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Home My WebLink About021-060-03021-0 -30 30 t WARD, ,,Stanl'eY j x•895'Colusa,Hwy;.,Gridle t , Y`(evap`,cooler/sf)«` 021 060-030J'rPERMIT#97-177.3± ` WARD', 4 Stan �. ' ' -' ,895 ,coil sa `Hw _ + y, .Gridley' New,Pri Det Shop � . � �` ... ,tea' r''✓'. 1 5.,. �� _i . � � r Y r r � ',�. of j r s ax ..W Z •• e r t i � 4�,Q r 1 I� • ' 1 i r d 4 < < 3 r ' t ' 3 4 y • `:20.94-90E } . M. 21-06 ,30� t ' h � ' - } � e •; t �• St �y •�"` d� yf',> - `' '„WARD,' anleY: A ,p 895 C011lSa” Hwy, Gridley;„ � < ?(evap 'cooler%sf)' • � '+fir °i. .. -{M� +.. f.t 0 r: [.'r COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California 95965 - Telephone: 916/538-7541 APPLICATItDNIND PERMIT PERMIT NO. Zocfq- 410 ASSESSOR PARCEL -NUMBER_ 21-06-030 ZONING I BUILDING PERMIT OWNER Stanley R. Ward TELEPHONE 846-6223 SQ. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS 895 Colusa Hwy. Gridley CONTRACTOR'S NAME TELEPHONE CONTRACTOR'S MAILING ADDRESS Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation is LENDER'S MAILING ADDRESS Filing Fee $ 10.00 Permit Fee $ ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Energy Plan Checking Fee $ Penalty $ BUILDING ADDRESS 895 Colusa Hwy. Permit fee $ PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 Gridley Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 5.00 Each qas water heater or vent 5.00 USE OF STRUCTURE SF ❑ Duplex❑ Mobilehome❑ Other SPECIFY I Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 Mobile Home S I G I W 10.00 e TYPE OF WORK New Addition [I Remodel❑ Utilities❑ Installation ❑ Other install evap. cooler Describe work: Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service BOOV OR LESS 100 AMP OR LESS 10.00 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): ❑ I 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 Main service EA. ADO'L 100 AMP 2.50 NEW CONST.(DWELLING OCCUP. oR ADDNS. ACC. BLDGS. � 2 , h¢sgft NEW CONSTR ULTI.OUT LET NON.RESID BRANCH CIRC ITS 2.50 ea POWER APPARATUS &) ( SINGLE OUTLET CIR. Ex. Occup(OUTLETS OR FIXTURES AL@ e2Le30so FIXED APPLNS. OR \\ EX. Occup. OUTLETS (RESID.) EA./ n 2.00 .00 2 Temporary service 10.00 Mobile Home Facilities 15:00 Misc. Wiring 15.00 Permit Fee $ 12.00 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. I shall not employ any person in any manner so as to become subject to the W. C. laws of California.Ventilation 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. Contractor MECHANICAL PERMIT FiIingFee 10.00 Heating Cooling evap 000ler Hood 3,00 permit Fee $ 20.00 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 Countyot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, inde ra•ivy and kWhrmlless the County of Butte againstall Ijab�lities,Ijudgments, costs, an s which may in any way accrue aga, s said ''ounty-in co egbe a oting of t ermit. /Q .-1117 r Dat Signature of Applicant — Owne Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST TYPE TOTAL FEE $ 32.00 HAz cuA PARK SCHL FLD PAR PD Ho Issue This permit is hereby issued under sions of the Butte County Code and/or woicated abo a for which fees DI OR PUBLIC F By! �v l✓ PERMIT EXPIRE eDate the applicable provi- resolutions to do have been paid. WORKS Date 669"/�, Receipt No. �9► WHITE-D.P.W.. YELLOW -ASSESSOR. PINK -INSPECTOR. GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 'f 7 County Center Derive - Oroville, California 95965 - Telephone: 916/538-7541 APPLICITION AND PERMIT PERMIT NO. 2094— 61 p ASSESSOR PARCEL NUMBER 21-06-030 ZONING BUILDING PERMIT OWNER Stanley R. Ward TELEPHONE 846-6223 SO. FT. OCC, BUILDING VALUATION OWNER'S MAILING ADDRESS 895-Colusa Hwy. Gridley CONTRACTOR'S NAME TELEPHONE CONTRACTOR'S MAILING ADDRESS Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation is Filing Fee $ 10.00 LENDER'S MAILING ADDRESS Permit Fee $ ARCHITECT OR ENGINEER LICENSE NO. - Plan Checking Fee $ Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS 895 Colusa Hwy. Permit fee $ PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 Gridley Solar or heat pump water heater 20.00 LOT NO.SUEIDIVISION NAME PARCEL MAP Water piping 5.00 Each qas water heater or vent 5.00 USE OF STRUCTURE SF ❑ Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 Mobile Home S I G I W 10.00e TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Uti lities ❑ Installation[] Other [X Describe work: install evap. Cooler _ Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service aooV OR LESS 100 AMP OR LESS 10.00 Main service EA, ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (Check one): ❑ I 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 1, 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 CONST. / DWELLING OCCUP.&) OR ADDNS. C ACC. BLDGS. / , 2/20sq ft NEW CONSTR. MULTI -OUTLET NON-RESID BRANCH CIRC ITS 2.50 ea POWER APPARATUS &) SINGLE OUTLET CIR. Ex. Occu p OUTLETS OR FIXTURES zo®aoa 9AL@30 FIXED APPLNS. OR Ex. Occup. OUTLETS (RESI D.) EA.) 2.00 2,00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Permit Fee $ 12.00 Contractor 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. 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. MECHANICAL PERMIT Filing Fee 10.00 Heating Cooling Hood 3.00 Ventilation permit Fee $ 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 Countyot Butte to enter upon the above-mentioned property for inspection purposes. ss the County of Butte against I also agree to save, indem y and keeprnse all li lities judgments, o ts, n. xwhich may in any way accrue st said unty Jn co eq en a of thing oft rmit' (Q X Dat Signature of Applicant — Owne Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST TYPE TOTAL FEE $ 32,00 HAz CUA PARK SCHL FLD PAR PDag This permit is nereby issued under sions of the Butte County Code and/or work indicated abo a for which fees DI OR F PUBLIC By PERMIT EXPIRE Date the applicable provi- resolutions to do have been paid. WORKS Date Receipt No. 66944 WNITE-D. P. W., YELLOW -ASSESSOR, PINK -INSPECTOR, GOLDENROD -APPLICANT ' RESIBICITIAL "021-060-030 PERMIT#97-1773,,, WARD, Stan 895 Colusa �wy, Gridley New Pri Det Shop PERMIT NO. PERMIT EXPIFiES 4 OWNER -1 CONTR. ASSESSOR PARCEL LOCATION ]Temp. Power Pole Called PG&E J'Temp. Elec. Service Called PG&E "Temp. Gas Service Called PG&E JOB FINAL7�1�,f,� natAl Signature V=OK > O = Not OK r Not MOBILE HOMES - Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements - Setbacks - Easements 2. Soils; Special MH Support Sketch _ 3. Sewer, Location-Test-Fall-Q"oncrete 4. Water, Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap; / PLIL / /Nat. or/ /°L°ft./ /LPG 7. Well Clearance 8 Disconnect 8. Utility Clearance Date Card B-1 Data Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements- Setbacks Easements " 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test DemandVaKe•Connector 4. Electricity; MH Test-Crossovers-Breakers-DIearences 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector- 7. Water and Sewer Connected -C/O to Grade -HD Approval r 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert of Occupancy 12. Permanent Foundation Only: License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ISCELLANEOUS F-7-7. DEC ; C4tfER , C RTS; GAUGES (Plans). OK Zbnin uirements-Setbacks-Easements otings; SoilsSize-Dep"pacng-ConnecWmSteel 3- Decks Girders and/or Joists-Decking-BracingSlairs-Rails 4. Wood Awn.; Pasts-Beams-Rftrs.-Connectors' Shthg.-Rfg.-Bracing 5. Alum: Awn.; Columna -Connections -Splice -Decal -Enclosures 66..CCa_mdrts; Windows -Dams [/ electric [_8+Phng.; Sils-AnchorsStuds-Rttrs-Trusses 9.,Siding; Nailing -Veneer -Stucco -Mesh Roof-, Shthg-Roofing 11. Ext; Steps -Doors -Landings . Date /'0 -1-3 7 Card B-1 Date / Card B-1 Dat Date B-1 Date Card B-1 POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness " - Dead Men -lining 4. Elec.; Receptacles and Lighting, Distance-GFI S. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5 -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/S Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards4ns. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche - Date Card B-1 ' Date Card B-1 Date Card B-1 Date Card B-1 ✓ = OK O = Not OK - = Not Applicable = Not Ready RESIDENTIAL, (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. ZoningSetbacks-Easments-FloodSlope 2. Fig., Main; Soils-Elec. Gmd. / P Fig. Depth Cling. Joist-Rftr. Ties-Purlin-roff Brac.-Truss-Shting.-Ring. 3. Fig. Garage; Soils-Steel-Elec. Gmd/ / Ftg. Depth Fireplace Ties or Type A Flue -Fireplace Throat clearance 4. Fig. Porches & Decks; Soils -Steel-/ /' Fig. Depth Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 5. Stemwalls, Main; Steel-Blockouts-Wrapped Bdnn. Windows or Exiting Doors -Sill Hgt. & Dimensions 6. Stemwalls, Garage; Steel-Blockouts-Wrapped Garage Fire Protection Framing 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped Ext. Doors -One 3 -Check Garage 3rd Story, 2 Exits 8. Piers -Fireplace Ftg.-Steel Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 9. D.W.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 10. UF. Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Siding -Nailing Veneer 11. Water Pipe; Test -Anchors -Regulator -Service Test Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 12. Electric Underground Glazing Area -Glass Protection -Skylights -Plastic 13. Pienums & Ducts; Clearance -Material -Support -Ins. Shear Walls; Nailing -Bolts 14. Girders -Sills -Anchor Bolts -Joists Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #s 17. Water Htr.; Vent -Access -Combustion Air Baffle Ext Steps -Door & Sidelight Protection -Landings 18. Water Pipe; Test & Anchor -Nail Protection Smoke Detector 19. D.W.V.; Test Fittings & Anchor -Nail Protection Furnace; Vents -Clearance -Comb, Air-Conector- In Garage; Above Floor -Ducts -Meeh. Protection 20. Shower Pan; Test, First Floor -Tub Access Bedroom Exiting 21. Test Tub & Shower, Second Floor -Tub Access G.F.I. & Bath Fixtures & Tub Access -Spa 22. Gas Pipe; Sixe & Anchors Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Kit. Fixt. & Appliance; Ground. -Air Gap -Cooking Clearance 23. Fixture & Transformer Clearance -Ins. Protection Elec. Outlets & Recepticales at Kit. Counter 24. Elec. Receptacles Spacing -Lights & Switches at Doors Garage Fire Door; Swing -Landing -Closure 25. Size Boxes & No. of Conductors Stapled A.C. Duct in Garage -Damper 26. Romex Installed Close to Edge of Studs & C.J. Wtr. Htr; Vents -Clearance -Comb. Air Connector-P.R.V. In Garage; Above Floor -Meth. Protection 27. Equip. Ground made up w/Mech Fastners-Bond Gas & Water Elec. & Mech. Equip. Listed for Location 28. 2 Appliance Circuts in Kitchen & Conductor Size GFI Elec. Receptacles in Garage (G.F.I.)-Romex Protection 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / /ga Cu or AI Insulation -Foam -Looked in Attic 30. Range Circ. / / ga Cu or AI -Oven Circ. / / ga Cu or AI Insulated Neutral 0 Yes' 0 No Guard rails & Deck Construction -Post Caps 31. Service -Riser Conductors & Ground -Main Disconect Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 32. Equip. Clearances Panels -Motors -Meth. Epuip. Following Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 33. Clothes Closet Light -Shower Light -Spa Light Stucco Brown -Finish 34. Smoke Detector A.C. Unit Disconnect, Electrical -Plumbing 85. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 35. A.C. Ducts Insulation & Support 36. Vent Fan, Exhaust above insulation 37. Condensate Drain & Overflow, Size & Grade 92. 38. Fumance-Vent Access -Comb. Air -Return Air Vent 115 outlet 93. 39. Attic Access & Platform if Furnace in Attic Date Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 FRAMING (Plans) OK except #'s 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-roff Brac.-Truss-Shting.-Ring. 48. Fireplace Ties or Type A Flue -Fireplace Throat clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdnn. Windows or Exiting Doors -Sill Hgt. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3 -Check Garage 3rd Story, 2 Exits 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 59. Shear Walls; Nailing -Bolts 60. Brace Interior / Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace; Vents -Clearance -Comb, Air-Conector- In Garage; Above Floor -Ducts -Meeh. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground. -Air Gap -Cooking Clearance 73. Elec. Outlets & Recepticales at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr; Vents -Clearance -Comb. Air Connector-P.R.V. In Garage; Above Floor -Meth. Protection 77.Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (G.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 82. Following Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throught House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/0 to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: W1 t ,__t')FBUTTE- 7 County Cente (Rev. 12/96) DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION Drive - Oroville,r'Qaliforiiia 95965 - Telephone (916) 538-7541 PERMIT NO. APPLICATION AND PERMIT 97-/7=. ASSESSOR PARCEL NUMBER 021-060-030 5 ZONING BUILDING PERMIT OWNER ST WARD TELEIj10NE6223 ��[[..�F66 SO. FT. OCC. BUILDING VALUATION 1600 X U 28 800.00 OWNERS MAILING ADDRESS 895 COLUSA HWY GRIDLEY CONTRACTOR'S NAME OWNER TELEPHONE ' CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER i Fireplace LENDER'S MAILING ADDRESS Total Valuation $ 28.800.00', ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ' ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ ' BUILDINGADDRESS 895 COLUSA HWY Energy Plan Checking Fee $ -970$ PERMIT FEE $ 410 ' LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other PVT DET QQP SPECIFY Solar or heat'pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New fl Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Gas piping system 1 - 5 outlets 15.00 Building sewer . 15.00 Mobile Home S I G W 920.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service ion OR .ss 23.00 23,00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing wSection 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.POWER License Class LIC. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: 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. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. I am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION I 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 Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ADONS. ( & ACC. BUDS. SO 3.5Q�. rDNaESNST. MUICTI-CUTLET N,ith 97,50 APPARATUS 8 SINGLE OUTLET CI R. Ex. Occup. OUTLET OR FDRURES 20 @' 00 BAL @ .50 Ex. Occup. OUTELETS RES D.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ 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 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 workers' compensation 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 hwith omply with a pr 'sio '- X r _ Date �Q=`T / _ Sig ature of Applicant - Owner ❑ Contractor ❑ Agent---TTT--- An OSHA permit is requir for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 577.90 HAZ. D. FE IMP OOD CDF PARC ISS This permit is hereby issued under the of the Butte County Code and/or indicated above for which fees have By VDate PERMIT EXPIRES ON applicable provisions Resolutions to do work been paid. C?/)- 7111'?7 ate Receipt No. 224296 — 220.7 ,� ;t.�y�j S -- �'-7. o�� WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT OWNER BUILDER INFORMATION Dear Property Owner: 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 parry of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their 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 $300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. If 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 specificinformation about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through 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 1020 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: � rely, Mic el C. Vi ira,,C.B.O.' Ma ger, Building�Inspection NOTE: This Oivner-Builder Information is required by Section•19830 of the California Health and Safety Code. OVER O.B.- I OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building 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 property im rovement : YE,*< NO ❑ 02. I HAVE HAVE NOT 11 signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: PHONE: CITY: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: CITY: PHONE: 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. PROPERTYOWNER: SOCIAL SECURITY NUMBER: This Owner -Builder Verification is required by Section 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. OVER ffl,i�;i COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVIWE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 ' . PERMIT APPLICATION DATA SHEET OWNER: A ASSESSOR PARC ER: o a ( — --- -L-s Proposed Building Use: Building Inspector: Date: At time of permit applic tion, 17w" idViseff the following data must be submitted prior to permit roc ss' g and/or issuance: Date Received By ❑ 1Z All iiems have been submitted .----------------------------------: ---------------------------------------=---------- 6neered ans ets, signed by the preparer of plans. -- - --- ---------$--��--�-U - ------- e, plans, 3/4 sets signed by the preparer of plans' ' -J_�s' ---`_ plans sets, with wet signature on plans. All engineering must be shown on plans.-------- 115. ------- ❑5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ El 6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- ❑ 8. Hazardous Material Form. ------------------------------------------------------------------------------------------ Manufactured H6me data and installation instructions including Tie Down Specifications. ------------------ Feesof $ 3td- � ------------------------------------------------------------------------------------- Impact fees as shown on the attached schedule. ----------------------------------------------------------------- ❑ 12. California Department of Forestry plan approval/fees. --------------------------------------------------------- AFlood ation certificate.---------------------------------------------------------------------------------------- anitation and plot plan approval CM Iealth Department. ------------------------------------------- 3 , ❑ 15. City of Chico plumbing permit'----------------------------------------------------1------------------------------ ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------------------------------- ❑ 17: Planning approval for (A) Use: (B) Parking: -------------------------- ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------------- J, 1119. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- El 20. Pre -inspection for\required. Request to Building Inspector on (Date) ❑21. Contractor's license information. (Number, Name Style, Classification). ------------------------------------ El 22. workers' Compensation carrier and policy number. ----------------------------------------------------------- ❑23.Owner-Builder Verification (Given to owner ❑, Mailed to owner 0) - -------------------------------------- ❑24. Letter of signature authorization.--------------------------------------------------------------------------------. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- r6. Letter of intent on building use.----------------------------------------------------------------------------------- G u ' / ❑27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. P433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ .--------------- ❑ 3 0. Other:------- Wh you issuuee�pe/perm/i_t, process as follows ❑ Mail to owner, Mail tQ %n�tractor. Telephone U'*YJ' (UaO� and hold for pickup at ��vi �1�/ office. ❑ D 'ver w in ctor. Applicant: Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, 11i1; _ uilding D'i'vision counter, by Date: Contractor, designer, owner, was advised of the above required data by 13phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the. above required data by ❑ phone, ❑ mail, ❑ Building Divis'on counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Buil ' Did ion counter, by Dat Plans reviewed by: Date: Plans approved by: f, VA Date: '� / Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: . Yellow Copy - Department of Development Services, Building Division. E.H. U E - NLY Plot Plan Attached k Floor Plan Attached Sent to B.D. / i TO: Building Department FROM: Environmental Health i SUBJECT: _Sanitation Clearance 3 4b STAOLPkI MS04 u t S �w 2 bal-oG v= o3e Owner Location ' AP# Plan Approved for: Sewage Disposal,, // Water Supply: Public Private Well Clearance for dwelling. Other VD rx 7O I M ETAL GA AA 6* e— / STo2A6i� ,344/ L&L4 Hold final for: ` Final clearance O.K. for: NOTE:CTIO�SI� _ Environmental Health Specialist Date 8/96 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville; Califorr*ia 95965 - Telephone (916) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER �a I -- t ZOHING BUILDING PERMIT OWNER TEtEPM NE / -� GZU lCa SO. FT. OCC. BUILDING VALUATION OWNEA� (UNCi_,ADD�ISB � � , Ni RACTOR'SL:J1JNAME TELEPHONE ' CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation is ARCHITECT OR ENGINEER LICENSE NO. Fling Fee $ 20.00 Permit Fee $ L ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ � o SUILDINGADDRESS� � { C5 Cp UaQ 114W Energy Plan Checking Fee $ a PERMIT FEE' $ LOT NO. SUBDNISIONS NAME PARCEL MAP PLUMBING PERMIT FilingFeel 20.00 Each Trap 7.00 USEOFSTRUCTURE m SF O Duplex ❑ Mobilehome ❑ Other so Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New KAddition O Remodel O Utilities O Installation O Other ❑ Describe Work: Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W 020.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fe7 20.00 Main Service 200AOR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I herebyaffirm under penalty of perjury that 1 am licensed under provisions of Chapter P tY P 1 Y P (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 for the following reason: O 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. ❑ I, as owner of the property. am exclusively contracting with licensed contractors to construct the project. O 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: O 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. O 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.) ❑ 1 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 workers'HAZ. compensation 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 provisions. X Date Signature of Applicant - ❑ Owner O 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 200A TO I000A 46.00 NEW CONST. OWELLWG OCCUP. so ,,i-� OR ADDNS. ( a ACC. Blas. 3.5CFT. , Up NEW CONS .MULTI.OUTLET P7.509 NON-RESIO. HCIRCUITS aSIINGLLE OUTLET PARC . 20 O '_00 E. Occup. OunET OR FOrTUREs BAL ® .so FIXED APPLNS. OR 5.00 Ex. Occup. OUT. RESIO. E.A. Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S199- 111U MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Mobile Home Installation Fee $ Energy Inspection Fee S in Occ CONST. TYPE C /gym TOTAL FEE $ (] l ( D. FEES I IMP I FLOOD I COF PARCEL PD I HD I ISSUE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date (Da to) ReceiptNo. WHITE•D.D.S.-B.D. CAN RY-A SESSOR PINK -INSPECTOR GOLDENROD -APPLICANT fir. .a _. _ .2•. _ :!' i. .. y p'. , ;.�. ` Sys ' '_ `. - .. __ `'� ,l-.�!" • - j` a _' i is �•` 'Pr, 4�.� f .' - r� a i � `i• • /y�y >r�� / /1' Yd��- o,741 ."jam Ov P PYv , Az kne 17 Ke yi '' b ' ��S y�%J�/a�%lii.� �LCss-�i ��,-S r. Gt, � �(�`i-✓�Gt,� .�i�i� �C�l/ «� » , , s y ` � � �' r r 1'x f y, ��' � - �s'.r -" � "3 - �� .4 f � �' %t, , ' •+; . .1 _a � r � , 1 :rte 'a .r _- + .} {• T ?. .r ' .r ' ., a r .ti r k� - qac- E .'t +'i. - .r '� . '� • i 1 ■EE■■^SEEM■ APPLIED Materials Testing and ■■■■■ ■■■■■ ` Engineering Inspection ■■■I\ / ANNE 3080 Thorntree Dr. Chico, CA EEM` 'MM' TESTING ■■Nor■_► wA■■■ Suite 35 95973 ;••� ••; CO N S U I.TANTS Phone (916) 691-6625 . ►J■LI\..I Fax (916) 891-4243 " CERTIFICATE OF•BOLTING INSPECTION DATE: 10/21/97 FILE: PROJECT: Ward Residence CLIENT: Stan Ward 895 Colusa Hwy. Gridley, CA Bolt Size _ .., _ - � =Test'Torque(ft.lbs.) Turn of the Nut- 1/2 - - - -- 1/2 - 1/3 3/4 1/3 - DESCRIPTION OF WORK STRUCTURAL DETAILS Arrived at job at 1430 hrs. The bolts used in this structure are '/z & 3/ inch diameter A325 grade. No washers were used in this assembly, so the "turn of the nut" method was used per Table 5 of the RSCS specification for Structural joint's in the AISC Manual for Steel Construction. Each bolt assembly had been installed and tightened by'the contractor prior to our arrival. There were - a total of (48) 3/" dia & (24) 'h =' dia bolts in the structure, (26) 3/" dia & (8) '/z" dia bolts were tested using the above mentioned procedure. Based on,this procedure, it is our judgment that all A325 high strength bolts installed mi the structure have been tensioned in accor th,the requirements contained in the AISC Manual for Steel Construction. Dep �� hrs. s ector - Ch- ICBO# Staff • t Permit Applicant: 72.LDate: L Permit /7-73 The above referenced building plans were reviewed by this office. Provide additional information and/or make appropriate revisions_ to plans, specifications, -and calculations as follows: 9� CECS, 0 Please Note: 1) Loads designated within contract specifications do not allow any type of suspended system (e.g. lights, insulation, duct work, piping, ceilings, etc.)., Suspension of any load inducing system, unless compensated for by a corresponding reduction in certified live/snow loads. is prohibited. g CWHIT� AA G �: y ,: •K :�4 it� ,�.pjC. ..� TABLE OF -CONTENTS SECTION 1 INTRODUCTION A) Introduction and General Design Approach B) Figure 1 - Standard Clear Span Rigid Frame Building C) Selected References SECTION 2 RIGID FRAME A), Explanations and Methods of Analysis B) Figure 2 - Typical Configuration of a Rigid Frame C) Lateral Deflection of Frames Explanation D) GESTAD - Computes Generated Frame Analysis 1) Geometry and Loading Input Echo (Encoded Input Summary) 2) Building Description and Member Depths 3) Member Widths and Thickness 4) Node Coordinates 5) Load Combinations 6) Maximum Stresses 7) Bolted Splice Summary 8) Reactions, Base Plates, and Anchor Bolt sizes SECTION 3 ENDWALLS AND BRACING A) Explanations and Methods of Analysis B) Figure 4 - Typical Loading Diagrams and Framing Layout C) Figure 5 - Typical X -Bracing Forces D) Nomenclature E) Computer Generated Endwall Analysis 1) Left Endwall 2) Right Endwall 3) Lateral Partition Wall (if any) 4) Bracing Design SECTION 4 PURLINS AND GIRTS A) Section Properties B) Computer Generated Purlin Stress Analysis C) 'Computer Generated Girt Stress Analysis SECTION 5 PANELS A) Properties and Load Tables SECTION 6 . - MISCELLANEOUS AND SPECIAL CONDITIONS A) ' Standard Welds B) Standard Specifications contents.doc by MTC on 6/20/97 r INTRODUCTION The information contained within the pamphlet is a technical description of an American, pre-engineered, pre -fabricated metal building. It represents the application of the most modem 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 dear 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, which ever is applicable. The stress distributions in ail 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. C) Building dead load plus wind load plus % roof snow load. d) Building dead load plus roof snow load plus - Yi wind load. Other more specialized 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 Girts; Section 5, Roof and Wall Panels and Section 6, Miscellaneous and Special Conditions. q U 1f SELECTED REFERENCES. 1) Manual of Steel Construction. A.I.S.C., 1989, Ninth Edition. 2)` 'Sjpgle Spmn$(gid Frames in Steel", by .John D. Griffiths. A.I.S.C., 1948. 3) Sceclflcatlons for the Design oFormed Steel Structural Members, A.I.S.I., 1986 Edition with 1989 supplement. 4) etc t ral Steel Deslm, by L.S. Beedle, et al; Fritz Engineering Laboratory; Civil Engineering Department, Lehigh University, 1962. 5) 'Recommended Design Practices Manual' Metal Building Manufacturers Association, 1.986 Edition with 1990 supplement r co x d ,i � ,� 4 , � , .n. � � a. • x 't } RIGID FRAME. EXPLANATION AND METHODS OF -ANALYSIS ' 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 done on 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 end accurate results. The program' consists of seven portions which ere as follows: 1) Geometry Input 2) Loading Input and Stiffness Computation 3) Equivalent Forces Computations 4) • Solution for Displacements r 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 below. It- shows a gable frame with vertical sidewalls, and a roof sloping downward on both sides of the ridge. The rafter`s 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 t e 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. t Supportand 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, girls 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 flange sizes and web thicknesses, and pipe sizes are used. 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 bending 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 safe 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. I 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 and criteriachecks, bolted connections, and Bnc hor bolts and base plates. More exhaustive information may be extracted if desired. LATERAL ®EFLECTION OF FRAMES In ; accordance with Section C5.6, Metal Building Manufacturers Associstion (iMBIMAi/'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 leterat deflection of the frames under wind loading is for 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 3) load sharing has not been taken into account. .Bare frame deflections are given on the computer printout for each node points. 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. Job Name D:\ABCP\FRAME �-i569901.01A ' 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 2.(+250U 51569.901 -------------- 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 50.0 50.0 0.030 0.050 0.000 0.000 13.833 '13.833 3.1 0 2 XWR YWR FRS NWL NRS NWR NIC MRC NBS NTC SPW _ SPT NDC= 3 40.000 0.000 23.750 1 2 1 -0 0 1 1 0.000 0.000 3 SWL TWL DWL EWL FSL WSL KWL LWL IWL NGL NDC= 4. 13.833 0.000 8.000 12.000 50.0 50.0 1 2 0 2 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' 8.000 88.000 78.000 0.000 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 12.000 50.0 50.0 1 0 1 0 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 PUl 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 + L 1.000 0 0 0 0 1 20 UD UL UW KW NDC=21 3.500 12:000 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 v 1 20 UD UL UW KW NDC=21 3.000 0.000 15.690 1 21 CW1 CW2 CW3 CW4 CW5 CW6 ND C=22 0.800 -0.700 .0.700 .-0.500 0.000 0.000: .22 - ------ --- SFL KL ND NKA NY KA NDC=20 D + E-> 1.330 0 0 :1 0 1 20 ITD 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 0.500 .0.000 0.000 3 24 ------------- LOD ------------- SFL KL ND NK NY KA NDC=20 D + W 11 TO RIDGE 1.330' 0 0 0 0 0 20 UD UL UW KW NDC=21 3.000 0.000 15.690 1 21 CWl CW2 CW3 CW4 CW5 CW6 NDC=22 -0.700 -0.700 -0.700.. -0.700 0.000 0.000 22 P.O. BOX 800 EUFAULA, ALABAMA 36072 Job Name: D:\ABCP\FRAMES\51569901.01A 07/10/97 09:25 AM Ver,. •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 2 (+25a) 51569901 FRAME.WIDTH BAY SPACING ROOF SLOPES., INT. COLUMNSMEMBERS NODES 40 . 00.0 ft. 23.750 ft. 2 p 4 5 LEFT 'WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT "SPACE --------------- 0.000/. 12.0 8.00 in. 78..00 in. NODE LOCATION WEB DEPTH CONNECTION BASE 1` 0.000 ft. 8.000 in. "PINNED SAVE 2 13.: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. 20."000 ft. 12.000 in.. RIGID ROOF SLOPE 2 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE -----=--------- -1.000/ 12.0 8:00 in. 60.0U in. NODE LOCATION WEB DEPTH CONNECTION .LEFT..END 3 20.000 ft': 12.000 in. RIGID RIGHT END, 4 40.000 ft.. 12.000 in.`:' RIGID RIGHT _WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE ---- - - - --- 0.000/ 12.0 8.00 in. 78.00 in. , NODE LOCATION WEB DEPTH CONNECTION EAVE 4. 13.833 ft.,12:000 in. RIGID' BASE, 5 0.000 ft. 8.000 in. PINNED . O` Job Name D:-\ABCP\FRAME �569901.O1A - BUILDING -- FRAME LINE 2.(+25a) 51569901 MEMBER SIZES. * * * WEB- * t' OUTER FLANGE * WEB, * INNER FLANGE * FLANGE *. YIELD STRESS MEMBER WIDTH THICK. * THICK. * WIDTH THICK. * WELD * FLANGE WEB. (in.) (in.) (in.) (in.) * (in.) * (ksi) (ksi) l - 5.00'X 0.2500 0.1345 5.00 X 0.2500 0.1250 50.0 50.0 ." 