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040-110-078
040-110-078 00-0372 WILLITS, V.L. 9820 LOTT ROAD, DURHAM COMM: RUSS COLLAR AG BLDG. IN FLOOD ZONE SIS-Zr0j-7-7 NOTES _ RESIC)ENTIAL PERMIT NO. WILLITS, . V..L.. �0 37X 9810 LOTT ROAD, DURHAM t CONTR: RUSS COLLAR ! AG BLDG. IN FLOOD ZONE' 4 SPECIAL CONDITIONS S �Plovc h h cvt.• FLOOD CER Q. TT E SPRINKLERS REQ. V SPECIAL INSPECTION ITEMS _ VERIFY _ USE PERMIT CONDITIONS _ SUB -STANDARD HOUSING LETTER CHECKED BY JOB FINALED (Date) Signature '1010/07 FILE ✓ = OK 0 = Not OK,, _ - = Nbt4plicable = Not Ready a MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 8. 1. Zoning Requirements -Setbacks -Easements 1. 2. Soils; Special MH Support Sketch 2. 3. Sewer; Location -Test -Fall -C/O -Concrete 3. 4. Water; location -Test -Easement Needed (Sketch) 4. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete MOBILE HOME INSTALLATION (Plans) OK except #'s 6. Gas; Location -Test -Wrap;-/ /" L'It. / /'Nat. or/ /"L"ft./ /'LPG MISCEL OUS =• Date DECKS, COVE , CARPOR ans) OK except #'s Zo ' equirements-Setbacks-Easements ootings; Soils -Size -Depth -Spacing -Connectors -Steel Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures Date Date 7. Well Clearance & Disconnect Date 8. Utility Clearance 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability Date 3. Card B-1 Date Card B-1 Date 4. Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Elec.; Pool Lighting; 15 Volts-GFI 1. Zoning Requirements -Setbacks -Easements Elec.; Enclosures; Conduit Entries -Terminals -Listed 2. Footings; Size -Spacing -Marriage Line Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 3. Gas; MH Test -Demand -Valve -Connector Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 4. Electricity; MH Test -Crossovers -Breakers -Clearances Health Department Approval 5. Drain; MH Test -Fall -Flex Connector Plumb.; Cir. Test -Water Supply Test 6. Water; MH Test -Regulator -Connector Light Niche 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. Card B-1 Date Card B-1 10. Exits; Insp.-Sketch Card B-1 Date Card B-1 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 MISCEL OUS =• Date DECKS, COVE , CARPOR ans) OK except #'s Zo ' equirements-Setbacks-Easements ootings; Soils -Size -Depth -Spacing -Connectors -Steel Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures Date Date 0-0 p a Card B-1 Date Card B-1 Card B-1 19 rA Date Card B-1 Date FINAL (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 5. 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/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. 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 0 = Not OK. - =,Not able =Not Ready Read Date RESIDENTIAL (; Date Underfloor (Plans) OK except #'s Hangers -Post Caps -Anchors -Connectors 1. Zoning -Setbacks -Easements -Flood -Slope Cling. Joist-Rftr. Ties-Purlin-Roft Brac.-Truss-Shting.-Rfng. 2. Ftg., Main; Soils-Elec. Grnd.-/ r Ftg. Depth Fireplace Ties or Type A Flue -Fireplace Throat Clearance 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ r Ftg. Depth Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 4. Fig., Porches & Decks; Soils -Steel-/ r Ftg. Depth Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 5. Stemwalls, Main; Steel -Blackouts -Wrapped Garage Fire Protection Framing 6. Stemwalls, Garage; Steel -Blackouts -Wrapped Property Line Firewall & Openings / 6a. Hold Downs and Special Anchors Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits' 7. Slab, Steel -Wrapped Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 8. Piers -Fireplace Ftg.-Steel Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 9. D.W.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test Siding -Nailing Veneer 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 11. Water Pipe; Test -Anchors -Regulator -Service Test Glazing Area -Glass Protection -Skylights -Plastic 12. Electric Underground Shear Walls; Nailing -Bolts 13. Plenums & Ducts; Clearance -Material -Support -Ins. Brace Interior/Exterior Wall Panels 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies Insulation -Walls -Ceilings 15. Access & Ventilation Infiltration -Walls -Windows 16. Insulation Date Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Ext. Steps -Door & Sidelight Protection -Landings 17. Water Htr.; Vent -Access -Combustion Air Baffle Smoke Detector 18. Water Pipe; Test & Anchor -Nail Protection Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection Bedroom Exiting 20. Shower Pan; Test, First Floor -Tub Access G.F.I. & Bath Fixtures & Tub Access -Spa 21. Test Tub & Shower, Second Floor -Tub Access Elec. Trim & Subpanel, Breaker Sizes & Labels 22. Gas Pipe; Sixe & Anchors Stairs & Rails 70. