUP FLASHING. SLIDE PIECE '� BACK AND APPLY TAPE MASTIC TRW-15.2 ROOF TO WALL FLASHING MASTIC UNDER ROOF TO WALL FLASHING AND BACKUP FLASHING ON PIECE 'A AS SHOWN. LAP PIECE "0. OVER PIECE R BEING CAREFUL TO ALIGN HOLES. INSTALL ROOF FASTENERS AS SHOWN. CONTINUE PROCESS ALONG TAPE MASTIC TAPE MASTIC ROOF CONDITION. 3/4 TM FLOG 3/4 TM UNIVERSAL ROOF TO WALL FLASHING FL05 ROOF TO WALL FLASHING FL04 SECTION THROUGH ROOF FLASHING LAP 3AASA FLASHING LAP GENERAL NAA - - AA AT HIGHSIDE CONDITION LAA I LONG SPAN, STANDING SEAM @LOC SEAM AT RAKE CONDITION DRAWING SueMmu EUFAULA ALARA MA NO. REVISIONS MADE CK'D DATE ENGR DATE LA0. REVISIONS MADE CK'D DATE ENGR DATE STATUS SCALE: NONE GATE FLOara do RC35AAA OMITTED FL02A8 ADDED FL028A [*] FOR CONSTRUCTION DRAWN BY: THG 12-1-97 STANDARD FLASHING LAPS 4 GENERAL REVISIONS MCS DWL 3-1—Ot [ J FOR APPROVAL CHK'D BY: JKC AMERICAN BUILDINGS COMPANY TAC THC 6--00 [ J FOR PERMIT ONLY REVAO. AA 3 ADDED DETAIL RC35A () FOR PRELIMINARY OWN APP BY: DRAWING, 2 OMITTED DELUXE EAVE PUSHING DETAIL TAC THG 3-00 NUMBER' SFL-1.0 5 TMG B-17-01 1 UNIVERSAL RAKE, SAVE TRIM REVISIONS TBG THG 11-98 RELEASE NO. TIR.05.2001 CAD BY: --' IXE EAVE FLASHING 1/4'0 URETHANE CAU] GTS I RIVET POST HUNG DELUXE EAVE FLASHING I FL01 STANDARD FLASHING LAP AA i - —1/e' BUND RIVET t t`. Aytt I 1/4-0 URETHANE CAULK GTS FLANGE BACK GUTTER TCF— STANDARD GUTTER FL09 I FLANGE BACK GUTTER FL10 LONG SPAN, STANDING SEAM & LOC SEAM AA LONG SPAN, STANDING SEAM & LOC SEAM AA . Z�b OUTSIDE CORNER FLASHING I FL08 OUTSIDE CORNER FLASHING FLOE LONG SPAN WALLS AB ARCHITECTURAL WALLS AC NOTES 1. ALL ROOF FLASHING LAPS SHALL BE SEALED WITH 3/4 X 3/16 TAPE MASTIC AND REINFORCED USING BACKUP FLASHING FEB-- (SEE DETAIL R(35AAA). Z. ALL BE ONE INCH. -FLASHING LArb bHALL tit Iwo IRCREg-MEPT CORNER FLASHING LAPS 11 SMALL 3. VALLEY GUTTER LAPS SHALL BE SEALED WITH 2 X 3/16 TAPE MASTIC AND SHALL BE STITCHED WITH Q14 ROOF FASTENERS TWO INCHES ON CENTER. QUANTITY WILL VARY WITH GUTTER SIZE. 4. FOR FLASHING LAPS NOT SHOWN, USE THE FOLLOWING AS A GUIDE; FLASHINGS THAT ARE EXPOSED TO ROOF CONDITIONS. USE B14 ROOF FASTENERS THREE INCHES ON CENTER.. ALL t OTHER CONDITIONS' USE 1/8 INCH BUND RIVETS THREE INCHES ON CENTER. + i t FLASHING LAP GENERAL NOTES