2 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 50.0" 50.0 3"' 5.00.X 0.2500_. 0.1345. 5.00 X 0.2500 0.1250 50.0 50.0 4 5.00 X0.2500, 0.1345 5.00 X 0.2500 0.1250 50.0 50.0 4 Job Name D:\ABCP\FRAMEW569901.01A,• BUILDING -- FRAME LINE 2 (+250) 51569901 NODE COORDINATES NODE X y 1 12.50 0.00 2 14.50 152.66 s 3 240.00 171.45 4 465.50 152.66 5 467.50 0.00 Job �P. Name D:\ABCP\FRAME `i569901.O1A=, BUILDING -- FRAME LINE 2"(+25*-.) 51569901 LOAD COMBINATION 1 --- D + L ALLOWABLE STRESS'FACTOR = 1.00 1989 AISC/ASD. T UNIFORM LOADS * WIND COEFFICIENTS * LIVE (psf ). • WIND (psf ) DEAD (psf ) * Cl C2 C3 C4 12:00 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 2 1 2 2 3 7.40 -2.61 0.00 -7.40 2.61 -33.18 3 "3 3.23 6.18 33.21 -2.69 0.22 27.81 4 4 4 5 2.69 0.22 -27:81 -3.23 6.18 -33.21 7.40 2.61 33.18 -7.40 -2.61 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) , ''(kips) (kip-ft) 1 1 2.70 7.36 0-.00 2 5 -2.70 7.36 0.00 Job Name D:\ABCP\FRAME S'i569901.01A <" BUILDING -- FRAME LINE•2 (+25a) 51569901 LOAD COMBINATION 2- --- D + W-> ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD' UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD Cl C2 C3 C4 (psf ) (psf ) (psf ) 0.00 15.69 3.00 0.80 -0.70 -0.70 -0.50 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 -5.04 3.95 0.00 5.02-1.98 39.66 2 2 3 --1.41 -4.41 -39.,65 1.51 1.08 -14.78 3 3 4 -1.31 -1.31 14.78 1.21 -2.02 -5.40 4 4 5 -2.60 -0.28 5.39 2.58 -0.94 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) 1 1 -4.01 -4.99 0.00 2 5 -0.91 -2.59 0.00 Job Name D:\ABCP\FRAME*1569901.01A BUILDING -- FRAME LINE 2 (+250) 51569901 LOAD COMBINATION 3 --- D + E-> ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) : (psf ) (psf ) 0.00 0.00 3.50 0.00 0.00 0.00 0.00 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.), * (kips) (kips) (kip -ft) 1 3 0.00 0.50 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) 1 1 2 1.48 -0.34 0.00 -1.48 0.34" -4.34 2 2 3 0.46 1.23 4.35 -0.34 0.22 6..28 3 3' 4 0.87 -0.12 -6.28, -0.99 1.56 -10.65 4 4 5 1.86 0.84 10.64 -1.86 -0.84 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 0.36 1.47 0.00 2 5 -0.86 1.85 0.00 Job Name D:\ABCP\FRAME �1569901.01A •` BUILDING -- FRAME LINE 2 (+250) 51569901 ' LOAD COMBINATION 4 --- 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 15.69 3.00 =0.70 -0.70 -0.70 -0.70 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 -3.80 0.59 0.00. 3.82 -2.31 16.80 2 2 '3 -3.61 -3.02 -16.79 3.72 -0.31 -11.49 3 3 4 -3.72 -0.31 11.49 3.61 -3.02 16.79 4 4 5 -3.82 -2.31 -16.80 3.80 0.59' 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 -0.64 -3.79 0.00 2 5 0.64 -3.79 0.00 •` Job Name D ABCP FRAME � � ��569901. OlA BUILDING --FRAME LINE.2 (+25a) 51569901 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) 1 5.00 0.2500_ 0.1345 5.00 0.2500 0.661 2 0.153 2 0.801 1 2 5.00 0.2500 0.1345 5.00 0.2500 0.653 1 0.352 1 0.706 1 3 5.00 0.2500 0.1345 5.00 0.2500 0.653 '1 0.352 1 0.706 1 4 5.00 0.2500 0.1345 5.00 0.2500 0.661 -2 0.153 2 0.801 1 Job Name D:\ABCP\FRAMEOI.L569901.01A • BUILDING -- •FRAME LINE 2 (+250) 51569901 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.) 2 5.00X TOP 1 2 0.750 34.4 41.0 37.4 11.91 4.25 0.83 0.500. BOT. 1 2 0.750 34.4 34.5. 35.4 12.33 4.25 0.41 3 5.00X TOP 2 2 0.750 26.8. 26.9 26.4- 11.82 0.60 0.13 0.375 BOT. 3 2 0.750 36.8 39.5 34.1 10.75 1.64 0.16 4 5.00X TOP 1 2 0.750 34.4 41.0 37.4 11.91 4.25 0.83 0.500 BOT. 1 2 0.750 34.4 34.5 35.4 12.33 4.25 0.41 2L '. Job Name D:\ABCP\FR ' 569901. 01A BUILDING -- FRAME LINE 2 (+25a) 51569901 ~ FRAME SUPPORTS * BASE PLATE * ANCHOR BOLTS * THICKNESS WIDTH LENGTH * NO. DIAMETER AREA -SUP. * NODE' (in.) (in.) (in.) * (in.) (in2)'` 1 1 0.375 6.000 9.000 2 0.750 0.884 ' 2 .5 0.375 6.060 9.000 2 0.750 0.884 * REACTIONS * BOLT RESISTANCE * HORIZ. VERTICAL MOMENT * SHEAR. TENSION NODE * LOAD (kips) (kips) (kip -ft) * (kips). (kips) 1 1 2.70 7.36 0.00 8.84 17.67 2 -4.01 -4.99 0.00 11.75 23.33. 3 0.36 1.47 0.'00 11.75 23.50 4 -0-.64 -3.79 0.00 11.75 23.50 5 1 -2:70 7.36 0.00 8.84 17.67 2 -0.91 -2.59 0.00 11.75 23.50- .3 -0.86 1.85 0.00 11.75 23.50 4 0.64 -3.79 0.00 11.75 23.50 a. r u ENDWALLS AND -BRACING z� ENDWALLS AND BRAC!NG . . r Calculations supporting the structural integrity of the endwall framing and tension rod bracing are presented in this section. Endwri components included in. the analysis are the roof beam, comer 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 s. loadings imposed on them.. , The endwall roof beam is designed for the specified load combinations using the moments for a continuous beam: The interior wW comer 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 building t6 the eave whw+s the sidewall. bracing carries the sum of the forces•to the foundation. Figure 5 shows the forces acting on the bracing: Page 4 of this Section defines the nomenclature used in the computer •printout that follows. The printout list 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 the hot -rolled mill sections •end rods, and 55 KSI for factory built-up sections. • e LOADING _..� RISA RHE tt1 "In :.� RLtt RL., RL, Rl, RL7 fa« •� Rv. kVA RVs ftVi RV, Itv, - RV/ ky, ft:', i4v, LIVE DEAD WIND + DEAD �. WINO ON SIDEINAE.I ` - WIND f DEAD WINO ON. ENDWAI_�` r RAMIN"' y.� ROr)F 1.3 f. AM '00P`\ BQq/ \ q,.-. .44 /•MyS //' CORNER COLUMN 'UNI r-. CALE: i ' DATE - - "-B : rKD. BY _. _... COLUMN AMD B AM ZUFAVu APP'D. BY: ENDW.A;.I. PPA( ISSUE DATE._.._..-- 18--19-68 Mvreui `ry • Q, RIGID FRAME A CC ENO FRAME •/ /� \ RWF(3) .:wF I;) I RWF'(2) RWF(J)�.... I� PLAN I �:-ANG♦ r - m ENDWALL ELEVATION FIG. 5 SUIS N014 OATS — o,",�r S tiG. - t3+3 ae COLUMN AND BEAM ENDWALL CWCUD a, - ocShOl APO -0. or- ROD BRACING FPANGR — ,a .-xx YANG (Z/ T) n, a Q, RIGID FRAME A CC ENO FRAME •/ /� \ RWF(3) .:wF I;) I RWF'(2) RWF(J)�.... I� PLAN I �:-ANG♦ r - m ENDWALL ELEVATION FIG. 5 SUIS N014 OATS — o,",�r S tiG. - t3+3 ae COLUMN AND BEAM ENDWALL CWCUD a, - ocShOl APO -0. or- ROD BRACING FPANGR — ,a AA EA - A TEN AX F / AX FOR AN MOM BND RAT / BN RAT - CS FOR _ COL HT _ CWCH DL _ FA _ FS _ FBA F -K _ H BASE INTERACTION RATIO - K _ LL _ LEEWARD _ MOMT MNT L _ MNT R _ OCH ROCH _ RWF - RX RY RYT SHR L _ SHR R _ SHR RAT / SH RATIO - SL _ ST FOR SXT _ SXC _ TCH _ ULX - ULY. _ V BASE V TOP VJCH _ VYCH WINDWARD _ WL - WN FOR' _ XOCH _ NOMENCLATURE' Cross-sectional area of section (in=) Angle tension bracing makes with direction of wind force. Allowable tension force In rod or cable bracing Actual axial fore Bending moment Redo of actual to allowable bending moment Actual tension force In rod or cable bracing Column Height or beam length Torsional warping constant of "C" Section Dead Load Allowable axial stress Allowable bending stress Actual bending stress Foot kips Horizontal reaction at base of column Combined axial and bending Kips Live Load Side in the direction toward which the wind blows Bending moment Bending moment left of a point Bending moment right of a point Effedive section factor for a "C" Section ' Polar radius of gyration of "C" Section about the shear center Wind force resisted by tension bracing Radius of gyration of a aection about the major. axis Radius of gyration of a section about the minor.axis Radius of gyration of a T section composed of the compression Hangs and 1/3 of the compression web of a section taken about an axis In the plane of ttta web. Shear force left of a point Shear fores'right of a point Ratio of actual to allowable shear forces Snow load ' Strut force Tension section modulus about major axis Compression section modulus about major axis Thk*ness of a 'C" Sectlon Unbraced length along major axis Unbraoed length along minor axis Vertical reaction at bass of column Horizontal reaction at top of a column Saint Variant torsion constant of "C" Section Minor axis moment of Inertia of compression area of "C Section Side upon which the wind blows Wind Load Wind force resisted by tension'bracing Distance from shear center to centroid of "C" Section a" X axis Column and Beam Endwall Design Ver. 11.1 Page 1 American'Buildings Company Eufaula, AL Thu Jul 10 09:21:14 1997 Job Name: 51569901 Job Part: 1 LEW BUILDING-TYPE'IS SYMMETRICAL SINGLE GABLE TYPE' BUILDING WIDTH = 40.000 ft BUILDING LENGTH = 40.000 ft LEFT HEIGHT _ 13.833 ft RIGHT HEIGHT = 13.833 ft LEFT SLOPE 1.000 :12 RIGHT SLOPE _ 1.000 :12 BAY SPACING _ 20.000 ft ROOF OVERHANG = 0.000• ft BUILDING CODE: 1994 Uniform Building Code kips kips BUILDING USE CATEGORY: ft psf 1 Essential•Facilities DL UNIF 2 Hazardous Facilities 0".0 3 Special Occupancy Structure _ 0 00 +-3.50 m4 Standard Occupancy Structure 40.000 0.000 SNOW EXPOSURE CATEGORY: LL UNIF 1 Roofs located in'generally open terrain extending for 1/2 mile or more 2 Structures located in densely forested or sheltered areas 0 ■3 A,1.1 -other structures 0.00. -20.00 ENCLOSURE CONDITION-' •40.000 0.000 ■Enclosed structure WL - UNIF Unenclosed structure has 850 or more openings on all sides 0 Partial enclosed has *> 15a of one wall open & twice > open as other walls WIND EXPOSURE CATEGORY: 0.00 40.000 B Terrain with buildings, forest, or surface irregularities WL ■C Terrain with 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 SNOW EXPOSURE FACTOR- = 0.700 0.00 0.00 SNOW IMPORTANCE FACTOR= 1.000 -18.830 .23.532 0.000 SLOPE ROOF SNOW LOAD = 0.000 psf C DESIGN,WIND VELOCITY = 76.000 mph 0.000 WIND IMPORTANCE FACTOR = .1.000. 0.00 0.00 *** DESIGN LOAD COMBINATIONS -14.120 0.000 CASE NO 1 LOAD FACT•/ GROUP => 1..0 DL 1.0 LL CASE NO '2 LOAD, FACT / GROUP => 1.0 DL 1.•0 WL M *** LOADS HORIZ VERT GROUP. TYPE' M FM TO START "psf/ psf/ MOMT END. HORIZ VERT ---ft kips kips kip -ft ft psf psf DL UNIF R 0".0 0.00.0 _ 0 00 +-3.50 0.00 40.000 0.000 -3.500 LL UNIF R 0 0 0.000 0.00. -20.00 0.00 •40.000 0.000 -20.000 WL - UNIF R 0 0 0.000 0.00 23.53 0.00 40.000 0.000 WL UNIF C 1 1 0.000 -18.83 0.00 0.00 0.000 -18.830 .23.532 0.000 WL UNIF C 2 3 0.000 -14.12 0.00 0.00 0.000 -14.120 0.000 WL UNIF C 4 4 0.000 -18.83 0,.00 0.00 0.000 -18.830 0.000 WL UNIF B 1 4' 0.000 -20.40 0.00 0.00 0.000 -20:400 0.000 Column and Beam Endwall Design Ver., 11.1 Page '2 American Buildings Company Eufaula, AL Thu Jul 10 09:21:14 1997 Job'Name: 51569901 Job Part: 1 LEW, FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 36.0 ksi FY BUILT UP = 50.0 ksi *** ENDWALL RAFTERS MEM.DESCRIPTION LOCATION- SPLICE PLATES SP"BOLT PR BEND RT SHR RT ft in in in in 1 9.5C13 0.000. 4 0.250 10.75 1 0.50 0.887 0.545 2 9.5C13 20.000 4 0.375 15.00 1 0.75 0.887 0.545 *** ENDWALL'COLUMNS' MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND'RT SHR RT ft in in in in 1 W8X10 0.000 6 0.375 8.50 1 0.75 0.033 01 001 2 9.5C14 10.000 6 0.250 10.00 1 0.75 0.857•. 0.343 3 •9.5C14 30.000 6 0.250 10.00 1 0.75 0'.85.7.: 0.343 4 W8X10 40.000 6 0.375 8.50 1' 0.75 0.033 0.001 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD_ GROUP => ---- kips ------- kips ------- 1 4.4 -0.2 ------ 1 .0 - DL .1. ------ 0 LL 2 -3.7 1.6 1.0 DL 1.0 WL • . i Column and Beam Endwall Design* Ver. 11.1 Page 1 American Buildings Company Eufaula, AL Thu Jul 10 09:21:37 1997 Job Name: 51569901 Job Part: 1 REW BUILDING TYPE IS SYMMETRICAL SINGLE GABLE BUILDING WIDTH = 40.000 ft BUILDING LENGTH = 40.000 ft LEFT HEIGHT = 13.833 ft RIGHT HEIGHT = 13.833 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 :12 BAY SPACING = 20.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 1994 Uniform Building Code BUILDING USE CATEGORY: ' 1 Essential Facilities 2 Hazardous Facilities 3 Special Occupancy Structure ■4 Standard Occupancy Structure SNOW EXPOSURE CATEGORY:• 1 Roofs located in generally open terrain extending for 1/2 mile or more 2 Structures located in densely forested or sheltered areas ■3 All other structures ENCLOSURE CONDITION: ■Enclosed structure Unenclosed structure has. 85-06 or more openings on all sides Partial enclosed has > 150 of one wall open & twice > open as other walls WIND EXPOSURE CATEGORY: B Terrain with buildings, forest, or surface irregularities ■C Terrain with 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 SNOW EXPOSURE FACTOR 0.700 SNOW IMPORTANCE FACTOR = 1.000 SLOPE ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 76.000 mph WIND IMPORTANCE FACTOR = 1.000 *** DESIGN LOAD COMBINATIONS CASE NO 1 -LOAD FACT / GROUP => CASE NO 2 LOAD FACT / GROUP => *** LOADS 1.0 DL 1.0 LL 1.0 DL 1.0 WL END HORIZ 'VERT ft psf psf 40.000 0.000 -3.500 40.000 0.000 -20.000 40.000 0.000 23.532 0:000 -18.830 0.000 0.000 -14.120. 0.000 0.000 -18.830 0.000 0.000 -20.400 0.000 3f HORIZ VERT GROUP TYPE M FM TO START psf/ psf/ MOMT ft kips kips kip -ft DL UNIF R 0 0 0.000 0.00 -3.50 0'.00 LL UNIF R 0 0 0.000 0.00 -20.00 0.00 WL UNIF R 0 0 0.0.00 0.00 23.53 0.00 WL UNIF C 1 1 0.000 -18.83 0.00 0.00 WL UNIF C 2 3 0.000 -14.12 0.00 0.00 WL UNIF C 4 4 0.000 -18.83 0.00 0.00 WL UNIF B 1 4 0.000 -20.40 0.00 0.00 END HORIZ 'VERT ft psf psf 40.000 0.000 -3.500 40.000 0.000 -20.000 40.000 0.000 23.532 0:000 -18.830 0.000 0.000 -14.120. 0.000 0.000 -18.830 0.000 0.000 -20.400 0.000 3f :olumn and Beam Endwall Design Ver. 11.1 Page American Buildings Company Eufaula, AL .Thu Jul 10 09:21:37 199'. fob Name: 51569901 Job Part: l REW FY COLD FORMED 55.0 ksi FY HOT ROLLED = 36.0 ksi FY BUILT UP = 50.0 ksi *** ENDWALL RAFTERS MEM DESCRIPTION LOCATION SPLICE PLATES SP BOLT PR BEND.RT SHR RT f t- in in in in ---------------------- ------ 1 9.5C13 0.000 4 0.250 -10.75 1 0.50 0.887 0.545 2 9.5C13 20.000 4 0.375 15.00 1 0.75 0.887 0.545 *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT ft in in in in -------- ---------- ------- ------ 1 W8X10 0.0"00 6 0.375 8.50 1 0.75 0.033 0.001 2 9.5C14 10:000 6 0.250 10.00 1 0-.75 0.857 0.343 3 9.5C14 30.000 6" 0.250 10.00 1 0.75 0.857 0.343 4 W8X10 40.000 6 0.375 8.50 1 0.75" 0.033 0.001 ***.MAXIMUM ENDWALL REACTIONS.AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR /.LOAD;GROUP => kips kips 1 4:4 -0.2- 1.0 DL 1.0 LL_---- 2 -3:7 1.6 1.0 DL 1.0, WL. L SI - 0 �.�G1'TUl7rISa'l. SE ISMIC. C c(Ll,� - 10 _�i� MTZ .ts;N11C IJ 01014 [c \T 0, 6.t L. �1� (3/a�9> - p•o`i3 elf 5% 15 M t c x 3/3 Qj r!j sE A rrAC�E� �onn.OvrL� 2 ��,� rr� �✓, 3.� ,acii✓.. L.; - r��f Column and Beam Endwall Design Ver. 11.1. Page 3 American Buildings Company Eufaula, AL. Thu Jul 10 09:21:151997 Job Name: 51569901 Job Part: 1 LEW *** WIND BRACING DESIGN *** BRACING LOCATIONS BY BAY NUMBER *** FSW => 2 ** RSW => l *** LEW => 2 *** ROOF => 1 CASE NO :, l LOAD FACT / GROUP => 1.0 DL 1.0 LL *** REAR SIDEWALL BRACING DESIGN BRACED BAY 20.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft ft kips kips kips kips 1 20.000 1 BC 4 23.999 0.000 0.000 NA 3.320 *** ROOF BRACING DESIGN BRACED BAY 20•.000 ft NO BAY QTY SIZE LENGTH WN FOR- CB FOR ST FOR A TEN ft ft kips kips kips kips 1 10.000 1 BC 4 22.376 0.000 0.,000. NA 3.320 2 20.000 2 BC 4 28.333 0.000 0.000 NA 3.320 3 10.000 1 BC 4 22.376 0.000 0.000 NA 3.320 *.** FRONT SIDEWALL BRACING DESIGN BRACED BAY 20.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft ft kips kips kips kips 4. 20.000 1 BC 4, 23.999 0.000 .0.000 NA 3.320 CASE NO 2 LOAD FACT / GROUP => 1.0 DL 1.0 WL *** REAR SIDEWALL BRACING DESIGN BRACED BAY 20..000 ft NO BAY QTY SIZE LENGTH WN FOR' CB FOR ST FOR A -TEN ft. ft, kips kips kips kips 1 20.000 1 BC 4 23.999 2.972 3.566 NA 4.427 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN Column and Beam Endwall Design Ver. 11.1 Page 4 American Buildings Company Eufaula, AL Thu Jul 10 09:21:15 1997 Job Name: 51569901 Job Part: 1 LEW 1 10.000 1 BC 4 22.376 2.245 .• 2.509 2.972 4.427 2 20.000 2 BC 4 28.333 0.000 0.000 2.245 4.427 3 10.000 1 BC 4 22.376 2.245 2.509 4.489 4.427 *** FRONT SIDEWALL BRACING DESIGN BRACED BAY 20.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft ft kips kips kips kips 4 20.000 1 BC 4 23.999 .2.972 3.566 NA 4.427 *** ENDWALL BRACING ENDWALL BRACING LOAD = 20.4 psf NO BAY. QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft ft kips kips kips kips 1 20.000 1 BC 4 24.318 1.581 1.922 NA 4.426 *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => 2 2.1kips 3.Okips 1.0 DL 1.0 WL ` CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => 2 2.1kips 3.Okips 1.0 DL 1.0 WL �5 Column and Beam'Endwall Design Ver.,11.1 Page 3 American Buildings Company Eufaula, AL Thu Jul 10 09:21:38 1997 Job Name: 51569901 Job Part: 1 REW *** WIND BRACING DESIGN *** BRACING LOCATIONS BY BAY NUMBER * * * REW_> 2' ----------------'---------------------------------------------------------- *** ENDWALL BRACING ENDWALL BRACING LOAD = 20.4 psf NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft ft kips kips. kips kips 1 20.000 1 BC 4 24.318 1.581 1.922 NA. 4.426 *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => CASE M FSW VERT M FSW HORZ LOAD FACTOR /LOAD GROUP => SECTI PURLIN AND GIRTS El �5,� * STANDARD PURLINS AND GIRTS ARE LIGHT GAGE 6' x 2 1/2- Z 9 1/2" x 3" -Z AN 1 a 3 1 " -C SECTIONS (WITH STIFFENED FLANGES) COLD FORMED FROM 55,000 PSt YIELD STEEL. THE SECTION PROPERTIES AND CAPACITIES COMPUTED IN ACCORDANCE WITH 1986 AISI SPECIFICATIONS ARE - T x - -- x 1/2" 12' 1' • EFFECTIVE SECTION MODULI USED IN BENDING CALCULATIONS. 2 •• SHEAR STRESS LIMITIED BY THE FORMULA Fv - 83,491 ./ (h/t) S .4 Fy MOMENTS AND SHEARS USED IN SELECTING 'Z' AND 'C- SECTIONS AND CONNECTIONS FOR THE PURLIN AND GIRTS WERE FOUND BY STIFFNESS METHOD OF ANALYSIS. TO MEET VARYING LOAD REOUIREMENTS. 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, SCALE: DATE Dish. BY: 0Y.D. BY. APP'D. BY. -- ISSUE DATE: 4-93 PURLIN AND. GIRT CALCULATIONS ;AM � ° SC -4-1 (86) 3° J THICKNESS 7;. An (in. ) l ��T (i1.4 • S. (M13) (M I WBEA►1 STRESS I ALLOW STRESS ( MAX. ALLOW (KIS MAX. (µ�AR ) l5")') ALOW �xtv5) WAX. ALLOW WOWNT (r S )(Iv)Ysi BZ16 0.060 0.86 2.90 8.25 1.83 3.10 1.26 542 33.0 2.44 3.25 5.02 6.69 6215 0.067 0.96 3.23 9.18 2.05 3.10 1.25 6.91 33.0 3.41 4.55 5.64 7.52 •214 0.073 1.04 3.52 9.97 2.27 3.10 1.25 8.23 33.0 4.42 5.89 6.74 8.32 Bi13 0.082 1.17 3.96 11.14 2.68 3.00 1.25 10.43 33.0 6.28 6.37 7.36 9.81 8212 0.090 1.28 4.35 12.18 2.99 3.09 1.24 12.62 330 6.32 11.09 8.23 10.97 94Z 15 0.064 1.09 3.70 14.67 2.56 3.69 1.49 4.34 33.0 2.47 3.29 704 9.39 9.521• 0.073 1.24 4,22 16.90 3.11 3.69 1.49 5.68 33.0 3.67 4.89 8.54 11.39 9.5213 0.079 1.34 4.57 18.23 3.38 3.69 1.46 6.66 33.0 4.66 6.21 9 29 12.39 9.5212 0.090 1.03 5.20 20.66 3.90 3.68 1.48 6.69 130 6.90 920 I 10.7J 14.31 9.5Z11 0.096 1.62 5.55 21.96 4.27 3.88 1.48 9.92 33.0 6.39 11.19 11 75 15.67 12013 0.090 1.61 5.12 37.97 5.51 4.06 1.24 5.28 33.0 5.36 7.17 15.15 20.20 12012 0.105 2.11 7.14 43.96 6.59 4.57 1.2.3 722 33,0 8.56 11.41 18.12 24.16 12011 0.120 2.40 us 8 49.86 7.86 4.56 1.22 0.48 33.0 12.81 17.08 21.60 28.00 • EFFECTIVE SECTION MODULI USED IN BENDING CALCULATIONS. 2 •• SHEAR STRESS LIMITIED BY THE FORMULA Fv - 83,491 ./ (h/t) S .4 Fy MOMENTS AND SHEARS USED IN SELECTING 'Z' AND 'C- SECTIONS AND CONNECTIONS FOR THE PURLIN AND GIRTS WERE FOUND BY STIFFNESS METHOD OF ANALYSIS. TO MEET VARYING LOAD REOUIREMENTS. 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, SCALE: DATE Dish. BY: 0Y.D. BY. APP'D. BY. -- ISSUE DATE: 4-93 PURLIN AND. GIRT CALCULATIONS ;AM � ° SC -4-1 (86) 3° J via Page 1RF-1 07/10/97 ,09:15:30 AM AMERICAN BUILDINGS COMPANY Ver. 11.1 SECONDARY FRAMTMr MR. CTr_NT Designer : MTC Job Number: 51569901 Part: 1 Desc: 40X13.10X40 LRF A D_Lap 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No Bays LRF 40.000ft 40.000ft 20.000ft 0.000ft 1.000:12 1.000:12 2 -------------------------------------- -------------- S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt _ TYP e Overhang Front: 13.833ft 0.00ft * Left 1 S I 0.000ft Rear : 13.833ft 0.00ft * Right 1 S I 0.000ft ------------------------- -------------=-------------- Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL _mph WL�sf 94ubc 4 0 3 C N 1.0 0.00 20.00 0.00 76.00 15.69 ------------------------------- ----------- Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 psf Wind Imp. Factor: 1.00 D- Snow: Limit:L/180 ****** ROOF PURLIN STRUCTURES ******** Load Comb 1 DL + LL ASF:1.000 Load Comb 2 DL + WL- ASF:1.333 Load Comb 3 LL 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 1.00 1.00 4.00 -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 19.000 0.00 1.5.0 8Z16 1.14 0.47 RL1 -3-50 0..70 RLI 535 7 51 0.70 2 19.000 1.50 0.00 8Z16 1.14 0.47 LL1 -3.50 0.70 LL1 535 7.51 0.70 -------------------------------------------------------- 7 ----------------- Total weight.per run = 122.16 lbs Maximum stress ratio = 0.70 29 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : MTC Page 1FS-1 07/10/97 09:17:46 AM Ver. 11.1 Job Number: 51569901 Part: 1 Desc: 40X13.10X40 LRF A D_Lap 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) 'Slope(R)'No.Bays LRF 40.000ft 40.000ft 20.000ft 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: 13.833ft 0.00ft * Left 1 S I 0.000ft Rear : 13.833ft 0.00ft * Right 1 S I 0.000ft -------------------------------------- Code Cat: Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 94ubc 4 0 3 C N 1.0 0.00 20.00 0.00 76.00 15.69 -------------------------------- Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/ 90 ****** FRONT SW GIRT STRUCTURES ******** Load Comb 1 : WL+ Load Comb 2': WL- ASF:1.333` ASF: 1.333 Z Spacings (in) 88.00 78.00 Design Z Inset(ft)-- Z_Strip--Int.Zone Coef ----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure -------- ------- -------- 83.00 BY-PASS 1.00 1.00 4.00 -0..90 0.90 -1.20 0.90 No. Span ---Lap--- Section ----Shear----- -----Bending--- 7 Defl B/S Length L / R Force Ratio Loc Momt. 'Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft 1 19.000 0.00 1.50 8Z13 1.04 0.12 RL2 -2.34 0.34 MS2 720. 0 12 2 19.000 1.50 0.00 8Z13 1.04 0.12 LL2 -2.34 0.34 MS2 720 0.12 -------------------------------- Total weight per run = 167.05 lbs Maximum stress ratio = 0.34 4 W AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : MTC Page 1RS-1 07/10/97 09:17:54 AM Ver . .11 . 1 Job Number:'51569901 Part: 1 Desc: 40X13.1OX40 LRF A D_Lap 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 40.00Oft 40.00Oft 20;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: 13.833ft 0.00ft * Left : 1 S11 I 0.000ft Rear : 13.833ft 0.00ft * Right': '1 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 94ubc 4 .0' 3 C N 1.0 0.00 20.00 0.00 .76.00 15.69 Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/ 90 ****** REAR SW GIRT STRUCTURES ******** Load Comb 1 WL+ ASF:1.333 Load Comb 2 WL- ASF:1.333 Z.Spacings (in) : 88.00 78.00 Design. Z --Inset(ft)-- Z_Strip--Int.Zone Coef--- Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure 83.00 BY-PASS 1.00. 1.00 4.00 -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 19.000 0.00 1.50°8213 1.04 0.12 RL2 -2.34 0.34 MS2 720 0.12 2 19.000 1.50 0.00 8Z13 1.04 0.12 LL2 -2.34 0.34 MS2 720 0.12 ---------------------------- Total weight per run'= 167.05 lbs Maximum stress ratio = 0.34 f. Page 1LW-1 07/10/97 09:58:23 AM Ver. 11.1 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESTGN Designer : MTC Job Number: 51569901 Part: 1 Desc: 40X13.10X40 LRF A 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 40.000ft 40.000ft 20.000ft 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: 13.833ft 0.00ft * Left : 1 S I 0.000ft Rear, : 13.833ft 0.00ft * Right 1 S I 0.000ft. -------------------------------- ---------------------------------------------- Code Cat. Seis_Z Expo - S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 94ubc 4 0 3 * C N 1.0 0.00 20.00 0:00 76.00 15.69 ------------------------------------- Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/ 90 ****** LEFT EW GIRT STRUCTURES ******** Load Comb 1 WL+ ASF:1.333 Load Comb 2 WL- ASF:1.333 Z Spacings (in) 88.00 48.00 50.00 Design Z --Inset(ft)-- Z_Strip--Int.Zone Coef---Ext.Zone Coef--- Spc(in). Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ------- =------- ------- -------- 68.00 INSET 0.00 0.00 4.00 -0.90 0.90 =1.20 0.90 No. Span ---Lap--- Section -----Shear----- --- Bending ----.De . fl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft 1 10.000 0.00 0.00 8Z16 0.44 0.13 LS2 -0 91 0.27 MS2 1878 0.07 2 20.000 0.00 0.00 8Z15 0.76 .0.17 LS1 -3.64 0.97 MS2 253 0.94 3 10.000 0.00 0.00 8Z16 0.44 0.13 RL2 -0.91 0.27 MS2 1878 0.07 ----------------------------------_--------------- Total. weight per run 119.80 lbs Maximum stress ratio 0.97 4z �1 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer- : MTC Page 1RW-1 07/10/97 .09:58:52 AM Ver. 11.1 Job Number: 51569901 Part: 1 Desc: 40X13.10X40 LRF A 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 40.000ft 40.000ft 20.000ft 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: 13.833ft .0.00ft * Left 1 S I 0.000ft Rear : 13.833ft 0.00ft * Right 1 S I 0.000ft -------------------------------------------------------------------- Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL.. LL G_Snow WL mph WL �sf 94ubc 4 0 3 C N 1.0 „0.00 20.00 0.00 76.00 15.69 ---------------------------------=--- Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/'90 ****** RIGHT EW GIRT•STRUCTURES ******** Load Comb 1 WL+ Load Comb 2 WL - Z, Spacings ( in) 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 ---- - - -- - - -------- 7------- 68.00 INSET 0.00 0.00 4.00 -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 10.000 0.00 0.00 8Z16 0.44 0.13 LS2 -0.91 0 27 MS2 1878 0 07 2 20.000 0.00 0.00 8Z15 0.76 0.17 LS1 -3:64 0.97 MS2 253 0.94 3 10.000 0.00 0.00 8Z16 0.44 0.13 RL2 -0.91 0.27 MS2 1878 0.07 -----------------------------------------------------------'-------------- Total weight per run = 119.80 lbs Maximum stress ratio 0.97 SECTION 5 PANEL SECTION 1/16' FULL COVERAGE PANEL PROFILE -' 12' 4 1/4- 3 1/2" 4 1/4" lZt W 1 3/4 PANEL CROSS SECTION r% ENGINEERING PROPERTIES OF AMERICAN'S LONGSPAN PANEL l NUMBER OF SPANS L = 3'-0" MAXIMUM 1 3'-4" TOTAL UNIFORM LOAD 4'-0" 4'-8" TOP IN' BOTTOM IN 28 GAGE STEEL 1 METAL TOTAL WEIGHT COMPRESSION COMPRESSION Fb 15 THK. IN. THK. IN. Sq. FT. ksi iz gc_ Ix. S. 167 I 135 74 I 52 i 38 I Ino/!t I in3/ft I [n4/ft ! In3/ft 42 26 GAGE . 0.018. 0.0194 0.92 0.030 1 0.036 0.031 0.033 48 24 GAGE 1 0.024 0.0254 , 1.20 0.045 0.051 0.045 0.047 I 48 I. Section properties have been calculated in accordance with the. 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength. of steel is 80.000 psi. 3. Steel panels are galvanized with G90 class zinc coating. The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: I DATE' REV. BY. THC ( 3-95 LONGSPAN PANEL surAw ,c Aua.,ca CKD, BY: BLJ 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES DR.Rxc ISSUE DATE: 7-84 enrraeR SC -5-1.0 8 . 1-( l NUMBER OF SPANS L = 3'-0" MAXIMUM 1 3'-4" TOTAL UNIFORM LOAD 4'-0" 4'-8" IN .PSF 5'-0" 6'-0- 28 GAGE STEEL 1 117 1 85 49 i 35 I 25 15 2 117 1 85 48 35• 25 ! 15 3 147 119 83 1 65 - 53 30 4 137 1 111 I 77 1 81 ! a9 30 24 GAGE STEEL 1 167 I 135 74 I 52 i 38 I 23 2 167 I 133 94 74 I 60 1 42 3 209 j 169 i 118 93 ! 75 i 45 4 1 195 i 158 , 110 87 i 70 ! 45 I. Section properties have been calculated in accordance with the. 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength. of steel is 80.000 psi. 3. Steel panels are galvanized with G90 class zinc coating. The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: I DATE' REV. BY. THC ( 3-95 LONGSPAN PANEL surAw ,c Aua.,ca CKD, BY: BLJ 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES DR.Rxc ISSUE DATE: 7-84 enrraeR SC -5-1.0 8 . 1-( 3/16 MIN. 3'-0" = 1/16" FULL COVERAGE. PANEL PROFILE 12" 1 1 111r, 1 7/9* 2 1 it 1 7 8' 2! 8' 1 7/8' 1 1 3/1 3/18', 3/1 3/18', 2 1/8" +1/8- 84' 39' "R -1 3/4" 2 1/4' i1 3/4' I t J/l6 PANEL CROSS SECTION 3/4" ENGINEERING PROPERTIES OF AMERICAN'S ARCHITECTURAL II PANEL NUMBER OF SPANS L - 4'-0" MAXIMUM 1 4'-8" TOTAL 5'-0" TOP IN I BOTTOM IN 1 LOAD IN 8'-0" I METAL TOTAL WEIGHT COMPRESSION COMPRESSION I Fb 72 THK. IN. THK. IN. SQ. FT. Ix. Sx. Ix. Sx. i ksi 24 1 18 2 72 I 57 46 i 38 32 1 24 I 18 In4/ft Ina/ft I In4/ft I In3/ft 28 GAGE 0.018 0.0194 0.92 0.0174 0.027 0.035 0.035 48 24 GAGE 1 0.024 0.0254 1.20 0.0240 0.042 0.048 0.049 48 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 80.000 psi. 3. Steel panels are "galvanized with C90 class zinc coating. The corresponding reduced thickness shown as "Metal Thickness was used in determining section properties. 4. The Architectural panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE: ZIDATE REV. BY: THG ARCHITECTURAL II PANEL icFAUU`ASA" CKD. BY: BLJ DIMENSIONS AND PROPERTIESaPP'D.BY: LOAD TABLES ISSUE DATE: Nu Us` SC -5-2.0 I ar NUMBER OF SPANS L - 4'-0" MAXIMUM 1 4'-8" TOTAL 5'-0" UNIFORM 1 5-8" 1 LOAD IN 8'-0" I PSF 7'-0" 8--0- 28 GAGE STEEL 1 72 1 57 48 1 38 1 32 1 24 1 18 2 72 I 57 46 i 38 32 1 24 I 18 3 90 71 58 1 48 40 1 29 1 23 4 84 88 1 54 1 44 37 I 27 1 '21 24 GAGE STEEL 1 1 112 88 72 1 59 50 37 1 28 2 ' 112 1 88 72 1 59 SO 37 28 3 1 140 111 90 1 74 1 62 48 35 4 I 131 103 84 .1 89 58 1 43 I 33 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 80.000 psi. 3. Steel panels are "galvanized with C90 class zinc coating. The corresponding reduced thickness shown as "Metal Thickness was used in determining section properties. 4. The Architectural panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE: ZIDATE REV. BY: THG ARCHITECTURAL II PANEL icFAUU`ASA" CKD. BY: BLJ DIMENSIONS AND PROPERTIESaPP'D.BY: LOAD TABLES ISSUE DATE: Nu Us` SC -5-2.0 I ar PANEL PROFILE 24" 2 29/52' 2r' I 3" 4 9111r 5 111i< I 5 l IF I 4 9 11 I 3/4* 23T 1914' 23/.8'1 CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S STANDING SEAM II/360. PANEL METAL 'TOTAL I. Section properties have been calculated in accordance with the 1988 A1SI specifications with 1989 addendum. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are AZ 55 aluminum-zinc allo7-coated or G 90 zinc-coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section' properties. 4. For loads shown. deflections are less than L/150: 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV. BY: THG 3-95 STANDING SEAM II/360 PANEL[cur'Aluu `� a4RAnA CKD. BY: BLJ I 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: ( LOAD TABLES DRAWING .• ISSUE DATE: 7-84 NUMM SC-5-3.0 ti HEIGHT TOP IN BOTTOM IN THICK. THICK. COMPRESSION NvxBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 3'-0" I 3'—d' 4'-0'" 4'-8" 5'-0" 24 GAGE STEEL 1 180 148 101 COMPRESSION FB 2 {N. !N. SQ. FT. KSI iX. SX. IX. SX. 128 t01 � 4 212 [N4/FT. IN3/FT. IN4/FT. [N3/FT. 78 24 GAGE 0.024 0.0254 1.27- 0.207 0.081 0.091 � 0.082 30 OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 3'-0" I 3'—d' 4'-0'" 4'-8" 5'-0" 24 GAGE STEEL 1 180 148 101 80 85 2 182 148 103 81 gg 3 228 185 128 t01 82 4 212 172 119 94 78 0� I/r • .31/32" +1 l8" -0" CROSS SECTION PANEL PROFILE IR" NL"f' rnvro.i-o 12 7/8" i 1 7/$" {0 "1/32" ENGINEERING PROPERTIES OF AMERICAN'S SHADOW PANEL I NUMBER OF SPANS METAL TOTAL 6'-0" 8'-0" TOP IN BOTTOM IN I 12'-0" l4'-0" THICK. THICK. HEIGHT COMPRESSION COMPRESSION FB 46 IN. IN. SQ. FT 2 KSI IX. SX. � IX. SX. 32 I 23 14 3 IN4/FT. IN3 /FT. IN4/FT. IN3/ FT. 57 40 I 24 GAGE 0.024 0.0254 1.87 0.287 0.175 I 0.416 0.171 30 I NUMBER OF SPANS i MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 5'-0 6'-0" 8'-0" 10'-0" 12'-0" l4'-0" 18'-0" .24 GAGE STEEL 1 182 127 71 46 32 23 - 14 2 182 127 71 48 32 I 23 14 3 228 •158 '89 57 40 I 29 23 I � 4 213 148 83 53 38 27 21 I. Section properties have been calculated in accordance with the 1988 AISI 2. Minimum yield strength of steel is 50,000 specifications with 1989 addendum. psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in 4. The Shadow Panel is limited to wall applications. determining section properties. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE: DATE SHADOW PANEL �,o.vu REV. BY: THC 3-95 CKD. BY: BLJ 3-95 Lg" DIMENSIONS AND PROPERTIES OAD TABLES ?�uAWUU APD. BY: ! ISSUE DATE: 7-84 NUMB R SC -5-4.0 I e' 63/6 16"• NET COVERAGE PANEL PROFILE -2.. 23/32" 13/16- +0" 3/16"+0" -1/32" +1/32'• -0" t— , . �� 7/16' �P�5:7 E-19/16- 2 18"' + 0" - 1/16" CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S LOC -SEAM PANEL NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF !L = 3'-0" TOP IN BOTTOM IN i 4'-8'" 5'-0"• METAL THICK. TOTAL THICK. WEIGHT COMPRESSION COMPRESSION I FH I 66 IN. IN. SQ. FT. KSI IX. SX. IX. SX. 37 3 186 151 IN4/FT. IN3/FT. IN4/F7. I IN3/FT. 4 24 GAGE 0.024 0.0254 1.425 0.157 0.094 0.075 0.067 30 22 GAGE 1 0.030 0.0318 1 1.782 1 0.207 0.128 1 0.101 0.092 30 I. Section properties have been calculated in accordance with the 1986 A1S1 specifications with 1989 addendum. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced. thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE. DATE REV. BY: THC 3-95 16" LOC -SEAM PANEL, cvr�uu •u,aa,u CKD. BY. BLJ 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES ISSUE DATE: 10-89 0"r''m SC -5-6.0 j NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF !L = 3'-0" 3'-4" 4'-0" i 4'-8'" 5'-0"• I 6'-0" 24 GAGE STEEL 1 149 121 84 I 66 I 54 37 2 l49 121 84 I 68 54 37 3 186 151 105 I 83 I 67 4'7 4 173 141 98 77 62 44 22 GAGE STEEL3 1 204 I 166 I 115 I 91 74 51 2 204 188 115 91 74 51 2gg I 207 144 114 92 64 4 238 193 I 134 I 106 86 80 I. Section properties have been calculated in accordance with the 1986 A1S1 specifications with 1989 addendum. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced. thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE. DATE REV. BY: THC 3-95 16" LOC -SEAM PANEL, cvr�uu •u,aa,u CKD. BY. BLJ 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES ISSUE DATE: 10-89 0"r''m SC -5-6.0 j t .83/84"� � /// � I I" ��2• 12" NET COVERAGE PANEL PROFILE 23/32" 13/ 16" +0" -1/32" +1/32" -0" i 7/16' 9/ 1 63/64" I 1:1�5* i �— 12" + 0" - 1 / 16" CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S LOC -SEAM PANEL NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = T-0 3'-4' 4'-0" TOP IN BOTTOM IN I 6'-0" 24 GAGE STEEL METAL THICK. I TOTAL THICK. ti~EIGHT COMPRESSION COMPRESSION FB 2 IN. IN. I SQ. FT. KSI iX. 5X. [X. SX. 109 88 61 4 IN4/FT. IN3/FT. IN4/FT. IN3/FT. 57 24 CAGE 0.024 0.0254 1.58 0.202. 0.127 I 0.100 0.088 I 30 22 GAGE 0.030 0.0318 I 1.95 0.251 0.158 I 0.134 0.123 30 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown, deflections are less than L/150. 6. Few -4 to—de ll.e leb..te�ed �el..ee oeo be mea lli�laed b� 1.00. SCALE: 1 DATE r. REV. BY: THC 3-95 12" LOC -SEAM PANEL CUMU,� ALAW" CKD. BY: 13U I 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: I LOAD TABLES aa.nr+c . � UT. ISSUE DATE: I -9T71 MUM SC -5-6.1 2 NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = T-0 3'-4' 4'-0" 1 4'-6" 5'-0" I 6'-0" 24 GAGE STEEL 1 I 198 ( 158 110 87 70 49 2 196 158 110 67 70 49 3 244 198 138. 109 88 61 4 228 185 128 101 82 57 22 GAGE STEEL 1 273 221 I 154 121 98 68 2 273 221 I 154 121 98 88 3 342 277 I 192 152 123 85 4 319 J 258 179 142 115 80 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown, deflections are less than L/150. 6. Few -4 to—de ll.e leb..te�ed �el..ee oeo be mea lli�laed b� 1.00. SCALE: 1 DATE r. REV. BY: THC 3-95 12" LOC -SEAM PANEL CUMU,� ALAW" CKD. BY: 13U I 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: I LOAD TABLES aa.nr+c . � UT. ISSUE DATE: I -9T71 MUM SC -5-6.1 2 1 I'f z 1 z' _I"_ 6" PANEL PROFILE 6" 3/4". 3! 2" I I ! 45• 3/4" PARTIAL CROSS SECTION 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown. deflections are less than L/150. 5. For wind loads the tabulated' values can be multiplied by 1.33. SCALE. DATE REV. BY: THG 3-95 MULTI -RIB PANEL CKD. BY: BLr 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: I LOAD TABLES ISSUE DATE: i 3-90 narKesi SC -5-7.0 1 4 ENGINEERING PROPERTIES OF AMERICAN'S MULTI -RIB PANEL TOTAL UNIFORM METAL THK. IN. j TOTAL THK. IN. IF LIGHT SQ. FT. TOP IN COMPRESSION i BOTTOM IN i I COMPRESSION i ix. I Sz. I In4/ft f In3/ft Fb ksi [s. Sx. In4/ft ( In3/ft 29 GAGE j 0.014 0.0150 0.71 1 0.0137 j 0.018 0.008 7 0.019 48 28 GAGE 0.018 0.0194 0.92 0.0193 0.029 0.0132 75 0.027 j 48 24 GAGE 0.024 0.0254 1.20 j 0.0275 0.045 0.0193 3 1 120 1 971 88 53 43 38 0.043 48 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown. deflections are less than L/150. 5. For wind loads the tabulated' values can be multiplied by 1.33. SCALE. DATE REV. BY: THG 3-95 MULTI -RIB PANEL CKD. BY: BLr 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: I LOAD TABLES ISSUE DATE: i 3-90 narKesi SC -5-7.0 1 4 NUMBER OF SPANS j MAXIMUM TOTAL UNIFORM LOAD IN PSF L = ..3'-0" I 3'-4" 1 4'-0" I 4'-8" i 5'-0" I 5'-8" 1 6-0- 29 GAGE STEEL 1 i 53 39 22 I 16 ! 12 9 i 7 2 68 55 38 30 I 24 20 1 17 3 84 I 68 48 38 30 25 21 4 79 64 44 1 35 1 28 1 23 I 20 26 GAGE STEEL 1 1 75 54 1 32 22 I l8 ! 12 9 2 96 78 1 54 1 43 34 29 ! 24 3 1 120 1 971 88 53 43 38 30 4 112 1 91 1 63 1 50 1 40 1 33 i 28 24 GAGE 1 STEEL 1 2 3 4 _I 07 1 153 1 191 178 78 1 124 155 145 1 45 88 108 100 1 32 1 1 68 1 1 85 ! I 79 1 23 1 55 1 69 1 6453 17 1 45 1 57 l3 38 48 45 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown. deflections are less than L/150. 5. For wind loads the tabulated' values can be multiplied by 1.33. SCALE. DATE REV. BY: THG 3-95 MULTI -RIB PANEL CKD. BY: BLr 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: I LOAD TABLES ISSUE DATE: i 3-90 narKesi SC -5-7.0 1 4 SECTION S MISCELLANEOUS AND SPECIAL CONDITIONS AB NOTES: 1. WHEN JOINING MATERIAL OF DIFFERENT THICKNESS, THE THINNER MATERIAL` . SHALL GOVERN. 2. SEE PAGE, 11 FOR SIZE OF FILLET WELDS (A84=F1). 3. SEE PAGE 10 FOR STIFFENER DETAILS (AB4-F1). 316 AB4*-G1-3 � • A2 BASE' ALTERNATE KNEE DETAIL FOR BUILT-UP STRAIGHT COLUMNS D" REFER TO PAGE 2 FOR SECTION "A2" AND DETAILS A, B, C -AND D. STANDARD WELDS RIGID FRAMES (BUILT-UP .AND P"" AMERICAN BUILDINGS COMPANY HOT ROLLED SECTIONS) 9-95 _ DATE AB4—G1—: DETAIL "A' 1�fLANCES THROUGH 16 1 /4" .THICK tf . 4--A B4—G1-2.3 FLANGES OVER 1/4" THICK DETAIL "C' .SEE DETAIL "D" SIMILAR tf DETAIL "B" 34—G1 —3 3/16 FLANGES THROUGH 3/16 1/4" THICK tf A A464—Gi —2.3 tf-8 FLANGES OVER 1/4- THICK <A34—Gl-2.31 DETAIL "D" - 1 SA SEE NOTE 3 SECTION A2. NOTES: 1. ALL "A" FILLET WELDS SHOWN ABOVE ARE AB4—F1. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. I IF BASE PLATE IS FLUSH WITH INSIDE FLANGE, MOVE FILLET WELD TO INSIDE FACE OF FLANGE. i STANDARD WELDS 2 RIGID FRAME DETAILS (BUILT-UP AND p"- AMERICAN BUILDINGS COMPANY HOT ROLLED 'SECTIONS) 9=95 Dere & F FIELD SPLICE BOLTED ALONG SLOPE SHOWN. USE SAME 'PROCEDURES @ 'RIDGE: DETAIL FLANGES OVER 1/,4!' THICK D ETAI L G" B SHOP SPLICE BACK 20' GOUGE NOT AB4-Gt REQUIRED AB4-GI-2,3 TYPICAL BUTT JOINT _ FOR FLANGES OVER t 14. THICK TYPICAL BUTT JOINT FOR FLANGES THROUGH DETAIL ''G" 4 THICK DETAIL "I"" A63 -GI FLANGES THROUGH SECTION "B -B" 1/4" THICK TYPICAL' BUTT JOINT FOR WEBS NOTES: 1. SEE PACE. 11 FOR SIZE OF FILLET WELDS. , 2,..SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. STANDARD WELDS 3 �RIGID FRAMES, (BUILT' -UP ANDPACE 9 -95 - AMERICAN BUILDINGS COMPANY HOT ROLLED SECTIONS) -ADATZ 0 .v NOTES: 1. WHEN JOINING MATERIALS OF DIFFERENT THICKNESSES, THE THINNER MATERIAL SHALL GOVERN. 2. STANDARD WELDS SHOWN HERE ARE FOR LIGHT HOT ROLLED OR BUILT-UP SECTIONS USED IN NON -EXPANDABLE ENDWALLS. SEE PAGES 'l, 2 AND 3 FOR RIGID FRAMES BUILT, OF HOT ROLLED SECTIONS. 3. SEE PAGE 11 FOR SIZE OF FILLET WELDS (AB4-F4,). 4. IF BASE PLATE IS FLUSH WITH INSIDE FLANGE, MOVE FILLET WELD TO INSIDE FACE OF FLANGE. CORNER COLUMN BASE AMERICAN BUILDINGS COMPANY SECTION "A4" STANDARD WELDS 4 ENDWALL FRAMES (HOT ROLLED OR PA` 9-95 BUILT-UP SECTIONS) DATE BACK FLANGES OVER A84—G1 GOUGE 1/4" THICK NOT . c REQUIRED AB3—GI TYPICAL BUTT JOINT FOR FLANGES OVER 4 1THICK TYPICAL BUTT JOINT SECTION "B -B" FOR `F.LANGES THROUGH TYPICAL BUTT JOINT DETAIL "G 14. THICK FOR WEBS NOTES: 1. SEE PAGE 11 -FOR SIZE OF FILLET WELDS. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE, DATA SHEET. J STANDARD WELDS ; 5 �1 EN DWALL 'FRAMES (HOT ROLLED OR P"°e ` 9-95 AMERICAN BUILDINGS COMPANY BUILT—UP SECTIONS) DATE AB5—G6 3 16 3 1 4 6 TYP. 16 16 I6 TYP. ------ --- 1----- I -__� A AB4-F1 A e A A A 8 DETAIL G A 1 4 8 3 16 TYPICAL — SEE DETAIL "E" FOR 16 16 FLANGES > 1 /4" TMP DETAIL E s FIELD SPLICE BOLTED ALONG SLOPE SHOWN'. SHOP SPLICE USE SAME PROCEDURES 0' RIDGE. I ' AT RIDGE (AS SHOWN) USE SAME WELDS ON ` SHOP SSL ICE OCCURING ALONG A4 tf A AB4—GI-2,3 _ tf 1 b INTERIOR COLUMN 20_ DETAIL "E" A84 -G1 BACK FLANGES OVER A84—G1 GOUGE 1/4" THICK NOT . c REQUIRED AB3—GI TYPICAL BUTT JOINT FOR FLANGES OVER 4 1THICK TYPICAL BUTT JOINT SECTION "B -B" FOR `F.LANGES THROUGH TYPICAL BUTT JOINT DETAIL "G 14. THICK FOR WEBS NOTES: 1. SEE PAGE 11 -FOR SIZE OF FILLET WELDS. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE, DATA SHEET. J STANDARD WELDS ; 5 �1 EN DWALL 'FRAMES (HOT ROLLED OR P"°e ` 9-95 AMERICAN BUILDINGS COMPANY BUILT—UP SECTIONS) DATE NOTE: 1 . IF BASE PLATEIS SMALLER T DIAMETER OF PIPE, DEPOSIT TOTAL LENGTH OF WELD REQ' ON CONTACT AREA. 2. IF HOLE DIAMETER IN BASE F IS GREATER THAN 15/16", WI ALL AROUND PIPE. 3. ALL FILLET WELDS SHOWN AR AB4-F1. BASE PLATE SEE NOTE 2 TS q ' PLATE 0 • A64 -P1 t PLATE (SIZE AND LENGTH WELDS SAME AS BASE . ,TE @ 1/4 PTS.) - CAP PLATE FOR ALL PIPE CAP PLATE DETAIL PIPE COLUMNS AND PIPE STRUTS (4) ANCHOR BOLTS SEE (4) ANCHOR BOLTS NOTE SEE, 36 4 Z ® 1 /4 PTS. 2 a 4 2 ® 1 /4 PTS. NOTE FOR COLS. LESS THAN 12" DIA. FOR COLS. LESS THAN 12" DIA. BASE PLATE W/2 ANCHOR BOLTS BASE PLATE W/4 ANCHOR BOLTS BASE PLATE DETAILS AMERICAN BUILDINGS COMPANY C FOR 12" DIA. COLUMNS BASE PLATE W/4. ANCHOR. BOLTS . STANDARD WELDS PIPE COLUMNS AND PIPE STRUTS . 6 PACE 9-95 DATE 1 A86-0 t 4 8 • • • • t 8 t t 4 t 8 t t 8 8 CORNER COLUMN ENDWALL INTERIOR COLUMN NOTE: 1. ALL FILLET WELDS SHOWN ABOVE ARE A06 -G1. 2. WHEN WELDING PRE -PAINTED STEEL. REMOVE PAINT FROM WELD AREA BEFORE WELDING. STANDARD WELDS COLD FORMED -P--- AMERICAN BUILDINGS COMPANY ENDWALL COLUMNS 9-95 -_ DATE -G6 5 X86 -G6 STANDARD WELDS COLD FORMED ENDWALL RAFTERS AMERICAN BUILDINGS COMPANY 8. PAGE 9-95 DATE A86 -G5 g 2 - 24 TOE TO TOE FOR COLD FORMED CHANNELS ETC. A86 -G5 8 �--� 2 - 24 BACK TO BACK COLD FORMED ENDWALL WELDING PROCEDURE NOTES: 1. THIS DETAIL IS NOT FOR USE ON HOT -DIPPED. GALVANIZED SECTIONS. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. 3. WHEN WELDING PRE -PAINTED STEEL, REMOVE THE PAINT FROM WELD AREA BEFORE WELDING. STANDARD WELDS 9 BACK TO BACK AND TOE TO TOE P�- g ---- COLD FORMED WELDING PROCEDURE 9-95 AMERICAN BUILDINGS COMPANY urn TYPICAL AMERICAN BUILDINGS COMPANY STIFFENER WELDING PER AWS D1.1 SECTION 8.8.7 DETAIL 1 10 PAC 9-95 -__ DATE (A) FLANGE, STIFFENER, WEB FILLET WELD SIZE tf -FLANGE or tp tr - WEB PLATE THICKNESS or t,tt t <3/16" 3/16" 1/4" 5/16" 3/8" <3/16" 3/16" 1/4" 5/16" 3/8" 7/16" 1/2" 3/4". > t" < 1/4" 1 /F FI /8" 1/8- 3/16- 3/16- 3/16" 3/16" 1/4" 1/4" 5/16" — 1/2" 1/8" 3/16" 3/16; 3/167 3/16" 3/16" 3/16" 1/4". 5/16" >1/2 - 3/4" 1/8" 3/16' 1/4" 1/4" 1/4" 1/4" 1/4" 1/4" 5/16- >3/4 - 1" 1/8" 3/16" 1/4" 5/16" 5%16" 5/16" 5/16" 5/76 5/16" >1" - 1 .1/2' 1/8 1 3/16" 1/4" 5/16". 5/16" 5/16" 5/16" 1 5/16" 1 5/16" WPS A83 -F1 (B) FLANGE TO SUBMERGED ARC WEB -FILLET .WELD SIZE WELD "SAW" WEB PROCESS tf -FLANGE tr - WEB PLATE THICKNESS <3/16" 3/16" 1/4" 5/16" 3/8" 7/16" 1 1/2" 21/2" < 1/4" 1/8" 1/8" 1/8" 3/16" 3/16" 3/16" 3/16" 1/4" 5/16"-1/2" 1/8" 3/16" 3/16" 3/16" 3/15' 3/16" 3/15' 1/4" >1/2-3/4" 1/8" 3/16" 1/4" 1/4" 1/4" 1/4" 1 1/4" 1/4" >3/4-1 1/2"I 1 1 1/4" 5/16" 5/16" 1 5/16" 5/16" 5/16" N ` AMERICAN BUILDINGS COMPANY 01 11 STANDARD WELD TABLES' PACE 9-95 DAT Fn ii AMERi A TBUILDCOMPA j 7 t — _l� s� t _ Standard Specifications for American Buildings Company's February 1996 METAL BUILDING SYS'T'EMS CONTENTS 1. GENERAL SCOPE................................................................... 1.1 Intent..................................................................... 1.1.1 Performance........................................................... 1.1.2 ProductChange ..................................................... 1.1.3 BUILDING DESCRIPTION ................................ 1.2 LRF....................................................................... 1.2.1 RF.......................................................................... 1.2.2 LRF-M................................................................... 1.2.3 RF-M..................................................................... 1.2.4 GC.......................................... .............................. 1.2.5 GC-M.....................................................................1.2.6 IT...........................................................................1.2.7 LP2....................................................................... 1.2.8 LP2-M................................................................... 1.2.9 LP4........................................................................ 1.2.10 LP4-M................................................................... 1.2.11 LSS............................:........................................... 1.2.12 LSS-M................................................................... 1.2.13 SSF........................................................................ 1.2.14 SSF-M................................................................... 1.2.15 BUILDING NOMENCLATURE .......................... 1.3 RoofSlope.............................................................1.3.1 Width..................................................................... 1.3.2 EaveHeight........................................................... 1.3.3 Length....................................................................1.3.4 Bay Spacing (Standard) ........................................ 1.3.5 Bay Spacing (Shadow Panel) ................................ 1.3.6 DRAWINGS AND CERTIFICATION .................1.4 Drawings............................................................... 1.4.1 Certifications......................................................... 1.4.2 AISC Certification ................................................ 1.4.3 2- STRUCTURAL STEEL DESIGN GENERAL............................................................ 2.1 Structural Mill Sections ......................................... 2.1.1 Cold Formed Sections ........................................... 2.1.2 DESIGN LOADS .................................................. 2.2 LoadingCriteria .................................................... 2.2.1 Most Severe Conditions ......................................... 2.2.2 Load Projections.................................................... 2.2.3 SpecialLoads ........................................................ 2.2.4 3. BASIC MATERIAL SPECIFICATIONS PRIMARY FRAMING STEEL ............................ 3.1 Hot -Rolled Sections .............................................. 3.1.1 Built -Up Sections .................................................. 3.1.2 Endwall "C„ Sections ........................................... 3.1.3 SECONDARY FRAMING STEEL ...................... 3.2 Rolled Formed Sections ........................................ 3.2.1 Rolled Formed Sections (Galvanized) .................. 3.2.2 ROOF AND WALL PANEL MATERIAL ............ 3.3 26 Gauge Material - Zinc -Coated (Galvanized) ... 3.3.1 24 Gauge Material - Zinc -Coated (Galvanized) ... 3.3.2 26 Gauge Material - Aluminum -Zinc Alloy -Coated.. 3.3.3 24 Gauge Material - Al minum-Zinc Alloy -Coated.. 3.3.4 4. STRUCTURAL FRAMING GENERAL............................................................. 4.1 Field Bolt Assembly ...........................................:..4.1.1 Shop Connections ..................................................4.1.2 Identification Mark ................................................4.1.3 PRIMARY FRAMING..........................................4.2 RigidFrame......................................................... 4.2.1 Endwall Frames .....................................................4.2.2 Plate, Stiffeners, Etc...............................................4.2.3 BoltHoles............................................................:.4.2.4 SECONDARY FRAMING....................................4.3 Purlins and Girts ....................................................4.3.1 EaveStruts.............................................................4.3.2 BaseAngle.............................................................4.3.3 BRACING.............................................................4.4 Diagonal Bracing ..................................................4.4.1 Flange Bracing .............................:.........................4.4.2 Special Bracing ......................................................4.4.3 S. ROOF AND WALL COVERING GENERAL............................................................. 5.1 WallPanels.....:.................::............................:.......5.1.1 RoofPanels............................................................5.1.2 Liner and Soffit Panels ..........................................5.1.3 Facade Fascia Panels ............................................5.1.4 Long Span Panels ..................................................5.1.5 Architectural II Panels ...........................................5.1.6 Multi -Rib Liner Panel............................................5.1.7 Long Span Liner Panel ..........................................5.1.8 ShadowPanel .........................................................5.1.9 Soffit -Liner Panel..................................................5.1.10 Standing Seam Panels............................................5.1.11 Loc -Seam Panel .....................................................5.1.12 Mansard Fascia Panel ............................................5.1.13 PANEL DESCRIPTION........................................5.2 LongSpan Panel ....................................................5.2.1 Architectural II Panel................................:............5.2.2 Multi -Rib Panel .....................................................5.2.3 ShadowPanel .........................................................5.2.4 Soffit -Liner Panel ......... .........................................5.2.5 Standing Seam Panels............................................5.2.6 Loc -Seam Panel .....................................................5.2.7 Mansard Fascia Panel ............................................5.2.8 PanelLength..........................................................5.2.9 Endwall Edge Cuts ................................................5.2.10 Oilcanning..............................................................5.2.11 i. MISCELLANEOUS MATERIAL SPECIFICATIONS FASTENERS.........................................................6.1 Structural Bolts ..................................:...................6.1.1 Fasteners For Roof Panels ....................................6.1.2 Fasteners For Roof Panel Side Laps ......................6.1.3 Fasteners For Roof Panels and Flashings..............6.1.4 Fasteners For Roof Panel Clips .............................6.1.5 Fasteners For Wall Panels......................................6.1.6 Fasteners For Wall Panel Side Laps ......................6.1.7 Fasteners For Shadow Panels ................................6.1.8 Blind Fasteners (Rivets)......................... �...... PANEL CLIPS .....................6.1.9 6.2 Standing Seam H Panel Clips ............................... 6.2.1 Loc -Seam Panel Clips ........................................... 6.2.2 Mansard Fascia Panel Clips ................................. 6.2.3 Standing Seam 360 Panel Clips ............................ 6.2.4 CLOSURES AND SEALANTS .......................... 6.3 ClosureStrips .......................................................6.3.1 Metal Closures ...................................................... Sealer: Long span and Multi -Rib Panels ............. 6.3.2 6.3.3 Sealer: Standing Seam and Loc -Seam Panels ...... 6.3.4 Sealer: Standing Seam and Loc -Seam Panels....... 6.3.5 Caulk.............................................. ..... .................. GUTTER, FLASHINGS AND DOWNSPOUTS 6.3.6 6.4 Gutters and Flashings ...................................... 6.4.1 Downspouts.......................................................... 6.4.2 PAINTING STRUCTURAL PAINTING ................................ 7.1 Uncoated Structural Steel ..................................... 7.1.1 Abrasions After Handling .................................... 7.1.2 LONG LIFE COATED PANELS ......................... 7.2. BaseMetal............................................................ 7.2.1 PrimeCoat............................................................ 7.2.2 ExteriorCoat ........................................................ 7.2.3 InteriorFinish ....................................................... PREMIUM 70 COATED PANELS 7.2.4 ..................... BaseMetal............................................................ 7.3 7.3.1 PrimeCoat............................................................ 7.3.2 ExteriorCoat ........................................................ 7.3.3 InteriorFinish .............................................. 7.3.4 PREMIUM 70M COATED PANELS ................... 7.4 BaseMetal............................................................. 7.4.1 PrimeCoat.............................................................7.4.2 ExteriorCoat ......................................................... 7.4.3 InteriorFinish........................................................ 7.4.4 SECTION 1.: 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 systems. 1.1.2 These specifications are an outline of performance to in- sure that the architect, engineer, builder and/or owner understand the basis for design, manufacture and applica- tion of all American Buildings Company's metal building systems. 1.1.3 Due to a continuing program of research and development, specifications in this manual are subject to change without notice. . 1.2 BUILDING DESCRIPTION 1.2.1 LRF Rigid Frame (Low Profile), Clear Span is a continu- ous frame building with a roof slope of 1:12. The primary frames have tapered columns and rafters and the continu- ous sidewall girts bypass the columns. 1.2.2 RF Rigid Frame (High Profile), Clear Span is a continuous frame building with a roof slope of 4:12. The primary frames have tapered columns and rafters and the continu- ous sidewall girts bypass the columns. 1.2.3 LRF -M Rigid Frame (Low Profile), Interior Column is a continuous frame building with a roof slope of 1:12. The primary frames have tapered columns and rafters and have one, two, three or more interior columns. Continuous side- wall girts bypass the columns. 1.2.4 RF -M Rigid Frame (High Profile), Interior Column is a continuous frame building with a roof slope of 4:12. The primary frames have tapered columns and rafters and have one, two, three or more interior columns. Continuous side- wall girts bypass the columns. 1.2.5 GC Girder Column, Clear Span is a continuous frame building with a roof slope of 1:12. The primary frames have tapered beams on uniform depth columns. The bottom flange of the tapered beam is horizontal. Simple span sidewall gins are inset into the column line. 1.2.6 GC -M Girder Column, Interior Coluinn is a continuous frame building with a roof slope of 1:12. The primary frames have tapered beams on uniform depth columns and have one, two, three or more interior columns. Simple span 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 roof slope and girt design as the building to which they are attached. 1.2.8 LP2 Low Profile, Clear Span is a continuous frame build- ing with a roof slope of 1/2:12. The primary flames have tapered beams on uniform depth columns. The bottom Z, February 1996 8. ACCESSO�., WINDOWS ........................ Standard Windows ...........................:....................8.1.1 Narrow Light Windows ........................................8.1.2 PERSONNEL DOORS................:....:...................8.2 StandardDoors ........4 ............................................8.2.1 DoorFrames .........................................................8.2.2 Locksets................................................................8.2.3 PanicDevices ........................................................8.2.4 Threshold..............................................................8.2.5 SLIDING DOORS................................................8.3 Double Sliding .................. ..................................8.3.1 OVERHEAD DOOR FRAMING ........................8.4 Support Framing....................................................8.4.1 GRAVITY VENTILATORS .......... ...•.-..-.,..........,.8.5 Ridge Ventilator ....................................................8.5.1 20" Round Ventilator ............................................8.5.2 LOUVERS............................................................8.6 Standards...............................................................8.6.1 SKYLIGHTS........................................................8.7 Roof Panels....................:.........:............................8.7.1 WallPanels............................................................8.7.2 INSULATION.......................................................8.8 Standards...............................................................8.8.1 Facings.................................................:................8.8.2 ThermalBlocks .....................................................8.8.3 Rigid Foam Insulation ..........................................8.8.4 ROOFCURBS......................................................8.9 Standards...............................................................8.9.1 PIPE FLASHING ................................................ 8.10 Standards...............................................................8.10.1 9. ERECTION AND INSTALLATION 10. BUILDING ANCHORAGE AND FOUNDATION 11. WARRANTIES one, two, three or more interior columns. Continuous side- wall girts bypass the columns. 1.2.4 RF -M Rigid Frame (High Profile), Interior Column is a continuous frame building with a roof slope of 4:12. The primary frames have tapered columns and rafters and have one, two, three or more interior columns. Continuous side- wall girts bypass the columns. 1.2.5 GC Girder Column, Clear Span is a continuous frame building with a roof slope of 1:12. The primary frames have tapered beams on uniform depth columns. The bottom flange of the tapered beam is horizontal. Simple span sidewall gins are inset into the column line. 1.2.6 GC -M Girder Column, Interior Coluinn is a continuous frame building with a roof slope of 1:12. The primary frames have tapered beams on uniform depth columns and have one, two, three or more interior columns. Simple span 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 roof slope and girt design as the building to which they are attached. 1.2.8 LP2 Low Profile, Clear Span is a continuous frame build- ing with a roof slope of 1/2:12. The primary flames have tapered beams on uniform depth columns. The bottom Z, February 1996 flange of the tapered beam is hOo Ltal. Simple span sidewall girts are inset into the column line. 1.2.9 LP2-M Low Profile, Interior Column is a continuous frame building with a roof slope of 1/2:12. The primary frames have tapered rafters and uniform depth columns and have one, two, three or more interior columns. Simple span sidewall girts are inset into the column line. 1.2.10 LP4 Low Profile, Clear Span is a continuous frame build- ing with a roof slope of 1/4:12. The primary frames have uniform depth columns and tapered or uniform depth raf- ters. 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. 1.2.11 LP4-M Low Profile, Interior Column is a continuous frame building with a roof slope of 1/4:12. The primary frames have tapered rafters on uniform depth columns and have one, two, three 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 Ameri- can Buildings Company's Standing Seam II, Standing Seam 360, or Loc -Seam Roof System. 1.2.12 LSS Low Profile, Single Slope is a continuous frame, clear span building with a roof slope of 1/4:12. The primary frames have tapered columns and rafters and the continu- ous sidewall girls bypass the columns. Due to the low profile, LSS buildings require the use of the American Buildings Company's Standing Seam II, Standing Seam 360, or Loc -Seam Roof System. 1.2.13 LSS-M Low Profile, Single Slope, Interior Column is a continuous frame building with a roof slope of 1/4:12. The primary frames have tapered columns -and rafters and have one, two, three or more interior columns. Continuous side- wall 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 continuous frame, clear span building with a roof slope of 1/4:12. The primary frames have uniform depth columns and uniform depth or tapered rafters. Simple span sidewall gins are inset into the column line. Due to the low profile, SSF buildings require the use of American Buildings Company's Standing Seam II, Standing Seam 360, or Loc -Seam Roof System. 1.2.15 SSF-M Single Slope, Inset Girls is a continuous frame building with a roof slope of 1/4:12. The primary frames have uniform columns and tapered. rafters. Simple span sidewall girls are inset into the column line. Due to the low profile SSF-M buildings require the use of American Buildings Company's Standing Seam II, Standing Seam 360 or Loc -Seam Roof Systems. 13 BUILDING NOMENCLATURE 1.3.1 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). 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). 1.3.2 Building "Width" is measured from outside to outside of sidewall girts. 1.3.3 Building "Save Height" is a nominal dimension measured 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. 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. 1.3.6 Standard "Bay Spacing" shall be 20', 24', or 28'be-,ween flame centerlines (except at end bays) for buildings 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 and assembly of all building components. These drawings 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. Design analysis shall be on file and famished by American Buildings Company upon request. 1.4.3 AISC Certification, Category MB: All American Build- ings Company's building systems shall be engineered and fabricated to meet the AISC certification standard for Cate- gory MB. SECTION 2: STRUCTURAL STEEL DESIGN 2.1 GENERAL 2.1.1 All structural mill sections or welded built-up plate sec- tions shall be designed in accordance with the AISC "Specification for Structural Steel Buildings", Allowable 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 AISI "Specification for the Design of Cold -Formed Steel Structural Members," 1986 edition with 1989 Addendum. 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: (a) Standard Building Code, by the Southern Building Code Congress International, Inc. (b) The BOCA National Building Code, by the Building 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. 2.2.2 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: ® February 1996 (a) Building dead load plus roo)e load (or snow) (b) Building dead load plus wind load (c) Building dead load plus wind 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 horizontal roof projection. Wind loads shall be assumed to act hori- zontally 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 request. SECTION 3: BASIC MATERIAL SPECIFICATIONS 3.1 PRIMARY FRAMING STEEL 3.1.1 Steel for hot -rolled structural sections shall conform to the requirements of ASTM specification A 36. 3.1.2 Steel for.all built-up sections shall meet as applicable the physical and chemical properties of: a) ASTM A 572 modified to 55,000 psi minimum yield and 70,000 psi minimum tensile strength, or ASTM A 607, Grade 55, or ASTM A 570, Grade 55 or b) ASTM A 572, Grade 50 or ASTM A 607, Grade 50 or ASTM A 570, Grade 50. 3.1.3 Steel for alf endwall "C" sections shall meet the physical 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" sec- tions shall meet the physical and chemical properties of ASTM A 570, Grade 55. 3.2.2 Steel used to form zinc -coated (galvanized) purlins and girls shall meet the physical and chemical properties of ASTM A 663, Grade 50 and G 90 Coating designation as described in ASTM A 924. 33 ROOF AND WALL PANEL 1V1ATERIAL Exterior panels shall conform to one of the following: 3.3.1 Panel material as specified shall be 26 gauge zinc -coated (galvanized) steel, coating designation G 90, conforming to the requirements of ASTM A 653, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.2 Panel material as specified shall be 24 gauge zinc -coated (galvanized) steel, conforming to the requirement of ASTM A 653, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.3 Panel material as specified shall be 26 gauge aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792. Minimum yield strength shall be 80,000 psi. 3.3.4 Panel material as specified shall be 24 gauge aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A792. Minimum yield strength shall be 50,000 psi. SECTION 4: STRUCTURAL FRAMING 4.1 GENERAL 4.1.1 All framing members shall be shop fabricated for field bolted assembly. The surfaces of the bolted connections shall be smooth and free from burrs or distortions. 