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Elec. Outlets & Receptacles at Kit. Counter 23. Fixture & Transformer Clearance -Ins. Protection Garage Fire Door; Swing -Landing -Closure 24. Elec. Receptacles Spacing -Lights & Switches at Doors A.C. Duct in Garage -Damper 25. Size Boxes & No. of Conductors Stapled Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 26. Romex Installed Close to Edge of Studs & C.J. Plb., Elec. & Mech. Equip. Listed for Location 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water Elec. Receptacles in Garage (F.F.I.)-Romex Protection 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI Insulation -Foam -Looked in Attic 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI Guard Rails & Deck Construction -Post Caps 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or At Insulated Neutral O Yes O No Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 31. Service -Riser Conductors & Ground Main Disconnect Clearance Looked under Floor ❑ Yes 32. Equip. Clearances Panels-Motors-Mech. Equip. Following Instld./Drive 0 Yes :) NoMalks 0 Yes 0 No/Planters ❑ Yes J 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 Ventilation Throughout House 35. A.C. Ducts Insulation & Support Glass Protection 36. Vent Fan, Exhaust above insulation Corrections from Previous Inspections 37. Condensate Drain & Overflow, Size & Grade Gas Test -Meters Tagged, Gas -Electric 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet Water & Sewer Connected -C/O to Grade -HD Approval 39. Attic Access & Platform if Furnace in Attic Energy Compliance Certificate -Other Certificates 94. Address Posted Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date Date FRAMING (Permit) OK except #'s Card B-1 Date Card B-1 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 jingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-Roft Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & 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 -Connector - In Garage; Above Floor-Ducts-Mech. 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 & Receptacles 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-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.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 ❑ Yes 82. Following Instld./Drive 0 Yes :) NoMalks 0 Yes 0 No/Planters ❑ Yes J 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 Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted 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: s �. COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES: 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541: CORRECTION NOTICE Wi ��i �_s ©O - 37 2 -- OWNER PERMIT NO. A routin inspection indicates that the following violations of butte county Ordinances exist at the above -dress and should be corrected. Please notice this office when correction of work is comp) ted. If you have any questions pertaining to'this matter, or need additional explanation, pleas contact this office immediately. i Date Inspector 1 t� SSS l V 7 REV 10/9 1 1 } r r COUNTY OF BUTTE " • BUILDING DIVISION F DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 a CORRECTION NOTICE (Af; ll, =� s 410- 6712 OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, ?, please contact this office immediately. h ,'YY�ll 4% 1 ,M� Y Sa -u w �5 f fY •moi' t i i' �a Date l 0 Inspector USSR %o REV 10%62 _, COUNTY, OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev.12/96) 4 ^ ' APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER ZONING BUILDING PERMIT OWNER V t WT ,i T'TC TELEPHONE I SQ. FT. OCC. BUILDING VALUATION A 9164 PIR S OWNERS MAILING ADDRESS win TDTT ROAD nrruraAM 05918 CONTRACTOR'S NAME RiiSS MTJ ATt TELEPHONE 921 .1177 CONTRACTORS MAILING ADDRESS 64 , . i4 CPATurC PnAn 17T rh orq m CONSTRUCTION LENDER Fireplace LENDERS MAIUNG ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Pilin Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ f t BUILDINGADDRESS n .OTT R An n pu !' qgl$ Energy Plan Checking Fee $ PERMIT FEE $ 9i2 1 ,r LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Feel 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other Ar, BLDG SPECIFY Each Trap 1 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NW AG BLDG/FLWT) 70NE 24 X 36 864 SQ FT Gas piping stem 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home IS I GI W 1@20.00 PERMIT FEE i ELECTRICAL PERMIT Fling Fee 20.00 Main Service 2o.A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in fl, orce and effect.POWER �'� License Class Lic. No. o , 1:7 0 OWNER -BUILDER DECLARATION 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. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 9110', 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' co penretiq nnssuranrIcartig policy number are: Carrier GG�� j�Yjj ����'[f%CC ( Main Service 200A To L000A 46.00 NEW CONST. DWELLING OCCUP. SO OR ADDNS. ( & ACC. BLDS. 3.5¢FT. -10-.24 g6IDT' QUIRU;TIS97,50 APPARATUS 8 SINGLE OUTLET CIR. 20 @ 1.00 Ex. Occu OUTLET OR FIXTURES BAL @ .so EO A1 Ex. Occup. O.