FL06 LONG SPAN, STANDING SEAM & LOC SEAM AA - - -- 3.1 REVISIONS I MADE I CK'D I DATE I ENG; I DATE I N0. I REVISIONS IMADEJCK'Dt DATE JEn REVISED FL09AA & FL10AA U DRAWING SUBMITTAL STATUS SCALE: NONE DATE EUFAULA ALABAMA [*] FOR CONSTRUCTION DRAWN BY: TAC 3-1-01 STANDARD FLASHING LAPS [ ] FOR APPROVALf4gii"' D BY: FOR PERMIT ONLY CHKAMERICAN BUILDINGS COMPANY [ ] FOR PRELIMINARY OSGN APP BY: 'DRAWING, I REVAO. RELEASE NO. TIR.08.2001 CAD BY: NUMBER, SFL-2.0 I t t t t t t t t t f f t t t ` ih.N t t t i f t f t t f t t t f f f f t f t ` t t`tir t t N f t I f tff �t/iii i f 'tom` t t t t 1/8' BLIND RIVET)"114- (QUANTITY MAY VARY t WITH ROOF PITCH) t IxAI I 1/4'0 URETHANE CAULK I GTS STANDARD GUTTER FL09 I FLANGE BACK GUTTER FL10 LONG SPAN, STANDING SEAM & LOC SEAM AA LONG SPAN, STANDING SEAM & LOC SEAM AA . Z�b OUTSIDE CORNER FLASHING I FL08 OUTSIDE CORNER FLASHING FLOE LONG SPAN WALLS AB ARCHITECTURAL WALLS AC NOTES 1. ALL ROOF FLASHING LAPS SHALL BE SEALED WITH 3/4 X 3/16 TAPE MASTIC AND REINFORCED USING BACKUP FLASHING FEB-- (SEE DETAIL R(35AAA). Z. ALL BE ONE INCH. -FLASHING LArb bHALL tit Iwo IRCREg-MEPT CORNER FLASHING LAPS 11 SMALL 3. VALLEY GUTTER LAPS SHALL BE SEALED WITH 2 X 3/16 TAPE MASTIC AND SHALL BE STITCHED WITH Q14 ROOF FASTENERS TWO INCHES ON CENTER. QUANTITY WILL VARY WITH GUTTER SIZE. 4. FOR FLASHING LAPS NOT SHOWN, USE THE FOLLOWING AS A GUIDE; FLASHINGS THAT ARE EXPOSED TO ROOF CONDITIONS. USE B14 ROOF FASTENERS THREE INCHES ON CENTER.. ALL t OTHER CONDITIONS' USE 1/8 INCH BUND RIVETS THREE INCHES ON CENTER. + i t FLASHING LAP GENERAL NOTES FL06 LONG SPAN, STANDING SEAM & LOC SEAM AA - - -- 3.1 REVISIONS I MADE I CK'D I DATE I ENG; I DATE I N0. I REVISIONS IMADEJCK'Dt DATE JEn REVISED FL09AA & FL10AA U DRAWING SUBMITTAL STATUS SCALE: NONE DATE EUFAULA ALABAMA [*] FOR CONSTRUCTION DRAWN BY: TAC 3-1-01 STANDARD FLASHING LAPS [ ] FOR APPROVALf4gii"' D BY: FOR PERMIT ONLY CHKAMERICAN BUILDINGS COMPANY [ ] FOR PRELIMINARY OSGN APP BY: 'DRAWING, I REVAO. RELEASE NO. TIR.08.2001 CAD BY: NUMBER, SFL-2.0 I NOTES: 1. PIPE HANGERS ASSUMED AT 10' SPACINGS LOCATED PER TYPICAL PIPE LAYOUT AS SHOWN IN A DETAIL SHOO/AA 2. FOR PIPE SUPPORTED AT 5' INTERVALS. VALUES ABOVE MAY BE HALVED. 