4.1.2 All shop connections shall be in accordance with the American Welding Society Code for Building Consuuc- don. Certification of welder qualification will be furnished when required and specified. 4.1.3 All framing members where necessary shall carry an easily visible identifying mark. 4.2 PRIMARY FRAMING 4.2.1 Rigid Frame: All rigid frames shall be welded, built-up "I" sections. The columns and the rafters may be either uni- form depth or tapered. 4.2.2 Endwall Frames: All endwall roof beams and endwall columns shall be cold -formed "C" sections, mill -rolled sections, or built-up "I" sections as required by design. 4.2.3 Plates, Stiffeners, etc.: All base plates, splice plates, cap plates, and stiffeners shall be factory welded into place on the structural members. 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 SECONDARY FRAMING 4.3.1 Purlins and Giro: 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. 4.3.2 Eave Struts: Eave Strum shall be unequal flange, cold - formed "C" sections. 4.3.3 Base Angle: A base member will be supplied by which the base of the wail covering may be attached to the perimeter 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 side- wall shall be used to remove longitudinal loads (wind, crane, etc.) from the structure. This bracing will be fur- nished to length and equipped with bevel washers and nuts at each end. It may consist of rods threaded each end or galvanized cable with suitable threaded end anchors. 4.4.2 Flange Braces: The compression flange of all primary framing shall be braced laterally with angles connecting to the webs of purlins or girts so that the flange compressive stress is within allowable limits for any combination of loadings. 4.4.3 Special Bracing: When diagonal bracing is not permitted in the sidewall, a rigid frame type portal, fixed base col- umns, or wall diaphragm must be used. Wind bracing 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. T� February 1996 SECTION 5: ROOF AND WALL COVERING 5.1 GENERAL 5.1.1 Wall panels shall be either American Buildings Company's Long Span Panel (LSP), Architectural II Panel (A2P) or Shadow Panel (HFP). 5.1.2 Roof panels shall be either American Buildings Company's Long Span Panel (LSP), Standing Seam H Panel (S2P), Standing Seam 360 Panel (S3P) or Loc -Seam Panel (LOC). 5.1.3 Liner and soffit panels shall be either American Buildings Company's Multi -Rib Panel (MRP), Long Span Panel (LSP), Architectural H Panel (A2P), or Soffit -Liner Panel (SLP). 5.1.4 Facade fascia panels shall be either American Buildings Company's Long span panel (LSP), Architectural II Panel (A2P), Shadow Panel (HFP), or Mansard Fascia Panel (MFP). 5.1.5 American Buildings Company's Long Span (LSP) roof and wall panels as specified shall be 26 or 24 gauge steel. The panel exterior finish shall be either AZ55 aluminum - zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized), or pre -painted AZ50 aluminum -zinc alloy -coated. Pre -fin- ished panels shall have American Buildings Company's Long Life Finish or -Premium 70 (Kynar 500) Finish. An embossed finish is available as an option on Premium 70 walls. 5.1.6 American Buildings Company's Architectural II (A2P) wall panels as specified shall be 26 gauge 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 Buildings Company's Long Life Finish or Premium 70 (Kynar 5000) Finish. An embossed finish is available as an option on Premium 70 walls. 5.1.7 American Buildings Company's Multi -Rib (1,W) liner panels as specified shall be 29 gauge (nominal), pre- painted G 40 zinc -coated (galvanized) steel or 26 gauge perforated steel. Both shall have American Buildings Com- pany's Reflective White Long Life Finish. 5.1.8 American Buildings Company's Long Span (LSP) liner panels as specified shall be 29 gauge (nominal), pre- painted G 40 zinc -coated (galvanized) steel or 26 gauge perforated steel. Both shall have American Buildings Com- pany's Reflective White Long Life Finish. 5.1.9 American Buildings Company's Shadow Panels (HFP) shall be embossed 24 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc alloy -coated. Panels shall have American Buildings Company's Premium 70 (Kynar 5000) Finish. 5.1.10 American Buildings Company's Soffit -Liner Panels (SLP) as specified shall be 26 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galva- nized) or pre -painted AZ50 aluminum -zinc alloy -coated. Panels shall have American Buildings Company's Reflec- tive White Long Life Finish. 5.1.11 American Buildings Company's Standing Seam II (S2P) and Standing Seam 360 (S3P) Roof Panels as specified shall be 24 gauge steel. The panel exterior finish shall be either AZ55 aluminum -zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum - zinc alloyted. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 500®) Finish. 5.1.12 American Buildings Company's Loc -Seam Panels (LOC) as specified shall be 24 gauge steel. The panel exterior finish shall be either AZ55 aluminum -zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc alloy -coated. Pre -painted panels .shall have American Buildings Company's Premium 70 (Kynar 5000) Finish. 5.1.13 American Buildings Company's Mansard Fascia Panels (MFP) as specified shall be 24 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc alloy - coated. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 5000) Finish. 5.2 PANEL DESCRIPTION 5.2.1 American Buildings Company's Long Span Panel (LSP) shall have major ribs 1-3/16" 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 bottom section of the lap. 5.2.2 American Buildings Company's Architectural II Panel (A2P) shall have a configuration consisting of ribs 1-3/16" deep. Major corrugations shall be spaced 12" on center. Panel design produces a decorative smooth shadow -line with semi -concealed fasteners. Architectural 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 a 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" interlocking ribs. The interlocking ribs are designed to conceal the panel fasteners. The Soffit/Liner Panel shall provide a net cover- age of either 12" or 16". 5.2.6 American Buildings Company's Standing Seam H (S2P) and Standing Seam 360 (S3P) Roof Panel shall have a configuration consisting of 2" high (3" including seam) by 43/4" wide rib, spaced on 24" centers. Panels 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 mechani- cally 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 5B" nominal coverage. A solid 3/8" minimum plywood decking or equivalent with a minimum 3:12 slope is required. ® February 1996 -" 5.2.9 Panel Length: All wall panels' e continuous from sill to roof line and all roof panels all be continuous from eave to ridge except where lengths become prohibitive for handling purposes. Roof panel end laps shall be a mini- mum 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". 5.2.10 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 4:12 slope shall be bevel cut. 5.2.11 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. Oilcanning does not affect the structural integrity of the panel. SECTION 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 307 or ASTM A 325 as required by design. 6.1.2 Fasteners for Roof Panels: All roof panels shall be attached to the secondary framing members by the following: (a) Premium roof fasteners shall be No. 12-14 x 1 1/4" or No. 14-14 x 1" self -drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -finished or warranted roofs. (b) Standard roof fasteners shall be No. 12-14 x 1 1/4" or No. 14-14 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 long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.3 Fasteners for roof panel side laps and flashing connections: Long Span Panel roof panel side laps and flashing connec- tions shall be stitched by the following: (a) Premium roof fasteners shall be No. 14-14 x 3/4", Type "AB", self -tapping carbon steel screws with a 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 -finished or warranted roofs. (b) Standard roof fasteners shall be No. 14-14 x 3/4" self -tapping carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a long life coating over zinc plating. Standard fasteners shall be used on unwarranted 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 following: (a) Premium roof fasteners shall be No. 14-14 x 1" self - drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -finished or warranted roofs. (b) Stto-J roof fasteners shall be No. 14-14 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 long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.5 Fasteners for the 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 fixed panel clips and expansion clips shall be carbon steel No. 12-14 x 1-1/4" hex -head, cadmium or zinc plated. The fasteners are applicable 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. 12-24 x 1-1/4" Tek 4 or No. 12-24 x 1 1R" 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, Architectural or Multi -Rib Panels shall be attached to the secondary framing members by means of self -drilling carbon steel screws, No. 12-14 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" in thickness. 6.1.7 Fasteners for Wall Panel Side laps and Liner Panel Side laps: All Long Span, Architectural or Multi -Rib Panel side laps shall be stitched by means of self -tapping carbon steel screws, No. 14-14 x 3/4" Type "A" or "AB", cadmium or zinc plated, assembled with a 0.040" minimum thickness nylon isolation washer. The fasteners shall be color coor- dinated 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. 12-14 x 1" self -drilling hex -head screws with a special 1/2" x 1 " rectangular locking nuts. 6.1.9 Blind Fasteners: All blind fasteners shall be 1/8" diameter, high strength 6052 painted aluminum rivets as manufac- tured by USM POP or equal. 6.2 PANEL CLIPS 6.2.1 Panel clips for the Standing Seam Roof Panel shall be one of the following: (a) Fixed panel clips shall be a nominal 31/8" or 41/8" (for thermal blocks) in heights and 3" in width. Clips shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. Panel clips shall have a fluorocarbon coating for corrosion resistance. (b) Expansion clips (SSEC series) shall be of a two part assembly. The clip portion shall be a nominal 3 1/8" or 4 1/8" (for thermal blocks) in height. The clip portion shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. The clip portion shall have a fluorocarbon coating for corrosion resistance. The base portion of the clip shall be die formed 18 gauge zinc -coated (galvanized) steel. Total February 1996 expansion capability of the' assembly shall be 1 1/4". l (c) Expansion clips (SSPC series) for bar joist purlins shall be of a two part assembly. The clip portion shall be 2 12" wide. The clip portion shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. The clip portion shall have a fluorocarbon coating for corrosion resistance. 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 gauge painted steel. Total expansion capability 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 clip portion shall be a nominal 2 3B" or 3 1/8" (for thermal blocks) in height and 3" in width. The clip portion shall be die formed from 24 gauge aluminum coated steel. The base shall be die formed from 18 gauge 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 11/2" in width. The clip shall be die formed from 26 gauge zinc -coated (galva- nized) or aluminum -zinc alloy -coated steel. 6.2.4 The Standing Seam 360 clip is a two pan assembly. The clip portion is die formed .026 thick aluminum coated steel. The base shall be die formed 12 gauge painted material 2 1/4" or 3 1/4" (for thermal blocks) high and 6" long. The expansion capability is 2". 6.3 CLOSURES AND SEALANTS 6.3.1 Closures Strips: The corrugations of the root' and wall panels shall be filled with preformed closed cell non - shrinking, laminated polyethylene closures along the eave, ridge and rake when required for weather tiehmess. 6.3.2 Metal Closures: The corrugations and pan area of the Standing Seam U and Standing Seam 360 Roof Panel shall be filled with formed metal closures. The closures shall be formed from 20 gauge steel to the shape of the configura- tion.The closure exterior finish shall be AZ55 aluminum -zinc alloy -coated, or pre -painted AZ55 alumi- num -zinc alloy -coated. 6.3.3 Sealer: Long Span Panel roof side laps and end laps shall be sealed with 1/2" x 1/8" tape mastic. The material shall be a butyl base elastic compound with a minimum solid content of 99%, Sika SikaTape TC -95 or equal. The sealer shall have good adhesion to metal and be non -staining, non -corrosive, non -shrinking, non -oxidizing, non-toxic, and non-volatile. The service temperature shall be from -60°F to +212° F. The material shall meet or surpass the requirements of Federal Specification TT -C -1796A, Type II, Class B and NAAMM SS -1C-68. 6.3.4 Sealer: American Buildings Company's Standing Seam and Loc -Seam Roof Panels side laps shall have factory applied mastic, Sika SikaCaulk 537 or equal. Its composi- tion shall be 91% solids by weight. Service temperature range shall be -60°F to +250'F. The material shall meet or surpass the requirements of Federal Specification TT -C - 1796A, Type I, Class A. 6.3.5 Sealer: All American Buildings Company's Standing Seam and Loc -Seam Roof end laps, ridges and eave closures shall be sealed with tape mastic, Sika SikaTape TC -65 or equal. The material shall be non -staining, non -corrosive, non-toxic, and non-volatile. Composition shall be 100% solid ethyl —propylene copolymer tape. Service tempera - cure shall be from -60°F to +212°F. The material shall meet or surpass the requirements of Federal Specification TT -C - 1796A, Type II, Class B. 6.3.6 Caulk: All gutter and downspout joints, rake flashing laps, ridge flashing laps, doors, windows, and louvers shall be sealed with white or bronze pigmented polyurethane caulk, Bostik Chem -Calk 915 or equal. It shall meet or exceed the requirements of Federal specification TT -S -00230C, Type II, Class A. 6.4 GUTTER, FLASHING AND DOWNSPOUT 6.4.1 Gutters and Flashings: All standard exterior gutters are 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum - zinc alloy -coated steel with a pre -painted finish in White or Burnished Slate. Standard rake flashing is 26 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel with a pre -painted finish in Reflective White or Burnished Slate. All other flashings shall be a minimum 26 gauge steel. 6.4.2 Downspouts: All downspouts shall be 28 gauge zinc - coated (galvanized) or aluminum -zinc alloy -coated steel with color coordinated, pre -painted finish, rectangular in shape. SECTION 7: PAINTING 7.1 STRUCTURAL PAINTING 7.1.1 All uncoated structural steel and light gauge steel members shall be cleaned of all foreign matter and loose scale and given a one mil coat of American Buildings Company's red oxide primer. Primer meets or exceeds the performance requirements of Specification SSPC 15-68T (replaces and is equivalent to Federal Specification TT -P -636D). The primer is not intended as a finish coat At American's option, cold -formed secondary structural framing may use pre -painted coil stock which eliminates the need for a shop coat of primer. The base metal shall be thoroughly cleaned and then treated with iron phosphate solution to enhance paint adherence before the coil is coated with a red oxide polyester paint. The dry film thickness of the paint shall be 0.5 mil. The coating meets or exceeds the performance requirements of Specification SSPC 15-68T (replaces and is equivalent to Federal Speci- fication TT -P -636D). The coating is not intended as a finish coat. 7.1.2 Abrasions caused by handling after painting are to be expected. Primer shall be furnished to touch-up these areas by the contractor performing field touch-up or field paint- ing as specified in the contract documents. 7.2 LONG LIFE COATING 7.2.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.2.2 Prime Coat: The base metal shall be pretreated and then primed with an epoxy or urethane type primer for superior adhesion and superior resistance to corrosion. The dry film thickness shall be 0.2 mils. 7.2.3 Exterior Coat: After priming, the exterior side shall be given a Long Life coating, baked in excess of 500 °F to a controlled dry film thickness of 0.7 to 0.8 mils. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: ® February 1996 TEST TEST METHOD '" IFORMANCE Specular Glass ASTM D 523 -35 degrees on a std. arner 60 deg. meter Dry Film Hardness ASTM D 3363 F -2H Q.U.V. Weatherometer ASTM G 53 Passes 300 hours, No objectionable color change, chalking or blistering Humidity Resistance ASTM D 2247 Passes 1000 hours Salt Spray Resistance ASTM B 117 Passes 750 hours Reverse Impact ASTM D 2794 Passes, No Removal Microbial Attack ASTM G 22 Passes . 7.2.4 Interior Finish: The interior finish shall have a parchment polyester top coat over an epoxy or urethane primer. The dry film thickness shall be 0.3 mils. 73 PREMIUM 70 COATED PANELS 7.3.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.3.2 Prime Coat: The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base prima: The dry film thickness of theprimers shall be .25 mils minimum. 7.3.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 5000(PVF2) formulation. The dry film thickness of the top coat shall be .8 mils minimum. The total dry film thickness shall be 1.05 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: TEST TEST METHOD PERFORMANCE Specular Glass ASTM D 523 Medium Glass, 3040 at 60 degrees Dry Film Hardness' ASTM D 3363 F minimum Film Adhesion ASTM D 3359 Excellent/No Removal Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal Abrasion Resistance ASTM D 968 Exceeds 65 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 1000 hours Color Retention ASTM D 2244 No objectionable change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum rating of 9 Roof panels with the Premium 70 finish must have a minimum 12:12 roof slope to qualify for Material Warranty. 7.3.4 Interior finish: The interior finish shall have a parchment polyester top coat or backer over an epoxy, urethane, or, water base prima. The dry film thickness of the backer shall be .4 mils minimum. 7.4 PREM� 'OM COATED PANELS 7.4.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.4.2 Prime Coat: The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base primer. The dry film thickness of the primers shall be .4 mils minimum. 7.4.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 5000(PVF2) formulation. The dry film thickness of the top coat shall be 1.0 mils minimum. The total dry film thickness shall be 1.4 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: - TEST TEST METHOD PERFORMANCE Specular Glass ASTM D 523 Medium Glass, 30-40 at 60 degrees Dry Film Hardness ASTM D 3363 F minimum Film Adhesion ASTM D 3359 Excellent/No Removal Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal Abrasion Resistance ASTM D 968 Exceeds 100 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 2000 hours Color Retention ASTM D 2244 No objectionable change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum Rating of 9 Roof panels with the Premium 70M finish must have a minimum 1/2:12 roof slope to quality for Material Warranty. 7.4.4 - Interior Finish: The interior finish shall have aparchment polyester top coat or backer over an epoxy, urethane, or water base prima. The dry film thickness of the backer shall be.4 mils minimum. SECTION 8: ACCESSORIES 8.1 WINDOWS 8.1.1 Standard windows shall be horizontal slide units with a bronze finish, Y -O" x 3'-0" and 4'-0" x 3'-0" in Architec- tural and Long Span Panel Walls; 4'-0" x Y -O" in Shadow Panel Walls. They shall be furnished complete with 7/16" heretically sealed double glass, hardware, and half screen. Windows shall be self -flashing to American Build- ings Company's wall panels. They shall conform to ANSI A134.1 and shall be certified by Architectural Aluminum Manufacturers Association for high performance commer- cial construction, HS -132 -HP. 8.1.2 Narrow Light Windows shall be wall units 1'4" x 7'-13/4" having dark bronze aluminum frames 13/4" x 4" and 1" solar bronze annealed insulated glass. The glazing stop shall snap on using stainless steel spring clips. There shall be no exposed screws on the Glazing Bead. The glass shall be set against the fin using Butyl Tape and sealed on interior and exterior with silicone to insure a water -tight February 1996 seal and to enable truck shipment .'ut danger of glass slippage. 8.2 PERSONNEL DOORS 8.2.1 Standard personnel doors shall be 3'-0" x 7'0" x 1 3/4" manufactured from 20 gauge zinc -coated (galvanized) steel. Doors shall have a textured finish and shall be painted White. Doors shall meet Federal Specification RR -D -575b and Commercial Standards CS -242-62 and PS4-66. Doors shall be one of the following: (A) Steelcraft SLT-20-4 (honey comb core) or equal. (B) Ceco Omega 20 (honey comb core) or equal. (C) Ceco Versa 20 (urethane foam core) or equal. 1. Doors shall have square edges for non -hand installation. 2. Doors shall be flush and have vertical mechanical interlocking seams on both hinge and lock edges. 3. Doors shall be provided with top and bottom inverted 16 gauge galvanized steel channels spot welded within the door. 4. Doors "A" and "B" shall be reinforced, stiffened, and sound deadened with impregnated kraft honey comb core completely filling the inside faces of the door and laminated to the inside faces of the panels. 5. Door "C" shall be filled with a rigid urethane core foamed in place and chemically bonded to the interior. 6. Doors shall be reinforced for applicable hardware. 8.2.2 Door frames shall be 16 gauge zinc -coated (galvanized) steel, preprinted White and shall be one of the following: (A) Steelcraft MU -16 series having a jamb depth of 5-3/4" with an 18 gauge jamb retainer. (B) Ceco MBF -8 series having a jamb depth of 8". 1. Door jambs shall be constructed for non -hand installation. 2. Door frame "A" shall have factory applied weather-stripping. 3. Door frame "B" shall have weather-stripping provided for field installation. 4. Door frames shall be provided with 4 12" x 4 1/2" hinges and reversible strike plate. Door frame "A" shall have hinges pre -welded to the frame. 8.2.3 Standard locksets shall be one of the following: (A) Yale CRE 8722 mortise lockset, US26D finish, or equal. (B) PDQ SW 182PAT260 cylindrical lockset or equal. 8.2.4 Exit devices shall be one of the following: (A) Yale 7100 Sryline series rim device with a stainless steel finish. (B) Yale 2000 rim device with a SB finish. 8.25 Door threshold shall be aluminum, supplied with flat head screws and expansion shields for attachment to masonry floor. 8.3 SLIDING DOORS 8.3.1 Standard double sliding door sizes shall be 12' wide by 10', 12', 14', or 16' high as specified. All sliding doors shall be designedistand applicable wind loads. Doors will be shipped un ...::ambled, complete with bottom guide, lock angles for side closure, hoods to protect the top of doors from weather, four-wheel trolleys, and galvanized track. Doors shall be supported from a structural header by 3/8" bolts on 2'-0" center. Door panels shall be the Long Span panel and the color shall be Reflective White. Each door leaf shall have two four-wheel trolleys. They shall be 21/8" in diameter and shall be formed from heavy gauge steel that has been zinc plated and chromated to resist rust. The wheels shallhave hardened steel roller bearings sealed with long lasting lubricants. They shall be as manufactured by the National Manufacturing Company (No. 1050T) or equal. 8.4 OVERHEAD DOOR FRAMING 8.4.1 Overhead door support framing shall be designed to resist applicable wind loads and shall consist of channel jambs with a structural header at the top of the opening, 26 gauge steel color coordinated flashings shall be provided to con- ceal panel edges at the opening unless otherwise specified. 8.5 GRAVITY VENTILATORS 8.5.1 Gravity ridge ventilators shall be manufactured from gal- vanized steel and painted white. The ventilator body shall be 24 gauge and the skirt shall be adjustable to match the roof slope. Chain operated damper will be furnished. Ven- tilators shall be'equipped with standard birdscreens and riveted end caps. Ventilators shall be 10' long and have a 9" or 12" throat. 8.5.2 20" round ventilators shall be 24 gauge and shall have an adjustable base for ridge mounting or a pitched base for on -slope mounting. 8.6 LOUVERS 8.6.1 Louvers shall be manufactured from 20 gauge zinc -coated (galvanized) steel, painted white, and shall be self -framing and self -flashing. They shall be equipped with adjustable dampers unless otherwise specified. Nominal size shall be 4'-0" x 3'-0" for standard walls and 4'-0" x 4'-0" for Shadow Panel (HFP) walls. 8.7 SKYLIGHTS 8.7.1 Roof skylight panels shall be translucent fiberglass rein- forced 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 stand mat or cut glass fibers for structural strength. They shall meet or exceed applicable requirements of ASTM D 3841- 80 Type 1, and ICBO Research 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". Flamma- bility rate of material shall be no greater than 2 in/min when tested under ASTM D 635. Coefficient of heat transmis- sion (U -factors) shall be no greater than 0.8 BTU/Hr/Sq. ft. degree F. Available insulated 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. 15 February 1996 `� ENGINEERING P `�RTIES (STRONG LIGHT LIGHT Skylight) Property Test Method Nominal Value Shear Strength ASTM D 732 11,000 psi Bearing Strength ASTM D 953 A 13,400 psi Tensile Strength ASTM D 638 19,000 psi 8.7.2 Wall sidelight panels shall be translucent fiberglass panels made in the same configuration as the wall panels. They shall meet or exceed applicable requirements of ASTM D3841-80 Type 1, and ICBO Research Report No. 1412. Material weight shall not be less than 6 ounces per square foot. 8.8 INSULATION 8.8.1 Fiberglass Blanket Insulation shall have a density of 0.6 pcf and shall be available in 2", 3", 4" and 6" thicknesses. (Other roof insulation systems are available with thickness up to 12 inches). Maximum application thicknesses are as follows: Standing Seam Roof 6" over purlin with or without 8.8.2 Fiberglass Insulation Facings shall be laminated on one side with one of the facings as shown in Chan below. Facings other than those shown in the Chan below are available upon request. 8.8.3 Rigid Foam Thermal Blocks shall be cut from high density extruded polystyrene board stock, having a L2 25 flame spread rating. Thermal Blocks shall have a minimum thick- ness of 1 inch and shall be a minimum of 3 inches in width. Thermal Block material shall be Dow Styrofoam (Blue Board) or equal. 8.8.4 Foil -faced rigid insulation (Thermaxo) 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 1R" to 3". Rigid insulation shall beThermax by Celotex or approved equal. FACIIr4GS Color White Textured White Aluminum Flame Spread* 25 25 25 Perm Rating 1.3 .02 .02 Service Temp. Min 0°F 20°F -10°F *The numerical flame spread rating is not intended to reflect hazards presented by this or any other material under actual fire conditions. 8.9 RO0'0JRBS 8.9.1 Roof curbs shall be manufactured from minimum 18 gauge AZ55 aluminum -zinc alloy -coated steel. Curbs shall have an integral cricket type water diverter and an angle splash guard. The minimum curb height shall be 8". 8.10 PIPE FLASHING 8.10.1 Pipe flashings shall be of a one piece construction and fabricated from an EPDM membrane and shall have an aluminum base that can be field conformed to any panel configuration. Pipe flashings shall be flexible for mounting on any roof slope. Service temperature ranges shall be -30°F to +250°F. Three standard flashing sizes shall ac- commodate pipe sizes from 1/4" diameter up to 13" diameter. SECTION 9: ERECTION AND INSTALLATION The erection of the metal building and the installation of - accessories shall be performed in accordance with 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 1986. There shall be no field modifications to primary structural members except as authorized and specified by American Buildings Company. SAFETY DURING ERECTION CANNOT BE OVER -EMPHASIZED'. SECTION 10: BUILDING ANCHORAGE AND FOUNDATION The building anchor bolts shall resist the maximum column reactions resulting from the specified combinations 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 Company. 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 Buildings Company assumes no responsibility for the integrity of the foundation. SECTION 11: WARRANTIES American Buildings Company offers a variety -of warranties for panel coatings, roof system weathenightness, purchased products, and manufactured materials. For specific warranty details and costs refer to the American Buildings Company Warranty Manual or contact American Buildings Company at 334687-2032. February 1996 rigid foam thermal block. Loc -Seam Roof 6" over purlin with or without rigid foam thermal block. Long Span Roof 4" over purlin with an addition 2" between purlins. Long Span Wall 4" over girt Architectural II Wall 6" over girt, longer fasteners required. 8.8.2 Fiberglass Insulation Facings shall be laminated on one side with one of the facings as shown in Chan below. Facings other than those shown in the Chan below are available upon request. 8.8.3 Rigid Foam Thermal Blocks shall be cut from high density extruded polystyrene board stock, having a L2 25 flame spread rating. Thermal Blocks shall have a minimum thick- ness of 1 inch and shall be a minimum of 3 inches in width. Thermal Block material shall be Dow Styrofoam (Blue Board) or equal. 8.8.4 Foil -faced rigid insulation (Thermaxo) 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 1R" to 3". Rigid insulation shall beThermax by Celotex or approved equal. FACIIr4GS Color White Textured White Aluminum Flame Spread* 25 25 25 Perm Rating 1.3 .02 .02 Service Temp. Min 0°F 20°F -10°F *The numerical flame spread rating is not intended to reflect hazards presented by this or any other material under actual fire conditions. 8.9 RO0'0JRBS 8.9.1 Roof curbs shall be manufactured from minimum 18 gauge AZ55 aluminum -zinc alloy -coated steel. Curbs shall have an integral cricket type water diverter and an angle splash guard. The minimum curb height shall be 8". 8.10 PIPE FLASHING 8.10.1 Pipe flashings shall be of a one piece construction and fabricated from an EPDM membrane and shall have an aluminum base that can be field conformed to any panel configuration. Pipe flashings shall be flexible for mounting on any roof slope. Service temperature ranges shall be -30°F to +250°F. Three standard flashing sizes shall ac- commodate pipe sizes from 1/4" diameter up to 13" diameter. SECTION 9: ERECTION AND INSTALLATION The erection of the metal building and the installation of - accessories shall be performed in accordance with 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 1986. There shall be no field modifications to primary structural members except as authorized and specified by American Buildings Company. SAFETY DURING ERECTION CANNOT BE OVER -EMPHASIZED'. SECTION 10: BUILDING ANCHORAGE AND FOUNDATION The building anchor bolts shall resist the maximum column reactions resulting from the specified combinations 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 Company. 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 Buildings Company assumes no responsibility for the integrity of the foundation. SECTION 11: WARRANTIES American Buildings Company offers a variety -of warranties for panel coatings, roof system weathenightness, purchased products, and manufactured materials. For specific warranty details and costs refer to the American Buildings Company Warranty Manual or contact American Buildings Company at 334687-2032. February 1996 AMERICAN BUILDINGS COMPANY State Docks Road - Eufaula, AL 36027 - (334) 687.2032 'Fla CAL(;-ULATo�Ns:� MEl"tAL 13UILDINO POUNDAMN STAN WAI%b 608 tYCAMbAE"i dfilbLIEYj did: won At? le,S, �As. ly, CA R.08.E'RIF.. 13. HE"'ATON Arckitect 2044. Oalryi Avehue - Chico, California 95926 (9,16) 343...8038. STRUCTURA.L,.