°PRa DEp 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 50,24 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Numbed 070-4141 (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' compensation laws of California, and agree that f I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. pp __17 2, 'Zt7 pt✓ X Date Signature of Applicant - ❑Owner IYContractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction4 of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ occ i.r_3 coNST. TYPE TOTAL FEE $ ?31/.�' HAZ, p, FEES IMP _ FLOOD A) CDF _ pggDEl X HD ISSUE X This permit is hereby issued under the applicable provisions in the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. % 4J 13/00 By i/ -'� ^""� Date PERMIT EXPIRES ON 4/13/01 Data Receipt No. ;60uu i J/jj,. • �)q WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT tuft¢ Co L A N D O F N A T U R A L W EA LTH AND B E A U T Y BUILDING DIVISION - _ DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 Re: Build ng -Permit #-00;0372 (E><piration Date: 4-13-01 A.P. # 040-110-078 With reference to the above subject, our records indicate that your building permit expires on the above date and your permit falls into one of the category marked below: kA Permit workstarted; but not completed. Permit may be renewed for 1/2 the original building permit fee (plus a $20:00 -filing -fee). The renewal permit will extend the building permit for an additional year from the original expiration date. Should you not renew your permit within 30 days of the expiration date, all work must cease until a new building permit has been issued. For your convenience, we are enclosing a renewal application form and owner -builder form to be completed and signed by you where indicated and returned to this office together with the fee shown. Please return all copies of the application form. , [ ] No inspections have been made on permit work. Inspections are required to verify code compliance. We are unable to renew a permit where the work has not been started and inspected prior to permit expiration. After expiration of your permit, no work may be started until a new permit has been issued. [ J A final inspection has not been made on permit work. Final inspection approval is required before occupancy. Our field inspector has verified that the building is occupied. Occupancy musi,cease until a final inspection can be made and final approval given. You have 30 days. to voluntarily cease occupancy or to present an acceptable plan for abatement or corrective actions to be taken by you. If our records are in error or should you have any questions concerning this matter, please contact the CHTCO office. Thank you for your prompt attention concerning this matter. YWrs very truly, C. Vieira, C.B.O. Building Inspection MCV:lt Attachments CC: RUSS COLLAR Chico Office - 411 Main Street, Chico / 891-2751 Qiw�o IW r i rq✓2�on —row uOvv_i_ (C""�) 5 2l-7877 W COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive'• Oroville, California 95965 • Telephone (530) 538-7541 O P RMITN . (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 040-11-0-078 ZONING BUILDING PERMIT OWNER TELEPHONE SQ, FT, OCC. BUILDING VALUATION 8164 @18 OWNERS MAILING ADDRESS 9810 T -OTT ROAD, D11RHAM 95938 CONTRACTOR'S NAME ]RUSS COLLAR TELEPHONE 591-7R77 CONTRACTORS MAILING ADDRESS 4499 WTT.T.nW SPRINGS IROAD, CHICO CA 95928 CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filin Fee $ 20.00 Permit Fee $ 1/1.00 ARCHITECT OR ENGINEERS MAIUNG ADDRESS Plan CheckingFee $ 1111115 9W 1011 ROAn DURHAM BUILDINGADDRESS Energy Plan Checking Fee $ PERMIT FEE $ 9R9 is LAT NO. SUBDNIS IONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 1 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other AG BLDG SPECIFY Each Trap 1 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK NeX ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW AG BLDG/FLOOD ZONE 24 X 36 864 SQ FT Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home IS I GI W1 @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 600OR LES Main Service 2o0A VOR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is injp4orce and effect./ �J License Class Lic. No. L O , / D OWNER -BUILDER DECLARATION - I 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. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service To ,000A 46.00so WEE200A NEW CONST. DWELLING OCCUP. SO 30.24 OR ADONS. ( a ACC. BIDS. 3.5¢x. NON-RESD. MULTI.OUTLET 97.50 POWER APPARATUS a SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURESA@'.50 BA L Q .50 Ex. Occup. OFI�E�DS R pOFRA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 50.24 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the erformance of the work for which this permit is issued. 