3. PURLIN SPACE ASSUMED TO BE 5' ON CENTERS. ULL 4. SPECCONSIDERATION SHOULD BE MADE WHEN ALL BAYS ARE NOT UNIFORMLY LOADED. 5. 250/ LOAD IS REWIRED BY UBC TO BE APPLIED TO ANY ONE SINGLE SUPPORT IN ADDITION TO PIPE LOADS. LOADS FOR SPRINKLER PIPE SUPPORTS SHOS AA F PURUN PURLIN PURLIN PURUN II CLAMP WITHO CLAMP WITHOUT 1 CLAMP WITHOUT BENT LIP OF PUR CLAMP WITHOUT REINFORCINGCLE REINFORCING AN REINFORCING ANG REINFORCING AN E SPRINKLER SPRINKLE SPRINK SPRINKLE PIPE PIPE PIPE PIPE NOT ALLOWED NOT ALL ' OWED NOT ALLOWED NOT ALLOWED SPRINKLER PIPE "NOT ALLOWED DETAIL" I SH06 SPRINKLER PIPE "NOT ALLOWED DETAIL" ISH06A SPRINKLER PIPE "NOT ALLOWED DETAIL" SH07 SPRINKLER PIPE "NOT ALLOWED DETAIL" H07A CLAMP WITHOUT REINFORCING ANGLE AA CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN UP AA CLAMP WITHOUT REINFORCING ANGLE AND BENDING LIP OF PURLIN I AA CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN LIP -AA SCALE: DATE DRAWN BY: RECOMMENDED SPRINKLER BDPAuIA AIABAYA CHECKED BY: PIPE HANGER DETAILS 1 REMOVED SPECIFIC HUNGER INFO TAC THG 10-00 DESIGN APP'D BY: DRAWING :N:O.jNO. REVISION MADE CK'D. DATEN0. REVISION MADE. CK'D. CK'DATE NO. REVISION MADE DDATEISSUED:- 12-1-97 NUMBER � SPH -1.0 lelease o. TIR.04.2000- EOUNALENT COLLATERAL LOAD FOR PIPE SUPPORTS 20' BAYS 25' BAYS 30' BAYS POINT LOAD AT HANGER STD. WT. DRY WT. WET WT. PIPE PIPE PIPE f PURLIN PIPE PIPE PIPE PIPE PIPE 8/FT. 8/FT. HANGERS +2508 +2508 PURUN +2508 PURLIN +2508 ANGLE (TYP. u.NJ (2) 812 STRUCTURAL FASTENERS (L2"xrxl/lix3- E 18.97 31.5 f ?LIRA 11 6 8 5 OR (2) 1/4.0 BOLTS (FIELD DRILL HOLES AT EACH LONG) f PIPE I f PIPE f PIPE • f PIPE 23.3 6 9 4 3/4• max. ANGLE LOCATION) 5 I 483 47 f PURUN 16.3 3/4 mox• 7 3 6 2 5 163 413 3 1 /r 9,11 (2) 812 STRUCTURAL FASTENERS 4 (2) 812 STRUCTURAL FASTENERS 2 5 �I A• ••A I f PURLIN ANGLE • OR (2) 1/470 BOLTS CLAMP OR (2) 1/4.0 BOLTS • 2 I 2 I I 108 (LZ"xrxl/Tx6' LONG) (FIELD DRILL HOLES AT EACH ANGLE LOCATION) 5.79 (FIELD DRILL HOLES AT EACH I/B 6 1 ® @ f PURUN 79 329 2" ANGLE LOCATION) _ I � I � I I 1 3 51 301 ANGLE' 2.72 3.6 1 5 1 f PURUN 1 3 3/B'0 ROD HANGER (L2"xrxl/8"xg* LONG) 1 114' 2.27 2.9 1 I 1 4 3/8'0 ROD HANGER 3 29 279 1 1.68 2.1 1 f PURLIN 7/16-0 HOLE 4 1 3 21 271 (FIELD DRILL) ANGLE f PURUN SPRINKLER (LrxSx3/16"x LENGTH) —. _.