-,..C.A.LC-ULA..'TIO.NS IWETAL WANNO POWNbAirION S'ANWARD * 895 ' t V C A MORIE1 GRIDLEIV CA. A. AR BVAC. �Pt. No C919 C L TABLE OF CONTENTS: —rage Description PnO- Number(s) Footing Plan, 2 Main Frame Reactions (From Bldg. Mfgr) 3 Foundation Design 4 10 Anchorage to Concrete 11 17 BUVE cwwyl A��fjo\JED 2 oz , FZ rf DOA ca5Z n 9,-7 7 -yam -2.-7 7yK pt,t WL- _N,oK --S.oK —o,ry � -o I -Al( ea c t, s .e w w. v Pa x, = q, 3 ' Global o data ' Metal buildingfoundation deli n re.. i.o g 8/6/97,2:21 ' Project Stan Ward Butte County, California Architect Robert Heaton ' (916)343-8038 ' Code used 1994 Uniform Building Code Lateral design data g Building enclosure category Seismic zone 3 0 Enclosed Basic wind speed 80 mph 0 Partially enclosed rxlmvure C 0 open Material data Concrete Reinforcing steel (footings) Slab reinforcing - if mesh used fc 2500 psi fy 40000 psi fy 60000 psi 0.90 fs 20000 psi p(mill) 0.003 Unit weight 0.150 kcf Es _ 30000000 psi p(min) 0.005 Building loading summary" Roof loading Total dead load 0.003 ksf Rogf lire load 0.020 ksf Reducible? Yes Snow load w 0.000 ksf _ Page] Metal building bundcition design rcv. l.o Perimeter, footing at Front sidewall Grid Perimeter footing at Rear sidewall Width 12.00 inches Overall depth 16.00 inches Depth into soil 12.00 inches Reinforcing and section capacity 1 no. 4 As 0.20 in^2 p(actual) 0.0014 p(min) Adjnstment.for p(actual) Mil 7.11 , ft -kips �Mn 5.33 ft -kips Dead load summary IV pg 0.24 kips/ft iv fig 0.34 kips/ft Effective 1 9.85feet feet P dl 3.39 kips Perimeter footing at Rear sidewall Width 12.00 inches Overall depth 16.00 inches Depth into soil 12.00 inches Reinforcing and section capacity 1 no. 4 As 0.20 * in^2 p(actual) 0.0014 p(min) Adjustment for p(actual) �Mn 7.11 ft -kips +Mn 5.33 fl -kips Dead load summary w .iig 0.24 kips/ft IV fig •0.34 kips/ft Effective L 9.85 feet P di 3.39 kips d Perimeter footings A 12.00 inches top and bottom 0.005 0.75 Modijed for p(actual) .Sec. 1910 5.2 (without cantilevered slab) (Including slab) (Io resist uplift) Grid D d 1100 inches lap and bottom 0.005 0.75 Modified for p(actual) Sec. 1910. S. 2 (ibithout cantilevered slab) (Inchiding slab) (To resist uplift) Page 1 8/6/97 2:26 Page 2 Perimeter footings ' metal buildtn miaiign designver. 1 g.fMd0 8/6/97.2:26 Perimeter fooling at left endwall Grid 1 6V01h 12.00 inches • Overall delith 16-00 inches d 12.00 inches ' Depth inio soil 12:00 niches Reinforcing and section caliaeity 1 rro. 4 top and bottom ' As 0:20 in^2 p(actual)0.0014 p(min) 0.005 A(fjnstmeni for p(actual) 0.75" 7.11 ft -kips . Mir 5.33 ft -kips Modifiedfv p(tidual) Sec. 1910.3.2 Dead load summary ' iv ,79; 0.24 kips/ft (without cantilevered slab) iv fix 0.34 kips/ft (Inchiding slab) Effective l 9.85 feet (To resist uplift) P dl. 3.3.9 kips perimeter footing at right endwall Grid 3 6iridtlr 12.00 inches ' Overall del)lh 16.00 inches d 12.00 inches ' Depth inlb sod- , 12.00 inches , Reinforcing and section capacity 1 110. 4 top and bottom ' As 0.20 in^2 p(actual) 0.0014 . p(mbi) 0.005 Adjnstment for p(actual) 0.75 7.11 ft -kips �Mn 5.33 ft -kips Modifred for p(actual) Sec 1910.5.2 . Dead load summary ' iv pg 0.24 kipsfl (will760 cahlilevered slab) I,, fig 0.34 kips/ft (Including slab) Effective L 9.85 , feet (7`o resist uplift) P di 3.39 kips Page 2 1' Main frame reactions - 1 Metal building•foundation design reg. i.o 8/6/97 2:32 1 Main frame reactions Grid 2 Front sidewall Rear sidewall Grid A Grid B Sign convention 1 -4 T -4 T Lateral Load combination - _ ._ ............ Ph . - - - Ply _ - --- -- Ph Pv sliding _ _- DL+LL 2.700 7.400 (2.700) 7,400 0.00 ' DL+WLL (4.000) (5:000) (0.900) (2.600) 4.90 DL +- PER 0.000 0.000 0.000 0.000 0.00 DJd-n Parallel 0.000 0.000 0.000 0.000 0.00 1 0.000 0.000 0.000 0.000. 0.00 0.000 0.000 0.000 0.000 0.00 4.000 0.900 ' Check footings at main frames for axial load: Front sideivall . Grid A P axial (maximum) 7.40 kips P axial (allowable) 5.01 kips (Line, footing only) Point footigg requiredt 1 Point, footing data Soil bearing capacity 0, 76 ksf (Match bearing capacity at'line footing) Point footing mull provide an additional 3.16 s: f. of bearing area Mininntm footing size 1 2.35 feet sgrtat•e Use 3.00 feet sq. x 1.50 feet deei ok! 1 Uplift: ok!. Rear sidewall Grid D P axial (maximum) . 7.40 kips 1 P axial (allowable) 5.01 kips (Line.fooling only) Point footing required! Point footing data Soil bearing capacity 0.76 ksf (Match bearing capacity at line footing 1 Point• footing mrtst provide cnr additional 3:16 sf. of bearing area Minimum fooling size 2.35 feet square ' 1 Use 3.00 feet sq. x 1.50 feet deei ok! 1 - Uplift: ok! 1 1 _ Page 1' Main frame'ieactions Metal'buildi1.ongfunatonesgn 8/6/972:32 Check uplift at -main frames Front sidewall Grid A Rear'sidewan Grid D P uplift (actual) '(5.00) kips (maximum) . P uplift (actual) (2.60) kips (maxinn m) Factor of safety regd, 1'.50 Factor of safety regd . 1.50 Reduct_iorr 0.70 Per MBMA Handbook Reduction 0.70 Per MBMA Handbook P uplift (desig;n) (5.25) kips -- — P uplift (design) (2.73) kips P dl 5.42 kips ok! P dl 5.42 kips ok! h C eck outward lateral thrust at mainframes Hairpin steel required Sidewalls Grid A As min ' P lateral (DLq-LL) 2.7.0 kips 0.010 in^2 P lateral (Other cases) 4.00 kips 0.056 irr^2 I Footing contribution 2.50 kips (Resi,stance 'to lateral sliding provided by footings) ' Check"lateral sliding at typical frame bay Grid 2. P lateral 4.90 kips%bay (maximum) Factor of safety regd 1.50 P lateral (design) 7.35 kips/litry(maximrrm) ` Check resistance to lateral sliding;: -Lateral bearings of perimeter footings Tooting Passive depth (ft.) bearing cap. (kips ft depth) Total Front siderwall 1.00 0:10 0.050 kips/ft Rear sidewall 1.00 0.10 0.050 kips/fl Frictional resistance Dead load .srrrrrmary wdl Friction Element __ (kips/ft) coefficient Slab 2.63 0.00 0.00 kips. ft Perimeter footings 0.49 0.00 0.00 kips/ft I ie footing --where occuring 0.00 0.00 0.00 kipsft Surface resistance(Class 5 soils) 1.56 •" kips ft Miniinum bay slaaeing,required to resist lateral sliding, " 4.44 feet A Ac/ual bay .spacing 1 t 25.00. feet ok! _ Page 2 Isolated endpost footing Metal building foundation design rev. 1.0 8/6/97 2:28. ' Perimeter.footing at Endwall Grid 1;3 Width 12.00 inches Overall depth 16.00 inches d 12.00 inches Depth into soil 12.00 inches Reinforcing and section capacity l no. 4 top and bottatn As 0.200 in^2 p(actuol) 0.0014 min 0.005 Adjustment. for p(actual) 0.75 tMn 7.106 .f -kips �Mmr • 5.329 fit -kips . Modified for p(actual) Sec. 19.10.5.2 Dead load summary w ff 0.244 kips, f (u-ithou► cantilevered slab) 1 w fig 0.345 kips!f (including slab) Effective L 9.850 feet (To resist uplrf) P d► 3.395 kips (hoax.• uplif resistance) 1 Allowable bearing capacities at perimeter line footing Perimeter footing at Endwall 1 Base bearing cop. 1.000 ks f Increase for depth 0.000 ksf Increase.for width - - -0.000 ksf-- - -- 1 Bearing capacity 1.000 ksf (Rearing capacity if footing weight neglected) Rearing capacity 0.756 ksf (Net bearing capacity tf f►g weight included) . Design brg cap. 0.756 ksf P axial capacity 1 5.008 kips (Allowable point load without point footing) Applied loads Actual Allowed . P (axial) 4.400 kips < 5.008 Ok! P (uplrf) 3.700 ' -kips Reduction 0.70 Per MBMA Handbook_ P (upltf) with 1.5.sf. 1 1 3.885 kips > 3.395 No good! • Page 1 CONCBOL3 3:20 AM 8/ 6/97 Rev.05-09-94 Anchorage to, concrete Description >>Load case 1 ------------------------------ ---General----.-----------------------=---- ,Special inspection ?, > N Use multiplier 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 '1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for ,bolt shear strength > .600 1s reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > t for concrete tension strength. > .650 ---------------------------------Loading--------- Shear: Tension: V (WL) > .000 kips T (WL) > .000 kips V (LL) > 2.700 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear (9-1) U : 1.0 + 1.7L > 4.590 kips (9-2) U = 0.75*(1.4D i 1.7L + 1.7W) > 3.443 kips (9-3) U = 0.9D + 1.3W > .000 kips Vu. Umax * multiplier > 9.180 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = 1.4D + 1.71, > .000 .kips (9-2) U = 0.75*(1.4D i 1:7L + 1.7W) > .000 kips (9-3) U = OAD + 1.3W > .000 kips Pu Umax * multiplier > .000 kips -----------------------------Bolt group data ---------------------------- Bolt grade ) 1.000 1 => A307 2=> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Head diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in"2 Bolt spacing > 4.000 inches Raw spacing > :000 inches Number of bolts/raw > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches ED1 > 12.000 inches (Loaded edge) ED2 > 12.000 inches (Unloaded edge> ' ED3. > 6.000 inches <Side 1> ED4 > 6.000 inches <Side 2> "-: - ' ------------------------ - y ------Summar ---------==-------=------- -== Shear check For anchor groups, the concrete design shear strength shall ' be taken as the smallest of: I. The strength of the weakest stud times the number of studs. ' 2., The, strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of ,shear. Check-bolt(s) near free edge �Vc > 31.540 kips' 2.000 Bolts -considered ' Vs > 31.810'kips 2.000 Bolts consideree Check bolts) farthest from free edge.' �Vc > 31.540 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Case 1 > 31:540 kips Case 2 > 31.540 kips t Case 3 > 31.540 kips `1 > 31.540 kips ' NC > 37.106 kips Vs > 31.810 -kips Ps >- 47:714 kips' <0.9 Ab + f's> ' AO-> 380.008 in'2 densile stress aiea> pc > 49.401 kips < + 1 + (f'c)'.5 + 4 Ao> - Pc > 76.002 kips ------------------------=-----Unity check-----=------------------------- ' 1/�[(Pu/Pc)t + (Vu/Vc)2] > .094 (Pu/Ps)z + (Vu/Vs)z > .083 ' CONCBOL313 :20 3:20 AM 8/6/97 Rev 05-09-94 Anchorage to concrete ---------------------------------g----------=--------------------------- Description »Load case 2 --------------------------------- General ------- --- --------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type- > 2.000 1 * Plate supported.on grout pad 2 => Plate supported on concrete surface . 3 => Plate embedded flush with concrete g for bolt shear strength > .600 Is reinforcing provided for shear ? > y for concrete shear strength >. .850 Are bolts embedded beyond far face reinforcing ? > N for concrete.tension strength > .650 ---------------------------------Loading------------------------------- ' Shear:. Tension: V (WL) > 4.000 kips T (WL) > 5.000 kips V (LL) > .000 kips T (LL) > .000 kips ' V (DL) > .000. kips T (DL) > .000 kips Load combinations - Shear --------------------- -- ---------------------------------- (9 1) U ' 1.4D.+ 1.7L > .000 kips (9 2) U = 0.75i(1.4D + IJL + 1.7W) > 5.100 kips (9-3) U 0.9D + 1.3W > 5.200 kips Vu Umax * multiplier > 10.400 kips Load combinations - Tension' --------- ------------------------------------------------ (9-1) U =.1.4D + 1.7L. > .000 kips (9-2) U.= 0.75*(1.4D + 1.7L + 1.7W) > 6.375 .kips (9-3) U = 0.9D + 1.3W > 6.500 kips ' Pu Umax multiplier >==13.000 -kips ---------------------=-------Bolt group data --- ---------------------_=-- - , Bolt grade > 1.000 1 => A307 2=> A325 3 => A36 Specified min, tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches. Head diameter (dh) i 1.125 inches ' Bolt area (Ab) > .442 W2, Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 ' Bolt embedment > 12.000 inches Concrete depth > 24.000 inches 1 EDI > 12.000 inches <Loaded edge) ' ED2 > 12.000 inches <Unloaded edge> ED3 > 6.006 inches <Side 1>, ED4 > 6.000 inches <Side 2> - -------------------------------- Shear check ' For anchor groups, the concrete design shear strength shall. be taken as.the smallest of: I. The strength of the weakest stud times tbe.number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. ,The strength of the row farthest from,the free edge in the direction of shear. Check-bolt(s) near free edge �Vc > 31.540 kips 2.000 Bolts considered Vs > 31.810 kips 2.' 000 Bolts considered Check bolt(s) farthest from free edge �Vc > 31.540 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Case 1 > 31.540 kips Case 2 > 31.540 kips . Case 3 > 31.540 kips �Vc > 31.540 kips VC > 37.106 kips Vs > 31.810 kips, Ps > 47.714 kips <0.9 + Ab + f's> Ao > 380.008 in"2 (Tensile stress area> QPc > 49.401 kips (f'c)'.5 4 AW Pc > 76.062 kips ------------------------------Unity check--------------------=---------- 1/�[(Pu/Pc)' + (Vu/Vc)z) > .166 (Pu/Ps)z + (Vu/Vs)t > .181 CONCBOL3 3:21 AM 8/ 6/91 Rev 05-09-94 Anchorage to concrete --------------------------------------------------- --------------------- Description >>Load case 3 ------------------- ------ ------General-------------------------------- Special ----------------------------- Special inspection ? > N Use multiplier : 2.0 Concrete strength V c ) _ 2.500 ksi Lambda > 1.000 Normal weight concrete ' Base plate type > 2.000 1 :> Plate supported on grout pad 2 :> Plate supported on concrete surface 3 :> Plate embedded flush with concrete ' for bolt shear strength > .600 Is reinforcing provided for shear ? > p. for concrete shear strength > ..850 ' Are.bolts embedded beyond far face reinforcing ? > N. for concrete tension strength > .650 ---------------------------------Loading------------- ' Shear: Tension: V (WL) > 3.000 kips T (WL) > 2.100 kips V (tiL) > .000 kips T (LL) > .000 kips V (DL) > .'.000 kips T (DL) > .000 kips ' Load combinations - Shear -- -------------------------------- - - ---- - ' -------- (9-1) U : 1.4D + 1.7L .000kips (9-2) U : 0.15*(1.4D + 1.1L.+ 1.7W) > 3.825 kips (9-3) U : 0.9D + 1.3W > 3.900. kips Vu Umax + multiplier >--7.800- kips . Load combinations - Tension ------------------------=---------------------------------- (9-1) U IAD + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.16 + 1.7W) > 2.678 kips (9-3) U : 0.9D + 1.3W > 2.730 kips Pu Umax + multiplier )-_5.460 -kips --------------------------Bolt group data ---------------------------- Bolt grade > 1,000 1 :> A307 2:> A325 3 :> A36 ,. Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Read diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in"2 Bolt spacing > .000 inches . , Row spacing > 4.000 inches Number of bolts/row ) 1.000 Number of rows > 2.000 J , Bolt embedment > 12.000 inches Concrete depth > 24.000 inches E91 > 6.000 ,inches <Loaded edge) ED2 > 6.000 inches <Unloaded edge) ED3 > 12.000 inches x Side 1) ED4 > 12.000 inches <Side 2> ' --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall ' be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the ' direction of shear. Check bolt(s) near free edge �Vc > 9.613 kips 1.000 Bolts considered Vs > 15.905 kips 1.000 Bolts considered Check bolts) farthest from free edge �Vc > 26.704 kips 1.000 Bolts considered Vs > 15.905 kips 1.000 Bolts considered Case 1 > 19.227 kips ' Case 2 > 19.227 kips Case 3 > 26.704 kips Pc > 19.227 kips 'VC > 22.619 kips Vs > 31.810 kips Ps > 47.714 kips 0.9 Ab f's> ' Ao > 380.008 in'2 densile stress area> .�Pc > 49.401 kips 1 + (f'c)-.5 4 Ao> Pc > 76.002 kips ------------------------------Unity check ------------------------------- 1/V (Pu/Pc)z + (Vu/Vc)z] > .191 fi , 0.11 - Z.e s b k I (Pu/Ps)z + (1►u/Vs)2 > .073 t,oS ` /SG 1 (7 som SEAT TRw M 4fA. D. I.MDS '�` - , - 4pIG MOVED A ART T1'PS L1'TWC . - Dt1RCL. atSUI[ TD KEEP WADS - S7� WELL 01 M LIAR OF LOWS HMG MOVED87 NET IYPE {17MRG DEMO. R[ SUS TO KEEP WADS + - STAT TKLL M M GIM K LOLtl3 - BERGG MO/ED BY AMY 1190 LYTWL .. D[Nft. L![,. PQGUfCR - STAT WELL RL THE CLEAR OF LOM!- BERG T4RD BI' ANF TYPE U7MG, AMD PUT cam or Mom( LOML. • _ AMD FEET oxm OF mu" [OMS _ SLRE ro KU► IRNCS AND FEET GIAa aF rpWLG TAMS DMC[. 4E SUS ro AN=, - AND TUT CIM 1 1 ---------- ---------- O ~ O ~ _ I I - tl .- ENOWALL RAFTER . s'• ENDWALL RAFTER ENDWALL RAFTER tl' _ _ - CORNER COLUMN I I (CHANNEL RAFTER) CORNER COLUMN (CHANNEL RAFTER)_ 8• - _ CORNER COLUMN. MIGHSIDE ENDWALL RAFTER HIGMSIDE CORNER COLUMN , (CHANNEL COLUMN) I 1p- 1, I STRUCTURAL BOLTS STRUCTURAL BOLTS tl - STRUCTURAL BOLTS i I (2) 1/74 X 1 1/4' ' (2) 1/74 X 1 '1/4• . • .. - (4) 1/2'4 X 1 1/4' STRUCTURAL MOUS A325 BOLTS (U.N.) A325 BOLTS (U.N.) a A325 BOLTS (U.N.) ,. 1/74 X 1 1/4" _ A325 BOLTS (U.N.) , CORNER COLUMN CONNECTION DETAIL AT BLDG: EAVE EF11 CORNER COLUMN CONNECTION DETAIL AT BLDG. EAVE EF12W CORNER COLUMN CONNECTION DETAIL AT BLDG. EAVE EF12 CORNER COLUMN CONNECTION DETAIL AT HIGHSIDE, EAVE EF14 COLUMN TO RAFTER CONNECTION - AA COLUMN TO RAFTER CONNECTION AA COLUMN TO RAFTER CONNECTION AA COLUMN TO RAFTER CONNECTION I Q! STRUCTURAL BOLTS (2) 3/4'4 x 7 A325 BOLTS (U.N.) -' FOR ALL 9 1/7 C RAFTERS Wm PRccAUION: WORKERS SHOULD B[ TIMED M L iNE CORRCCI NTD WL OPERATION Sor WET T PR C01 O": STRUCTURAL BOLTS ' ^ .oRKCRs�s,•p ec TRMKD ro F CORRECIL, LOCATE TN[ PIONTS OF CABLE ATTAGIMEMT FOR SWI" MCAVT�* WORKERS SHOULD B[ TIMED i0 CORISrnT IOGTE TTE PDMS OF CAME AnACIN IAT Fa • (4) 3/4 4 A325 BOLTS (U.N.) - LR'TPIG M[AVT LOMS. L HEAVY Laos. BOLTS _STRUCTURAL (4) 3/4'4 X 7 A325 BOLTS (U.N.) +• +" FOR ALL" 17 C RAFTERS - - ------- - - ENDWALL RAFTER; ' RAFTER) (SHOP SPLICE) .. (SHOP SPL QRUFESSIp `- -• (CHANNEL EL .ENDWALL RAFTER <(Q _ .. - C F . ENOWALL RAFTER SAFETY PRECAUTION: EACH WORKER f ` \ / (CHANNEL RAFTER) SHOULD BE TRAMCD ro USETHE WEST AND I SSf O PAppITCIN[ [REGION TECHIRp[5. r . T o.(056481 m ENDWALL RAFTER SPLICE DETAIL EF21 ENDWALL /RAFTER SPLICE DETAIL FE—F-22] ENDWALL RAFTER RIDGE DETAIL EF23 Exp. 6.30-01 ENDWALL. RAFTER RIDGE DETAIL EF24 RAFTER w/RIDGE SHOP SPLICE �� I. \ / � /� RAFTER TO RAFTER CONNECTION • /iA .• RAFTER TO RAFTER CONNECTION -_ 1 AA w/RIDGE SHOP" SPLICE � AA yRAFTER. T P�\P/ r A sNrn Pa[rnaIOEc Ar[RFAM fRLLaNLGS COLIPANY RE ADS ` TWA7 ALL WORKERS WEAR STEEL TOE SHOES Wm PREFAKTION - WORKERS SIgKRD BE TAMED M M PROPER ERECTION PPORpIES Wm PR[GMIIION: - - WORKER PERSONAL PROT[CIIOM EOUPMEMi -sum PTECJ MT DLL STAY CLEAR W Nn,IbYRC IGD. WO. MIIM METOMMRAL GUARD M PROTECTION AMD Kum HAM FOR ALL JOBS. .SHOULD ALWAYS LER OLA STANDARDS. t - LLLK[ C[AR ILL 6 PROPERLY - I . " MINCED OR QnED BEFORE LFTMG LINES ARE REMOVED. + � i � 4- 5 I 4- I r 4• _ I L—zz '. 4_ � 4 . a STRUCTURAL BOLT - Y (2) 3/4'4 X 1 3/4' STRUCTURAL BOLT - (2) x t 3NE - STRUCTURAL BOLT ' '. .. L+�� ' r - STRUCTURAL BOLT A325 BOLTS W/ONE M.T. - A325 BOLTS W/ONE H.T. BOL (2) 3/4'4 X 1 3/4• A325 BOLTS w/ONE H.T. (2) 3/4'4 x 1 3/4- ENDWALL INTERIOR COLUMN MASHER PER BOLT ENDWALL INTERIOR COLUMN WASHER PER BOLT -� ' x WASHER PER BOLT A325 BOLTS w/ONE M.T. WASHER PER BOLT (CHANNEL) (CHANNEL) -. - ENDWALL RAFTER " - RAFTER - - ENDWALL RAFTER -• _ - . - (CHANNEL RAFTER) I ,ENDWALL Lill ENDWALL INTERIOR COLUMN - ENDWALL RAFTER , NDINTERIOR COLUMN (CHANNEL RAFTER) COLUMN CUP (SHOP WELDED) COLUMN CLIP (SHOP WELDED) COLUMN CLIP (SHOP WELDED) •. .. COLUMN CLIP ) I i � I • t r (SHOP WELDED) ENDWALL INTERIOR COLUMN CONNECTION DETAIL FET -2-6-1 ENDWALL INTERIOR COLUMN CONNECTION DETAIL EF26W ENDWALL INTERIOR COLUMN CONNECTION DETAIL EF27 ENDWALL INTERIOR COLUMN CONNECTION DETAIL EF27 COLUMN TO RAFTER CONNECTION AA COLUMN TO RAFTER CONNECTION + AA COLUMN TO RAFTER CONNECTION AA y COLUMN TO RAFTER CONNECTION _ AA - SCALE: DATE TYPICAL' ENDWALL FRAMING CONNECTION DETAILS Ia.Auu. ALOIN DRAWN BY: TON 2-96 CRECIM BY: eu 2-96 - 1 REVISED EF12W/AA CKJ THG, 7-97 DEMGN APP'D BY: DRAWING DEF- 1 NUMBER REV.NO. NO. REVISION MADE CK'D. DATE NO. REVISION MADE CK -D. DATE 0 MADE CK'D. DATE ISSUED: 3-96 ' 1 ; -{ r MEM1PMCCAUIIOIMAT KIlw CTC CLCAR Or tOWSM10Mo1Eo RE ANTTTPE RRO RIGID FRAME RAFTER0 FE Bt IM ro AtcP TwosRIGID FRAME RAFTERO FEET CLfiV1 Of MOTM16 Laos STRUCTURAL BOLTS (TYP.) RIWD FRAME RAFTER RIGID FRAME RAFTER • _ -- (SEE CROSS SECTION FOR - SIZE AND QUANTITY) - . STRUCTURAL BOLTS (T' (SEE CROSS SECTION SIZE AND QUANTITY) Wm PauurIOlc sTAT Ku TN rNE CLEAIT a iOAO$ DEDEVRZIC . DE rK S RE AMI TT'P[ Lrt.c' SUIK TO RCEP AND FEET CLEAR Ot yp•NO LOAos. . RIGID FRAME COLUMN • L RIGID FRAME RAFTER Wm PREUUIR7R. (SEE CROSS SECTION FOR - . STRUCTURAL BOLTS TYP. ' - • AKRCiw BuiIONGi C011PA.T R[LLY1(IIOS . SIZE ANO QUANTITY) SATLTT PREFAUTR,N: (TYP.) . T1YT ALL .O1.ItR5 KAR Mn RDE SNDEs .a+a11 PCRsowu PRCRCIION couvKMT (SEE CROSS SECTION FOR 'RIGID FRAME RAFTER M[TOTARSA CURD. EYE PROTECTION S.OULO AL_S MEET CSW IN SOUP SIZE AND QUANTITY) I _vj .. AND HARD HATS � DIAGONAL .HAUNCH CONNECTION AT BLDG. EAVE MF11 INTERMEDIATE RAFTER CONNECTION DETAIL MF21 RIDGE RAFTER CONNECTION DETAILMF22 DIAGONAL HAUNCH CONNECTION AT HIGHSIDE EAVE MF16 - RIGID FRAME - AA RIGID FRAME RAFTER - AA RIGID FRAME RAFTER r AA RIGID FRAME AA STRUCTURAL BOLTS R.F. RAMR sArEn PRE .. - WEFT PRECAUICT1t : - _ BCLT CAa SW PR(CAUTRNt FA[N .ORKCR 5110U10 K TRAINED - EACH .ORRER S.OIRO BC TRYNCO - SRC:E STAT CttM 0! AM' Mows Lao. - RIGID FRAME RAFTER TO IAC NE WCST AAO 1057 TO USE I.0 SAlESI AMD 11057 PUIC WRC amMN AL 14"14 5 PROPERIT PRaoucTNc ER[CTIO11 rtC1R1IOV[s RICID FRAME RAFTER - PRODUCTllt ERECTC.1 TCCINRXIci .T. BRA:CO a —1. DEraa LnAc uNcs .RIGID FRAME RAFTER • I ARE K. E.. `• • NAUNCN SPLRS Port (RAnER) STRUCTURAL BOLTS 4 4>► '!'� T > I/8, .ORRERS MOULD IK TRAMEC NSII E t SWETT PKC 1.1 PROPEL C. PROCEDURCS ?' Y R CMu.. E /V 1 RIGID FRAME COLUMN 1IAU.C. salla �I I I (ow- SIDES) PLATE I u—) RIGID FRAME COLUMN • - - v MRI. r R Y. T . T ' '- R.F. CDEUMN 1• - .STRUCTURAL BOLTS (TYP.) - T " ' - STRUCTURAL BOLTS TYP. (SEE CROSS SECTION FOR ' (TYP.) SIZE AND QUANTITY) - . L 1 Mw. I c' (4)(t/2's X- 2�L� 5 BOLTS - (SEE CROSS SECTION FOR - TYPitx coNNEcnoN AT CAPS R r. r .. INTERIOR COLUMN - ( ) ' S Md. WAS IF: REQUIRED SIZE AND QUANTITY) 1. S.RS. REQUIRED AT GAPS > 1/TE. - . 7. CAPSPLACNO.-iAPEREO NIRS BCEAIC BOLI PAIRS AS REQUIRED wE P1 [ C ' CAPS p COMAKRED AREA CRKC" DOLT AIR AND TKR ED • ~ D. ]. T�Kr .OI IF RED SmwS NO-TAPERCC I* SMMS TO WETTAACT. SIDES -Fi.GCRR' " STYLE. ` SECTION 'X -"A7 ' 4. ALL NRMARIW ,ATCRAL WC 5'TEEL (SECTION I.ROUC0 CAP) . 5. RAM SHOW. OCIAU SIMIUM. VERTICAL -HAUNCH CONNECTION AT BLDG. EAVE MF -1 _2VERTICAL HAUNCH CONNECTION AT HIGHSIDE EAVE Mf 17 - TYPICAL HAUNCH SHIMMING DETAILS Mf 19 INTERIOR COLUMN CAP CONNECTION MF27 RIGID FRAME y AA RIGID FRAME - - AA' RIGID FRAME ' AA CONNECTION AT PRISMATIC RIGID FRAME RAFTER � SArM PRECAUTION: Wm PRCCA1rRi1: . STAT C1EM OF AAr AIDV111f: LOW. ROIACRS 5+10u1D BL iRA11(0 M - Wm PRCCA"'o": MANE amA. .0 rRA1..c a PRaxaLT RIGID FRAME RAFTER THE CORREa ANO WE OKAATION RIGID FRAME RAFTER CORRERs 511a.D eE TRYNED�D, ARE RE OR CLrtE0 B[f01C 16TRIC M1(S Or ,nR1C EWIPMENT. CORR[CTLT LOUT[ Mt ipAT- - RIGID FRAME '� Rn10LFD. C.mE AnA OICAT TOR IRRWENOWALL OVERHANG RAFTER MUTT LOWS. _ ENOWALL INTERIOR " ' COLUMN CLIP - V DIM.- VARIES A� — • 1 .• - - - j ,..r 4 3/16 3/8 I i .>'I 2 3/4 STRUCTURAL BOLT .. 3/4-0 x 7 A325 BOLT A325 WASHER LOCATED TIGHTEN NUT AGAINST ON SLOTTED SIDE UNTHREADED PORTION OF BOLT. THIS CONNECTION IS DESIGNED TO MOVE. _ r-a— AA - I, I , ENOWALL GIRT ENDWALL INTERIOR ) I ENDwAu COLUMN .I COLUMN CUP. r s MTERIOR COLUMN I - STRUCTURAL BOLTS (TYP.) `�' '� I STRUCTURAL BOLTS (TYP.) I RAFTER LOADING " - - T! ??,Of ES 4) 1/2'0 X 2- A325 BOLTS 4) 1/Z•0 x 2' A325 BOLTS I WASHERS IF REQUIRED).. INTERIOR COLUMN WASHERS IF REQUIRED) I c j , - � I I ` ENDWALL COLUMN I STRUCTURAL BOLTS O r" 3/4'0 x 1 3/4• A325 BOLTS No..CO56481 WITH 2 WASHERS Exp. 6-3H1 INTERIOR COLUMN CAP 'CONNECTION FM INTERIOR COLUMN` CAP CONNECTION AT RIDGE JMF28 • CLIP CONNECTION TO rnIIIMN CONNECTION AT RIGID FRAME RAFTER W/FLAT BOTTOM FIANCE -AA - CONNECTION AT RIGID FRAME RIDGE RAFTER AA - INTERIOR COLUMN CONNECTION `lT EF28 RIGID, FRAME ENOWALL )•F A AA OFrA0Fa`, i SCALE: JADRAfN BY: TON + . [uRuuCHECKED BY: BLJ TYPICAL MAIN FRAMING ADDED EF28 AA CONNECTION DETAILS / TBC `TMG .10/96 DESIGN APP'D BY: DRAl/1NGNo.I DMF— REV.No. REVISION MADE CK'D. DATE NO. REVISION MADE Cl DATE N0. EVIS ON MADE CK'D. DATE 1�0� - - NUMBER ° 1 T F:R TION: ' '+ - 5 * ,.w w .s , ._. - - IN CONNECTIONS SUBJECT TO TENSION LOADS SHALL BE TIGHTENED TO PROVIDE, BASE ANGLE FASTENER (BY OTHERS) - - - - - •• ALL FASTENERS IN THE JOINT ARE TIGHT, AT LFAST THE MINIMUM TENSION +T 1/7 - '" v + \•' W� PANEL 6.35 mm DIAMETER CONCRETE - IN THE'SCHEDULE BELOW). BOLTS IN CONNECTONS NOT SUBJECT TO TENSION4 ~ O - ANCHOR (min.) 152.4 cm O.C. (max.)aAND WHERE LOOSENING OR FATIGUE DUE TO VIBRATIONS OR LOAD FLUCTUATIONS - IT DESIGN CONSIDERATIONS NEED'ONLY.TO BE TIGHTENED TO THE SNUG -TIGHT _Wt i - WALL FASTENER 'i - ION. - , S 7 * •' .812X1 1/4 SDHCW --- --�' BASE ANGLE FASTENER (BY OTHERS)NUT - - r AHEAD Y1'-0 O.C.1/4'0 CONCRETE ANCHOR (min.)F THE NUT METHOD: A METHOD FOR PRE -TENSIONING HIGH STRENGTH - BOLTS. s ,�.30.48 cm O.C. I 5'-0• O.C. (mo..) • - - - 1 I/4 1 /4 -f �. \ Purlin GirtUT IS TURNED FROM THE .SNUG-TIGmr.POSMON CORRESPONDING TOSA FEW .IMPACTS - =r• T ASTM A307 BOLT IDENTIFICATION •' •S• � - • -' - I/T0 Bolt• . \ / V - ' . IMPACT WRENCH OR THEFULL EFFORT OF A WIN USING AN ORDINARY SPUD WRENCH, ♦ « \ BASE ANGLE r 3.81 cm ± 1 1/T± ' (typical) _OUNT OF ROTATION REQUIRED BEING A FUNCTION OF THE BOLT DIAMETER AND - ,' 'I• • - - BA -20 - \ \ R ft /C I ` LENGTH (SEE NUT ROTATION IN THE SCHEDULE BELOW). - •: '� 1'-6 3'-11' 1•-11 1/T 5'-6 't;. ` ° 1/T0 A307 and A325 bolts shown in details for puAin and girt ` - 3. SPECIAL CARE MUST BE TAKEN TO INSURE CORRECT BOLT WILL BE INSTALLED IN ITS • - BOLT ona'am w PROPER LOCATION AS SHOWN ON THE DETAIL GIVEN OR NOTED ON ERECTION DRAWINGS. .. • t ` A : GRADE ' .. 'E 'Y 5.08 cm .:1• u c - i - _ ` - - NOTES: _i' _ +tt: ,_ .. - �"I • . bolts are required by special design, washers are not required for, - _ 5. ALL A307 BOLTS REQUIRE THE USE OF TWO (2) SAE -1 WASHERS PER BOLT. -� ti - + + • BOLT A , , - - r ` ..+ .a .., t.1•, r .... 7iy ,ri • +.-�'" . s r. 3. Use A325 Dolls with washers at frame braces. • - - ' 3/4• 1 1/t Lop' Dimension A 3•-(r . 1'-6 3'-11' 1•-11 1/T 5'-6 2'-9` , \ a er o umn v. • Use A307 Bolts with. 2 washers if depth S 6 Use A325 Bolts if depth > 8• sArLTr nhEoumore . wit rowa:K SAhIY rwsT. When Cable Bracing is greater 1. A325 HIGH TENSILE BOLTS WILL HAVE A DARKER FINISH THAN A307 BOLTS. ' r 2. AMERICAN BUILDINGS COMPANY NOR ITS SUBSIDIARIES WILL NOT ASSUME ANY' ^ =^` 7'6 7/11r /S Al25 , 1 O _. s -t - ti _•' - ' r ,' ,i-- . •- - _ - - f .. - . , than 3/8.0 use A325 Bolts. - NotNl. RESPONSIBILITY FOR IMPROPER BOLT LOCATION. ® 49 . le \ - NUT ROTATION 1/T0 A307 and A325 bolts shown in details for puAin and girt ` - 3. SPECIAL CARE MUST BE TAKEN TO INSURE CORRECT BOLT WILL BE INSTALLED IN ITS - r connections are bearing type connections and need only be tightened PROPER LOCATION AS SHOWN ON THE DETAIL GIVEN OR NOTED ON ERECTION DRAWINGS. .. - ,� • 1/3 TURN to the snug light condition. ' 4. USE 1/T0 OR 3/4-0 H.T. BOLTS W/ONE H.T. WASHER AT ALL CONNECTIONS HAVING • NUT 1 - HEAD. - i - _ ` - - 2.'Detoils are shown for standard conditions. When A325 high tensile _ SLOTTED HOLES, .THESE ARE REQUIRED TO BE TIGHTENED USING "TURN OF THE NUT METHOD' �. „ ••y -, • . bolts are required by special design, washers are not required for, - _ 5. ALL A307 BOLTS REQUIRE THE USE OF TWO (2) SAE -1 WASHERS PER BOLT. -� ti - + + • BOLT A , , - - r - round holes in purlin and girt connections. Hardened washers shall • be installed over slotted holes in an outer ply. 6. ALL • 1/T DIAMETER A307 BOLTS ARE REQUIRED TO BE TIGHTENED TO `SNUG -TIGHT' ASTM A325 IDENTIFICATION , THE NUT MATCH -MARKED WITH THE PROTRUDING BOLT POINT BEFORE FINAL ROTATION. s r. 3. Use A325 Dolls with washers at frame braces. • - - ' CONDITION ONLY. - ^ 7. A 1/2` DIAMETER A325 BOLTS (IN'CONNECTION NOT SUBJECT TO TENSION LOADS) ARE LL , ASTM -A307 & A325 BOLT IDENTIFICATION MF01 SECTION AT. BASE ANGLE"- BA02 _ STANDARD PURLIN .. GIRT LAP RF01 .. - - AA ARCHITECTURAL OR LONGSPAN WALLS 4 AB - BY-PASS CONDITION - -:(. • AA - REQUIRED TO BE TIGHTENED TO 'SNUG -TIGHT' CONDITION ONLY. r - - p ' ' =' - ,. ;' .. •. ' THE SIDES OF BOLT HEADS AND NUTS TIGHTENED WITH AN IMPACT WRENCH WILL APPEAR BR 10-20.0 v 1 1/4.0 00 5 SRI 1-20.0 v 1 318.0 DO �. _ • • _ _ •" - VARIES ^ ' BR12-20.0 v 1 1/20 00 _ _ _ - •r ~ • + - BOLT SCHEDULE -' SIZE ASTM' DESIGNATION I PRE -TENSION KIPS. NUT ROTATION 1/2*0 A325 HIGH TENSILE 12.0 1/3 TURN 3/4.0 A325 HIGH TENSILE 28.0 " 1/3 TURN 7/8'0 A325 HIGH TENSILE - ' 39.0 1/3 TURN 1.0 A325 HIGH TENSILE < 51.0 1/3 TURN EXAMPLE (MEMBER SIZES) • • - - 11 1/T ' • - * . tEBOS4-20.0`- 6 EAVESTRUT 1:12 14GA X 20'-7 LONG: - � �. . •r - • ' s. BZ16-21.6 v 6 ZEE PURUN/GIRT 16GA X 21•-6 LONG- - • - - "- 8C16-21.0 v 6 CEE PURUN/GIRT 16GA. X 21•-6 O LONG. s ' ':�3 + • O� -9.SZ15-21.6 v 9 1/2' ZEE PURUN/GIRT 15GA'X 21•-6 LONG.~v �. r' • r e ' 'j 9.5015-20.0 v 9 1/2 CEE PURUN/GIRT 15GA X 20'-O• LONG. 12C15-20.0 v 12- CEE PURUN/GIRT 15GA X 20'-0" LONG. - - i i .-r r -' • ` -' AMERICAN SOCIETY FOR TESTING AND MATERIALS , SC4-20.0 v 1/4.0 BRACE CABLE _X 20'-6 -LONG. • SC5-20.0 5/16.0 Do I •� a QROFESSIO �0 q� • • • BC6-20.0 3/870 DO ? - v �� 4 •• BC8-20.0 v 1/20 DO - + A - < • q • INSPECTION: " • • ALL CABLE BRACES ARE EXTRA HIGH STRENGTH 7 WIRE CABLES UNLESS OTHER WISE NOTED. O `•7~ O BOLTS TIGHTENED'BY THE.`TURN OF THE NUT METHOD* MAY HAVE THE OUTER FACE OF TIGHTENING, BR4-20.0 v 1/20 BRACE ROD X 20'-0- LONG. •- - - •• - - Z THE NUT MATCH -MARKED WITH THE PROTRUDING BOLT POINT BEFORE FINAL ROTATION. :BR5-20.0 v 5/8.0 DO'- - • _ •.. - - - t - No. (05 THUS AFFORDING THE INSPECTOR VISUAL MEANS OF NOTING THE ACTUAL NUT .SUCH MARKS CAN BE MADE: BY THE WRENCH, OPERATOR WITH A CRAYON OR DAB OF • BR6-20.0.3 4 0 DO • li ^ • 8R8-20.0 v 1O 00 - - Ex 6.30.01 PAINT AFTER THE BOLTS HAVE BEEN BROUGHT UP SNUG -TIGHT. BR9-20.0 v•1 1/8'0 00 • - r - p ' ' =' - ,. ;' .. •. ' THE SIDES OF BOLT HEADS AND NUTS TIGHTENED WITH AN IMPACT WRENCH WILL APPEAR BR 10-20.0 v 1 1/4.0 00 5 SRI 1-20.0 v 1 318.0 DO �. _ • • _ _ •" - ,. - + LTJ, C Q, ' V\ •i SLIGHTLY PEENED AND THUS INDICATE .THAT THE WRENCH HAS BEEN APPLIED TO THE BR12-20.0 v 1 1/20 00 _ _ _ - •r ~ • �� ,9/• P�\ _ ` F FASTENER. • GENERALLY, NO FURTHER INSPECTION IS NECESSARY FOR BOLTS IN BEARING- ' f••• •' i - RIGID FRAME RAFTER 0 `- OF CALIF - ' TYPE CONNECTIONS BECAUSE .THE PERFORMANCE OF, THE BOLTS IN BEARING IS NOT . BURT=UP MEMBERS .O DEPENDENT UPON HIGH TENSION. • VISUAL EVIDENCE OF WRENCH' IMPACTING IS ADEQUATE COVAN 50. X50 -W. OR P-50 EQUIVALENT TO A572 FOR 3/16 PLATE AND : > - INDICATION THAT THE NUT HAS BEEN TIGHTENED SUFFICIENTLY TO PREVENT IT FROM GREATER, A570 GRADE 50 FOR PLATES LESS THAN 3/16 5OKS1 MINIMUM YIELD STEEL - SLOT SIZES VARY DEPENDING . ' 'LOOSENING AND FALLING OFF ACCIDENTALLY. - - - ON BRACING SIZE. - - - LIGHT GAGE MEMBERS ''r . L ' LIGHT GAGE COLD FORMED CHANNEL AND ZEE SECTIONS P-55 EQUIVALENT- " 2 112 RIGID FRAME COLUMN - w < 1 TO ASTM A570 GRADE SSKSI MINIMUM .YIELD STEEL - . ., BOLT INSTALLATION & INSPECTION NOTES MF91 • k SLOT LOCATIONS AT DIAGONALHAUNCH FMF11 - - - 1120. 3/4.0, 7/8.0 & 1-0 STRUCTURAL. BOLTS AA RIGID FRAME a - , �. - AAX ' - - • ' ON BUILDINGS WITH INSET OR FLUSH GIRTS, THE HORIZONTAL WEB OF THE. GIRT +"- - • - ' �* OR,GIRTS IN A BRACED BAY. WILL HAVE TO BE SLOTTED IN ORDER FOR THE ROD OR CABLE '_ "'•' • _i •A CABLE OR ROD L BRACE TO PULL IN A STRAIGHT UNE FROM THE TOP OF ONE BRACING COLUMN'TO THE BOTTOM OF THE'NEXT� COLUMN. INSTALLING THE BRACING •GIRT OUT SET y FIELD CUT SLOT • ., . - EITHER TO THE INSIDE OR OUTSIDE OF THE 'GIRTS. TAKES THE BRACING OUT OF - • ,_ - , v • . ,t A STRAIGHT LINE PULL. THIS DOES NOT ALLOW THE BRACING TO FUNCTION ' _ ` •• CABLE' •'^ PROPERLY AND IS AN UNACCEPTABLE ERECTION PROCEDURE. MOVING THE I 1a - GIRT �` • - { r - HOLES IN OR OUT.ON THE COLUMN TO ACHIEVE A STRAIGHT UNE PULL IS ALSO -- -• • - - UNACCEPTABLE. . - • SLOTTING THE WEB OF THE GIRT TO ACHIEVE THIS STRAIGHT LINE PULL IS THE _ I DISTANCE TO • _ ONLY ACCEPTABLE METHOD. TO MARK -THE HOLE LOCATION THE FOLLOWING - - - -,SLOT ON - +^ •i -. •• '. • _ METHOD MAY. BE USED.- • " CARIE GRIP • ' T• �.A • , `Y _ ,,COLUMN I�INSTALL CABLE BRACING IN'THE PROPER HOLES AT THE TOP OF ONE - s _ - BEVEL ROD BRACE .v _ - - COLUMN TO THE'BOTTOM OF•.THE NEXT COLUMN. RUNNING THE'CABLE • `A o NORMALLY IN (VERIFY ` 1 • F . . WASHER - , TO THE INSIDE OR OUTSIDE OF THE GIRTS. IF YOU HAVE ROD BRACING • + BY EASURING y A NYLON STRING UNE MAY ALSO BE USED. 1 - RODOR EYEBOLT'• WAy� ^ 4 • - - _ >I r 2. TIGHTEN. THE CABLE OR STRING LINE SO THERE IS NO SLACK. ... _ 1/8 1�• - - DIAMETER) , • " ,. , ' i, 3. WHERE",THE CABLE OR STRING LINE CROSSES THE WEB OF THE GIRTS. - - EYE BOLT • ._ MARK TWO INCHES ON EITHER SIDE OF THIS POINT.