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' comDen tl�pn_juFan rr' r,gryL1 policy number are: Carrier ( TO Y�/ O 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' 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 th p isions. Q X 7 Date _ i'!iy ' Signature of AApplic-ant - ❑ Owner Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ U_3 CONST. TYPE TOTAL FEE $ 33/39 HAZ. _ D. FEES IMP _ FLOOD AE CDF - PARCEL X ti HD X ISSUE X This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indica above fo which fees have been paid. By /' - Date 4/13/00 PERMIT EXPIRES ON 4/13/01 Date ReceiptNo. 286073/332.39 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT ' COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-7541 ERMIT Nc Rev. 1M6i APPLICATION AND PERMIT - 40-11"""'°".ARCdMJld61 D�tO -/�D JD7� )ONWeIq - l b BUILDING PERMIT OWNER U.L TS TQONO"E SO. FT. OCC. BUILDING VALUATION OWNERS WARM ADDRESS \\\J CONTRACTOR`* IMI! t;116Gv T � M! CONrtMCTORS WWNO AODRtSYN// 9 CON STRUcnom IEJOER LENDER•! WARM ADORIM Fireplace Total Valuation is / ARCHITECTORENOINM UC04E No. Filing Fee S 20.00 ARpRECr OR DOOM RS MAJLNO ADDREs8 Permit Fee S Plan Checking Fee $ sutDNOAD0RES3 g D/0� `� Energy Plan Checking Fee S i PERMIT FEE _ , I LOT NO sueonecNSNAIIe rARee� MAr PLUMBING PERMIT Fling Fee 20.00 USED TRUCTURE SF O Duplex O Mobilehome d Other L °PE"Y h Tr7.00 Soler at pump water heater 23.00 Waterpiping—_-_-__15.00 Each as water heater nt 15.00 TYPE OF WORK New O Addition O Remodel O U1116ties O Installation Cl Other Describe Work: Gas piping system 1 - 5 outieb 15.00 Building sewer 00 Mobile Home S G W tg720.0 • PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service °D0V O" LF 2ooA OR LENS 23.00 — - — — -- Main Service 200A TO 1000A 46.00 NEW CONST. DWEILLM OCCur. SO OR ADDNs. ( i ACC. 9W8. 3.5CR. I NON -REND. MULTFOUnET C@7.501 POWER APPARATUS A svxkE OUTLET pR. Ex. Occup. ovnET OR FvruREs 20 0 TOO aAL .50 Ex. OCCU ZOAPPU6. oR ovnt�s EsiD. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 1 23.00 I PERMIT FEE I t se X- f •� MECHANICAL PERMIT I Fling Fee 1 20.00 6.50 Ventilation PERMIT FEE 1 $ Mobile Home Installation Fee S Energy Inspection Fee b .0cp ?j '" T TAL EE $ 11A2. D. FEES,'�M R000 COf PARC 65�E This per is hereby ed under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON (Dua) COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE OWNER (/• � . /(eft UTS PROPOSED BUILDING USE F400 SDN 1. BUILDING PERMIT FEES -- Balance Due ................ $ -- Additional Fees Due ........... $ -- Additional'Fees Due ........... $ -- Revised Plan Checking Fee ....... $ 2. SCHOOL DISTRICT FEES (paid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential ........ x $360.00 = $ Units Commercial (sq.ft.)... x $0.03 = $ Sq.Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x ; = $ #Units Amt. Commercial (sq.ft.) .. • x =$_ Sq.Ft. Amt. 5. RECREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A. P. # jQ40 --110-079 DATE i RECEIPT # DATE REC r '1 i� At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT DATE 4 Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 2/97) TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance , E.H. USE ONLY Plot w"4wArtdN ad Float Plan AtIjOied Sent to 8. I VZ - ZWLA D&WAe4 �®—//0--6)T Owner Location AP# Plan Approved for: Sewage Disposal -Z Water Supply: Public Private Well Clearance for dwelling. Other Other Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist 8/96 _.. -- -- ----------- Date COUNTY'OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PE"IT APPLICATION DATA SHEET OWNER:S ' Proposed Building Use:` Building Inspector: ��_ Date: 2 At time of permit application, I was advised the following data must be submitted prior to perm' processing and/or issuance: ❑ 1. All items have been submitted. Plot planQ3 4 sets, signed by the preparer of plans. . Complete plansQ4 sets, signed by the preparer of plans. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! 06. Energy Design Compliance and supporting documentation. tj ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. ❑ 8. Hazardous Material Form. X79, Manufactured Home ta and installation instructions including Tie Down Specifications. 10. Fees of $ ❑ 11. Impact fees as shown on the attached schedule. 0 ❑ 12. California Department of Forestry plan approval/fees. 3. Flood elevation certificate. t1ill' 714. Sanitation and plot plan approval l�`� 8D Health Department. ❑ 15. City of Chico plumbing permit. ❑ 16. Plot plan and business license approval from the City of Biggs. ,7.Planning approval for (A) Use: �� (B) Parking: � –1 -- 1 0-- O� 18. Contact Land Development about Improvements, ❑ Drainage, OYLegal Parcel. 1119. Encroachment Permit for driveway (construction approval prior to occupancy). ❑20. Pre -inspection for required. ❑21. Contractor's license information. (Number, Name Style, Classification). 