—.. _.___ ._—.. _—__— SUPPORT ANGLES _ (TVP. U.N.) f PIPE PIPE f PURLIN • MAY BE OMITTED WITH HANGER LOADS 50 LBS. NOTE: PURLIN LIP MUST NOT • MAY BE OMITTED WITH 3/8.0 ROD HANGER 1/2 1/4 1/4 •B• 1/4 1/4 t/2 • OR LESS. BE DISTORTED. SPRINKLER HANGER LOADS 50 LBS. BAr eAr BAY t/2 eAr BAY BAY BAr NOTE: SPRINKLER PIPE OR LESS. PURUN UP MUST NOT PIPE BAY SPACING BAY SPACING BAr SPACING BE DISTORTED. SECTION "B—B" SECTION "A—A SECTION "A—A" SDE RAE SPRINKLER PIPE HANGER DETAIL AT PURLINS SH01 ALTERNATE SPRINKLER PIPE HANGER DETAIL AT PURLINS SH02 SPRINKLER PIPE HANGER DETAIL BETWEEN PURLINS SH03 TYPICAL SPRINKLER PIPE LAYOUT SH04 AA AAI AA AA NOTES: 1. PIPE HANGERS ASSUMED AT 10' SPACINGS LOCATED PER TYPICAL PIPE LAYOUT AS SHOWN IN A DETAIL SHOO/AA 2. FOR PIPE SUPPORTED AT 5' INTERVALS. VALUES ABOVE MAY BE HALVED. 3. PURLIN SPACE ASSUMED TO BE 5' ON CENTERS. ULL 4. SPECCONSIDERATION SHOULD BE MADE WHEN ALL BAYS ARE NOT UNIFORMLY LOADED. 5. 250/ LOAD IS REWIRED BY UBC TO BE APPLIED TO ANY ONE SINGLE SUPPORT IN ADDITION TO PIPE LOADS. LOADS FOR SPRINKLER PIPE SUPPORTS SHOS AA F PURUN PURLIN PURLIN PURUN II CLAMP WITHO CLAMP WITHOUT 1 CLAMP WITHOUT BENT LIP OF PUR CLAMP WITHOUT REINFORCINGCLE REINFORCING AN REINFORCING ANG REINFORCING AN E SPRINKLER SPRINKLE SPRINK SPRINKLE PIPE PIPE PIPE PIPE NOT ALLOWED NOT ALL ' OWED NOT ALLOWED NOT ALLOWED SPRINKLER PIPE "NOT ALLOWED DETAIL" I SH06 SPRINKLER PIPE "NOT ALLOWED DETAIL" ISH06A SPRINKLER PIPE "NOT ALLOWED DETAIL" SH07 SPRINKLER PIPE "NOT ALLOWED DETAIL" H07A CLAMP WITHOUT REINFORCING ANGLE AA CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN UP AA CLAMP WITHOUT REINFORCING ANGLE AND BENDING LIP OF PURLIN I AA CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN LIP -AA SCALE: DATE DRAWN BY: RECOMMENDED SPRINKLER BDPAuIA AIABAYA CHECKED BY: PIPE HANGER DETAILS 1 REMOVED SPECIFIC HUNGER INFO TAC THG 10-00 DESIGN APP'D BY: DRAWING :N:O.jNO. REVISION MADE CK'D. DATEN0. REVISION MADE. CK'D. CK'DATE NO. REVISION MADE DDATEISSUED:- 12-1-97 NUMBER � SPH -1.0 lelease o. TIR.04.2000- EOUNALENT COLLATERAL LOAD FOR PIPE SUPPORTS 20' BAYS 25' BAYS 30' BAYS POINT LOAD AT HANGER STD. WT. DRY WT. WET WT. PIPE PIPE PIPE PIPE - PIPE PIPE PIPE PIPE PIPE 8/FT. 8/FT. +2508 +2508 +2508 +2508 SIZE E 18.97 31.5 8 11 6 8 5 6 315 565 5 14.62 23.3 6 9 4 7 3 5 233 483 47 10.79 16.3 4 7 3 6 2 5 163 413 3 1 /r 9,11 13.4 4 7 2 5 2 4 134 384 S 7.58 10.8 3 6 2 5 2 4 108 358 2 1 /r 5.79 7.9 2 6 1 5 1 4 79 329 2" 3.65 5.11 5 1 4 1 3 51 301 1 1/r 2.72 3.6 1 5 1 4 1 3 36 286 1 114' 2.27 2.9 1 5 1 4 1 3 29 279 1 1.68 2.1 1 5 1 4 1 3 21 271 NOTES: 1. PIPE HANGERS ASSUMED AT 10' SPACINGS LOCATED PER TYPICAL PIPE LAYOUT AS SHOWN IN A DETAIL SHOO/AA 2. FOR PIPE SUPPORTED AT 5' INTERVALS. VALUES ABOVE MAY BE HALVED. 3. PURLIN SPACE ASSUMED TO BE 5' ON CENTERS. ULL 4. SPECCONSIDERATION SHOULD BE MADE WHEN ALL BAYS ARE NOT UNIFORMLY LOADED. 5. 250/ LOAD IS REWIRED BY UBC TO BE APPLIED TO ANY ONE SINGLE SUPPORT IN ADDITION TO PIPE LOADS. LOADS FOR SPRINKLER PIPE SUPPORTS SHOS AA F PURUN PURLIN PURLIN PURUN II CLAMP WITHO CLAMP WITHOUT 1 CLAMP WITHOUT BENT LIP OF PUR CLAMP WITHOUT REINFORCINGCLE REINFORCING AN REINFORCING ANG REINFORCING AN E SPRINKLER SPRINKLE SPRINK SPRINKLE PIPE PIPE PIPE PIPE NOT ALLOWED NOT ALL ' OWED NOT ALLOWED NOT ALLOWED SPRINKLER PIPE "NOT ALLOWED DETAIL" I SH06 SPRINKLER PIPE "NOT ALLOWED DETAIL" ISH06A SPRINKLER PIPE "NOT ALLOWED DETAIL" SH07 SPRINKLER PIPE "NOT ALLOWED DETAIL" H07A CLAMP WITHOUT REINFORCING ANGLE AA CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN UP AA CLAMP WITHOUT REINFORCING ANGLE AND BENDING LIP OF PURLIN I AA CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN LIP -AA SCALE: DATE DRAWN BY: RECOMMENDED SPRINKLER BDPAuIA AIABAYA CHECKED BY: PIPE HANGER DETAILS 1 REMOVED SPECIFIC HUNGER INFO TAC THG 10-00 DESIGN APP'D BY: DRAWING :N:O.jNO. REVISION MADE CK'D. DATEN0. REVISION MADE. CK'D. CK'DATE NO. REVISION MADE DDATEISSUED:- 12-1-97 NUMBER � SPH -1.0 lelease o. TIR.04.2000- FlEI FOF FRA B0. (VA DIM -A - 1'-4- STD. (MAY VARY) FlEI FOF FRF BA (VI DOOR WIDTH J IGLE 4 5/8' (6) STRUCTURAL FASTENERS 12X1 1/4 SDHH EAVE STRUT GIRT 6) STRUCTURAL FASTENERS #12%1 1/4 SDHH CLIP CL -3 CLIP 1/l;' CL -3 I I I I STRUCTURAL`/ STRUCTURAL BOLTS 2'0 X 1 1/47 A325 1/T0 X 1 1/47 A325 JAMB • BUTTON HEAD BOLTS REQUIRED AT STRIP WINDOW FRAMED OPENING KEYAA I AA OFOA FRAMED OPENING KEY OFOB JAMB TO GIRT CONNECTION OFF01 JAMB TO EAVE STRUT CONNECTION OFF06 JAMB TO GIRT CONDITION I AA I