- - -@ S 4'-0• S 4'-0• < r• ,.�. - 4.'USING A SQUARE. MAKE TWO PARALLEL, LINES FROM THESE TWO MARKS • ' - S 121.92cm S 121.92cm - .. - , - • Y .+ ' • • ON THE WEB OF THE GIRTS. . t -. - - - - - - - - - . • ' '• - HEX NUT .+ OR RAFTER 5. AT THE COLUMN; DETERMINE THE MEASUREMENT FROM OUTSIDE GIRT 11NE TO CENTERLINE OF CABLE OR ROD BRACE HOLE UTILIZE THIS ' WEB OF COLUMN - 1/8 MEASUREMENT AS THE CENTERLINE OF A 1• X 47 SLOT TO BE MADE'" �' 12" L SS HEX NUT ` v Cui Wim. - . •, .OR BETWEEN THE TWO PARALLEL LINES MARKED ON WEB OF THE ) -, WEB OF COLUMN OR RAFTER A _ - - r -THE , t GIRTS: SOME OF THE LARGER GABLES OR RODS MAY REQUIRE A , CUT W�� ' "', _. �q,, r� - P R 1 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 GABLE OR GIRT -OR CHANNEL,WHEN SLOTS ARE LOCATED ,• '._ - _` " - • •. ROD,BRACING THROUGH THE SLOTS. THROUGH THE BRACE HOLES IN THE AS SHOWN. - , TMp .L •- .. • COLUMNS. AND TIGHTEN. - - 1/8 " CABLE BRACE DETAIL BR01 ROD BRACE DETAIL BAA 7. VISUALLY CHECK TO SEE THAT THE BRACING IS NOT TOUCHING THE GIRTS r FIELD SLOTTING GIRTS FOR CROSS BRACING BR03 AT THE SLOTS. IF R IS TOUCHING, TRIM OUT THE SLOT AS NECESSARY. .r _ AA *- - �' B.. TIGHTEN BRACING AS NECESSARY TO PLUMB COLUMNS. i ••- AA SCALE: DATE_ BOLT INSTALLATION & INSPECTION. BASE ANGLE AND BRACING DETAILS, AND- STANDARD PURLIN/GIRT LAP DETAILS - QOPAUTA . DRAWN BY: TON 2-96 ,.+_ 1 REVISED DETAIL MF91/AA TBG iHG ID -e6 CHECKED BY: BW 2-96 1 -REVISED DETAIL RF01/AA• • .. THC BW 5-96 DESIGN ,LPP.D By, DRAWING '4 NUMBER -' DND-1 REV.NQ. 2; •. NO. REVISION MADE CK -D. DATE NO. REVISION MADE CK'D. DATE N0. REVISION MADE CK'D. DATE ISSUED: - J-96 PREC^ur*t wOR■m SHOULD 4=;s RAR GLOWS WHEN HwOUNG YETAt SWAC[3 .N. swm mG[i GIRT. DEPTH • SNWM1 PRCCWr10w: wO1wtCR VCRSdaI PIpiCCrgw COUNgHT GIRT DEPTH parnCRfCW1Gr. . . • SHARD AIWA'S wCCr OSw SrMAROS, - '�• GLOKS M[O YWR wtAR HbgwL Y[lµ GIRT DEPTH _ , Saf(1\' PR[CAUfR11R WDR■CR PCRSpYE Prpl[Cr[M Wa■P.cwr . - � ,. _ „ SVREAC[S nrH S.MRP [OWES. - SHpAO ALWK K[7 OSTM SLrpaROS. GIRT DEPTH . .. - EAVE STRUT _ RAFTER- " EAVE STRUT RAFTER 1 . - RAFTER I _ EAVE STRUT ^RAFTER EAVE STRUT- ' STRUCTURAL BOLTS (a) 1/2-O X T 1/a' - G. STRUCTURAL BOLTS - ' A325 BOLTS (4) 1/2'o x 1 1/a' A325 BOLTS STRUCTURAL BOLTS EAVE STRUT BRACKET (a) 1/2-0 ■ 1 1/4' STRUCTURAL BOLTS (SHOP WELD)..' - EAVE STRUT BRACKET A325 BOLTS (a) 1/YO ■ 1 1/.• . . - (SHOP WELD) . EAVE STRUT BRACKET - - - - - A325 BOLTS a . ` " COLUMN • ', �' '.(SHOP - - COLUMN WELD) - - EAVE STRUT BRACKET (SHOP WELD) COLUMN EAVE ' STRUT CONNECTION A COLUMN RF31 R EAVE STRUT CONNECTION AT HIGHSIDE • BY-PASS GIRT$ / DIACONAL HAUNCH SPLICE AA Br-PASS RF36R EAVE, STRUT CONNECTION GIRTS / DIAGONAL HAUNCH SPLICE AA BY-PASS GIRTS RF32R . EAVE STRUT CONNECTION AT HIGHSIDE /VERTICAL HAUNCH SPLICE -. RF37R Br-PASS GIRTS•/ VERTICAL HAUNCH SPLICE a. P ate. .ORKES LD wf - w'" QVIES I- -ALM SUWA MCM W%W OGM wIN :TARP EDGes t • SMEItI PRECAUTION: nOTw¢R GERSOHY PROrCCrON EOVWNEwr WIN PRCCAUrpII WO■ERS SHdAO ALWT$ RWM ' • J _ a . x STRUCTURAL BOLTS t scup KWh wClr Osr srANO.AOi GLO[S n(w HAIgI■A: wC1AI • . W[n wCCAUT■Wt (a) I/2'0 x 1 1/4' suRrAWWS WITH SH,RP EDOQ SD µ �C'IdplgKCrr ' A325 BOLTS - - STRUCTURAL BOLTS EAVE STRUT PLATE (a) 1/2.0 x 1 1/4' - STRUCTURAL BOLTS , - (SHOP WELD) A325 BOLTS . STRUCTURAL BOLTS _. • ' ESP-1 EAVE STRUT PLATE - • - A325 BOLTS (z) A325 BOLTS - . EAVE STRUT RAFTER (SHOP WELD) - - ESP-1 - RAFTER - _ • . - EAVE STRUT . • RAFTER .EAVE STRUT - � T ` . ... CAVE STRUT PLATE RAFTER ' �.. EAVE STRUT , ESP-1 EAVE STRUT PLATE ESP-1 - t t/7 • a COLUMN • _ COLUMN STRUCTURAL BOLTS • (2) 1/2"0 ■ lr A325 BOLTS COLUMN • - c COLUMN - */ONE WASHER PER BOLT. STRUCTURALBOLTS _ (2) I/2'O ■ Y A325 BOLTS ' W/ONE ,WASHER PER BOLT _ EAVE STRUT CONNECTION • INSET RF310 EAVE STRUT CONNECTION -AT HIGHSIDE CIRTS / DIAGONAL HAUNCH SPUCE AA ' INSET GIRTS RF36 EAVE STRUT CONNECTION - / DIAGONAL HAUNCH SPLICE AA INSET WR75 / VERTICAL RF32 EAVE STRUT CONNECTION AT HIGHSIDE HAUNCH SPLICE - AA RF37Q INSET GIRTS / VERTICAL HAUNCH SPLICE AA SAtCr.' PR[CYJrpM s.0" ALW1S WEAR : •ACQ�diRwm CLOWS f _ STRUCTURAL BOLTS ' . , WOR1gWFwm mP[RSPR01WCr101 CGLIP.RNr SH04D ALWrS H(CT OSHA SEANDYIOi SARs �� . (a) I/2'O x 1 1/4- .. GLo.ts IINACE np NAwp10¢ wnr wlsH�.w cocci - -- sArCn cTcuwnac Hr .. A325 BOLTS ��Rs a�aaoc% • • EAVE STRUT PUDE 'STRUCTURAL BOLTS (a) 1/YO x 1. 1/4' - r. �- - - • (SHOP WELD) A325 BOLTS- OLTS .. .• EAVE STRUT ESP-1 RAFTER EAVE 5 OP WELD) tOQR FESSI ESP-1OP .. RAFTER RAFTER • EAVE STRUT `+ RAFTER EAVE STRUT - .. 'T- • C1 O �t ER _ EAVE STRUT - N .(056481 STRUCTURAL BOLTS E . 6.30-01- . t:. COLUMN - - - _ (a) I/2-O ■ T 1/4- _ A35 BOLTS - ` ��'Qj STRUCTURAL BOLTS_ (4).A3 i j COLUMN FO 5•BOLTSI/a COLUMN CALIFOP - - COLUMN EAVE STRUT CONNECTION' ` .J FLUSH GIRT: /DIAGONAL HAUNCH RF31 P EAVE STRUT CONNECTION AT HIGHSIDE RFA , SPLICE AA FLUSH GIRTS / DIAGONAL HAUNCH EAVE STRUT CONNECTION ' - SPLICE t AA RUSH GIRTS VERTICAL HAUNCH SPLICE RF32P EAVE STRUT CONNECTION AT HIGHSIDE AA RF37P FLUSH GIRT$ VE / RTICAL HAUNCH SPLICE AA •. SCALE: DATE .. .. DRAWN BY: TON 2-96 ; sintlu ' - - CHEMD BY: BU 2_96 TYPICAL EAVE, STRUT - ntAeArA -- '• - REVISION NO, REVISION DESIGN APP•D BY: CONNECTION 1DETAILS i C AD 'D DA 0. EV ON MADP DRAWING• ^- ISSUED 3-96 NUMBER ' D RF-1 i .Y PIIECAUnOW ' lipWORKER %Kx" BE raliM[0 STM PRECWnat NOTE: - • Wtn ►a(GwCM NOTE: . TO USE tK SwEST MIT 11aSf WORKER PERSONY �OttC1tON [OUPYEM ALL BOLTS 1/2'0 K 1: 1/4- A}07 ANER4JW MAO.Cs co~ RICO-twos SWM ►4CMnlalt PURLIN OR DRi PROOUCrNE ERECTION ttC1aNW(S, SIIOIRO Y~n K[T OSN S7ANOAaDi n.lT ALL w171aIERS wfM STEEL ra LIOCS All BOLTS I/7f x 1 1/4- A307 tKaGt BIaONGS cObtNr RECp1yEpS W BOLTS w/(2) SAE WASHERS. - RITN ISTOTARSAt CUMO. M PROTECT0. BOLTS w/(2) SAE WASHERS. TN l AtL w01e4R$ WE0A STEEL Ta SMEs • - Aw0 NRD reit w0 NWOUAW cuum. M PROTECTOR --- ----- __ -- PURLIN COLUMN - � COLUMN - RIDGE BRIDGING CLIP GIRT CLIP GIRT CLIP GIRT CUP CC-IR GC-1L .. CBC-I . 1/4.1/2 k CC-} • - 1/12 SLOPES / GIRT GIRT CBC-4 . 4/12 SLOPE t- 1 - ------ r STRUCTURAL BOLTS (2 REO'O. - SEE NOTES. I I I S I DETAIL RFOI/AA2 2 1j/2211/70 x 1 1/4 BOLTS xENOwAI.I RAFTER OR COLUMN (2RRE00.. EACH E ORSTYP.) 1 5 1/Y 5 1/2" NOTE: - /12x1 1/4 SDHH I. USE I/it i 1 I/4' A307 SIS s/(2) WASHERS PER BOLT FOR 6 GIRTS, 2. 175E 1170 x I 114 A325 BOLTS . WITHOUT WASHERS FOR 9 I%i ORTS. .. - . PURLIN GIRT CONNECTION DETAIL AT ENDWALL FRAMERF02R RIDGE BRIDGING CLIP CONNECTION DETAIL BY-PASS CONDITIONAA . - RF05 GIRT CONNECTION TO COLUMN FO1 GIRT CONNECTION TO COLUMN AA 6 FLUSH GIRTS AA 9 1/2 FLUSH GIRTS F02 A A AA Skr-M PRECAUIIOII: t -t• .y.• NQTE: ua E TW EST A eE TaAhED I I- - -ALL BOLTS 1 SAFM PaEa'ma": - NOTE: PURLIN OR GIRT t0 USE rNa RECTI wrp 4xxi /2-f % 1 1/4- A}07 Tau,�N=,.Cs'sMC�C" STEEL S XS ALL BOLTS I/2-0 % 1 1/4- A307�E_cwlrtw PaaoucThTu Ea[rnoN riala0ucs. _ _ _ - _ BOLTS w/(2) SAE WASHERS. .,n, WETOTARSAI auwo. EYE PRDTCCTON BOLTS w/(2) SAE WASHERS. aREta RrAa STEn Tot P4X3 1 AND HARD wTi PROTECTCM 4R. --------- ---- 6 `a COLUMN I • _ - - - o COLUMN -. ' 1114 1114 I- - GIRT CLIP GIRT CLIP GIRTCLIP I/Y0 Bolts Pur6n/GIrt GC-1L CC-IR '• - - - - - - _ --------------- GIRT GIRT - --_-- ' --_- (typical) � � Rofter/Column - - - - - - -I " LoP Dimension A I Y 1 6 I - _ - _ - - - - - (IREO'D. .BOLTS " t•-� Use A307'Bolls with 2 washers if 6 6 I 1 (1 REO'0. -SEE NOTES depth S B' DETAIL RF01/AA2 y-11• 1'-II 1/7 Use A325 Bolls if depth > 6- 1/2'0 IT 1 1/4 BOLTS 2._g. sArxTY PREewrot J P, T WftER SOT" ,. when Cable Bracing is greats �QROfESSIpy than }/60 use A325 Bolts. •• I. Notes: 1- S 1/2- 5 1/2- 1-• - �Q� H/ 5.1/2- 1- 1/2-0 A307 and bearing t bolls shown is details tar my b and girt STRUCTURAL FASTENERS NOTE: tconnectionstsnug are bearing i n. connections and need only be lightened (2 REOUIRED - TYP. U.N.) ENOwALI RAFTER OR COLUMN to the snu /12%I 1/4 SOHN t. USE 1170 x 1 1/! A307 BOLTS ■/(2) q tight condition. - •• GIRT EXTENSION ANGLE 2 WASHERS PER BOLT FOR Jr ORIS. (CHANNEL) 2. Details are shown for standard conditions. When A325 high tensile •• GIRT EXTENSION ANGLE Dolts oie required by special design, washers are not required for GEA-1 0.(056481 GEA-1 2. USE UT W % t 1/4• 9325 BATS round holes in purlin and girt connections. Hardened .ushers shag Exp. 6.30.01 WITHOUT fA$�RS FOR 9 117 GIRTS, be installed Wer slatted holes in an outer ply. - }. Use A325 Oona with .ushers at frame braces. - - PURLIN GIRT CONNECTION DETAIL AT ENDWALL FRAME RF03RI STANDARD PURLIN / GIRT LAP RFO1 GIRT CONNECTION TO COLUMN S�qr C' V By-PAss coNrnnoN AA BY-PASS CONanoN F 1 AA 6 INSET GIRTS T CONNECTION TO COLUMN • - _ 9 1/2' INSET CONNECTION AA CDT GOT �Fx ewc'm . SA7E1T PaEuutlot WM PRECAUIOM„,�- PURUND a raA420 CREc8E TRAIEDU RI eORRERS SIOt(0 BE TRAMCD N SIDEWALL GIRT SME7T PRECAUTOIt amT wro NosTTlc NIOPEf p¢tTtol Paa®la¢s TPa!> EaCTw PmIZgAQ 11-1E PR M ER(Ch'.”IN��IiTa SIDEWALL GIRT aN T[plNpRy r0a ALL U0� - rOa ALL JORL ------------------------- •j I .. GIRT EXTENSION ANGLE ` I SIDEWALL GIRT I ,. GEA-t - - - GIRT CLIP CC- NOTE: (SEE GIRT TO NOTE: CIRT CLIP GC- I c 1.. USE t • i I 1 COLUMN DETAIL) I. 115E 1170 % t 1 (SEE GIRT TO - CORNER GIRT CUP : /7 1� A3D7 BOLTS Y/(2I /� A3D7 BOLTS s/(2) COLUMN DETAIL) NOTE: I CCC-- WASHERS PER BOLT FOR 6 CWM WASHERS PER BOLT FOR 6 ARTS. • 1. USE 1170 x 1 1/P A307 BOLTS t/(2) I 2. USE 1/70 X 1 1/f A325 BOLTS T COLUMN 1 114' A325 BOLLS COLUMN - - - - - - - - - - - .. WASHERS PER BOLT FOR 6 ORIS. I WITHOUT RASHERS FOR 9 1/7 WM . ' . ? WITHOUT USICR5 9 I/7, CPRS. - - - - - - - - - - - - T 2. 175E 1/70 % 1 1/P A325 BOLTS ENDWALL GIRT CORNER CIRT CLIP WITHOUT USHERS'FOR 9 l I CORNER CIRT CLIP SCHEDULE CCC-- CORNER CIRT CLIP SCHEDULE CORNER GIRT CUP STRUCTURAL BOLTS 17 �+TS oat A 107 am N.aR rTaTeER• CGC-- (2 REO'0. - SEE NOTES. I - - - - - - - ccc_t/ + a.. A CD2 CLV YN Is YAAt�a, SHOP WELDED PLATE DETAIL RFOI AA 1_Q ENDWALL GIRT IEITII BOLT AT ENDWALL / ) + CORNER CIRT CUP SCHEDULE I 1 -o• f t r CDC-I' DIY T•_a• f 1 r - C4-13 t/R COLUMN LOCAnONS I/7o x 1 1/4- BOLTS CDI C07 as�_Rx� I I CO2 '-6 CW-u L/R A [u-12 'LM/44 pw. ENDWALL GIRT IF S CG-I4 l/R AC f t 1'-11 C CSC-If R 1'-� f I/Z CS-I4 Vf F- f IT t 02f Irr 9 M/T I I'-11 f 1/Z CLc-If l/R CO2 W. IRF 1/70 i t I/f ASD7 BOLTS •/(2) ENDWALL RAFTER WASHERS PER BOLT FOR T GIRTS, (CHANNEL RAFTER) STRUCTURAL BOLTS (TMP.) 2. USE 1170 X t t/f A325 BOLTS - (4 REO'D. PER CLIP - SEE STRUCTURAL BOLTS (TYP.) _ +' '• WITHOUT USHERS FOR 9 1/7 QM NOTES, DETAIL RFO1/AA) (2 REO'D. PER CONNECTION, STRUCTURAL BOLTS (TYP,) t/70 x 1 1/4- BOLTS SEE NOTES AT LEFT) _ (2 RE01). PER CONNECTION, 1/70 x 1 1/4- BOLTS SEE NOTES AT LEFT) T •_, PURLIN CONNECTION DETAIL AT ENDWALL RAFTER RF04R CORNER GIRT CONNECTION 1/70 x 1 1/4- BOLTS BY-PASS CONDITION AT ENDWALL COLUMN LOCATIONSWF04R CORNER GIRT CONNECTION WF040 CORNER .GIRT CONNE AA BY-PASS SIDEWALL GIRTS AA INSET SIDEWALL GIRTS CTION WFO4P '.•',,. 'I AA FLUSH SIDEWALL GIRTS I AA SCALE: DATE F - DRAWN BY: TON 2-96 TYPICAL - PURLIN. / GIRT wfAULA CHECKED BY: 81-1 2-96 1 REVISED DETAIL RF01/AA THC BW 5-96 DESIGN APP•D BY: CONNECTION DETAILS ' NO. REVISION AaL•D.. NO. REVISION p vN DRAWING - REY.NO. DDATE ISSUED: 3-96 NUMBER DWF-1 ` (SEE DETAIL RF52/BA) ADDITIONAL ROOF FASTENERS ROOF PANEL- ADDi71ONAL ROOF FASTENERS ROOF PANEL PlAt11N - STRUCTURAL FASTENER 112XI 1/4 ROOF FASTENER /12X1 IC. 112X1 1/4 ST ROOT FASTENER 1 RPOt /AA 1/2-0 X. I t/{� BOLTS Notes (8) 112-14rt 1/4 $DNH O.C. 112X1 NOTE: 1/Y0 X 1 1/{' BOLTS I. USE I/7e I 1 I/C ATO) BOLT W/(2)� NOTE: STRUCTURAL BOLTS 1, All 1/Y0 A307 and 0325 bolls shown in details for purlin and girt PURLIN PURLIN I-0. O.G ! COLD -FORMED RAFTER IIII9ETS PER BOLT FOR 87 P1R14. t. ,15E 1/70 I 1 1/C AWW 84TS ■ 2 ({ REO -0. -SEE NOTES, /O — ANTI -ROLL CLIP . ' ' 2. USE 1/Ye I 1 I/C AM HATS lIIIIWf Tt119fT6 FOR 9 IjI AI9lQ r wI Tv PRERCAvnm: SWETT rlRsr. WASHERS PER BOLT FOR 6 PURUNS, DETAIL RFOt/AA) 2. USE 1/70 % 1 1/C 0725 BOLTS 1/2.0 X 1.1/4 BOLTS 1 s X I BOLTSRmUl • 2. Details are shown for stondord conditions. When A325 high tensile FPCP-3 •.87 PURLINS USE FOC 9 I/7 bolls are required by special design, .ashen are not required for - - FPCP-{ . 9 1/Y PURLINS COLD -FORMED ENDWALL RAFTER W/ANTI-ROLL CLIP r COLD -FORMED ENOWALL RAFTER W/ANTI-ROLL CLIP round holes in purlin and girt connections. Hardened washers shoo be installed over slotted holes in on outei ply, - . aSTRUCTURAL - - - - - - - - - - - FASTENER - - - - - - - - -- - - - - - - - - _\� - - - - - - - - - - - - - STRUCTURAL FASTENER , WEB REINFORCEMENT DETAIL - I RF51 - RAFTER '+ STRUCTURAL BOLT (TYP.)'' - (B) 812-14X1 1/! SOHH STRUCTURAL BOLT (TYP,) (8) 112-14%1 t/! SDHN ,. - - (a REO -D. -SEE NOTES, AN CUP (a REO -D. - SEE NOTES.. ANTI -ROIL CLIP - BY-PASS CONDITION - _ • DETAIL RFOI/AA) FPCP-3 87 PURLINS DETAIL RFOI/AA)" FPCP-3 • 87 PURLINS - STRUCTURAL BOLTS 1/7 /0 X 1 1 ! / PURLINS BOLTS FPCP-! = 9 1 2- PUR' 1/Y0 X 1 1/!BOLTS FPCP-1 0 9 1/Y PUitLIH$ < (! REO -D. - SEE NOTES, NOTE: - • RAFTER NOTE: RAFTER = NOTE: 1. USE I 1 I/C A307FOR BUTS t/(2) DETAIL RF1 1/4- 1/Y0 % 1 1/1' 80175 1. USE ERS x I I/C FOR BOL Un • WASHERS PER BOLI FOR 6 PURLINS, .. - 1. USE t/7e I 11/C A307 BDLTS ■/(2) WASHERS PER BOLT FOR 6 PURUNS. I {• SCREWS IN Wm PRC[Autow: PURUN _ .. WASHERS PER BOLT FOR 6 PUAlR4 ERS � ALLjM& urcRKyl euEDocf [dnAAw REcolw[NDs .. ' 1 2. USE I/70 x 1 I/C A325 BOLTS yR„ PR[GUIgc awAVS REAR OSHA APPROVED EYE 2. USE 1/7e X I 1/C A32s BOLT t ` Tow WA9m FOR 9 I/7 PUR,Aq. vI4 o5w rt OrR ICm[ 0w Rrsc wa soeat a RM rc.¢ 2. USE 1/70 x 1 I/� 0325 BOLTS 1101W1 <A9ERS FOR 9 1/7 PIAtIOS nua su WMERS sW STM ra LIXs wIIR METOTARSAE ctrnD. EVE PRWICr*w AMD ARDwIi Xt101A t1A9ERS FOR 9 t/f ARM PR O ORRAaNG °� PURLIN WEB REINFORCEMENT CUP ` ORp�E`°"'A" cVTN UcnOft SCREW PANEL FLAT AT RAFTER CENTER UNE PANEL RIB AT RAFTER CENTER LINE - - (NOT REO'D AT ANTI -ROLL CUPS) DETAIL AT ANTI—ROLL CLIP I RF50 FASTENER DETAIL AT ANTI—ROLL CLIP RF55 FASTENER. DETAIL AT ANTI—ROLL CLIP RF56 AA LONGSPAN ROOF BA LONGSPAN ROOF BA INSTALL ADDITIONAL ROOF FASTENERS ROOF PANEL A --AT ANTI -ROLL CUPS - - ROOF FASTENER �. SAFORTRM[RPREPER p�At :PROIECT*N - 112X1 1/4 L EOuwcxrWN SRDULD Al. -IS uEEI OST-D RDs. ,, QROFESS/ yq t ROOF PANEL 6 REO -D. PER CLIP) - ' ,• :w PURLIN I _ RAFTER 12X1 1/4 SOHH `e Vr: ��j, 1., 1 ` ROOF FASTENER a - - - -' • r , .. Q' �� C ' c /12X1 1/4 STRUCTURAL FASTENER (TYP.) - _ t' -T 0.G PURLIN (B) /t2-1lXI I/a SOHH --- ---- --------- --_ L Ll - No. (0 6481 Z STRUCTURAL BOLTS � � 1W 1, — — —" • (2 ANTI -ROLL CUP ' - 1/Y0 Bolls. Purlin/Girt _ Exp. 6.30.01 , -------- • - - ----- RNOTES. TAILFPCP-3 87 PURLINS DETAIL RF1 (,),Pico, ) STRUCTURAL BOLTS (2 PER PURLIN CONNECTION - -� -_ tP/grFo (SEE DETAIL RFSs/M) (�TCREOUIRED AT ANTI -ROLL CLIPS) - 1/20 % 1 t/a BO LT$ FPCP-! = 9 t/Y PURLINS 1/4 R AL fOP�\P,.. • (SEE DETAIL RF52/BA) STRUCTURAL FASTENER (B) /12X1 1/4 SOHN RAFTER - - - A• CUP SUPPORT ANGLE CSA -1 STRUCTURAL BOLTS ({ REO D. - SEE NOTES. ANTI-iPCP-1 =�87l FPCP-! I IPUPU PURLINS PURLINS STRUCTURAL BOLTS - - - - - O SUPPORT ANGLE CSA -1 - STRUCTURAL BOLTS Lop Dimension A ' 3'-0 1•-6 3'-u' t• -It 1/7 - alter/Column I Use A307 Bolts. with 2 .ashen it depth S 87 Use A325 Bolts if depth > 87 • - WEn' PRCCAUIIoIe e Pvr wdlw[R sArcrr nal. When Coble Bracing is greater - - `'=.•.•::. DETAIL RFOI/M) 1/2-0 X 1 1/4 BOLTS ({ REO'D. -SEE NOTES. SEE NOTES, (DET O than 3/870 use A325 Bolts. - ;.'_y,Y e - DETAIL. RF01/AA) RPOt /AA 1/2-0 X. I t/{� BOLTS Notes , 1 NOTE: 1/Y0 X 1 1/{' BOLTS I. USE I/7e I 1 I/C ATO) BOLT W/(2)� NOTE: STRUCTURAL BOLTS 1, All 1/Y0 A307 and 0325 bolls shown in details for purlin and girt COLD -FORMED RAFTER IIII9ETS PER BOLT FOR 87 P1R14. t. ,15E 1/70 I 1 1/C AWW 84TS ■ 2 ({ REO -0. -SEE NOTES, /O connections are bearing type connections and need only be lightened to the snu l' ht Condition. - 9 . ' ' 2. USE 1/Ye I 1 I/C AM HATS lIIIIWf Tt119fT6 FOR 9 IjI AI9lQ r wI Tv PRERCAvnm: SWETT rlRsr. WASHERS PER BOLT FOR 6 PURUNS, DETAIL RFOt/AA) 2. USE 1/70 % 1 1/C 0725 BOLTS 1/2.0 X 1.1/4 BOLTS 1 s X I BOLTSRmUl • 2. Details are shown for stondord conditions. When A325 high tensile USE FOC 9 I/7 bolls are required by special design, .ashen are not required for COLD -FORMED ENDWALL RAFTER W/ANTI-ROLL CLIP r COLD -FORMED ENOWALL RAFTER W/ANTI-ROLL CLIP round holes in purlin and girt connections. Hardened washers shoo be installed over slotted holes in on outei ply, - . - 3. Use A325 bolts with .ashen at frome braces. a , WEB REINFORCEMENT DETAIL - I RF51 - WEB REINFORCEMENT DETAIL RF52 STANDARD PURLIN / GIRT LAP RF01 LONGSPAN ROOF BA LONGSPAN ROOF - BA BY-PASS CONDITION - _ AA ' f OF RAFTER _ •. . SART PRCOMnDIt -ORK S SMGAD !E 1sRrm w PRO" 0107cmINSTALL �� I {• SCREWS IN PURUN .. � ALLjM& 1/4'0 PRE -DRILLED CUP HOLE ' 1 PURLIN WEB REINFORCEMENT CUP ` • (NOT REO'D AT ANTI -ROLL CUPS) - STRUCTURAL FASTENER � ' ,, QROFESS/ yq 6 REO -D. PER CLIP) - ' ,• :w I RAFTER 12X1 1/4 SOHH `e Vr: ��j, 1., a - - - -' • , .. Q' �� C ' 7 _ _ _ L Ll No. (0 6481 Z m — — —" ------ _ Exp. 6.30.01 , • - PURLIN WEB REINFORCEMENT CUP STRUCTURAL BOLTS (2 PER PURLIN CONNECTION - -� -_ tP/grFo (SEE DETAIL RFSs/M) (�TCREOUIRED AT ANTI -ROLL CLIPS) - SEE NOTES. DETAIL RTSI/M) - - AL fOP�\P,.. . 1 1 "`" ,` NOTE: •. STRUCTURAL BOLTS NOTE: •. . 1. USE 1/ie x I 114r AW7 BODS ■ / (2 PER PURLIN CONNECTION- SEE NOTES. DETAIL RFOI/M) 1, USE 1/7e I 1 I/C A307 BOLT W/(2) PRLWrvc •• - - .• . tXA9fS6 PER BOLT FOR 87 PLR816 1/Y0 x 1 1/a• BOLTS WASHERS PER �T FOR T PIRUNS. MER S 1, - - 2. USE 1/Ye 111/C A325 BOLT - RAFTER 2. USE I/70 1 1 1/C A325 BOLTS - EA PRODUCT" McTm IECIMDIJEf. J W DW Uvm fat 9 I/Y P,R� VOW WRSHDS FOR 9 1/( PUp14 PURLIN WEB REINFORCEMENT CLIP DETAIL' RF53 PURLIN WEB REINFORCEMENT CLIP DETAIL RF54 - ! ' (NOT REOUIRM AT ANTI -ROLL RJPS) - AA (NOT REQUIRED AT ANTI -ROLL CUPS) AA ••-✓ . .. _ _ r. ,• , J, - SCALE: DATE ANTI—ROLL CLIP DETAILS - - DRAWN BY: TON 2-96 ru U1A AIA6AW1 CHECK= BY: Btr 2-96 AND - - • _ I REVISED DETAIL RFOt/AA 7HG BU $_gg • DESIGN' APP'D BY: PURLIN WEB REINFORCEMENT REVISION A NO. REVISION D D C ISSUED: CLIP DETAILS DRA*INC DWR— 1 REY,NO. M&LEVISION 3-96 NUMBER T DELUXE EAVE FLASHING POST HUNG DELUXE EAVE FLASHING _ < r ' — EAVE FLASHING THERMAL SPACER EAVE TRIM LOC—SEAM / STANDING SEAM EAVE TRIMr LONGSPAN • PAN L CORNER <FLASHING ARCHITECTURAL PANEL CORNER FLASHING LONGSPAN PANEL RAKE FLASHING � Y �' • — STANDING SEAM PANEL RAKE FLASHING w LOC—SEAM PANEL RAKE FLASHING LONGSPAN PANEL HIGH SIDE EAVE FLASHING STANDING SEAM PANEL RICH SID EAVE- FLASHING L LOC—SEAM PANEL HIGH SIDE EAVE FLASHING STANDARD GUTTER _FLANGE BACK.GUTTER VALLEY GUTTER - ROOF TO WALL FLASHING . • LONGSPAN PANEI ROOF TO WALL FLASHING • �• - HIGH SIDE CONDITION ' - - � ` • � RAKE CONDITION BLIND RIVET � NOTES: x < t/8 RNET 1. ALL FLASHING LAPS (EXCEPT,CORNER FLASHING) SHALL BE CAULKED WITH ,(2) 1/4-0 BEADS ' OF GUTTER SEAL (URETHANE CAULK). - (.oeROFESSIA '= ROOF FASTENER - 2. ALL FLASHING LAPS SHALL BE. THREE INCHES EXCEPT ,CORNER FLASHING LAPS WHICH SHALL • /14X1 -SORF, (SELF DRILLING) .BE ONE INCH. < _ • `� / • ]. VALLEY GUTTER LAPS SHALL BE •SEALED WITH 2 x 3/16 TAPE MASTIC AND SHALL BE STITCHED � * <1 ♦ - WITH /14 ROOF FASTENERS TWO LACHES ON CENTER.. OUANTIIY WILL VARY WITH GUTTER SIZE. - Z - - ROOF FASTENER 4. FOR FLASHING 'UPS NOT SHOWN, USE THE FOLLOWING AS A GUIDE: FLASHINGS THAT ARE No. (056481 • - /14x1 $OHHW (SELF DRILLING) .L EXPOSED TO ROOF CONDITIONS. USE /14 ROOF FASTENERS THREE INCHES ON CENTER. ALL Exp. 6.30-01 < ♦ - - OTHER CONDITIONS USE 1/8 INCH BUND RNETS THREE INCHES ON CENTER. ' ROOF FASTENER, < - N . �j�TF C / V \ y P��Q• /14x7/8 SDHCW (SELF DRILLING) STANDING SEAM PAN ROOF TO WALL FLASHING ,OFCAbfO 7F aA1cc coNomoN _ - - - SCALE: fill -1 -94 ------------- DRAWN BY: THG N►AULA ' ' - 2 REVISED FASTENER MARKS k ALABAMA Z8Llj-!! CHECKED BY: JKC STANDARD FLASHING ,LAPS I ADDED POST HUNG DELUXE EAVE FLASHING "D C A NO. REVISION - D CK'D. DA N0. DESIGN APP'D BY: REVISION - - DRAWING REV.NO. ISSUED: , n:..;,,. a ^'-• Y ---� 1 _ NUMBER FD -8 2 USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER - THAT - WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN _ w. t PANEL BUNDLES WILL PROVIDE ADDITIONAL NR CIRCULATION. COVER THE 1 fAr[Tr vR[CAurCtt - _ • STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH _i„ • SOUA _ PURUNS DOtrr AUDN BLOGmb 70 K A 2 R 6 OPENING AT THE BOTTOM FOR NR TO CIRCULATE. - rAtLMc NAupD tO DWOS[ BEAS,ON I •, _ QUARE r - M Row. NoRwn sNOWAD tRM 2" . • • , ' - + ' WOOD' BLOCKING OSNA APPROWD WJW twI, L- • ' sArEn wi7wrroN: - � - I _ ' NORRERS sono AL-" sm . " . QOTQ ■NEM NANR/NG pAA(t< r r • BRAONG- A - • >+ i RICID FRANE . • .- • RIGID FRAME •' T NOTCH y T NOTCH r �' ; �•• �- • - - ` , t . t PURLIN SPACING v' sh" MRuartoN _ SLAY NEu M LIAR Or ALL IRDS . - - PURUN SPACING -t 7 ' IlEm mOvCD 01 ANT rfK _ LONCSPAN PANELS LsrM lXV L IW HANDS AM 0`117, - -, ' - -.� _ , • . r - -, - . LIAR a 60mc LOAOL - STRAIGHT PURLINS ARE A NECESSITY. ZEE SECTIONS HAVE A NATURAL TENDENCY TO ROLL OUT - • ~ - OF PLANE AND DEFLECT HORIZONTALLY. THIS MUST BE CORRECTED BY FORCING THE PURLINS T • '` >" ~ _ _ _ �. INTO PROPER PLANE AND SPACING. WOOD BLOCKING IS RECOMMENDED AS ONE METHOD TO a • tom CONSTRUCTION OF THE WOOD BLOCKING IS SHOWN ABOVE. A 2 % 6 MINIMUM BOARD + TARP OR. PLASTIC COVER - ACCOMPLISH THIS. - 512E SHOULD BE USED. REFER TO THE CROSS SECTION FRAYING DRAWINGS THAT ACCOMPANIED USE SPACERS BETWEEN BUNDLES'' _ ., - • ` • - . THE BUILDING TO DETERMINE THE PURUN-SIZE AND SPACINGS. BEFORE,SMEETING BEGINS IN ANY BAY, PUCE BLOCKING IN THAT BAY ACROSS THE FULL WIDTH OF, t i_`. THE FIRSTfSTEP 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 ` A - •/ 1 - PRIMARY FRAMING PLUMB AND SQUARE. FOR BEST RESULTS. R IS RECOMMENDED THAT A TRANSIT ADDITIONAL ROWS OF BLOCKING IF NEEDED TO MAINTAIN STRAIGHT PURLINS. ALLOWING THE PURLIN + , BLOCK ABOVE GROUND ',.� -BE USED WHEN ERECTING THE+STRUCTURAL STEEL. TO ROtATE OR - J• ' - "�, -. • -. L SWEEP OUZ OF PLANE COULD PREVENT THE ROOF PANEL FROM PROPERLY`- -TIE' DOWN • E - ATTACHING TO THE PURLINS AND HAS THE EFFECT OF LOWERING THE LOAD BEARING CAPACITY • y OF THESE ROLLED PURLINS LEADING TO POTENTIAL PURUN FAILURE UNDER MAXIMUM DESIGN LOADS. PANEL STORAGE RC51 . BUILDING ALIGNMENT GEOIr PJRLIN BLOCKING ' LONCSPAN BB - - .r r AA f GE02 AMERICAN ROOF AND WALL PANELS _ i" 91CAN'S ROOF AND WALL PANELS INCLUDING COLOR COATED, ALUMINUM COATED AND GALVANIZED, r,, ROOF PANEL BUNDLE , SPREADER BM F - .f •" ROOF FASTENERS SPECIAL CONDITION FASTENERS PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING AND ERECTION -. (LOCATE OVER RIGID FRAME) • _ - )6 rvvsmnN. _ _ �vC $ ' PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE OUALITY MERCHANDISE WHICH - - /tt i t 1/� 117 t 1/I- • i i� /12st tp MERIT CAUTIOUS CARE IN ruwOUNG. _ 1 - • T • + PRXI Stlf OtILISC NEX NLD SI"MY10 50.1' DRUM -a WAWER INIAD , SELF OrraiRlG Yji®p1 Si[L NCX iIIM STAETr PIRGIlTDI! - r p` INTN NAWAR rASTtWlt NfM WAS" SELFURR ;NC CA �A71ST UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES Of SHEETS SHOULD SVA* NEu M itR CHAR Or IL•OS - - - - - /17:1 1/I SORf ' ItARR tq. /12R1 1/I SDRWr � At0. 'Twki t/I SONN BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO ENSUE THAT NO DAMAGE OCCURS TO �� ro+[D In ANT TrP[ IYIDIG _ - - - - 7 �ON 1 ' �� ENDS OF THE SHEETS OR TO,SIDE 8185. THE PACKAGES SHOULD BE STEREO OFF TME GROUND Kvct. NR suAE to RCIT NANos [Ati ANa waw AND aE-rpirEp- uc AND vu41N AND pX-roRtlrn - cAerA AtAXE ATTApit1[M to PARrXQ SUFFICIENTLY HIGH ENOUGH TO ALLOW NR FROM WALKING CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS AND rEET AFM Or rWM6 LOADS + ' RIDft COARKCTri6 ARO [XPOS[D 1 . REG[ NDIN LW.L% A NO ISPOSID StER Ri ! SMON UK RSG ATTACMRM. t GROUND MOISTURE AND DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PALKAGE ro srwnu+Al tarvi[C7iONs. R srR DIMME l I4 NO Ev SHOULD ALWAYS BE ELEVATED ABOVE THE LOWER END TO ENCOURAGE DRAINAGE, IN CASE Of RAN. r DETAIL 'A . A - Awuvaw-nt A"Rl_ SO aoors ,¢umRw-2x AuaripAtlp appTx przT RIGID FRAME - t PURLINS A00ii /t2 s t 1/I TERN ALL' R IS PANELS ARE SUBJECT TO SOME DEGREE S LOCALIZED DISCOLORATION OR STAIN WHEN � BLOCKING i y Y L �� s 1 ��NC u�a L tell quo WATER IS TRAPPED BETWEEN THEIR CLOSELY FIRED SURFACES: AMERICAN ELL PANS EXTREME (TO PREVENT PURLINS _ , CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS ' • PACKAGE FROM ROLLING OVER /" STR01 .•/tI FARN fUt /tat 1/I slap KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS. WATER FORMED BY CONDENSATION OF HUMID UNDER WEIGH Oi A-4L-"----f°'0` ayy ' v`KAw � �� "V suNOHn saf OtatwO Np NAsr[a N[Ap AI AIR CAN BECOME TRAPPED BETWEEN SACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE iw - LSP-0 +; , , rASTEWS WIN NA9RA - Swe'Ro SeeNTH NA9KA (STEL"iteORt[SYS auto 7tAw t2 u STACKED SHEETS WHEN EXPOSED TO RAIN. THIS DISCOLORATION CAUSED BY TRAPPED MOISTURE IS PANEL PACKAGE.} WARM NO. /IIn/e Saar ' � rAU No. /pX2/p spa. AM un 0`O ANa RiCLAOaG t MAN s' OFTEN CALLED WET STORAGE STNV. .. AP87CETIDD AP9JCAM, . • P GAaE AtA:U AnACtWACNr ro BAR aais'IS THE STAIN IS USUALLY SUPERFICIAL AND HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE ` , - PURLIN CLLAR Pam • tRICA UU +/cR rwt A t/0`A - 1�/ 6 nfAaNa Naa acowKD) �w+.tta ICRC RcouRm7 OF THE. PANELS A$ LONG AS IT I$ NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE PAWL smpp comnenam rLAStwc 112 2 t t/2 PITO T CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK - 1 TO PAW¢ C.NNRCItp6 AND OTNIR ESmORO •PAPAL L S �� Wim; � �/2 � STEEL �R � PANEL FINISH INSPEAND CTED FOR THEIR EFFECTIVE SERVICE LIFE. HE ORDER. RIS IMPERATIVE IS THAT ALL • _ flFTNL 'w RATTER '` , s,0 9w To s z0` CONNECTION& slat to SKCT DDAEIE clan SCLr u .1m Ar ON * PANELS BE ASPECTED FOR MOISTURE UPON RECEIPT OF THE ORDER. ff MOISTURE IS PRESENT, DRY AWNMAr-2MC AUDT-COATED Raps AAD • ALLIIN •Zm ALAOr-CHUM ROOM par, rARX 0`10. /ten tLt SOINIrs THE PANELS AT ONCE AND STORE IN A DRY. WARM PLACE. if POSSIBLE. - TO FACILITATE THE HANDLING OF THE ROOF PANELS. PANEL BUNDLES CAN BE • LIFTED - ALL I M-iN9iro ROOM AND PLACED ON LIE ROOF 6 LOCATED E . RIGID FRAME AND WITH BLOCKING IN PLAICE TO MISCELLANEOUS FASTENERS (SRL tttoNtRSs[X GautER THAN 1/r T I WHEN HANDLING TC UNE CQ0G THE PANELS, UFT, RATHER THAN SLIDE. THEY APART. BURRING PREVENT THE PURLINS FROM ROLLING OVER. DO NOT SLIDE BUNOLED PANELS ALONG ROOF _` 0`s ANO is 0`o AND M CREAT t TH EDGES MAY SCRATCH ME COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER FRAMING. WHEN LIFTING BUNDLED,SHEETS. MAKE CERTAIN THAT THE BUNDLE S ADEQUATELY Am 1 ATT D .4CLuct ro ILL Aria ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND.• SUPPORTED. PANELS LESS THAN 20' IN LENGTH CAN NORMALLY BE LIFTED WITH A FORKUFT; ef•"`PTO" ' ROUGH AND IMPROPER MANGLING OF PANELS IS INEXCUSABLE AND A PRIME EXAMPLE OF POOR JOB HOWEVER WHEN LIFTING PANELS IN EXCESS OF 20' IT IS RECOMMENDED THAT A SPREADER 1/0 BUND NRi Lt6 Ottr[I[i'aN{r Nm ws.01 Lf SUPERVISION. BAR AND SLINGS BE USED. AS A RULE WHEN LIFTING, NO MORE THAN 1/3 OF THE LENGTH IAA" "G 1/E Alm • � -M sw-I Ito i 1 t/2 OF THE PANEL SHOULD BE LEFT UNSUPPORTED. SCU TAPPING CARBON SILL W_X Wiz • CAUTION: PANELS ARE SUPPERS. OIL H WAX THAT HAS BEEN USED ON•TME ROOF. AND WALL ppp - �,"m, rASTD4R WITH IMASNrA PANELS FOR PROTECTION AGAINST WEATHER DAMAGE WILL MULE THEM A VERY SLIPPERY WALKING REFER 70 ERECTION DRAWINGS FOR ME ROOF PANEL MARKINGS AND STAGE rtAsotC IAP! AND /11AsmIG LONCSPAN snUOR TO •SRRJpe SCELAp "Aa No. /test 1/2 snom _ SURFACE. WIPE DRY ANY OIL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW. FROST BUNDLES ACCORDINGLY. THIS WILL MINIMIZE PANNI. HANDLING AND SPEED THE ERECTION TO PMa CONNECTIONS COIo[CltOtt ApW"�.TIDN ,• %c OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS., - PROCEDURE. - (snc-& WC4NRCE REUAno) PANELS TO NDOO SIRUCniK. LDNGSPAN ,N9Rr etwar (t/r Nu NEAP SDONEi acaMtE07 PANEL STORAGE NOTES FRC-9PANEL STORAGE ON ROOF • RC54 tsyW NOTE: ALL HEX HEAD SIZES SHALL.REOUIRE A 5116" HEX SOCKET UNLESS NOTED. , < AA BASIC PARTS AND PIECES RC61 • _ •, AA LONGSPAN ROOF . - BA • �� sArLYr vatCAlrrNotc '0`Y A . a SAFETY NOTEc• sArtn v1><uRAttpe AMERICAN BUILDING COMPANY STRONGLY RECOMMENDS THAT SAFE WORKING CONDITIONS AND ACCIOEM DO NOT STCp ON Iib Or 00 NU7 $IED ON PAKLS ' - vANRL. ALNArs nsv ON HANK ruuY S[ClR[D NTtN - ` ERECTION NOTES _ PREVENTION PRACTICES BE THE TOP PRIORITY ON ANY JOB SITE. , t rur suRrAa, rAIIENERS. • LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP " 1. ALL AREAS WHERE MASTIC ISS BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD INSURE WORKER SAFETY. ,DETERGENT OR AN ALING SURFACE ANDER BEFORE MASTIC APPLICATION. THIS Wall MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A INSURE A C000 SEALING SURFACE AND IMPROVE WEATHER, TIGHTNESS. I • - i .r - BUILDING. EMERGENCY TELEPHONE NUMBERS, LOCATIONS OF�ARS7 AID STATIONS AND -EMERGENCY 2. THE BLANKET INSULATION MANUFACTURER RECOMMENDS THAT DOUBLE SIDED TAPE PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. - ' ASE USED TO SECURE THE INSULATION TO THE NAVE. AMERICAN BUILDINGS COMPANY ONLY MEETINGS HIGHLIGHTING SAFETY PROCEDURES. THE USE Of MARE HATS. SOLE SHOES A - - LONGSPAN PAN ID NTIFI ATION MARK N warp i .Ayr IS NOT RESPONSIBLE FOR THE INSTALLATION OR ATTACHMENT OF THE INSULATION. FOR ROOF WORK, PROPER EQUIPMENTAAYFOR HANDLING MATERIAL AN ARD HAT . RUBBERRUBB HERE POSSIBLE DETAIL 'A' ADDITIONAL ATTACHMENTS (NOT BY ABC) MAY BE REQUIRED. . _ _ DETAIL •�- EXAMPLE LP 24 - 3D.0 - - ARE RECOMMENDED ERECTION PRACTICES. ` • ' 30`-0•'IN LENGTH - 3. ALL EXPOSED FASTENERS SHOULD PENETRATE THE SEALANT FOR THE MOST AMERICAN BUILDINGS COMPANr:INTENDS THAT THESE DRAWINGS BE INTERPRETED AND ADMINISTERED • - LONCSPAN PANFI - �.� 21 GAGE (24 & 26 :AGE AVAILABLE) WEATHER TIGHT CONNECTION IN ROOF AND WALL AREAS WHERE APPLICABLE. WITH SOUND JUDGEMENT CONSISTENT WITH GOOD SAFETY PRACTICES. • A Nt _ LONGSPAN I - ?OFESSIp "� • ' - REQALL UIREMENTS, CUSTETY TIONSOMARYOSHA OR STTTUTORY. MUSTETY MENTS. OR ANY BE ADHERED TO. OTHER ORINSURE APPROPRIATE SAFE OUTSIDE . Q SAFETY. r OVERLAPPING RIB • - _ _ - �� t (THIS RIB OVERLAPS. - • e +.. / IF OIL OR OTHER SLIPPERY SUBSTANCES ARE SPILLED ON THE ROOF PANELS, WIPE THEM OFF PRECEEDING PANEL) /— '� r - ' . ' - - _ IMMEDIATELY TO PREVENT SLIPPING OR FALLING. y' - •� / •' \ • \ ERECTION OF THE •LONGSPAN PANEL' REQUIRES THAT THE PROPER DIRECTION OF ITS APPLICATION - YOU SHOULD MAINTAIN A FIRM, SAFE POSITION, WHEN USING ANY'TOOL. BE MAGE. THE DESIGN OF THE PANEL INCORPORATES A BEARING LEG INTO ITS LEADING EDGE .-. No. COS6481 Z YOU SHOULD MAINTAIN A CONSTANT AWARENESS OF YOUR LOCATION IN RELATION TO THE ROOF EDGE _ J '�~' ` `• THE I PROVIDES SUPPORT THE FOR PROPER NESTING T) THE OVERLAPPING RIB OF THE NEXT PANNI. WHEN USING TOOLS AND MACHINES OR PERFORMING ANY OTHER FUNCTION ON THE ROOF AREA. THE INSTALLATION OF THE PANELS (SHOWN AT LEFT) PROCEEDS FROM LEFT to RICHT. HOWEVER. Exp. 6.3E-01 `SEARING R18 BEARING RIB UNLESS FIELD CIRCUMSTANCES DICTATE - OTHERWISE. INSTALLATION OF PANELS GIN PROCEED ERCP 60 NOT UNDER AN• CIRCUMSTANCES STEP OR WALK ON•THE SURFACE OF ANY FIBERGLASS SKYLIGHT. (BEARING LEC GIVES EITHER LER TO RIGHT OR RIGHT TO LEFT AS LONG AS THE OVERLAPPING RIB IS LAPPED OVER IF FOOT TRAFFIC IS NECESSARY OVER SKYLIGHT, USE WALK BOARDS THAT ME PROPERLY SUPPORTED • • . 'SUPPORT TO•SIOELAP) THE BEARING RIB. a lT _ - �� -l„ •' V y ��Q' BY THE BUILDING PURUNS. - � DETAIL •A' •''Y `D:ZL�. PANEL MARKING AND SIDELAP DETAILS RC63 ERECTION NOTES lFOF CALIF i ) SIDFI�P pFTAL �V IONGSPAN BB RC91 SAFETY COMMITMENT GE70 i - LONGSPAN - BA ..• - t AA ' SCALE: DATE • DRAIN BY: TON .-23-96 LONGSPAN ROOF PANEL ALABAMA ,A t - CHECKED BY: BL.A a-N-96 BASIC ERECTION •• - - 1 REVISED RC61/BA _ - TBG THG 9/96 DESIGN APP'D BY: NO. I REVISION I MADE CK'D. DATE N0. REVISION DRAl11NG REY.NO. INNUENN-UNNNNOMADE CK'D. DATE 0. V S 0 MADE CK'D. DATE ISSUED: 6-1-96 NUMBER ° LSR- 1 1 _ y*' .f0` •' ' THE LONCSPAN ROOF PANELS HAVE BEEN DESIGNED SO THAT BOTH SIDES OF A GABLED BUILDING CAN BE SHEETED SIMULTANEOUSLY.. IF THE ROOF OF THE BUILDING IS SYMMETRICAL ABOUT THE RIDGE. THE SHEETING CAN BEGIN AT EITHER ENDWALL HOWEVER, IF THE BUILDING IS NOT SYMMETRICAL ABOUT THE RIDGE OR IF THE BUILDING IS SINGLE SLOPED FROM THE EAVE TO EAVE, THE SHEETING MUST•BEGIN AT THE ENDWALL INDICATED ON THE BUILDING ERECTION DRAWINGS. SIDEWALL EAVE PANELS SHEETING DIRECTION INTERMEDIATE PANELS CtOF RIDGE RIDGE PANELS ENDWALL RIDGE PANELS INTERMEDIATE PANELS EAVE PANELS SIDEWALL DIRECTION OF ROOF PANEL ERECTION,-7 RECTION .RC64 LONGSPAN ROOFS BA �LONGSPAN PANEL 2XIROF /4 (7YP.) . t NOTE: ROOF FASTENER INSIDE CLOSURE LSP -I ROOF PANEL NOT SHOWN FOR LAVE CLARITY. STRUT O.C. NOTE: FOLD INSULATION BACK, R THE WEATHER. MUST NOT BE EXPOSED TO ROOF FASTENER LONGSPAN PANEL THE WEATHER. 