022. Workers' Compensation carrier and policy number. 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). 1:124. Letter of signature authorization. 025. Recorded copy of Agricultural Acknowledgment Statement. 1126. Letter of intent on building use. 1127. Manufactured Home utility clearance. 1128. Existing violations and/or expired permits. 029. 11433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ ❑ 3 0. Other: D A_-/_, M i) 4 Wh '' you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. Telephone JW -7977 and hold for pickup at &19D office. ❑ Deliver wi inspector. 1>x/� Applicant: Date: EXPIRATION OF APPLICATION Applications for which a permit has not been issued, will expire by limitation one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan checking fees for work plan checked and other department costs are not refundable. Original - Applicant I F/ / Z�- F L EMERGENCY MANAGEMENT AGENCY DJ NATIONAL FLOOD INSURANCE PROGRAM ELEVATION .CERTIFICATE Important: Read the instructions on Daaes 1 - 7. O.M.B. No. 3067-0077 Expires July 31, 2002 SECTION A - PROPERTY OWNER INFORMATION ;A Uae BUILDING OWNER'S NAME l•PollCyfNumbeq;• IZvS s o L(-fq(Z BUILDING STREET ADDRESS (Including Apt Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. <CcmpanX N/%ICNumliers , Y• CITY DU STATE87 A I ZIP SODE� 3� PROPER? ISS RIPT51 (Lot and Block Numbers�axPa I Number, Legal Description, etc.) /�/- BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use Comments section if necessary.) ir0e1 T14L LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 1--1 GPS ype): or ##.� t—1 NAD 1927 i--1 NAD 1983 Ll GS Quad Map L—1 Other. SECTION B - FLOOD INSURANCE RATE MAP RM) INFORMATION B1. NFIP COMMU ITY NAME & COMMUNITY NUMBER 82. COUNTY NAME B3. STATS 8c; °rem , c.¢, ia�cu if p, C�4c.) F, 84. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7 IRM PANEL 88. FLOOD B9. BASE FLOOD ELEVATIONS) NUMBERDATE o6c�«-uo c JuN. EFF IVE/REVISED DATE ZO E(S) (Zone AO, use depth of flooding) G IV. inaicaiv ura source or, a ease riooti tievanon (tyrt) 7– or Dase tlood daptn entered in 89. �J FIS Profile FIRM l_J Commun etermined �J Other (Describe): B11. Indicate the elevation datum used forthe BFE in BP. Xl NGVD 1929 J --J NAVD 1988 �–J Other (Describe): B12. Is the building located in a Coastal Barrier R noes System (CBRS) area or Otherwise Protected Area (OPA)? [—I Yes No Designation Date: SECTION •C - ILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: I . lion Drawings' • �JBuilding Under Construction' I_IFinished Construction 'A new Elevation Certificate will be iced when construction of the building is complete. C2. Building Diagram Number _L (S ed the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram lately represents the building, provide a sketch or photograph.) C3. Elevations – Zones Al -A30, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, ARAE, AR/A1-A30, AR/AH, AR/AO Complete Items C3a-i below ccording to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used forthe B n Sectlon�B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the spa provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum nvefsioNComments ' Elevation reference used Does the elevation reference mark used appear on the FIRM? �� Yes No ❑ a) Top of bottom r (including basement or enclosure) 17 Z.' . S fL(m) a ❑ b) Top of nett hi her floor _ R(m) I O c) Bottom of 1 hor==n al st-uctu al member (V zones only) _ R(m) eRo� E C�/ �F� .. Q•••os• �/y/ ❑ d) Attached g rage (top of slab) _ o ��. ••• ❑ e) Lowest el tion of machinery and/or equipment R(m) W m .,`c.Q.°��t�� G..g��`� servkIng a building / 7 Z S q o ISR3 ❑ f) Lowest jacent grade (LAG) $ R(mj ac r^-',.., ❑ g) High adjacent grade (HAG) �� R(m) N p N0.27�!7 23❑ h)No. of rmanant openings. (flood vents) within 1 R above adjacent graden%O/Vt ❑ .i) Total a of all permanent openings (flood vents) in C3h No�E sq. in. (sq. an) J t!'''tv 1 I1° � SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION QFi• This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized bylaw to certify el n. I cert/fy that the information in Sections A, B, and C on fhis certf#cate represents my best efforts to interpret the data available. I undemtendlhatany,61se statement ma bePW718179ble-by fine or im fisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAM LICENSE NUMBER O �i r �'� f IFi �� 27 TITLE1Vi� e'�,n COMPANY NAME ADDRESS 154.A_.CK VL r �/� /� �y STATE Z1P CODE SIGNATURE.. (' o2It161S6 G�cCbq ,_ _ z TELEPHONE 7 X77-/��53 FEMA Fnrm Al 31 AI Ir: QQ CF>= RF1/FRCF Cir)F Fr1R r.r)NT)NI IA nr)N RFPI ArFC Al I PRFVIr)l Lq F:nMr)N.0 IMPORTANT: In these spaces, copy the corresponding information from Section A. ; Forinsurance: Company! Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. ; Pblicy:Number CiTY STATE ZIP CODE i Company NAIC Number SECTION D - SURVEYOR, ENGINEER; OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation .CertHicate for (1) community official, (2) insurance agenttcompany, and (3) building owner. COMMENTS 1 Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO and ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete items E1 through E3. K the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. if no diagram accurateiy represents the building, provide a sketcii or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is ��1 fL(m) I-1—lin.(cm) 1--I above or �—I below (check one) the highest adjacent grade. E3. For Zone AO only:. If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? LI Yes I-1 No 1--1 Unknown. The local official must certify this information in Section G SECTION F - PROPERTY.OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or ownerd o s authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issuer communityissued BFB or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CiTY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS — 1 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections.A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. 1-1 The Information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer,- orarch tett who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data,in'(t 6 Comments area below.) GZ 1-1 A community offlc(al completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. 1-1 The following information (hems G4 -G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. 1_1 New Constructlon 1_1 Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: — ft. (m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _ fL(m) Datum: LOCAL OFFICIAL'S NAME TiTLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS I I Check here if attachments ��'� -- --A I At It, IrA RFPI A1'7FR Al I PRF\Ar11 Is Fr)mrwq V �.PR-09-2000 01:22 PM WESCO 916 645 4606 P.02 Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916)624.9532;(916)324-9601 FAX (916) 315-1859 April 7, 2000 Mr. Philo Hunt Butte County Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 Building Permit No. 00-0372 Assessor's Parcel No. 040-110478 Mr. V.L. Willits Durham, CA 95938 The plan check corrections are as follows: 1. The name of a special inspector for welding has been provided to you by Mr. Dan Heiny of Wesco Manufacturing Company. 2. The wedge anchor tension values per ICBO Report 1372 are shown on revised Page 4. Revisions are designated in bold. 3. The seismic analysis on revised Page 5 reflect the requirements of the 1997 UBC. Revisions are designated in bold. 4. The concrete compressive strengtthiof 2,500 psi is listed as new Item 12 on Page 1. If you have any questions, please feel free to contact me at (916) 324-9601: Sincerely, Bob Massetti, Architect W: Dan Heiny, Wesco Manufacturing Co. S „ W. Robert A. Massettt 3710 Corie Ct. } Ati n as a Rocklu1 CA 95677 '4,fi8 //,� to" �L� 71=2k." �= +-r �:_ Hflail-if l,l;f,,;I`1,�,1.,1,,,1i,,,11„�11„),,.111►,11„,1111„1 MIA 0 171 DRAFT COPY RESIDENTIAL PLAN REVIEW GUIDE SINGLEFAMILY, DUPLEXAND MISCELLANEOUS ONLY Owner: V. L • Building Permit Number: DO�O 3 7 Z Plans Examiner: A. P. Number: 010 -1 CO -O7 GENERAL: 1. Zoning requirements — (number of permitted living units). 2. Building permit valuation. 3. Plans signed by the designer. 4. Proper description of work on the. application. 5. Existing violations on the property. 6. Recorded notice of violation. PLOT PLAN: 1. Complete parcel size and dimensions. 2. Setbacks, side yard, easements, etc. 3: Other buildings or structures. DOd e �� 4 Grading, fills and/or drainage. .—? C-Apav{_ Vae�— " Flood hazard. 6. Special conditions on Parcel Map (Noise, SRA, Fire Sprinklers, Water Tender, Traffic and Drainage fees). 7. FAU & FAS road setback. 8. Building or utilities across lot lines (record form). FLOOR PLAN: , 1. Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 106.3.3). 2. 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). 3. Egress windows (Uniform Building Code section 310.4). 4. Skylights (Uniform Building Code section 2409 & 2603.7). 5. Glazing in Hazardous locations (Uniform Building Code section 2406). 6. Required room sizes and ceiling heights (Uniform Building Code section 310.6). 7. GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210). 8. Prohibited locations of gas water heaters (Uniform Plumbing Code 509& 1213.5). 9. Prohibited locations of gas heating equipment (Uniform Mechanical Code 304.5). 10. Garage firewall separation - rd'5uired on garage side including supporting walls and posts (Uniform Building Code section 302.4 ekception #3). 11. Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). 12. Smoke detectors (Uniform Building Code section 310.9.1). 13. Water closet clearances (Uniform Plumbing Code 408.5). 14. Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). Page 1 of 2 0 DRAFT COPY STRUCTURAL DETAILS: 1. Conventional construction - Unusually shaped buildings (Uniform Building Code section 2320.5.4). 2. Standard bracing or engineered design (Uniform Building Code section 2320.11.3). 3. Clerestory requiring balloon framing and/or engineering. 4. Three story building requiring engineered calculations and plans. 5. Foundation plan complete enough to construct building. 6. Floor construction details complete enough to construct building. 7. Elevations and wall construction details complete enough to construct building. 8. Roof construction details complete enough to construct building. 9. Rafter ties or bearing ridge beam. 10. Fireplace construction details and calculations if necessary. 11. Garage door header size(s). 12. Porch header size(s). 13. Stud heights. 14. Expansive soil - special foundation design required. 15. Retaining walls requiring design. 16. Special Inspection requirements. ,17. Header sizes. 18: Gypsum wallboard nailing inspection required. _ 4, MISCELLANEOUS ITEMS: 1. Stairway details - landings, rise and run, head clearance, handrails (Uniform Building Code section 1006). 2. Guardrails (Uniform Building Code section 509). 3. Brick or stone veneer (Uniform Building Code section 1403). 4. Exterior plaster - weep screeds (Uniform Building Code section 2506.5). 5. Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). 6. Roof covering type - (fire hazard). 7. Foam insulation - protection. 8. 36'.' halls and stairways (Uniform Building Code section 1004.3.3.2). 9. Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). 10. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 11. Attic access and ventilation (Uniform Building Code section 1505). 12. Combustion air for fuel burning appliances - LPG requirements. • _ , 13. Sound requirements. ' 14. Energy design�compliance and,Supporting documentation. 15. Flashing of all exterior openings. 16. CDF responsible area requirements. 17. Building Permit requirements: 17.1. SRA. 17.2. Flood elevation certificate. 17.3. Fire Sprinklers required. 17.4. Special Inspection requirements. 17.5. Use Permit conditions. 17.6. Sub -Standard Housing letter. Page 2 of 2 0 0 APPLICANT: OWNER:' PERMIT #: A. P. #: WORK DESCRIPTION: PRC—ECT PROCESSING RF CORD DATE DESCRIPTION OF STEP ro -00 X00 .A,O� �, ���'l-�"►' Cel c Ao p 4-W 3130 ,0 S<=�-►T Cs r Utz ?_.6 Er2-r- /V l"K sin - ,S s March 30, 2000 19 DeP P artment of Develo ent Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Russ Collar 4425 Willow Spring Rd. Chico, CA 95928 Re: Building Permit Number: 00-0372 . Assessor's Parcel Number: 040-110-078 Dear Mr. Collar: This office has performed the structural review of the above referenced building plans. Please provide additional information and/or make revisions to plans, specifications and calculations as follows: All welding requires special inspection by an inspector approved by the Butte County Building Division. Provide this office with the name of the special inspector that you intend to use. o(G 6 The wedge anchor tension values used in the calculations do not match the values shown in the ICBO Report 1372. Please revise the calculations to reflect the correct values and number of anchors required. S7p._(A-t, I N) pcc.noN ktit- P? ' or- V The seismic analysis performed on sheet 5 of the calculations is based on the old building code. Please revise the calculations to reflect the requirements of the current'97 UBC. Cj�,� Specify the concrete compressive strength and the soil bearing capacity used in the footing design. Special inspection is required for concrete compressive strength in excess of 2500 psi. Plan check will continue upon receipt of the above items. Additional items may be required when plan check is resumed. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, Q� Philo Hunt, P.E. Plan Check Engineer cc: Robert Massetti, Architect Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX March 10, 1999 Russ Collar 4425 Willow Spring Rd. Chico, CA 95928 Parcel Number: 040-110-078 Building Permit Number: 00-0372 The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear response will expiate the re -check and approval of this project. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Please have the owner of this property, Mr Willits, fill out and sign the enclosed detatched accessory building form and return this form to the building department. Plan check cannot be accomplished until this information is recieved. 2. According to our records, the address for parcel 040-110-078 is 9820 Lott Rd. Does the V. owner reside on parcel 040-110-079 which is addressed 9810 Lott RD? If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Fridays. Sincerely, Martha Whitney Plans Examiner 0 APPROVED ❑ CONDITIONALLY APPROVED ❑ RESOLVE PROBLEMS PRIOR TO APPROVAL PERMIT CLEARANCE Permit #: - 3� 2, Date: -' cp-o Genera/Information ` AP#: -10- (( ©)- 00 Owners Name: V •�--. �1 Lt--i-T S Parcel Acreage: , Z� -A Owners Address: 951 Cb L--D7--r Q -Z) - 1W (Z,� ia1,, CA Sl 3 � Building Site Address: LZ -T --r (Z?7_ (� U (?