I JAMB TO EAVE STRUT r.,.m EAVE STRUT OMwt a tec mua rAu f[m ruoc(6) STRUCTURAL FASTENERSCLIP rns AgECJY/IION rrr q61;t M • FOR JAMB CLIP ATTACHMENT CL -3 M KAPf. 812X1 1/4 SDHH CL -10 (1Y JAMBS) 2 7/B' (g' JAMBS) JAMB 3 3/B" (9 1/2" JAMBS) -� 3 7/6 (l Y JAMBS) STRUCTURAL FASTENERS FOR GIRT ATTACHMENT STRUCTURAL BOLTS I/6 TO EAVE STRUT i i 1/70 X 1 1/4C A325 812X1 1/4 SDHH i ; JAMB SQUEEZE LIP GIRT 1'-0' O.C. STAGGERS i i (( / i CL -8 (9 1/2' JAMBS) 7 Fill', HEADER CL -9 2 P ED BACK I i TO BACK FOR l Y i O O JAMBS) 4 5/87 i i �--RUN GIRT FULL BAY LENGTH AND ATTACH TO EAVE STRUT BRACKET IN ORDER TO REINFORCE EAVE ! ! w w STRUT AT FRAMED OPENING. CUP --- i i CL -3 STRUCTURAL BOLTS 1/70 % 1 1/4 A325 FRAMED OPENING JAMB i WALL PANEL 1 JAMB TO EAVE STRUT CONNECTION WITH REINFORCING GIRT OF06A AA A EDGE OF -_ - --_-- -- - SLAB s- ----------- - 2 1/2 - 1 3/ ADOOR WIDTH DOOR WIDTH + 2 3/4" TYPICAL ANCHOR BOLT LAYOUT 2 1� FINISH FLOOR 1 /Y�—L FINISH GRADE a ,5: •:'.: q__ 1/2'0 ANCHOR BOLTS (NOT BY A.B.C.) SECTION "A -A7 FRAMED OPENING ANCHOR BOLT DETAIL OF61 AA REVISED OF1 v i BUTTON HEAD BOLTS STRUCTURAL BOLTS _ 1/to x 1' A307 I 1/f0 x 1 1/47 A325 = i �4)STRUCTURAL FASTENERS 12%1 1/4 SDHH JAMB BUTTON HEAD BOLT — AT EXPOSED HOLE LOCATION (12- JAMBS ONLY) BUTTON HEAD 1/2'0 X I* - CLIP CL -3 CL -4 (12' JAMBS) 1/2'0 ANCHOR BOLTS (BY OTHERS) BASE ANGLE (FIELD NOTCH) �---JAMBJAMB SQUEEZE CLIP 'L-7 (8" JAMBS) FIELD CUT AND FIELD DRILL GIRT JAMB--//CL-8 9 1/q2C' JAMBS))k AT HELD LOCATED FRAMED OPENINGS CL -9 22 PLjEO TO BACK HEADER TO JAMB CONNECTION OF21 GIRT TO JAMB CONNECTION iz OF16 JAMB BASE CONNECTION OF1 1 AA I AA EAVE STRUT �4 5/B' ATTACH REINFORCEMENT GIRT-,, TO EAVE STRUT WITH STRUCTURAL FASTENERS 812XI 1/4 SDHH (2) STRUCTURAL BOLTS (TYP. U.N.) (6) EACH END k (2) 1'-0' O.C. 1/2.0 X 1 1/47 A325 FRAME OPENING CUP 4 5/1 CL -4 (TYP.) \--STRUCTURAL HEADER GENERAL NOTES FOR SHOP LOCATED FRAMED OPENINGS ---- STRUCTURAL BOLTS 2 PER CONNECTION 1/Y0 X I- BHB 1. OVERHEAD DOORS ARE SHOP LOCATED. SOME PANELS MAY REQUIRE FIELD GIRT STRUCTURAL JAMB (2) STRUCTURAL BOLTS CUTTING.. 1/Y0 X f BHB 2. ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS. ANCHOR .BOLTS NOT BY AB.C. FINISHED FLOOR FIELD AND SHOP LOCATED FRAMED OPENING NOTES OF91 TYPICAL HEADER AND JAMB CONNECTIONS OFF95 AA STRUCTURAL FRAMED OPENINGS REVISED OF95AA MW ONI/M MOM n2/M AM OM/M & REVISED DRAWING NUMBER REVISED DETAIL OF21/AA REVISED OF16/AA, OF06/AA REMOVED 0 SCALE: rDATEDRAWN BY: CHECKED BY: DESIGN APP'D BY: ISSUED: GIRT CLIP - CL -4 BOLTS 1/Zi0 RX 1N1/4 , A325 GIRT FIELD DRILL 9/160 HOLES AT GIRT h ATTACH CLIP WITH (2) STRUCTURAL BOLTS 1/Y0 X 1 1/4' A325 JAMB JAMB TO EAVE STRUT CONNECTION WITH REINFORCING GIRT OF96 STRUCTURAL FRAMED OPENINGS I AA OVERHEAD DOOR FRAMING DETAILS RU7AUTA eis:5- AIABAYA DRAWING �" NUMBER : WAO-1.0 6 FIELD DRILL 9/160 HOLES--_ AT GIRT h ATTACH CUP WITH GENERAL NOTES FOR FIELD LOCATED FRAMED OPENINGS (2) STRUCTURAL BOLTS W/WASHERS 1/2'0 X 1 1/47 A325 / 1. OVERHEAD DOORS ARE FIELD LOCATED. CUT STANDARD PANELS AND GIRTS AS y SUPPORT GIRfSJ REQUIRED. ' 2. MAXIMUM HEIGHT OF DOOR IS 2'-0• LESS THAN EAVE HEIGHT. 3. ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS. (2) STRUCTURAL BOLTS 4. JAMBS MUST BE LOCATED A MINIMUM OF 1'-0' FROM CENTER UNE OF COLUMNS. 1/2'0 X 1 1/4' A325� EAVE STRUT �4 5/B' ATTACH REINFORCEMENT GIRT-,, TO EAVE STRUT WITH STRUCTURAL FASTENERS 812XI 1/4 SDHH (2) STRUCTURAL BOLTS (TYP. U.N.) (6) EACH END k (2) 1'-0' O.C. 1/2.0 X 1 1/47 A325 FRAME OPENING CUP 4 5/1 CL -4 (TYP.) \--STRUCTURAL HEADER GENERAL NOTES FOR SHOP LOCATED FRAMED OPENINGS ---- STRUCTURAL BOLTS 2 PER CONNECTION 1/Y0 X I- BHB 1. OVERHEAD DOORS ARE SHOP LOCATED. SOME PANELS MAY REQUIRE FIELD GIRT STRUCTURAL JAMB (2) STRUCTURAL BOLTS CUTTING.. 1/Y0 X f BHB 2. ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS. ANCHOR .BOLTS NOT BY AB.C. FINISHED FLOOR FIELD AND SHOP LOCATED FRAMED OPENING NOTES OF91 TYPICAL HEADER AND JAMB CONNECTIONS OFF95 AA STRUCTURAL FRAMED OPENINGS REVISED OF95AA MW ONI/M MOM n2/M AM OM/M & REVISED DRAWING NUMBER REVISED DETAIL OF21/AA REVISED OF16/AA, OF06/AA REMOVED 0 SCALE: rDATEDRAWN BY: CHECKED BY: DESIGN APP'D BY: ISSUED: GIRT CLIP - CL -4 BOLTS 1/Zi0 RX 1N1/4 , A325 GIRT FIELD DRILL 9/160 HOLES AT GIRT h ATTACH CLIP WITH (2) STRUCTURAL BOLTS 1/Y0 X 1 1/4' A325 JAMB JAMB TO EAVE STRUT CONNECTION WITH REINFORCING GIRT OF96 STRUCTURAL FRAMED OPENINGS I AA OVERHEAD DOOR FRAMING DETAILS RU7AUTA eis:5- AIABAYA DRAWING �" NUMBER : WAO-1.0 6