112X1 1/4 2% 2'L, 71 4� 7� 4! 71 2V 2V SAFETY PREEAUrd .. 00 NOT STEP oN vANEu NOT¢ TAPE MASTIC FULLY SECUSO .TTN FASTENERS• TOP BOTTOM INSULATION F CLOSURE) 1/2 TY INSIDE CLOSURE I LSP -I (BY OTHERS) EAVE TRIM - . FEC -I - 1/4. 1/2 1/2 TM NUT SLM[D NTN FASRNERS. &ITO 12 FEC -4 . 4 TO 12 WALL FASTENER /12 X 1 1/4 SDHCW t' -O' O.C. - WALL FASTENEREAVE STRUT 114 SDHCW STITCH Q 1 TO 12 11J SPEC -4 . 4 TO 72 t'-0' O.C. ROOF FASTENER OUTSIDE CLOSURE WALL PANEL FASTENER LAYOUT AT EAVE, ENDLAPS, DIE NOTE : HORIZONTAL LEG OF ftma BFOL CURER (WHEN REOUK7EO) K RSTALLED BETWEEN THE MASTIC AND THE EAVE ML SECTION AT EAVE WITH SHEETED SIDEWALL ` EA04 LONGSPAN ROOF /.ARCHITECTURAL OR LONGSPAN WALLS I BB MIT SUM PREC#AnQ. WMS TKW NAS NO LOAD BEAR04- NOTE: • t t/Y INSIDE CLOSURE SN -PPROENGTH, O SCAT BOON OR INSULATION INSULA71ON IS TO BE FOLDED TAPE MASTIC LSP -I SECU RO SCARRWG OR BY OTHERS) BACK AT THE EAVE-DO NOT (CONTINUOUS TOP A: - - ALLOW INSULATION TO BE UNDERNEATH CLOSURE) INSULATION EXPOSED 70 THE WEATHER. 1/2 TM I (BY OTHERS) ROOF FASTENER LONGSPAN PANEL TAPE MASTIC (SEE FASTENER LAYOUT CONTINUOUS ALONG DETAIL TA26/BA) 1/2 TM OP Oi CLOSURE) EAVE TRIM I /12X1 1/4 INNSISIDTAPE MASTIC E CLOSURE - ((TT LSP -1 WALL FASTENER op CLOSURETOM INSIDE CLOSURE TAPE MASTIC /12X1 1/4 SOHCW 1/2 7M I LSP -1 (CONTINUOUS UNDERNEATH I-0, D.C. EAVE TRIM TRE) w FEC -1 . 1/4, 1/2 1 LOS WALL FASTENER 4 I TO 12 FEC -4 - 1 TO 12 SAFETY PREUWnd _ Jlt STITCH IUWL YgE.P EAVE TRIM 1NH f�p�RX '-O' O.C. WALL FASTENER WALL FASTENER WALL PANEL _ /12 X11/4 SOHCW ' / 14 STITCH a '•` t'-0' O.C. I-0" O.C. .. - EAVE STRUT OUTSIDE CLOSURE:�/ BLIND RIVET 1 5/16 ' RIVET 1 8 EAVE STRUT 2/ 0' O.C. PRIOR TO THE INSTALLATION OF THE FIRST ROOF PANEL, THE SIDEWALL AND ENDWALL SHEETING WALL PANEL SHOULD HAVE BEEN COMPLETED AND THE ROOF INSULATION, STARTED. START A UNE OF , ARCH. WALL PANEL 1/2- X 1/0- TAPE MASTIC DOWN THE EAVES AND ALONG TOP OF CLOSURE AS SHOWN ABOVE. FLASHING SHOWN. OTHERS LEAVE THE PAPER BACKING ON THE TAPE ALONG THE.TOP OF THE CLOSURE UNTIL THE ROOF FSJ1-LENGTH ... SIMILAR EAVE STRUT PANEL IS READY TO BE SECURED. NOTE : HORUWAL LEG OF RANO[ BACK GUrrER 6 INSTALLED NOTE RENEW EAVE TRIM DETAILS ' SEMEN THE MASTIC AND THE EAVE Tsar . IF DELUXE EAVE FLASHING OR FLANGE BACK CUTTER IS TO BE USED AS MASTIC AND INSULATION APPLICATION AT EAVE EA28 SECTION AT EAVE EA04 THESE TWO OPTIONS CHANGE THE LOCATION OUTSIDE CLOSURE LONGSPAN ROOFS BA LONCSPAN ROOF /OPEN SIDEWALL OF THE MASTIC. BF \if FASTENER (TYP.) 1/4 -.. 1j' NOTE: RENEW EAVE TRIP DETAILS WORKERS 910ULD VANTAN TA E MASLTIC S (CONTINUOUS IF FLANGE BACK GUTTER TS TO BE CONSTANT A RE'U'Tss to THEW 1/2 TM LONGSPAN PANEL word w REurd TO THE '• USED AS THIS OPTION CHANGES THE ROOF EDGE AT AU TWES ROOT FASTENER INSULATION . E OF RIB ♦ LOCATION OF THE MASTIC. - /12X1 1/4 81NG (BY OTHERS) - �r INSULATION �. (BY OTHERS) - OVERLAPPINC 00 HO PSTEP ON \ PANEL MAJOR RIB RIB ♦ %1, THE CAVE UNTIL Fes, ynn O (BEARING RIB) .rtH FASTENERS - � LONCSPAN PANEL WALL P �r LONGSPAN PANEL PANEL I MASTIC EXTENSION PURLIN -GABLE ANGLE EAVE TRIM GA -1 ENOwALI RAFTER EAVE TRIMINSIDE CLOSURE EAVE STRUT LSP -I THE FIRST RUN OF PANELS IS NOW READY TO BE INSTALLED. BEGIN WITH THE EAVE PANEL. INSTALL MASTIC TAPE MASTIC (CONTINOUS TOP THE FIRST EAVE PANEL WITH THE CENTER LINE OF THE OVERLAPPING RIB EVEN WITH THE END OF 1/2 TM AND UNDERNEATH INSIDE THE PURLINS. UNLESS NOTED DIFFERENTLY ON THE BUILDING ERECTION DRAWINGS. EXTEND THE LOWER CLOSURE) END S PAST THE RACK OF THE EAVE STRUTA STRING LINE EXTENDED OUT FROM THE EAVE STRUT ROOF FASTENER (7YPJ 1/2 TM WILL HELP KEEP THE LINE STRAIGHT). LIFT THE LOWER END OF THE PANEL ENOUGH TO REMOVE THE 112KI 1/4 ' PAPER BACKING FROM APPROXIMATELY 3 FEET OF THE MASTIC ALONG THE TOP OF THE INSIDE, EAVE STRUT MASTIC LOCATION AT THE EAVE S CRITICAL. TO INSURE A CLOSURE AT THE EAVE. PUSH DOWNWARD ON THE PANEL AT THE MASTIC LOCATION TO INSURE THE OUTSIDE CLOSURE WEATHER TIGHT SEAL, THE SIDELAP MASTIC MUST EXTEND MASTIC. CLOSURE AND PANEL ADHERE TO EACH OTHER AND FASTEN THE PANEL WITH ROOF NOTE: INSIDE CLOSURES DOWN FROM THE TOP OF THE RIB TO THE MASTIC ON FASTENERS AS SHOWN. OMITTED .FOR CLARITY. THE EAVE CLOSURE. THE MASTIC EXTENSION MUST SPLICE INTO THE EAVE MASTIC. FIRST PANEL INSTALLATION RC17 FASTENER INSTALLATION AT EAVE. STRUTEA2 EA VE MASTIC DETAIL AT PANEL SIDELAP EA29 LONGSPAN ROOFS IBA LONGSPAN ROOF BA LONGSPAN ROOFS IBA NOTE: - FOLD INSULATION BACK, IT ROOF FASTENER ROOF FASTENER /12X1 1/4 ROOF PANEL 36 ROOF FASTENER LONGSPAN PANEL MUST NOT BE EXPOSED TO /12X1 1/4 114 STITCH 1'-6• O.C. O.C. DETAIL SEE T'A' , THE WEATHER. 2% 2'L, 71 4� 7� 4! 71 2V 2V R MNORIB TAPE MASTIC Sam PREExn°N 00 NOT STEP ON PAWLS L"Ok - ' 1/2 TM NUT SLM[D NTN FASRNERS. EAVE TRIM INSIDE CLOSURE INSULATION SPEC -1 1/4, 1/2 LSP -I (BY OTHERS) TYPICAL FASTENER AYO T AT INT RM DWT P IRLINS Q�OFES IQH SEE DETAIL 'K BELOW (BELOW) Q 1 TO 12 11J SPEC -4 . 4 TO 72 ROOF FASTENER �(Q C FASTENER LAYOUT AT EAVE, ENDLAPS, DIE BLIND RIVET I 114 STITCH 1/2 TM A\�� /�, C FORMED RIDGE AND INTERMEDIATE PURLINS (4 PER SHCF-3) I - 1'-6' O.C. 1/8 RIVET WALL FASTENER NO. COS Z 4BI r ROOF FASTENER /14 STITCH 1 (1'-6 O.C. O PANEL SIOELAPS U.N.) 114 SDHCIV STITCH #14 O.C. 1iEiNL •A• Exp. 62 O-01 MASTIC 1 t 2 1M / (TMP. AT SIDEUPS) LONCSPAN PANEL PANEL CAP FLASHING ' WALL FASTENER SHCF-3 ROOF FASTENER Cl Tq R .i i5 ASTENER ROOF FASTENER 1/4 112 X 1 SDYC W/NUTBLK1'-6' 174 STITCH O C ROOF FASTENER ROOF P %<((� OQ1 112X1 1/4 ' V-4' O.C. EACH SIDE OF MAJOR RIB) #12X1 S AIE'FAC L7F 1/4 PURLIN, EAVE WALL PANEL EAvE STRUT - MAJOR RIB STRUT, ETC. — — — — NOTE : HORIZONTAL LEG Of FLANGE Bac GURER (WHEN REOLARED) 5 RSTALLED K7WEEN THE MASIIC AND THE EAVE TRRL ' TYPICAL FASTENER LAYOUT AT EAVE END[ ANo Ri DETAIL 'A SECTION AT EAVE WITH SHEETED SIDEWALL EA04 FASTENER LAYOUT RC05 UL 90 REOUIREMENTS RCOtL .LONGSPAN ROOF / SHADOW PANEL WALLS BD LONGSPAN ROOF I BA LONGSPAN ROOF BA SCALE: DATE - - DRAWN BY: TON 4-23-96 LONGSPAN ROOF PANEL n?AUIA CHECKED BY: - eu 4-24-96 BASIC ERECTION LIREMSED SUB-ORAWING EA04/BF THG BU 1t-96DESIGN APP'D BY: - - DRA111NG REV.NO. NADB CK'D. DATE VISION MADE CK -D. DATE ISSUED: 6-1-96 NUMBER LSR-2 1 ROOF FASTENER ROOF FASTENER (1. % 112x1 1/4 1PSTIDELAPS) 4TICH I - V-6- O.C. • UPPER PANEL ALL AREAS ON ALUMINUM COATED PANELS THAT REQUIRE MASTIC SHOULD BE WIPED CLEAN WITH A MILD ALL PURPOSE DETERGENT CLEANER BEFORE MASTIC APPLICATION. ROOF FASTENER PANEL RUNS EXCEEDING 45 FEET IN LENGTH MUST BE MADE WITH TWO OR MORE PANELS. TAPE MASTIC ROOF 1/4 INSTALL A CONTINUOUS RUN OF MASTIC ALONG THE LENGTH OF THE ROOF WHERE THE PANEL 1/2 TM ENOLAPS OCCUR AND ALSO ALONG THE LENGTH OF THE PANELS WHERE ALL SIDELAPS OCCUR I AS SHOWN IN THE DETAIL AT LEFT. SECURE THE ENDLAPS WITH 112x1 1/4 ROOF FASTENERS AND THE IN SIDELAPS WITH 114 STITCH ROOF FASTENERS. 1/2TIT ) (CONT ' • LOWER PANEL-/ PURLIN W(TY PRECAIIT10.: DO NOT STEP ON PANELS IMTIL MILL' SECURED T. FASTENERS. . ROOF PANEL ENDLAP RC06 LONGSPAN, BA I'll, PREuuTnN: us( os ..PPDo.ED IK OFIi II[T1WD , • ..• :0 OR Rpi TPp TA7A�C 01 R00< ADTiAi. 1 I..O LONGSPAN PANEL MASTIC (TOP h BOTTOM MASTIC I OF CLOSURE) (CONTINUOUS AT RIB OF 1/2 TM SIDELAP AND ACROSS PANEL WIDTH TO BE BACKLAPPED) \ \\\I \\ CLOSURE SAVE FLASHING TAPE MAST11 1/2 Tu SAVE PANELS (ATO ALL SIDELAPS) _ 1/2 TM SAECTY PREOAUTpN DD N01 jTEP ON R18 O< PANEL LL -AR STEP oN ILAr LONGSPAN PANEL S tw ArCAS� NOI ST(v ON PANELS LWk rULLY SECURED MASTIC (CONT. ALONG PANEL LAP DETAILFR—C-0-7-1 PANELS AT ALL SIDELAPS) LONGSPAN ROOF BA • BACKLAPPING THE PANELS IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH ME BUILDING LENGTH. THIS - IS DONE WITH THE LAST ROOF PANEL INSTALLED. THE PANEL MAY BE BACKLAPPED V OR 2' AS REQUIRED r TO COMPLETE PANEL COVERAGE. WHEN BACKLAPPING PANELS. MASTIC MUST BE APPLIED BETWEEN THE TWO PANELS AT THE EAVE AND AT PANEL DMLAPS AS SHOWN AWvE - . PANEL BACKLAPPINGFR—C-7-51 RIDGE DETAIL RC31 LONGSPAN ROOFS IBA LONCSPAN.ROOF W/OIE FORMED RIDGE BA FE RIDGE MASTIC - 1/2 TM A F ROOF FASTENER 4 OF FPER DIE FORMED RIDGE MASTIC 1/2 TM LONCSPAN PANEL . RIDGE PURLIN - SEE BUILDING ERECTION DRAWINGS FOR DIMENSION. ROOF FASTENER /12X1 1/4 ROOF FASTENER (TYP. AT PANEL SIDELAPS) 114 STITCH 1-6' O.C. (U.N.) LONGSPAN PANEL LONCSPAN PANEL I MASTIC (CONT.) 1/2 TM FASTENER 1 1/4 i LONGSPAN PANEL MASTIC DETAIL AT PANEL ENDLAPS AND SIDELAPS RC08 LONGSPAN ROOT A. FORMFD _RIDGE INSTALLATION DIE FORMED RIDGE' PANELS ARE TO BE INSTALLED AS EACH SIDE OF THE ROOF IS SHEETED. THIS WILL AID IN KEEPING BOTH 5IDES 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. PURLIN FASTENERS. APPLY MASTIC ALONG THE TOP OF THE -LEADING RIB TO PREPARE FOR THE NEXT SIDELAP. A 101" PRECA1101 CAC. NO -E. S.OIAD 8C IRAP4'D TO USE THE WCS'1 ANp wOST PROOMTM ER(CTpN /[CTwOUCS. DIE FORMED RIDGE INST LONGSPAN ROOF W/DIE FORMED RN Wrn PRECAVrIDN: 00 NOT ul. ON uwSECVRCD ENDS 7 OF PANT f.. .� VJLOFESS/ F� No. (056481 -LAI \ RIDGE FLASHING I I t ' V�C�Wfo RFOEGE FLASHING 'A 1 - I� 4, ) STITCH ROOF FASTENER I I UPPER F FAT EACH MAIOR RIB) ROOF FASTENER ROOF FASTENER 114 STITCH - 11 (OWERC - � 11114 STITCH 114 STITCH t'-0- 0 C. BACKUP FLASHING I . ' I•-0' O.C. FEB -LENGTH 1 RIDGE w PIECE 'a HIGRIDGE FLASHING A _ TAPE MASTIC FLASHING HSIOE . FLUE FLASHING OUTSIDE CLOSURE i (TOP AND BOTTOM LSP -O OF CLOSURE) ® 1 r TAPE MASTIC (CONT.) t/2 iM 1/2 Tu LONGSPAN PANEL CAULK (TYP.) .. Ae (2)A1/4'0 EEACH LAPI TAPE IEASTIC I I I I GTS I I 3/4 Tu 3 3' t' 1 T r /t4 ROOF FASTENER PANEL CLOSURE LSP -0 ROOF FASTENER I I - • r - TAPE MASTIC (CONT. 112X1 ST ALO2NTMPANEL CONFIGURATION) OUTSIDE CLOSURE STANDING. SEAM LOC -SEAM 1 / RIDGE PURLIN LSP -O (TMPD. BOTH LONGSPAN DES) (TYP' BOTH SIDES) TAPE MASTIC (TOP E HOLES MUST BE DRILLED PRIOR TO APPLYING MASTIC. TEMPORARILY LAP PIECE 'B• OVER ' BOTTOM OF CLOSURE) l LONGSPAN ROOF PANEL 1/2 TM PIECE "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 LONGSPAN PANEL AND BACKUP FLASHING ON PIECE 'A' AS SHOWN. LAP PIECE "Er OVER PIECE a BEING ,. RIDGE FLASHING OR HIGH SIDE EAVE ATTACHMENT FR-C-3-5-1CAREFUL TO ALIGN HOLES. INSTIL ROOF FASTENERS AS SHOWN. CONTINUE PROCESS LONGSPAN ROOF RIDGE DETAIL RC32 RIDGE FLASHING ATTACHMENT (ALTERNATE MANUFACTURERS OPTION ALONG RIDGE. BA LONGSPAN ROOF W/RIDGE FLASHING - RA LONGSPAN ROOF ._ RC37 EXPANSION JOINT. AT RIDGE FLASHING FR _C3 BA AA SCALE:TlY DRAWN BY: LONGSPAN ROOF PANEL EUFAULA ti ALABAMA CHECKED BY: BASIC ERECTION DESIGN APP'DRA'V.NO.IO.1 REVISION NAGE I CK'D. GATE NO. REVISION MADE tK'D. DA E No. REvts1DN DRAxINC LSR-3MADE CK'D. DATE ISSUED: NUMBER D - ' - ROOF FASTENER • • " ' 014 STITCH ` - { F .. 1'-o' O.C. • TIC (CONTINUOUS) 1%2 RO`FSFI .. ' ' _ ri DIENER TAPE 1M4ASTIC CAULK•. • - TAPE MASTIC 1/2.ri - STRUCTURAL- FASTENER (2 PER PURUN) _ 1" 6, O.C.• - ROOF FASTENERS •. DIE -FORMED PoDGE f/2 TBEADS - DFR- _ • '` /12X1 ,/4 $CHH ROOF FASTENER /14 STITCH (2 REQUIRED) •' . -/14 • GTS f RAKE FLASHING ^' RAKE FLASHING LONGSPAN PANEL 6" O.C. � � MAJOR RIB OF FIELD CUT -STITCH • i RKT-15.} - -.. PURLIN ROOF PANEL (IF REO -D.) RAKE FLASHING ' TAPE MASTIC (CONTINUOUS) - ' t ,• :� 1/2 ri .. RAKE FLASHING RKI-15.3 - ROOF FASTENER RAKE •CAP) \CAULK ROOF FASTENER 1 (2 BEADS) 014 STITCH . GABLE ANGLE '.. /12%1 .t/4 — — — CTS GA- IT- • - GTS, t - - .� - STRUCTURAL FASTENER -' ROOF PANEL (FIELD CUT AND • '" - 2 PER 'PURLIN '} AND USE MAJOR RIB AS - - RAKE CAP - /12X1 1/4 SOHN SHOWN IF REO.0.) ,. WALL FASTENER • +WALL FASTENER _ — _' 012X, 1/4 SOMCW 1' -Ki O.C. WALL FASTENER WALL FASTENER 014 SO CW STITCH BLIND RIVETS \ • 014 STITCH /12X1 1/4.SDHCW - (6 REOUIRED) \ \ - 1' -Ki O.C. -• r - 1/8 RIVET .. \ •� ' • LOCATE 0'�-6. O.C. FOR FIRST \\ - 1 ' OUTSIDE CLOSURE.1 5'-O• FROM EAVE FOR ICE AND - • \ \ SNOW CONDITIONS. - • LOCATE 0'-6' O.C. FOR FIRST PURLIN 5'-(f FROM SAVE FOR ICE AND •OUTSIDE CLOSURE SNOW CONDITIONS. \J7 • _ WALL PANEL NOTE: ROOF AND WALL BUND RIVET „ PANELS OMITTED 1/8 RIVET E0. SIDE) L AL`` FASTENER . - WALL PANEL - ' FOR CLARITY. 3 REO'D. - TYP. U.N.)• RAKE DETAIL AT STARTING ENDWALL .♦ RAO ' ALTERNATE RAKE DETAIL AT ENDING ENDWALL RA02 - RAKE FLASHING LAP 14X7/8 SOHCW STITCH LONGSPAN ROOF / ARCHITECTURAL OR LONGSPAN PANEL WALLS BB LONGSPAN ROOF / ARCHITECTURAL -OR LONGSPAN PANEL WALLS BB RA11 RAKE CAP INSTALLATION RA16 LONGSPAN ROOF a BA LONGSPAN ROOF W/DIE FORMED RIDGE BA .. • ••. RIDGE FLASHING WITH EHOfAP .. � ROOF FASTENER OO RAKE FLASHING FLANGE BACK GUTTER GUTTER ENDCAP BG• -15.3 GUTTER CLIP GC -8 ROOF FASTENER (1 PER GUTTER CLIP) —/14 - -'• Y ROOF FASTENER (1 PER GUTTER STRAP) R' AND WALL PANELS REWIRED) -' 3'-0• O.C. • X 1 STANDING SEAM & LOC -SEAM /12.1 ,/a - ✓ ./t4 % I STANDING SEAM & LOC -SEAM GUTTER STRAP S6 14 STITCH OMITTED FOR CLARITY, _. ,_ CORNER CAP BOX a LONGSPAN I2 X 1 1 4 e LONGSPAN CS- / 1/ • • ' CCB -I OR CCB -4 \ TAPE MASTIC r I� (P/LAC Y UNDER CLIP) 36" •. . 3' -OF D.C. r — — RAKE FLASHING 7 � � .. LENGTH ROOF FASTENER L-• �1 _ 14 % 1 O)$5 & LOC TOP VIETOP ,PER CLIPCUTTER- VIE CTh 15:I n /14 $TITCH O LONCSPAN .- TAPE MASTIC MJSTIC , . • — I •� .. GUTTER CLIP +-(P/LACu UNDER CLIP)+ _TAPE jt/2 �x• BEADS TM - CUTTER SEAL GTS 1/4-4 BEAD 1'I/4 SEAL GFS,S-0' -e BEAD CC -A -. O.C. r _ 6' LENGTH .. CAULK BLIND RIVET - I I L J GUTTER I IL - (12 REO -0. PER ENDCAP) ' - S BLIND RIVET BUILDING CORNER CUTTER CLIP 1 2 GUTTER I I GC -B, - GTI -15.2 4' 14.L _ J ac- CUTTER STRAP 1 2 I I GC -8 - Li • RAKE CAP 1/8 RIVET (10 REO.0. PER CAP 80x) (SEE NOTES) - , - BUILDING CORNER J 1/8 RIVET - 1. USE THIS HOLE TO ATTACH GUTTER CLIP TO -- \ \ (SEE NOTES) - I _ ROOFS REQUIRING STANDING SEAM AND LOC -SEAM 1. USE THIS HOLE TO ATTACH GUTTER CLIP TO " \ \ BLIND RIVET NOTES: k PANELS ONLY. ROOFS REOUIRING STANDING SEAM AND LOC -SEAM PANELS \ (5 REO -D. EA SIDE) \ I. START AND STOP GUTTER AND RAKE FLASHING 2. USE THIS HOLE TO ATTACH GUTTER CLIP TO ONLY. �1 /8 RIVET \ AT BUILDING CORNERS AND ALIGN WITH OUTSIDE ' ROOFS ONLY REOUIRING LONGSPAN PANELS. 2. USE THIS HOLE TO ATTACH CUTTER CLIP TO /J • EDGE OF WALL PANEL AT CORNERS. P SAFETr PAECwuTgN: . 3/4" % 3/16• TAPE MASTIC ROOFS ONLY REQUIRING LONGSPAN PANELS. 3/4• X 3/16' TAPE MASTIC) S. \j\ 2. CORNER CAP CCB -t, CAN USED ON ■01•�[R5 SMOuto ALrArS rFAR INSTALLED UNDER GUTTER CLIP INSTALLED UNDER GUTTER CLIP • ` wgLl FASTENER IX, .,/4, I/2 AND f TO 12 ROOF SLOPES. O wV" GLOVES •MEM ruNOUNG METAL rr1N sMNn EDGES. 3/4 TM. • 2'-0• O.C. FOR 'ICE & SNOW CONDITION • I � 3/4 TM SIDEylEw 3 REO'D. PER RAKE CAP) }, CORNER CAP BOx, CC8-a, CAN 8E USED ON '3 • 2'-0• O.C. FOR'ICE & SNOW CONDITION 514X7/8 SOHCW STITCH 1/2 THROUGH 4 , /2 TO t2 ROOF SLOPES. RAKE CAP INSTALLATION RA17 CORNER CAP BOX INSTALLATION RA21 STANDARD GUTTER DETAIL W GUTTER CLIP ROOF ATTACHMENT HOLES EA01 FLANGE BACK GUTTER DETAIL GUTTER CLIP ROOF ATTACHMENT HOLES LONGSPAN ROOF W/PoOGE FLASHING BA / A GC -B CLIPS ONLY. AA _W/ EA02 CC -B CLIPS ONLY. AA Y /14 ROOF SCREW ' - _ _ ROOF FASTENER (SEE FASTENER LAYOUT E&26/BA) LONGSPAN PANEL INSIDE CLOSURE TAPE MASTIC EXISTING ROOF LONGSPA Ste' PANEL � ) � • .ROOF FASTENER � � = ,- ' _ /14X1 . STANDI3S" _ /i2X1 • - — �• ` ' & LOCr 11114Ki ITCH , LI ` �`''-1 TAPE MASTIC OOP III BOTTOMURE) m »�. . .. _ 1/2 TM INSIDE CLOSURE LSP71 - ... ." - ROOF FASTENER - FEC-EAVETRIM1/4. 1/2 F A14cr D.C. - • Q�OFESS EAV 4 & I TO 12DELUXE FEC -a - 4 TO ,2 SWM MCAUnOM NOT 1/2" TAPE MASTIC 4L��1. CKq - -.. r STEv d PANED LKMFLASHING r1ALT SECURED "N FASTENERS. 1/2 TMPEO- WPALL FLlRSHIGTOWALL FASTENER O. /1? >I._DD. $°Ncw NO. (05648ZBUND EAvE STRUTEXp. 6.30-011/8 FAST RIVET _ , s 2,-(r O.C. - LONGSPAN PANEL j• C�_\/\� \P /WALL V ♦ #14 SDYCW , STITCH Aj �TFOF t'-� O.C. • OUTSIDE CLOSURE CALIEOQ`a . . , FLASHING LSP -10 _ .. 3 1 /� EAVE STRUT ' . FSJ1-LENGTH . NOTE r MZDNTAL LEG OF FLANGE BACK GUTTER IS MULLED . - .. BETWEEN THE MASTC ANO TME EAVE TWM. - DELUXE EAVE FLASHING INSTALLATION EA03' SECTION AT EAVE EA04 " { ROOF TO WALL TRANSITION AT EXISTING EAVE FE—AO-6--1 y .. AA LONGSPAN ROOF /OPEN SIDEwALL -' BF `• LONGSPAN ROOF / ARCHITECTURAL OR LONGSPAN WALLS BA SCALE: DATE - r mrADTA ,r ALABAMA DRAWN BY: TDN 4-23-96 LONGSPAN ROOF PANEL' I REVISED RA21/AA • TBG TNG 7-97 CHECKED BY: BLJ 4-24-96 . BASIC ERECTION ' I IfiV, EA OtAA, 02AA 034A ADDED EA.O , 048F CKJ THIS 3-97 DESIGN APP'D BY: N0. REVISION JUL SLL NO, REVISION REVISIONISSUED: . - DRAWING REV.NO. • 6-1-96 NUMBER. LSR-4 2. ROOF FASTENER ' /14 S*ITCH BIRD SCREEN - ROOF FASTENER - • "1•-O` O.C. - /14 STITCH ' ' _ 81RD SCREEN ROOF FASTENER I-0. O.C. , 4 REO'D PER ENDPLATE ROOF FASTENER /14 STITCH LONGSPAN PANEL (TMP.)XE-INC I . ♦ REO'D TI PER ENDPLATE WINDBANO ASPIRATOR SPIRATOR /14 STITCH LONCSPAN PANEL (TMP.) -ROOF FASTENER + ENDPLATE CLOSURE ENDPLATE CLOSURE TAPE MASTIC /1i STITCH ROOF FASTENERt'-0' O.C. /t4 5TRCHONTINUOUS TOP TAPE MASTIC I•_� OCI k BOTTOM OF I (CONTINUOU5 TOP ROOF FASTENER r8 PER RIDGE FLASHING CLOSURE) I & BOTTOM OF/u STITCH r t/2 TY CLOSURE) r � I1M/A5T1�9'NIN OPPURUN {(12•MIN. _ 9`MIN OPENINGTHRMT VPURUN i1TYtN. W/12* HROAT VENT) OUTSIDE CLOSURE - LSP-0 /IOUTSIDE CLOSURE r' ROOF FASTENER 1/4 LSP-0 /1 1•-(F D.C. 2X1 1/4 OUTSIDE CLOSURE +• 1•-0. O.C. LSP-0 OUTLSPSIDE CLOSURE RIDGE FLASHING ..• _ . WITH ENDCAP RIDGE VENT INSTALLATION RVO1 DIE FORMED RIDGE . - RIDGE VENT INSTALLATION RV01A LONGSPAN PANEL LONGSPAN ROOFS BA •' LONGSPAN PANEL LONGSPAN ROOT WITH DIE FORYEO,Rfi]GE IBA _ - j VENT VENTILATOR VENTILATOR ` ROOF FASTENER ROOF FASTENER r 3/4' X 3/16' AIRSHAFT 4 REQUIRED PER VENT 4 REQUIRED PER VENT • TAPE MASTIC/14 STITCH /14 STITCH LONGSPAN 3/4 TM Ae, ROOF FASTENER PANEL 1 ♦ T• '. AIRSFIIIFf VENT f 6 o C RC" ?v0ESS/p / I iRl - TO /4OOF R ON ROOF FASTENER • f ` - �/ I EACHSIDE OF HIGH RIB) /12X1 1/4 ------ ----- 111 3/4 x 3/1� MASTIC 1/2• x 1/9- 3/4 rY a,�� t H ((LONCSSPAn I /12x1 1/4 SONHW _ 3 BUND RIVET (2 REO-C.) (� ROOF PANELS) VENT BASE I IT I END SKIRT 1/8 RIVET O r* 1%.pE END SKIRT )i0. (056401 Z . 7OE I w PANL PAV VENT--\ Exp. 6-30-01'. 1 I r t =------- I � PURUN (TMP.) UP SLOPE gTFOF CAL1F0DOWN 'SLOPE CEE* ..� MASTIC 1/2 TM + ROOF FASTENER OUTSIDE CLOSURE ' 114 STITCH LSP-0 - NOTES: - I. CTU INSTALL VENT ACCORDING TO MAKCARERS RECOMMENDED INSTALLATION PROCEDURES. 2. CAULK ALL CONNECTIONS WITH GUTTER SEAL TO INSURE WEATHER TIGHTNESS. " 3. TAPE UASTIC SIZE SHALL 9E THE SAME AS FURNISHED FOR ROOF PANELS EXCEPT AS .NOTED. RIDGE VENT SPLICING DETAIL RV1l LONGSPAN ROOFS ROUND VENT DETAIL ON ROOF SLOPE RV36 BA LONGSPANROOF PANELS AN LONGSPAN ROOF BA VENTILATOR ROOF FASTENER ARRSHAFT (4 REQUIRED PER VENT) VENTILATOR VENTILATOR (FIELD NOTCH) / 1 • STITCH ' • ' VENTILATOR ROOF FASTENER ROOF FASTENER I I LONGSPAN PANEL AIRSHAFT (4 REQUIRED PER VENT) a (4 REOURED PER VENT) I I (FIELD NOTCH) /14 STITCH + LONCSPAN PANEL /14 STITCH VENT BASE (FIELD 1 _ SENO TO REO'D SLOP - i - �'. i T (FIELD AIRSo LH) - ROOF FASTENER VENT BASE (FIELD I I (OO F F ENEEREACH HIGH RIB) ( NOT CH) WITH GUTTER SASE FlEWITH GUTTER SEAL 3/4 x 3/1G YASl1C I RDOF FASTENER VENT BASE (4 REOUIRED PER VENT) SEND TO REO'D SLOPE) ` STITCH 3/4 TM �� O.C. i /14 STITCH 1 I I /14 STITCH VENT BASE - • ~ (LOCATED ROOF FASTENER HIGH RIB) I - - - I I ROOF FASTENER /14 STITCH I/7 x 1/IF MA5 C I I ROOF FASTENER I / DIE FORMED RIDGE I 114 STITCH I ((1 i X 1/8• WSTK t 2 TM _ _ _ _ }�4 TY}/16 • WISTIC 11 PER CON1tECTIDN) I by CLOSURE BOTTOM A - - - _ - (FIELD CUT VENT f 1 11 I ' I �. / 14 STITCH 1 I /2 TY ) _ - - _ - _ _ - - - _ _ OPENING) f 3/C I 3/16' MASTIC _ - - — - - _ I 1 T - -- I (OP h BOTTOM - - Q r � F CLOSURE) ) VENT „ I RIDGE PURLIN 3/4 TM (FlEIb NOTCH PANELS) i - OUTSCE CLOSURE (TYP.) OUTSIDE CLOSURE • i LSP-0 OUTSIDE CLOSURE LSP-0 , RIDGE PURUN LSP-0 - NOTES: - INSTALL VENT ACCORDING TO MANUFACTURERS RECOMMENDED INSTALLATION PROCEDURES: L INSTALL VENT ACCORDING TO MMIUFACTURERS RECOMMENDED INSTALLATION PROCEDURES. CAULK ALL CONNECTIONS WITH CUTTER SEK TO INSURE WEATHER TIGHTNESS OUTSIDE CLOSURE 2, CAULK ALL CONNECTIONS WITH GUTTER SEAL TO INSURE WEATHER TIGHTNESS. RIDGE FLASHING �_O WITH ENDCAP 3. TAPE.MASTK SIE SHALL BE THE SAME AS FURNISHED FOR ROOF. PANELS EXCEPT AS NOTED. ROUND VENT DETAIL AT RIDGE RV21 LONGSPAN PANEL ROUND VENT DETAIL AT RIIOGE RV30_ LONGSPAN ROOF W/RIDGE FLASHING - ' LONGSPAN PANEL BA LONGSPAN ROOF W/DIE FORMED ROBE I BA SCALE: DATE DRAWN BY:' . TBG 6-24-96ALADAM, CBECIIED BY: eu 6-24-96 LONGSPAN ROOF PANEL ' ?1� ROOF VENTILATOR INSTALLATION 1 ADDED RVOIA/BA TBG TMC 9/96 DESIGN APP'D BY: DRAWING REY.N0. NO. REVISION MADE CIVIL DATE NO. REVISION MADE CK•D.DATE 0. 0 B • NADCK-D. DATE ISSUED: 6-24-96 NUMBER LSR-6 1 • I' ROOF FASTENER 012XI 1/4 _ (SEE ENDLAP FASTENER LAYOUT SK31/BA) r FH�Ilolc' - ROOF FASTENER - ROOF FASTENER /12x1 1/1' - NOT WJ< F>BCRClA6i LONCSPAN SKYLIGHT INSIDE - (SEE YID -SPAN FASTENER LAYOUT SK31/BA) • Y (SEE ENDLAP FASTENER LAYOUT $K31/BA) ' ISE DluloaT tOwtO �It%IlONroS CLOSURE £ 4112x t I/! or tRAFTIc TAPE MASTIC LONGSPAN ROOF PANEL 1/2 TN LSP -I ' -• ' " .M• 1. ' TAPE MASTIC LONGSPAN ROOT PANEL ' LONGSPAN SKYLIGHT LONCSPAN'ROOF PANEL - LONGSPAN SKYLIGHT - 1/2 TY - , LONGSPAN ROOF PANEL_- - - INSuIAnON F INSIDE CLOSURE T TRIM STRIP LSTA-i LSP -1 LONCSPAN SKYLIGHT - T � � ., ,I i CUT h FOLD INSULATION - BLANKET INSULAnm (SEE NOTE 2. • OETaL 'B'- _ SK91/BA) . DETAIL -C - CUT h FOLD . ($K 26/BA) (SK16/BA)•� PURUN.. - INSULATION \. . PURUN TRIM ANGLE PURUN PURUN � - ._ � (SEE NOTE 2 LSTA=t - BLANKET INSULATION PURUNB' DETAIL SK91/BA)• DETAIL A' 3- (SKII/BA) TRIM ANGLE LSTA-I PURLIN + _ ATTACH FROM TOP TO LSTA-2 WITH - DETAIL �A _ • BLIND RIVETS (' PER ANGLE - SEE - _DETAIL Er - _ - -- NOTE 3 DETAIL SK91/BA) - • DETAIL 'C.. SKYLIGHT SIDE VIEW SK01 SKYLIGHT ENOLAP AT DOWNSLOPE END SKI 1 SKYLIGHT ATTACHMENT AT INTERMEDIATE PURLIN SK26 SKYLIGHT• ENDLAP AT UPSLOPE END SK 16 LONGSPAN ROOF" OOF BA LONGSPAN ROOF BA LONCSPAN ROOF BA LONGSPAN ROOF BA r - - " SAFER atCGunaN: W[1'F RRE.fJAAIq}� - .. ROOF FASTENER (TYP.) ROOF FASTENER + u.ns 'r'w OSHA AvoRov[6 EYE awAts rCfR OS.w ARAN+ovEo- LONGSPAN SKYLIGHT PRORCaaN NNEN QKRATW. DKLS PROTICION WNCN OVERAINIC DRlli ROOF FASTENER /12xt 1/! /I! STITCH f Ca ELECDOC SCREW CuM OR EUCTRC SCREW GUNS. • DETAIL D' - DETAIL E' 1. -6, O.C. RIB E 1t' STITCH ' (SEE SK21/BA) LONGSPAN ROOT PANEL RIB I_ -6" O.C. r (SEE SK2tA/BA) � I 3'-0• (CRITICAL) "OR RIB RIB TAPE MASTIC - � . LONGSPAN SKYUGHT 1/2 TM - _ SKYLIGHT INSULATION TRIM (OPTIONAL) L09CSPAN ROOF PANEL TAPE MASTIC T SK REQUIRED GHT INSULATONALWAYS TRIM LSTA-2 fL RIB TSTA -2 MID -SPAN FASTENER LAYOUT - SKYUGHT INSULATION 1/2 TY PURLIN PURLIN PURLIN TRIM (OPTIONAL) LSTA-2 • — - BLIND RIVET LONCSPAN - _ _ (TYP.) SKYLIGHT ROOF FASTENER (TYP.) LONGSPAN SKYLIGHT /12x1 1/! ' n ' TRIM ANGLE TRIM ANGLE DETAIL -Cr DETAIL 'E' (SEE SK21/8A) MAJOR RIB (SEE SK21A/BA) • LSTA-1 LS7A-1 SKYLIGHT INSULATION TRIM LSTA-2 - REOUIRED ALWAYS AT DETAIL "E" (SEE SK21A/94) ' — — — — — — — — — — — — — — — — — — PANELS AND INSULATION ENDLAP FASTENER LAYOUT OMITTED FOR CLARITY. sArrn PURUN "F - • PURLIN s Ga NOT STAND OR Tuuc ON r®EROLASS . - S mw. La IROFEItT Locam ruwwat DETAIL 'CrDETAIL 'E'' FOR FOOT TRA C. • - SKYLIGHT FASTENER LAYOUTS S-K 3- -11 SKYLIGHT TO PANEL' CONNECTION AT SIDELAP. S _K2 lij PANEL TO SKYLIGHT CONNECTION AT SIDELAP SK 11A SKYLIGHT INSULATION TRIM AND ANGLE LAYOUTSKS1 LONGSPAN ROOF BA LONGSPAN ROOF BA LONGSPAN ROOT BA LONGSPAN ROOT BA NOTFS - 1. DO NOT STAND OR WALK ON FIBERGLASS SKYUGHT. USE PROPERLY LOCATED WALKBOAROS - FOR FOOT TRAFFIC. - 2. COVER EXPOSED EDGES OF INSULATION WITH VINYL PATCHING TAPE. s 3. TRW ANGLE LSTA-1 NOT REOUIREO ON BUILDINGS WITHOUT INSULATION. • - !. SKYLIGHT INSULATION TRIM LSTA-2 MAY REOUIRE'•FIELO TRIMMING. 5. DO NOT LAP SKYUGHTS END TO ENO OR SIDE BY SIDE. ' J 6. DO NOT DMALL ADJACENT TO THE EAVE. RAISE OR RIDGE. - 7. A METAL PANEL IS REQUIRED A MINIMUM OF'TWO (2) PURUN SPACINGS BETWEEN - - ENDS Of MULTIPLE SKYUCHTS. SKYLIGHT NOTES FSK91 LONGSPAN ROOF BA VISION I MADE I CK -D. I DATE I NO.I - REVISION MADE R --- I TREVISION I MADE 1 YK'v - Dare SCALE: DATE DRAWN BY: ASJ 4-23-96 LONGSPAN ROOF PANEL [erAuu CHECKED BY,eu !-2'-96 SKYLIGHT INSTALLATION DETAILS DESIGN APP'D BY: DRANINC I REV.NO. ISSUED: 6-1-96 NUMBER LSR-8 0 SE WOOD BLOCKING .O ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN PANEL BUNDLES WILL PROVIDE ADDITIONAL NR CIRCULATION. COVER THE -^�� STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH OPENING AT THE BOTTOM FOR NR TO CIRCULATE. ,_ SArEIT PaGWfOW Na00E16 SHOuO ALMTS NfiLE N QOWTS aBEN HARMING MALLS. %'LONCSPAN PANELS y v TARP OR PLASTIC COVER USE SPACERS BETWEEN BUNDLES -V W BLOCK ABOVE GROUND TIE DOWN PANEL STORAGE RCS) LONGSPAN BB AMERICAN ROOF AND WALL PANELS AMERICANS 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 - MERTT CAUTIOUS CARE IN HANDLING. .UNDER NOCtRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD BE LIFTED OFF THE TRUCK WITH EXTREME CME LV(EN TO INSURE THAT NO DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND SUFFICIENTLY HIGH ENOUGH TO ALLOW NR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS GROUND MOISTURE AND DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE ENO OF THE PAO(AG SHOULD ALWAYS BE ELEVATED ABOVE THE LOWER -ENO TO ENCOURAGE DRAINAGE IN CASE OF RAIN. ALL METAL PANELS ARE SUBJECT TO SOME DEGREE TO LOCALIZED DISCOLORATION OR STAIN WHEN WATER IS TRAPPED 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 BECOME TRAPPED BETWEEN STACKED SHEETS. WATER GIA ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. THIS DISCOLORATION CAUSED BY TRAPPED MOISTURE IS OFTEN CALLED WET STORAGE STAIN, THE STAIN IS USUALLY SUPERFICIAL AND HAS LITTLE EFFECT ON 'HE APPEARANCE OR SERVICE UFE 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 THEIR FIMSH AND REDUCE THEIR EFFECTIVE SERVICE LIFE. THEREFORE, R IS IMPERATIVE THAT ALL PANELS BE INSPECTED FOR MOISTURE UPON RECEIPT OF THE ORDER IF MOISTURE IS PRESENT, DRY THE PANELS AT ONCE AND STORE IN A DRY, WARY PLACE, IF POSSIBLE WHEN HANDLING OR UNCRATING THE PANELS, LIFT, RATHER THAN SLIDE, THEY APART. BURRING EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID"OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. ROUGH AND IMPROPER HANDLING OF PANELS IS INEXCUSABLE AND A PRIME EXAMPLE OF POOR JOB SUPERVISION. CAUTION: PANELS ARE SLIPPERY. 04 OR WAX THAT HAS BEEN USED ON THE ROOF AND WALL PANELS FOR PROTECTION AGAINST WEATHER DAMAGE WILL MAKE THEM A VERY SLIPPERY WALKING SURFACE, WIPE DRY ANY OIL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW. FROST OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. PA.NEL- STORAGE NOTES RC95 AA LONGSPAN PA FL OVERLAPPING RIB OU1510E� ' (THIS RIB OVERLAPS, PRECEEDINGPANE —\ `` BEARING RIB BEARING RIB (BEARING LEG GIVES 'SUPPORT TO SIDELAP) QETAIL 'A • -DETAIL •� J SQUARE EAVE STRUT w¢�mawPR urwe CCWAW amNWRIOS THAI ALL OWEAR SIM To[ SHOES SQUARE OAYC% WITH NETOTAIISAI CUNO. M PROTECTION AND :URO HATS RIGID FRAME 2 X 6(WOOD OTHERS) KING M1 GIRT SPACING STnrnR(LL w ar�R y au Ip,vt RIGD FRAME COLUMN , REIN MOKo n ANr OTE Gr cam or NOEL c LOAOL NO rttr ggLLpp��K( TYPICAL CONSTRUCTION OF THE WOOD BLOCKING IS SHOWN ABOVE, A 2 X 6~MINIMUM BOARD M1(eYOOTHERS)ING GRT SHOULD E USED. SE .REFER TO THE CROSS SECTION FRAMING DRAWINGS TO DETERMINE THE GRT THE FIRST STEP IN THE SUCCESSFUL INSTALLATION OF THE ROOF OR WALLS IS TO HAVE THE PRIMARY FRAYING PLUMB AND SQUARE. FOR BEST RESULTS, IT IS RECOMMENDED THAT A TRANSIT BE USED WHEN ERECTING THE STRUCTURAL STEEL BUILDING ALIGNMENTEGEG O1 r I AA_ BASE ANGLE INSTALLATION OF THE BUILDING WALLS IS GENERALLY DONE BEFORE THE ROOF. BEFORE STARTING THE WALL SHEETING OR INSULATION, CHECK TO BE SURE THAT THE CAVE STRUT AND GIRTS ARE STRAIGHT AND PLUMB. TO ALIGN THE GIRTS, CUT TEMPORARY WOOD BLOCKING TO THE PROPER LENGTH AND INSTALL BETWEEN THE LINES OF GIRTS. THIS BLOCKING CAN BE MOVED FROM SAY TO BAY WHICH WILL REDUCE THE NUMBER OF PIECES REOUIRED. NORMALLY, ONE UNE OF BLOCKING PER BAY WALL BE SUFFICIENT. - GIRT BLOCKING GE03 AA I aNCSPAM ouTsor n mAlf LSP -o 1 112 : 1 1/4 NCR mw WALL FASTENERS MISCELLANEOUS FASTENERS SPECIAL CONDITION FASTENERS wA+c NM SM -1 p NNANeN Na /1211 1/. SDNCR 1 112 11 1/4 SRF WILLING. CAROM STEEL NO IEAD ma NN(Ap a T/T OLM TMT , -Axa Na.. I/n 0.1Er DISCRIPTPM a 1 1/4 TEK. SEtr DRUM YAAIBON Sim HCI WAD rSStDRRI WI OW WASHER rAWI Na /121 1/7 sm.mSA „ 3 rASTERIER WITHOUT WIl9Nt TART NIL 112:1 1/. som (Ilm • AIME MR.TL am FAE srft.m TIC.) A2PLICA4IO - HARK ER a 10MW) APBSA➢GT TWIT 1/�M. /q a SELF ORILLa6 COLON NA1oNNG Nom AEE3lATM rLASMrK LAPS AND M9Nw HE AD NEA6 FASTENER WIt10An eLSNat ANION NIL 11.77/6 SDmPA q A? QV FAOEAD GOMR. Sar TAPPUC CAROMI STEL Nu HEAD T6 PANEL CONNECTIONS L 12 u RE VOC1AP ONCIONR M', To Doom ETC. � p' �aN sn— PANEL CONNECTIONS AND OTHER SHEET To � r��R � iTWA FELO STRUCTI/ML ATTACHMENTS - ... I aNCSPAM ouTsor n mAlf LSP -o 1 112 : 1 1/4 NCR mw 3/18 MM[TaN NM(T WINK RA9NFA FA�STEKKwWM Q� q� n wA+c NM SM -1 112 a 1 tR TERS NNANeN Na /1211 1/. SDNCR ma NN(Ap d2d✓ALlm APPLICATION SOQjw GONS rSStDRRI WI OW WASHER rAWI Na /121 1/7 sm.mSA SHEET To rR ucT1AAL CONNECTIONS (SPECIAL NOSvEa Rcamm) (Ilm • AIME MR.TL am FAE srft.m TIC.) A2PLICA4IO - (SIM 1/r 10MW) ' rEID STRUCTURAL ATTACNNNENR /q a SELF ORILLa6 COLON NA1oNNG Nom 110 I n SRF TAPPRG CAR" STEEL NEI NraeNnNeN rASTDEM WITH HIAA UA9ae MARK HE AD NEA6 FASTENER WIt10An eLSNat 11a a 1 iR NIL 11.77/6 SDmPA NAAa 1Q /Taxi/? sr— Sar TAPPUC CAROMI STEL Nu HEAD APIA r•PANEL fASTENCR RE VOC1AP ONCIONR M', To RI�DON .MWn WUJ)NNS T' � p' �aN sn— PANEL CONNECTIONS AND OTHER SHEET To PELT CONNECTIONS PANELS�� STRICT IRL (TCTO NEA (1/r NEI NEA SOOT[r REamE6) REO NOTE: ALL HEX HEAD SIZES SHALL REQUIRE A 5/16' HEX SOCKET UNLESS NOTED. BASIC PARTS AND PIECES WC6t " LONGSPAN WALLS AS WET' PRECNIIIONe sarin PRR`jUnMr. 00 MOT STEP ON RIB or oO NOT STEP ON PANELS ` PANEL, ALOATS STEP ON UNTIL RAIU SECURED WIN RAT SIIRrhm FASTENER!. LONGSPAN PANFL IDENTIFICATION MARK NUMB R EXAMPLE LP 24 - 30.0 30'-0' IN LENGTH 24 GAGE (24 h 26 GAGE AVAILABLE) LONGSPAN ERECTION OF THE LONGSPAN PANEL REOUIRES 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 NEXTPANELTHE INSTALLATION OF THE PANELS (SHOWN AT LEFT) PROCEEDS FROM LEFT TO RIGHT. HOWEVER. UNLESS FIELD CIRCUMSTANCES DICTATE OTHERWISE INSTALLATION OF PANELS CAN PROCEED FROM EITHER LEFT TO RIGHT OR RIGHT TO LEFT AS LONG AS THE OVERLAPPING RIB IS LAPPED OVER THE BEARING RIB. PANEL MARKING AND SIDELAP DETAILS I RC63 LONGSPAN BB t REVISED WC61/AB ' REVISION MADE CX'D. DATE o S ERECTION NOTES: t. ALL AREAS WHERE MASTIC IS TO BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD DETERGENT OR WALL 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. ERECTION NOTES F RC91 LONGSPAN I BA [iLSSUO: CALE: DATE RAWN BY: TON 4-23-96 HECKED BY: BU 4-24-96 TOG TMG 9-96 ESIGN APP'D BY: MADE CX'D. DATE 6-1-96 SAFETY NOTES. , AMERICAN BUILDING COMPANY STRONGLY RECOMMENDS THAT SAFE WORKING CONDITIONS AND ACCIDEN 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 STATIONS AND EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. ONLY MEETINGS HIGHLIGHTING SAFETY PROCEDURES. THE USE OF BARO HATS. RUBBER SOLE .SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL AND SAFETY NETS WHERE POSSIBLE' ARE RECOMMENDED ERECTION PRACTICES. AMERICAN BUILDINGS COMPANY INTENDS THAT THESE DRAWINGS BE INTERPRc ED AND ADMINISTERED WITH SOUND JUDGEMENT CONSISTENT WITH GOOD SAFETY PRACTICES. ALL SAFETY PRECAUTIONS. OSHA SAFETY REQUIREMENTS, OR ANY OTHER APPROPRIATE SAFETY REOUIREYENTS. CUSTOMARY OR STATUTORY, MUST BE ADHERED TO. TO INSURE MAXIMUM WORKER SAFETY. IF OIL OR OTHER SLIPPERY SUBSTANCES ARE SPILLED ON THE ROOF PANELS. WIPE THEY OFF IMMEDIATELY TO PREVENT SLIPPING OR FALLING. YOU SHOULD MAINTAIN A FIRM, SAFE POSITION WHEN USING ANY TOOL YOU SHOULD MAINTAIN A CONSTANT AWARENESS OF YOUR LOCATION IN RELATION TO THE ROOF EDGE WHEN USING TOOLS AND MACHINES OR PERFORMING ANY OTHER FUNCTION ON THE ROOF AREA DO NOT UNDER ANY CIRCUMSTANCES STEP OR WALK ON THE SURFACE OF ANY FIBERGLASS SKYLIGHT. If FOOT TRAFFIC IS NECESSARY OVER SKYLIGHT, USE WALK BOARDS THAT ARE PROPERLY SUPPORTED BY THE BUILDING PURLINS. SAFETY COMMITMENT FGE70 AA FLONGSPAN WALL PANEL BASIC ERECTIONING LSW-1ER t` 3X2 ANGLE WALL PANEL GA -2 WALL PAt - WALL PANEL WALL PANEL - WALL FASTENER - WAIL FASTENER 112%t 1/{ SOHCW 112XI 1/4 SOBASE ANGLE FASTENER (BY OTHERS) 1 -T O.C. BASE. GIRT WALL FASTENER - I2xt t/� SOHCw wall FASTENER r t•-� O.C. t a t'-0' O.C. BASE ANGLE FASTENER (BY OTHERS) I1 0 t D.C. SOHCw /T--. - / ` CONCRETE ANCHOR (min.) t - BASE ANGLE FASTENER • - 5'-0" O.C. (mm.) BUND RNE7 1/�'• CONCRETE ANCHOR (min)2/0•RIVET O.C. BLIND RIVET 5'-0" O.C. (moa) - BLIND RIVET 1/A a CONCRETE ANCHOR (BY mn)RS) BA-2BASE � - 1 1/2-± t 1/r± t/8 RIVET 80.5E CwwNEI - 1/8 RIVET 5'-0' O.C. (mo:)FPEC=t 2'-0• O.C.- 2'-0' O.C.GRAE FPFV-Z, i i 1 FPEC-1 t t/r FPEC-t r: ` • H GRADE - FPFV-2 = - FPN-2T. z - .GRADE •' - - GRADE - H - .� SECTION AT BASE ANGLE BA02 SECTION AT BASE GIRT BA03 SECTION AT BASE CHANNEL BA04 SECTION AT BASE W GA -2 BA05 ARCHITECTURAL OR LONGSPAN WALLS AB AI F AB AB ._ EAVE STRUT BASE ANGLE (ENDWALL) WOOD BLOLxING-�- ... __ '. BA -20 (BY OTHERS) . BUILDING STRUCTURAL CABLE BASE ANGLE (SIDEWALL) UNE (GIRT LINE) PG $ LINEBUILDING (G RT LINE) STRUCTURAL,/ , GIRTE�n� OIREfTINg �E ECymN claT � LONGSPAN PANEL LO SPAN eROFESS/pNq WALL FASTENER (TYP.) PANEL - /t ct C. $DHCw BASE ANGLE / 2XtWALL FA/4 SOMCW -20 t•-0' O.C. F � MAJOR ale XNo. (056481 Z � (OVERLAPPING RIB) - MAJOR RIB r{ LONGSPAN PANEL SHOWN } BaAB ARCHITECTURAL PANEL SIMILAR (OVERLAPPING RIB) E%p. 6.3Q•Q� •� OVERLAPPING RIB( CORNER BASE ANGLE PANEL le— OFOF PAN `LNG RIB m FBC-1 LEFT TO RICHT WALL SH FTIN . 'RIGHT TO LEFT WALL SHFFTING,Q T�OFCALIFOP� F` • g� ERECTION OF LONCSPAN+OR ARCHITECTURAL WALL PANELS CAN EASILY BE ACCOMPLISHED BY y ALIGNING THE CENTER OF THE OVERLAPPING RIB OF THE FIRST PANEL WITH THE STRUCTURAL WOr .R[GNltlGN: • OR GRT UNE AT THE BUILDING CORNER. SHEETING CAN USUALLY BE STARTED FROM EITHER .CR.ERS Plm" AN•AYS � TAMS NKN KUMLMG METAL ENO OF THE BUILDING AND CONTINUED EITHER IN THE DIRECTION OF LEFT TO RIGHT OR RICHT SURFACCS Wrt SNW. EOCES TO LEFT AS SHOWN. HOWEVER. BY APPLYING THE SHEETS TOWARD THE DIRECTION OF THEPR LING �{ BASE ANGLE DETAIL BA01 THE SAME PRIINIPLE CAHE IN BE APPIEDRLAP LINE TWHERE THE SiHEAW PREVOF AILING WINRY OS OCCURS BYSPLACING DIRECTION OF WALL PANEL 'ERECTION •I AB I THE LAPPED EDGE ON THE LEEWARDSIDE OF THE PANEL RIB. WC(i4 ARCHITECTURAL OR LONGSPAN WALLS AB 13/4' WALL FASTENER LONGSPAN PANEL 112%I 1/4 SOHCw (TYP. U.N.) r-0' O.C. WALL FASTENER BUILDING - - (5 E NOTE' I( ln. GUTTER SEAL STRUCTURAL BEARING RIB OVERLAPPING RIB /1t SOHCW STRCH SAVE TRIM GTS LINE 2'-O• O.C. VERTICALLY SAVE TRIM (GIRT LINE) LONC$PAN E. f E0. � � •' LONGSPAN PANEL (TYP.,) a PANEL t/K. DOLE • - r! MAJOR RIB (OVERLAPPING RIB) LONcsv.N .ANq IAv ANO WALL FASTENER CIRT.BASE ANGLE. . ' PRE -GRILLED NOF OETAi TYP. SEE NOTE t) CAVE STRUT OR 1/4' 3/`• BEARING RIB St2�1 OCA SDHCW — — — — CABLE ANGLE fAVE STRUT ARCH+ PANEL (TYP. U.N.) OVERLAPPING RIB - 30.48 Cm O.C. E0. EO. DETAIL I/ro HOLE �. WALL FASTENER ARCHITECTURAL =UTECTUAAL IEWOL UIP ANO ) BLIND RIVETS 112%I 1/N SDHOT � PANEL .RE-ORli[0 MOL( O[TAt � - . t'-0' O.C. a 06"LAPPOIC EOR SCREWS � (3)REO-D. PER LAP AS SFoWN WILL .SUREALy SCREWS ARE PUCEo. t/6 RIVET MOIL: t0 MM PM.UNG 00 NOT MR TORWE ' . SCIRIR. - INSULATION (BY OTHERS) IF REQUIRED. SHOULD BE INSTALLED PRIOR TO THE PANEL INSTALLATION NOTE: AND CONTINUED IN THE SAME MANNER AS SHEETING PROGRESSES ALONG THE WALL. _ I. WALL FASTENERS REQUIRED AT SIDEwall INSTALL THE FIRST WALL PANEL AT THE BUILDING CORNER AND ALIGN 'THE PANEL RIB WITH THE AND ENDWALL GIRTS• BASE ANGLE. EAVE OUTSIDE CLOSURE BUILDING STRUCTURAL OR GIRT UNE AS SHOWN. USE A LEVEL OR TRANSIT AND PLUMB THE PANEL. DETAIL "A STRUT AND GABLE ANGLE. FASTENER LAYOUT tSP-0 FASTEN THE PANEL TO THE STRUCTURAL MEMBERS AS SHOWN. IT IS EXTREMELY IMPORTANT THAT THE A • SHOWN AL50 APPLIES FOR LINER AND PARTITION _ FIRST WAIL PANEL BE INSTALLED PLUMB. INSTALL THE NEXT PANEL BY SIDELAPPING THE RIB WITH THE - PANELS. FIRST PANEL (AS SHOWN). CHECK FOR PLUMBNESS AND FASTEN THIS PANEL IN THE SAME MANNER AS 2. PANEL STITCH FASTENERS AS SHOWN REO'D. LONGSPAN PANEL (TYP.) THE FIRST PANEL. CONTINUE TO SHEET THE WALL USING THIS PROCEDURE. CUT PANELS AT DOORS. - • ONLY AT PANEL FASTENSIDELAPERS S H FLASHINGREO; WINDOWS, LOUVERS AND OTHER WALL OPENINGS AS REQUIRED. LAPS AND FLASHING TO PANEL CONNECTIONS. ...: WALL' PANEL INSTALLATION WC 12 FASTENER LAYOUT WCOS OUTSIDE CLOSURE INSTALLATION AT SAVE ARCHITECTURAL AND LONGSPAN WAILS AB LONGSPAN WALLS - EA37 AB LONGSPAN WALLS AB . SCALE: DATE DRAWN BY: ToN 4-23-98 LONGSPAN WALL PANEL LUPAU1A CHECKED BY: Bu 4-2+-96 BASIC ERECTION ` N0. REVISION ZIDATE [NO. REVISION DESIGN APP'D BY:. ' DRAWING Rsv.No. C O. R SIGN C ' ISSUED: - e.t=9e NUMBER LSW-2 0 . - Serif'/ w+tcwnon: EAVE STRUT . KeAK eFM OSwe ei'oRWFO M RAKE FLASHING " CIA cLEcmrEcn s w cuwK: oras CAP FLASHING OUTSIDE CLOSURE CIA aacmc sect wNs ,, (SEE NOTE 2) - FCP-I (SEE ENDwALL UPPER PANEL WALL FASTENER RAKE DETAILS) /14 SOHCW STITCH • LSP-0 RAKE FLASHING , I•-T O.C. AT EACH MAJOR RIB OUTSIDE CLOSURE " M , � \ EAVETR1u (SEE SECTION AT � GIRT NOTE: LAVE) WALL FASTENER LSP-0 /14 SDNCW STITCH " 1. OUTSIDE CLOSURE � AT EACH MAJOR RIB � • REOUIRFD FOR BLDG. WALLISFA-STENER.SIOPES 1 1/2 : 12 OR \ /14 LEssw00oWALL FIASTENER -+ � I'-02. CAP FLASHING REO'D. BLOCKINc i /12x1 1/4 SOMCW FOR BLDG. SLOPES (BY OTHERS) _ GABLE ANGLE GREATER THAN 1 1 GIRTourslo/2:12. GA-1 _ (SEE NOTE 1) - (SEE NOTE S) LOWER PANEL - ENOWALL PANEL - WALL FASTENER - /14 -SOMCW STITCH I'-0" O.C. AT EACH MAJOR RIB WALL PANEL ENDLAP WC06 PANEL CLOSURE DETAIL AT RAKE RA01 ARCHITECTURAL OR LONGSPAN WALLS I AB ARCHITECTURAL OR LONGSPAN WALLS AS •- _ WALL FASTENER TYPICAL f WALL FASTENERS -'�'•- - BACKIAPPING THE PANELS 1' OR 2' IS ROUT.NELY DONE TO PATCH PANEL COVERAGE WITH THE /12X1 I/1 50HCw %12X1 1/4 $OMCW BUILDING WIOTH AND LENGTH. ON THE SIOEWALL THIS IS DONE WITH THE LAST PANEL INSTALLED. ,. 1-0" O.C. 11-0 O.C. ON THE ENDWALL THIS IS DONE AT THE RIDGE AND WILL BE MARKED ON THE ERECTION DRAWINGS. LONGSPAN PANEL • RIDGE RIOCE I GIRT UNE OR , STRUCTURAL UNE BASE ANGLE • BA-20 66 WALL FASTENER "/14 SOHCw STITCH GENERAL NOTES: 2'-0' D.C. I. CROWD OR STRETCH PANELS SLIGHTLY AS NECESSARY TO MAINTAIN 3--a- COVERAGE PER T PANEL. 1 �2. PANELS MUST BE INSTALLED SOUARE WITH s v � — — — — r LONGSPAN PANEL- BUILDING FRAME. •' - �, NOTE: .� - _ 4 3. PANEL SID LAPS FASTENERS. ED 2--0- ON CENTER WITH ENDWALL PANELS (SHOWN) #14- SIOEWALLS SIMILAR 4. USE'TOUCH UP PAINT WITH AN ARTIST TYPE BRUSH. DO NOT USE AEROSOL TYPE PAINT y' BUND RIVET TYPICAL. CORNER PLASMIN( FOR TOUCH UP. CORNER FLASHING 6 REO'D. PER FLASHING LAP FCR-LENGTH FCR-LENGTH 1/8 RIVET S. GIRT$ ARE TO BE BLOCKED TO MAINTAIN VERTICAL BASE ANGLE CORNER GIRT FLANGES. FAILURE TO MAINTAIN VERTICAL GIRT FBC-1 FLANGES WILL CAUSE DIMPLING OF PANELS AT SCREW LOCATIONS. ' PANEL BA OR LONGING FW-C-7-51CORNER FLASHING DETAIL (OUTSIDE) WC21 TYPICAL CORNER DETAIL AT PANELS ARCHITECTURAL OR LONGSPAN WALLS « AB LONGSPAN WALLS' AB WC20 i LONGSPAN WALLS - AB semr ogTo,Wrpr; FASTENER AND WASHER �olartrts swuw e[ !FP .oqm,K Paw" amcnonOR O7MER MEANS (BY OTHERS) vam+s s.oun a nnwm " rort et1, joss, . YAY BE USED i0 AITACHrn�0OR[ttd+ �Uaa Toa ALL JOBS. - INSULATIONINSNOTE: (By OTHE S RONEL FOLD INSULATION BACK ONTO _ (BY OTHERS) — % — ITSELF FOR COMPRESSION - L — BETWEEN LAVE STRUT AND ' r ROOF PANEL IT MUST NOT BE EXPOSED TO THE WEATHER. u IE L INsuUI'DN , t--L= RIM INSULATION (BY OTHERS) ' _ IIURN VINYL BACK: INSULATION UST NOT BE'EXPOSED TO 'T WALL PANEL WEATHER. x . �InpI II �- •_ �QROFESSIpy U II TRIP . — _ :AVEVAS E �Y DOUBLE SIDED TAPE (BY OTHERS) U II a TO BE USED TO SECURE INSULATION., — IIII Aa7 WALL PANEL I bo. (056481 Z � BASE.ANGLE�Y -- — ' FLASMINc SAVE STRUT Exp.6.30.O1 U e. TRIM INSULATION ANO. _ I TURN VINYL BACK. INSUUnoN MUST NOT BE EXPOSED TOWEATHER. V. q�FOF CALUF0 SUGGESTED INSULATION DETAIL AT WALL PANEL BASE INO2 SUGGESTED INSULATION ATTACHMENTS AT SAVEAA INO1 AA ' SCALE: DATE DPAWN BY, TOM 4-23-96 LONGSPAN WALL PANEL EUFAULA ALAIMA L CHECKED BY: BU 4-24_96 BASIC ERECTION NO.I REVISION MADE DESIGN APP'D BY: NO. REVISION r o. RIEVISION•D. DATE �M. DRAWING TLEV.NO. 6-7-96 NUMBER LSW-3 0 / - •- '•' .. - THET-� SPACER EAvE TRIM _ • - �.. . EAVE. FLASHING EAVE CLOSURE FLASHING THERMAL SPACER'EAVE TRIM ` EAVE TRIM FEC -7 1/8 RIVET SPEC- % 7 TSET- % S'-51-0, O.C. ,/c . L, Utl- lSET_.,,., _ STRUCTURAL FASTENER _ } - - 5'-0' O.C. /12X_1 1/4 SDNH STRUCTURAL FASTENER - - STRUCTURAL FASTENER 1'-0 O.C. /12%1 1/4 SDNH 1 /12X1 1/4. SDHN STRUCTURAL FASTENER I'-0' O.C. - 1-O' O.C. - /12X1 1/4 SOHH 1'-D' O.C. F.i 1 112 ' 1/2/Ir . ' 1 /2 3 t/B' +I STANDARD EAVE CONDITION STANDARD EAVE CONDITION THERMAL SPA .FR A ONDITION THERMA SPq . R A nN ITION ^ WITH LONGSPAN OR ARCHITECTURAL II WALL PANELS WITH,SHAOOW PANELS . _ WITH LONGSPAN OR ARCHITECTURAL 11 WALL PANELS STANDARD EAVE CONDITION STANDARD EAv CONDITION (LONGSPAN ROOF PANELS). - (LONGSPAN ROOF PANELS) - WITH SHADOW PANELS WITH LONGSPAN OR ARCHITECTURAL II WALL PANELS WITH SHADOW PANELS (STANDING SEAM IL STANDING SEAM J60. STAN IN .(iTANniur crAki I] FTAMnBAIr, SEAM tcn T UR LUL -SLAM. HUUF HANLLS) (- D SEAM E STANDING P SFAM 3fi0 (GT•vIBDIG SEAM R: STANDING SEAM 360 - OR LOC -SEAM ROOF PANELS) OR LOC -SEAM ROOF PANELS) OR LOC -SEAM ROOF PANELS)- .;:� � - _ • .�: -- _ - 4 _ - OQRpFESSIpNq � k _ No. C056481 ? j ROOF PANEL Exp. 6-30-01. , t EAVE CLO.SURE FLASHING - _ C ` ATF Y r INSTRUCTIONS OF CAOf0 _ � - - - 1. PRIOR TO SHEETING THE ROOF OR WALL. THE STRUCTURAL FRAMING MUST BE SQUARE AND PLUMB 1 - WALL FASTENER ' / /14 SDHCW-STITCH { - BLANKET INSULATION WALL FASTENER 1--Ff,. D.C. - 2. BLOCK OR SUPPORT THE GIRTS AND EAVE STRUT TO PREVENT THE /12X1 1/4 STHCW • SUB FRAMING FROM SAGGING. BLOCKING .MUST BE USED BETWEEN ENDWALL COLUMNS AND SIDEWALL COLUMNS ANO SHOULD REMAIN NALL PANEL_ e IN PLACE UNTIL ALL WALL SHEETS ARE INSTALLED. w , OUTSIDE PANEL CLOSURE - .. 1 3. PLACE THE EAVE TRIM FEC- TSET SEE INSTRUCTION NO 5 (STEP 1) - e�G.�alun 1 MAI EEE -INSTRUCTION NO S (STEP 2) SFF INSTIL TION NO 6 (STEP 3) 2 111REVISED (STEP 3) FASTENER MARKS 1 ADOEO STANDING SEAM J60.ROOc PANEL D: DATE I NO- - - REVISION SCALE: DATE DRAWN BY: JCK'D. CHECKED BY:J-95 DESIGN APP'D BY;DATE ISSUED: 10-92 AND LSET- ) ON THE EAVE STRUT, LEAVING A 1 112' OPENING BETWEEN THE OUTSIDE FACE OF THE EAVE STRUT AND THE INSIDE OF THE EAVE TRIM. (A 2 % 4 WORKS WELL TO OBTAIN THIS SPACE). THE 1 1/2s OPENING WILL ACCOMMODATE LONGSPAN OR ARCHITECTURAL 11 WALL PANELS. AN OPENING OF 3 1/8' MUST BE MAINTAINED FOR SHADOW PANELS. SECURE THE EAVE TRIM (FEC- AND SPEC- ) WITH 1/8' m RIVETS, 5'-0' O.C. THESE RIVETS SHOULD BE LOCATED INSIDE THE .ROOF MASTIC LINE. THE RIVETS ARE ONLY INTENDED TO HOLD THE FLASHING UNTIL THE ROOF IS INSTALLED AND NEED NOT BE REMOVED. 00 NOT USE.FASTENERS IN LIEU OF RIVETS, UNLESS THE FASTENERS ARE REMOVED AS THE ROOFINC PROGRESSES. ' FOR BUILDINGS WITH THERMAL SPACER EAVE TRIM AND LOC -SEAM EAVE TRIM. SECURE THE FLASHING WITH /12 x 1 1/4' SELF DRILL FASTENERS LOCATED 1'-0' O.C. THESE ARE PERMANENT FASTENERS AND MUST BE INSTALLED. REMOVE ANY SPACERS USED FROM BEHIND +• THE EAVE QTRIM. 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 REOUIRED 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 TRIM, 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 TRIM 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 [UFAUTA ROOF SHEETING PRIOR TO WALL SHEETING DRAWING REV.No. NUMBER SED -1 2 .. .. AIRIU) • - ( PURLIN U N • MICHIGAN HANGER CO. PURLINMODEL NO. 315 ANGLE(TMP. u.w.) i PIPE MAXIMUM LB. MAKIMUM (2) /12 STRUCTURAL FASTENERS .. (L212'.I/8'x3' E PuRLINOR (2) 1/4.0 BOLTS LONG) (FIELD DRILL HOLES AT EACH PIPE I E Prof (PIPE PIPE.. 3/4• moa. - m 1.905 cm ANCLELOGTION) E PURIIN (2) /12 STRUCTURAL FASTENERS moa.ANGLEOR (2) 1/4.0 BOLTS (2) /12 STRUCTURAL FASTENERS(L2'A2"■(FIELD DRILL HOLES AT EACH CLAMP OR (2) 1/4.4 BOLTS ANGLE LOCATION) . (FIELD DRILL HOLES AT EACH t/8ttP. •A• ANGLE LOCATION) E PURLDI ANGLE -A ' 3/8'0 ROD HANGER 3/8'0 X00 HANGER (L2512•xl/8%6' LONG) ( PURLIN - Q PURLIN ANGLE PURLSI_SPRINKLER (1.3'.37x3/16•. LENGTH) SUPPORTU� — iPIPEMAY BE OMITTED WITH NOTE: _ PIPE PIR um HANGER LOADS 50 185. PURUN UP MUST NOT •MAY BE OMITTED WITH 3/8.0 X00 HANGER NOTE: SPRINKLER OR LESS. BE DISTORTED. SPRINKLER HANGER LOADS 50 LBS.. v . PIPE 1/4 t/4 1/2 _ PURUN UP MUST NOT PIPE OR LESS. - BAr 6Lr BAr t/7 BAr Bar SAY BAT _ BE DISTORTED. �- SECTION •A-A"SECTION •B -B' 60 SPACING BAY SPACDC Bar SPACING SECTION 'A -A" ° S FRAM[ L .. SPRINKLER PIPE HANGER DETAIL AT PURLINS SHOL ALTERNATE SPRINKLER PIPE HANGER DETAIL AT PURLINS SH02 =SPRINKLER PIPE HANGER DETAIL BETWEEN PURLINS SH03 TYPICAL SPRINKLER PIPE LAYOUTAA SH04 AA - AA { - " y EQUIVALENT COLLATERAL LOM FOR PIPE SUPPORTS - woTLs: • EQUIVALENT COLLATERAL LOM FOR PIPE SUPPORTS Ezp^630 1 20' BAYS 25' BAYS 30' SAYS PPM LOM AT MANGER STD. WT. DRY WT. WET WT. PIPE PIPE PIPE PIPE PIPE PIPE PIPE PIPE PIPE. //R. //FT. N0. 315 ♦2501 +250/ ♦250/ - • ♦250/ SZE _ QF FpP CALL _ - - S. 2501 LOW IS REOGRED tit UBC To BE APPLIED To ANY ONE SINGLE SUPPORT IN A=TIOw 400 LB. MAXIMUM +•� • . 6` 18.97 31.5 8 11 6 85 6 315 565 5' 14.62 23.3 6' 9 4 7 3 5 233 483 4- 10.79 16.3 4 1 43 6 :2 5 163 . 413 3 1(2• 9.11 t3.4 4 7 2 5 2 4 134 384 3 7.58 110.8 3 6- 2 5 2 4 108 358 2. 1t2• 5.79 7.9, 2 6 1 5 I 4 79 329 2 3.65 5.1 15 SHOT SPRINKLER PIPE ALLOWED DETAIL". 1 4 1' 3 51 301 1 1/2• 2.72 3.6 1 5 1, 4 1 3 36 286 1 1(4' 2.27 2.9 1 5 1 4 1 3 29 279 1 1.68 2.1 1 5 1 4 1 3 2f 271 — woTLs: • • Ezp^630 1 1. PIPE HANDERS ASSUMED AT 10' IST • • $PApNG$ 10G1E0 PER TYPKIiI PIPE LAYOUT AS 94Ow1 IN OETAA SHIN/A • MICHIGAN HANGER CO. •QT I V \ \' �P , • A FOR Prof S - UPPORTED AT 5' IMTERvALS. VALUES ABOVE MAY BE HALVED. ' 3. PURUN SPACE - N0. 315 IC • • ASSUMED TO BE V ON CENTERS. _MODEL 4. SPECUL CONKRwl SIDERATION 9AD BE MADE Ew'ALL BAYS ARE Rot UNWORN, LOWED. OR EQUAL _ QF FpP CALL _ - - S. 2501 LOW IS REOGRED tit UBC To BE APPLIED To ANY ONE SINGLE SUPPORT IN A=TIOw 400 LB. MAXIMUM +•� • . - • TO PIPE LOADS. - 4• PIPE MAXIMUM LOADS FOR SPRINKLER PIPE SUPPORTS SH05 CLAMP DETAIL • r7PURUN T AA PURUN w PURUN SH08 PURUN MMP WITHO REINFORCING A GLE - CLAMP WITHOUT - ' REINFORCING ANT- T CLAMP WITHOUT REINFORCING ANG BENT LIP OF PUR _ WITHOUT SPRINK PIPE . PPESPRINKLER REINFORCING AN E • SPRINKLE 3 r - - 1 NOT`AJ<OWED .. — - NOT ALLOWED • - NOT ALLOWED - PIPE - , • NOT�LOWF0 SPRINKLER PIPE "NOT ALLOWED DETAIL" SHOW SPRINKLER PIPE "NOT ALLOWED DETAIL" SHO6A SPRINKLER PIPE "NOT ALLOWED- DETAIL" 1 ".NOT MMP WITHOUT REINFORCING ANGLE AA CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN UP AA CLAMP WITHOUT -REINFORCING ANGLE AND BENDING LIP OF PURLIN SHOT SPRINKLER PIPE ALLOWED DETAIL". H07A AA CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN LIP AA . 3 REV. 9• 02/M 05/M 06/AM 07/M 07/AM AM SHID/M THC Bu' J3-97 - RECOMIv1EN0ED SPRINKLERSUYAULA2 REVISED AND REDRAWN j TDN BLJ fffrl PIPE HANGER DETAILS1 ADDED NOTE THC JKC - NO. :REVISION NO. REVISION I DRAWING REV•No. ... .......... .. ..... NUMBER SPH -1 ' pip RGRfM sa D a[ muotD GIRT . i0 ta[ ;NE sAr[Si Aro eeesr oma cine D,scoM Roamun OPTIONAL GIRT JAMB CLIP .. NWDC-1 ''R) WALL FASTENER JAMB CLIP SUB-aw8 DOOR HEADER r /12X1 1/4 SONCIN t -0' O.C. ' ) ' _ .. WD 4 OPTIONAL AS JAMB CUP. ODOR GIRT�_1 RAM SET OR UG) I i . ' BOLTS BY OTHERSBASE CUP ffl/4 J�u9wwDEDQROFESSI♦JAMB SUB-JAMB tfBASE CUP I (SEE DETAIL I - } _g• (}070 DOOR) Z R+ No. (056481 A003/AB FOR FINISHED FLOOR SETTING) G) SETTING)1 Exp. 6-3 00 L 4'-9" (4070 DOOR) r 3•-0• (3070) 11 2- EDGE B'-9" (6070 DOOR) LP Tqr 4'-O' (4070) FINISHED, FLOORIOR R - FrCAL FOP�\P (6070), m_ PRECAUTION;6'-0' Ems. oho Mot at is"r t��xT .Mat srARORc arm WALK DOOR FRAMING LAYOUT W0(1 WALK DOOR BASE CLIP SETTING sus z ` ARCWTECTURAL AND LONGSPAN WALLS AB ARCMRECTURAL WD03 WALK DOOR JAMB DETAILS AT OPTIONAL GIRT A W004 a ' AND LONGSPAN WALLS AB ARCHITECTURAL AND - — _ LONGSPAN WALLS _ AB B �� rm e sacra uAeat Re , was lee , `1 t : AStDICR %hitt,/. sora WDO i AB WDO • AB , `�.' GRT � SUB JAMB /r r. 1 , e rep 3070 DWr 1 Awa CLP 11t2c3/4' irvE 9 SOILIR .•-. , 4- rm .070 0= 9170 Dow _ r s wo-.Yre f 7 0 DOOR t OR�\ etaH ER wR_y Ma W005 >-•1 W_t (FIELD CUT ANO .. F \„ OR ° i I JAMB CUP - •au Pw[c .ra vArcc W 6 . TO 0 B awMEM SH DOOR SUB JAMB AS t �` SHOW _ _ AND AND FlWSNEDF-L CORNER CONNECTION DETAILt OOR) \ • LAC BOLT- ' ' (BY OTHERS) rRmHEo mote t7Nct t - s.rm tMtccurro,e rusrcG now ut 0UOM08 IHfERME_ OIA_ TE_ pETAiS NOTE: �R[rtf SWuaO tors R[w sacs ,r,[N rwMpuNC u[Tt SNLT' wKGutOrt RGR,¢Rs s+a1,u ours Row ' SUB-JAMB ANC, LE -1 TS SHOWN IN ASS5EMBLY ppE7AIL E.d IS USEO FOR DOORLFF 'S �N Sr,.Rv tDQi �ACLSRiR1, EDGES G l7ANOIS NOjREOUIREO IF QE AT 3'-4 G�A WARCAN ECDRO/LLO w PANEL OPENING WDOS WALK DOOR PANEL OPENINGWDOS UGIRT LOCATION 6EUD., AC _LONGSPAN WALLS 'AB DOOR DOOR JAMB DOOR JAMB , q-' til iI, I • 1 °i SUB JAMB-SUB JAMB ' • •I sw- GA-1 4FIELD CUT AND ADAPT OR ATTACHMENT i' ,�� / TYPE / B15CREw5 WALL PANEL _ - •a` _ TO DOOR Sub JAMB AS fn 1 SHOWN AND FINISHED • OTitLRS 8112x3/4" 5CREW5TYPE - WAL#12x1 ST WALL FASTENER FLOOR) 1QQ SDHCWR .o. . nooa •.re ` INSIDE CLOSURE 1'-0' O.C. •o- .a. �Q WALL FASTENER WALL FASTENER /12X1 I/4. SDHCW GIRT a � � 9152deE/I`r rVK /12X1 1/4 SOMCW s'-0" O.C. 2'-0" O.C. $� BASE CP BASE DETAIL MEAD PUSHING • may, '�� ¢ BASE GOO 'A THRESHOLD LAG BOLT 45 (BY OTHERS) .__(( CAULK CAULK \ LONCSPAN PANEL - . ARCHITECTURAL PANEL \` CAULK f��AtnA�1t Fpm sArrn vREraunoM: OF FIN. LIECE _ FLASHINGJAMB JAMB FLASHING - (IF REQUIRED) FI ) (FIELD APPLIED rMREy.oto ; FLOOR sM s Narrow R.uau FS-LENGTH FJ159-LENGTH CR ELECrR,C S=W-Ctrei DOOR HEADER '. 1 Arm Mum wn _ I G NOTE ]/�" APPY TAPE SEALERUNDERNEATHARCMIT kt/�1 t7 PERIMETER f ' ^ . -APE SEALER OFRTNNSTALUQION APPLYNCAUALLKT ,Ret PAN �Amg OETAI a LONCSPAN PANFL ieua octal. - _ - ALONG TOP EDGE FASIENERS OF THRESHOLO PERPENDICULAR f TO pOOR JAMBS TO FORM CXE c noa WEATHER SEAL. SECTION 'A-X ASSEMBLY DETAIL FOR NON-HANDED WALK DOOR FRAME FW 0 71 WALK DOOR JAMB DETAILS ' ARCHITECTURAL AND LONCSPAN WALLSWD06 AB SECTION THROUGH WALK DOOR HEADER WD02 ARCHITECTURAL OR LONCSPAN WALLS - AB ARCHITECTURAL AND LONGSPAN WALLS I AB SCALE: DATE NON-HANDED WALK DOOR - .. DRAWN BY: TON 7-15-96 INSTALLATION DETAILS nITAUTA AUSUTA CHECKED BY: BLJ 7-16-96 - N0.1 R£VISIOR MADE CX'D. DATE NO. 1 REVISED wool/AB TBG THC 9-96 DESIGN APP'D BY: ARCHITECTURAL ANDLONGSPAN REVISION MADE CK'D. DATE 0. MADE CK'D. DATE IS9U®: 8-96 PANEL WALLS DRAWING NUMBER WAD— 1 Rb1LA0• 1 ��.r: i' :r j :..;•:•'ter.'^::�u: ..-. _ _ DIM."A = 40.64 cm STD. (MAY VARY) GIRT y DOOR HEADER EAVE STRUT- GIRT— --------------------------------- TRUT- GIRT — -L GIRT DOOR HEADER- 4 4" 10.16 cm STRUCTURAL FASTENERS T (6 REQUIRED) EAVE STRUT /12X1 SOHN GIRT ' (6) STRUCTURAL FASTENERS 112xi 1/4 SDHH - \�- JAMB CLIP - ' 11 '/ JCB -T 1/B_ 322cm JAMB FIELD CUT GIRTS `, _ • u J 87CLIP FIELD CUT CIRTS FOR FIELD LOCATED - FOR FIELD LOCATED FRAMED OPENINGS o DOOR JAMB FRAMED OPENINGS I o DOOR JAMB BASE ANGLE aASE ANGLE BASE ANGLE (vARIES) BASE ANGLE 4 STRUCTURAL BOLTS WITH WASHERS (VARIES) (VARIES) - I (VARIES) STRUCTURAL BOLTS /2'0 % 1 1/4" u u I i 1/2-0 % 1 1/4" A307 u ul BOLTS WITH WASHERS I JAMB ' -H «« DOOR WIDTH I JAMB . I L DOOR WIDTH - - 1 . _• BUTTON HEAD BOLTS REQUIRED _ AT STRIP WINDOW . FRAMED OPENING KEY 1-0—F _0A] FRAMED OPENING KEY JAMB TO GIRT CONDITION A A JAMB TO EAVE STRUT OFOB JAMB TO GIRT CONNECTION OFO1 JAMB TO SAVE STRL._ CONNECTION OF06 ' _ • AA. -.9' AND S 1/2. JAMBS .a- AA 8 AND 9 .1/2 ,AMOSr AA I f SAVE STRUT - JAMB HEADER CLIP ROTATE JAMB SQUEEZE CLIP (JCC -8 FOR 8' JAMBS, JCC -9.5 FOR 9 1/2' JAMBS) c' STRUCTURAL FASTENERS / JC8-8 8 HEADER) INTO POSITION AT GIRT HEIGHT. TAP SLIGHTLY WITH HAMMER TO ACHIEVE +AMB CLIP ATTACHMENT / JC9-8 .9 1/7" HEADER) DESIRED HEIGHT. SECURE CLIP TO JAMB BY INSERTING (2) 1/2'x1 1/4" BOLTS - i I R'2X' 1/4 SDHH THROUGH BACK LEG AND TIGHTENING. 6.99m (87 / JAMB - 8.26cm (9 9/2" JAMBS) • , STRUCTURAL FASTENERS STRUCTURAL BOLTS WITH WASHERS I 2 3/4" (8" JAMBS) " JAMB au_ "___ „A P FOR GIRT ATTAC�M_N' +/2'e x 1 1 i AJ07 __ AMBi SAVE / T SOH.. - / 3 i/4 (9 112" JAMBS) " .C3-? 19 ' /7 JAMB) 12X1 1 a ' I. .Q C STAGCE:E: t a" 30 48c- O.C. STASCEREO -JAMB SQUEEZE HEADER ;CLIP 2.5acm GIRT j--• — i - 1. '/2'a A.tiC�OR BOLTS - ro,�7 4'!'C 16cm I 1 1 ,., O REINFORCING GIRT MOR EAVE STRUT AT FRAMED OPENING ;. L �. IJAMB .I.� c _ BUTTON HEAD BOLTS cr r9cTQ'• HEAD 9CL?. BA__ ANGI_JAMB CL:P L 1/7"0 X _1" ayC7 1/20 X t" AJD7 (FIELD NC"EJC9-- �. �j I Z STRUCTURAL BOLT$STRUCTURAL BOLTSWITH WASHERSWITHWASHER$ �01o /Y e x 1 1/4"1/Ye x t i/4STRUCTURAL 9017$ W '�' WASHERS FRAMEC OPENING JAMB1/2" x . j a• A 307JAMB FIELD CUT ANDFIELD DRILL GIRT JAMB SOUEEZE CUP AT FIELD LOCATED FRAMED OPENINGS JGC-B (8" JAMBS) i JGC-9.5 (9 1/2JAMBS)- JAMB TO SAVE 5z7;;i , CONNECTION W;7Hx REINFORCING GIRT 1OF06A HEADER TO JAMB CONNECTION OF21 GIRT TO JAMB CONNECTION OF16 JAMB BASE CONNECTION AA • !i AND 9 1/2' HEADERS AA 8- AND 9 1/2" JAMBS C: i 4 AA 8' AND 9 1/2' JAMBS �AJ A f _ _ �I I EDGE OF - sT?.GENERAL NOTES FOR FIELD LOCATED FRAMED OPENINGS �S� DOOR GIRT SCHEDULE • GENERAL NOTES FOR SHOP LOCATED FRAMED OPENINGS 1 — 7 1//6.35 .. m I. OVERHEAD DOORS ARE FIELD LOCATED. CUT STANDARD PANELS AND CIRTS AS 508,c.'e I T I A DOOR WIDTH 2-' 5.08 cm- < REQUIRED. 20' BAY 25' BAY .1• OVERHEAD DOORS ARE SHOP LOCATED. SOME PANELS MAY REQUIRE FIELD_ 4 L CUTTING. .. - DOOR WIDTH a 4 2. MAXIMUM HEIGHT OF DOOR IS 2--0' LESS THAN EAVE HEIGHT. ~ 8' CIRTS BZ12-19.1 8Z12-24.1 DOOR WIDTH . 10.16 cm - - -1 + TYPICAL ANCHOR BOLT ;AYOUT 3. ALL STRUCTURAL CONNECTIONS TO BE NAGE AS SHOWN ON APPROPRIATE DETAILS 9 1/2" CIRTS 95212-19.1 95Z12-24.1 2• ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROORLATE DETAI,S ' • Ir 4. JAMBS MUST BE LOCATED A MINIMUM OF 1'-D" FROM CENTER LINE OF COLUMNS. �'pROFESS'olr� 20. 2 cm - l ,1' IF 2 I 2' . 3' �' .�s , - "LOCATION, DOUBLE ESTBOTH C RTS. OOR T LOCATEDRT IS STANDARD GIRT �0 �i. CH •4 . I 1/2"11.27c- I" 2.54c- FINISH FLOOR p✓� . ,1 to a i FINISH :RAGE .. •1 + . + + No. (056481 Z Exp. 6.3)-01 1/2'e ANCHOR BOLTS LPT �` • (NOT BY A.B.C) I V \ + SECTION 'A -A' - " q��OFCAI.IF�P� 3•'_ FRAMED OPENING ANCHOR BOLT DETAILOF6t FIELD -LOCATED FRAMED OPENING NOTES IFO—F-9-1-1 DOOR GIRT SCHEDULE ` AA---------- TOF93 SHOP LOCATED FRAMED OPENING NOTES AAOF92 AA SCALE: DATE - DRAWN BY: +FNUMBER': AUTAWI CHECKED BY: OVERHEAD DOOR FRAMING DETAILSI RODEO OF06A/MTBG THG 7-97 DESIGN APP'D BY:N0. REVISION - N C . DAT NO. REVISION RINC REY.NO. MAD CK'D. DATE N REV SIO N D C A ISSUED:•WAD— 1 1 DOOR WIDTH HEAD FLASHING SCHEDULE HEAD COVER FLASHING SCHEDULE I0'0"I 87 HEADERS 9 1/T HEADERS 8'-(F t PIECE FDH2-8•-S I PIECE FOCF8-8'-6 t PIEGE FOCF95-8'-6 y •. t PIECE'FDH2-IO--S' JAMB HEADER CLIP JCB -B (B HEADER)) - 12'-O' - s .lim I'IQCAUIOI! �OMCE S yo" Ak u �t uaca .a Kwm" I4(ts� I PIECE FOCF95-12'-6 w _ - JC9-B (9 I/T HEADER) ."( - I PIECE FOCF8-14•-6 � - � - SlR4C(3 .m� vwW [DRi 2 PIECE FOCF8-8'-6 " OT 1 18'-7 COVER FLASHING (OPTIONAL) 2 PIECES FOCFB-9'-6 •• 20'-6 2 PIECES FDH2-f0'-S 2 PIECES FOCFB-tO-6 I/TX 1 1/4- A307 BOLTS - FOCFB-LENGTH FOR Ir JAYyS - - 2 PIECES FOCFB-11'-6 2 PIECES FOCF95-It'-6 • HEAD F1J15t11NG I WITH WASHERS I I FOCF95-LENGTH FOR 9.5 JAMBS KM8 - _ ' COVER FLASHING (OPTIONAL)' - / FOCFB-LENGTH FOR Ir JAMBS .. - � FIELD SLIT PANEISJ I FOCF95-LENGTH FOR 9.5 JAMBS •�B AND SLIDE HEAD +.•. PLASHII$ O I HEADER wAILFASTENER - BEHIND PANELS - I 1 /12 X 1 1/4 SDHCW • - u I I 2'-0' D.C. WALL' FASTENER _ + 1 - /12 X 1 1/4 SDHCW - - Z JAYS FLASHING z I JAMB FLASHING 2'-0' D.C. o -• I (SEE OT92/A8) - p I I 1/TX I• A307 JIS-lE TH B PLASMIN " WALL PANEL I - I BUTTON'HEAD BOLTS .. SEE 0792/A8� ' HEAD FLAW I I- I FJ15B-LENGTH _ FINISHED " FLOOR • I I COVER FLASHING (OPTIONAL) I I 'WALL • •__ PANEL - . 1 I JAMB • LONGSPAN WALL PANEL SHOWN HALL PANEL 000a WIon1 MULTI -RIB PANEL SIMILAR SHEETING AND FLASHING ELEVATION OTOA SECTION A—A - LONGSPAN / ARC n PANEL. WALLS - OT21 AB' ANO 9 1/T HEADERS '6 SECTION THRU FRAMED OPENING JAMB. 0726 SECTION THRU FRAMED OPENING JAMB 0726 • AB - LONCSPAN OR. YULTIRIB PANEL WALLS AB ARCHITECTURAL PANEL WALLS - AC " _ - DOOR WIDTH HEAD FLASHING SCHEDULE HEAD COVER FLASHING SCHEDULE I0'0"I 87 HEADERS 9 1/T HEADERS 8'-(F t PIECE FDH2-8•-S I PIECE FOCF8-8'-6 t PIEGE FOCF95-8'-6 t0'-0• t PIECE'FDH2-IO--S' I PIECE FOCF8-10'-6' 1 'PIECE FOCF95-t0•-6 12'-O' t PIECE FOH2-t2'-S. t PIECE FOCF8-t2'-6 I PIECE FOCF95-12'-6 14•-D' I PIECE FDH2-14•-3, I PIECE FOCF8-14•-6 t PIECE FOCF95-14•-6 -16'-0' 2 PIECE FDH2-8•-S 2 PIECE FOCF8-8'-6 2 PIECE FOCF95-8'-6 18'-7 2 PIECES FDH2-9•-S 2 PIECES FOCFB-9'-6 2 PIECES FOCF9S-9'-6 20'-6 2 PIECES FDH2-f0'-S 2 PIECES FOCFB-tO-6 , 2 PIECES FOCF95-10'-6 22'-� 2 PIECES FOH2-tt•-S 2 PIECES FOCFB-11'-6 2 PIECES FOCF95-It'-6 DOOR HEICHi JAMB FLASHING SCHEDULE - ARCHITECTURAL .LONCSPAN AND MULTI -RIB 8'-(r 2 PIECES FJ158-8-1 I/T 2 PIECES FJ15-8'-1 I/T IO' -0• 2 PIECES FJ158-10'-1 I/T 2 PIECES FJ15-IO'-I 1/7- /T12•-0' 12-T 2 PIECES FJ158-IZ'-I I/T 2 PIECES FJ1S-12•-1 IIT 14'-(r 2 PIECES FJt58-14•-I 1/T 2 PIECES FJ15-14'-1 1/7' 16'-T 4 PIECES.FJ158-8'-1 t/T 4 PIECES FJ15-8'-I 1/T IB• -O' 4 PIECES 0158-9-1 1/T 4 PIECES FJ15-9'-I I T 20'-0' 4 PIECES iJI58-t0'-1 1/2- 4 PIECES FJ15-10'-t I/T 22--0' 1 4 PIECES FJ158-11 1 1/7 4 PIECES FJ15-It•-I 1/7 - HEIGHT JAMB COVER FLASHING SCHEDULE con " ) 8r JAMBS 9 I/T JAMBS - 8' -O' . 2 PIECES FOCFB-8'-Or 2 PIECES FOCF95-8'-07 IO' -(r 2 PIECES FOCF8-IO'-0- 2 PIECES FOCF95-10'-.0" ` 12'-0- 2 PIECES FOCFB-12'-0" 2 PIECES FOCF95-12'-0•' 14• -Cr 2 PIECES FOCF8-14•-6 2 PIECES FOCF95-14•-0' 16'-0' 4 PIECES FOCFS-8'-t I/T 4 PIECES FOCF95-8'-I A/7 18'-0" 4 PIECES FOCF8-9'-I 1 T 4 PIECES FOCF95-9•-I t/T 20'-0' 4 PIECES FOCF8-10'-1 t/T 4 PIECES FOCF95-10'-I 1/T 22'-0• 4 PIECES FOCFB-ll*-I 1/T 4 PIECES FOCF95-It•-t t/7 HEAD AND HEAD COVER FLASHING SCHEDULE OT91 JAMB AND JAMB COVER FLASHING SCHEDULE 0792 ARCHITECTURAL IONGSPAN AND YUIn-R18 PANEL WALLS (R ARCHITECTURAL; LONCSPAN AND MULTI -RIB PANEL WALLS "AB �QpgOfESSIp�, z o °C No.(OS6481 z • Exp. 630-01 .. gr�OF CAbf0\ nwronmental Health �? ? 1997 J voUrit'y unve Oroville, Ca APPROVED Butte County Environmental Health ate Sionatur* BUILDING ANALYSIS: Design Criteria s 1994 Uniform Building Code & 1994 California State Building Code Building Use: Private Garage & Storage UBC Occupancy Group: U-1 UBC Construction Type: 5-N Allowable Floor Area: 3,000 sq.ft. Actual Floor Area: 1,600 sq.ft. Required Exterior Wall Protection: None (Due to location on property) SPECIAL INSPECTION NOTES: 1. Special Inspection is required for this project due to the use of A325 high strength bolts in the building frame assembly. 2. The building owner shall employ at his expense a Special Inspector during the building frame assembly. 3. The Special Inspector shall be approved in advance by Butte County Building Dept. 3. The Special Inspector shall observe the installation and tightening of the high-strength bolts (designated A325 on the Building Manufacturers Plans). 4. The Special Inspector shall submit inspection reports to the Butte County Building Dept. on a weekly basis (minimum). Si_Y(. fGiHT- a,=1=Pi AML- (r/sp. ) !c� d an. uywa+ OL Wk - rtt/+cy Jr 4 I'Uzx Il/z-% I b QC. 4A 4. Plume M 6 W1 Wtt W' M�St_ _'Q SIA MO l br` AC, MAS. . SKYL Cha L_1 G.5 77, 1[' CL aVA IOM R aL.W, _451M ILAK- ' ou► u� S � Z`/ Aa!5 k WJ Ptd- 2. 6A" AA00f SK•y l,tG}�7 PAN E; L , I► woe i i I ro-on x 12'- o _ E:r4sT 51 DE ON Ly � 1 m a:" J ,4} D' z W 0 n 4.01 �4► �Q N V W �• g --ftOPOC1 D = o c ro Z _ WILDIN Gr 8 J N �•U mta•� (r o a V W 7- - T . m d• o � lStGr, wr�lES ,1 d� o I I ei V O -_ J) WC -U -,w Gr- CA 6rdrJI nwronmental Health �? ? 1997 J voUrit'y unve Oroville, Ca APPROVED Butte County Environmental Health ate Sionatur* BUILDING ANALYSIS: Design Criteria s 1994 Uniform Building Code & 1994 California State Building Code Building Use: Private Garage & Storage UBC Occupancy Group: U-1 UBC Construction Type: 5-N Allowable Floor Area: 3,000 sq.ft. Actual Floor Area: 1,600 sq.ft. Required Exterior Wall Protection: None (Due to location on property) SPECIAL INSPECTION NOTES: 1. Special Inspection is required for this project due to the use of A325 high strength bolts in the building frame assembly. 2. The building owner shall employ at his expense a Special Inspector during the building frame assembly. 3. The Special Inspector shall be approved in advance by Butte County Building Dept. 3. The Special Inspector shall observe the installation and tightening of the high-strength bolts (designated A325 on the Building Manufacturers Plans). 4. The Special Inspector shall submit inspection reports to the Butte County Building Dept. on a weekly basis (minimum). Si_Y(. fGiHT- a,=1=Pi AML- (r/sp. ) !c� d an. uywa+ OL Wk - rtt/+cy Jr 4 I'Uzx Il/z-% I b QC. 4A 4. Plume M 6 W1 Wtt W' M�St_ _'Q SIA MO l br` AC, MAS. . SKYL Cha L_1 G.5 77, 1[' CL aVA IOM R aL.W, _451M ILAK- ' ou► u� S � Z`/ Aa!5 k WJ Ptd- 2. 6A" AA00f SK•y l,tG}�7 PAN E; L , I► woe i i I ro-on x 12'- o _ E:r4sT 51 DE ON Ly - tX sr% 4" ton A tRO4 d; Doo D �r�t�ll� w.2 m a:" ,4} D' z W 0 n V W �• g i = o c ro V a �•U mta•� (r o a V W o, :. m d• o d� o ei V O - tX sr% 4" ton A tRO4 d; Doo D �r�t�ll� w.2 tMr f. 27 AV(eJST _tqa7 aa>• SHEET NO. ' Q 0 a:" ,4} D' z W V w g a �•U tMr f. 27 AV(eJST _tqa7 aa>• SHEET NO. ' Q 0 THRUST ANGLE NOTE: ANCHORAGES ARE DESIGNED ASSUMING NO CONTRIBUTION FROM TRHUST ANGLE - USE ANGLE FOR EASE OF BOLT INSTALLATION ANCHO BOLTS - EE BUILDING PLAN BY OTHERS J M GJ GRADE BEAM j BEYOND — -� FOOTING - SEE PLAN CONCRETE PEDESTAL AT FRAME LINE PLAN VIEW 12" I IZ" HAIRPIN - SEE PLANS J I INCA SCALE: I" = I' -O" <�� TYPICA(. ENDWALL FOOTING FRAME CE COLD JOIl' %4 HAIRPIP U.O.N. - Si EDGE OF CONCRETE SCAL6i TYPICAL HAIRPIN 15" A 307 a4NGiiafr�nt,Ts TYPIcAL CO�NeF., F00"iING TYPICAL SLAB ASSEMBLY - REFER TO Pt (l) >« BAR TI SCAM I. I"= I- o TYPICAL PERIMETER Environmental Health �c� r v97 �1 _N Drive Urlve Gruvrlle OR f APPROVED Butte County Environmental Health Date ID Signature SEE SCALE: 1/2" = 1'-0:" SCALE: I" = 1'-0" NOTE : This foundation has been designed for a 40' x 40' metal building Manufactured by American Buildings, Modesto, California. The Footing design is based upon foods supplied by American Bwildings. The assumed soil bearing capacity is 1,000 psf. �i . CNC 1, Censrs ihsll Wt n minimum Imm.pressive strength At 211 dgys m1fifflum skimp efi Strength.... 2500 psi Slump .... 4" 2. Cement shall conform to ASTM C-150 Type I or ll. J. Agsregate size shall be compatible with placing and finishing conditions and shall he maximum I" to 1-I/2" in size. Aggregates shall conform to ASTM C -JJ. 4. Construction Joints shall he prepared -to expose clean, solidly embedded aggregate over the entire joint interface. 5. placement pf pipes, conduits, or ether embedded items in . concrete shall be !n accordance with these Drawings. 6. Contraction Joints In slabs shall be so placed that the maximum dimension and area of any section de not exceed JO feet nor 600 square feet, respectively. 7. Structural steel shapes, tubes and pipes embedded in concrete shall have a minimum of J" concrete cover. s. Bottoms of all footings shall rest on firm. undisturbed soil. Minimum depth shall be as noted on Drawings. !. Remove all debris from terms before placing concrete. to. Follow A.C.1. recommendations for placing and curing concrete during hot or cold weather conditions. ti. Anchor bolts shall conform with ASTM A301. RFTNF�ORC?NC STn'szr,: 1. Reinforcing steel to conform to ASTM A615 and be intermediate grade deformed bars - Type H. Grade 40 unless otherwise noted on Drawings. 2. Unless otherwise noted, lap reinforcing bars minimum 40 bar d4ameters. 2.,�� Bends in reinfor ing shall be in accordance with ACL 318-86. 4. All dimensions shown for locations of reinforcing y steel are to face of bar and denote clear J .. coverage. Unless specifically noted otherwise,' .' concrete coverage shall be 3" where concrete -it P " ced directly'Igainst earib, and 2" where - - i concrete s exposed to earth but is against forms. Slabs on grade shall have reinforcing mid - depth at md depth unless otherwise noted. S. Splices in continuous reinforcing shall have a lap of 40 bar diameters minimum in concrete construction except where shown otherwise. Horizontal laws in adjacent bars shall be staggered 5' -.0" minimum. Vertical bars shall be one piece full height. F- _ _ scaLC- /4 i DATE; 19 0GUST 11?4'7 aaaa>• SHEET,; ,NO. O O 0 60 V • r. 1 � � v o = (L o CL W ) o' a.. _ rCo CI 0 N U a l i i CIZ _ Q G] M V ~dr, O i DATE; 19 0GUST 11?4'7 aaaa>• SHEET,; ,NO. O