-'A w EM e/2 17forma6017 Permit Tvoe: W Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home ❑ SFD ❑ Residential Accessory ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel ❑ Septic ❑ Well ❑ Other Zone District: A- ( Q Date of Zoning Ordinance: General Plan: �� �. Development Agreement: Use Permit: Variance: 2-2s - g --)- Parcel Parcel Is In: Land Conservation Agreement IFNo ❑ Yes, check use Minimum Acreage: Nitrate Action Plan IM No ❑ Yes Violation Area No ❑ Yes Specific Plan N0 Yes ❑ Chico D2N ❑ Cohasset Enterprise Zone No ❑ Yes, check use No Floodplain ❑ Yes Zone: Panel Number: No ❑Yes Watershed Protection Zone 0-1: �2(2) C_ Pr000sed Use Comolies With: & General Plan M Zoning Pr000sed Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Accessory Building Use Commercial/Industrial/Multi-Familv Uses: Parking: ❑ Parking Requirements are OK as Shown ❑ Other Landscaping: ❑ Landscaping Requirements are OK as Shown ❑ Other Road and Drainage Improvements Required: ❑ No ❑ Yes Applicable Setbacks: P Zoning Code Street & Highways Fire Prevention Subdivision Ma Front � � �" Side O v`� G - Side street Rear v 10 2� �L Height .a ermit clearance l _nvironmental Health issues - Septic Permit Review: Agriculture Affidavit Required ❑ No ❑ Yes Well Permit Review: Designated Well Site ❑ No ❑ Yes Land Development Review: Drainage Plan (Com/Ind/Multi) ❑ No ❑ Yes 'arcel Created by: ❑ Deeds Date of Creation: Legal Access Provided: ❑ No ❑ Yes e Deed Reference: Legal Access Required: ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes Comments: Map Date of Recording: } I V ` Lot: ' Block: Book: Page:_ :onditions That Must be Met Prior to Issuance of Permit: ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Creation Deed ❑ Comply with condition no. of conditions of approval for the ❑ Obtain a Certificate of Compliance (See Planning Division for application). ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment). ❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). ❑ Construct road to ❑ Meet parcel size required by zone ❑ Meet current EHD requirements. ❑ Other e :eneral Comments: APR -09-2000 01:21 PM 1040, WESCO 916 645 4606 P.01 April 9, 2000 BUTTE COUNTY BUILDING DMSION ATTN: PHILO HUNT Fax (530) 538.2140 RE: Building Permit # 00.0372 (Rusty Willits) Dear Mr. Hunt; Following are the corrections requested to the plan check. I have faxed this information to you in hopes you can authorize contractor Russ Collar to procede with the completion of the foundation.while waiting for the originals with.wet stamp to arrive by mail. Thank you for your consideration. Should you have additional questions please do not hesitate to call. Page 3 of, 7 • • ER -1372 TABLE 2 -RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSET/RED HEAD SELF -DRILLING ANCHOR/ For SI: I inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. TABLE 3-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1,2,45,6 Z SK f'c = 2,000 psi f', = 4,000 pal DESCRIPTION Tension Min. Allowable Min. Allowable Spacing ANCHOR INSTALLATION Edge Distance Ed gs Distance Spacing Between Anchors BOLT ANCHOR MIN. EMBEDMENT Required to Obtain Max. (Inches) Load Factor pplled Required to Obtain Max. (inches) Load Factor Applied DIAMETER DIAMETER DEPTH Working Load a 0.65 for Tension Working Load = 0.95 for Tension (inch) (Inch) inches (inches) = 0.75 for Shear (Inches) = 0.70 for Shear 1/4 7/16 13/32 115/16 1 37/8 115/16 3/8 9/16 17/32 211/16 13/8 53/8 211/16 1/2 11/16 21/32 39/16 113/16 71/8 39/16 5/8 27/32 215/32 43/8 23/16 811/16 43/8 3/4 1 31/4 511/16 27/8 113/8 511/16 For SI: I inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. TABLE 3-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1,2,45,6 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, I Ibf - ft = 1.355 818 N • m, I Ibf = 4.45 N. IThe tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. 2The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: ZK V0 Z,SK gay � K agv Z SK f'c = 2,000 psi f', = 4,000 pal f'C = 6,000 psi Tension To ion Tension ANCHOR INSTALLATION EMBEDMENT Nth Without With Without With Without DIAMETER TOROUE DEPTH Special Special Special Special Special Special (Inches)(Ibf • ft) nches Insptlon3 Inspection Shear Inspection Inspection Shear Inspection Inspection Shear 1/4 8 11/8 295 150 350 445 225 350 475 240 350 115/16 525. 265 420 825 410 420 825 410 420 21/8 565 280 825 410 825 410 3/8 25 11/2 420 210 580 560 280 655 710 355 790 3 870 5 1,000 1,485 740 1,035 1,530 765 1,125 4 1,200 600 1,485 740 1,530 765 1/2 55 21/4 1,165 580 1,190 1,275 640) 1,190 1,760 880 1,760 41/8 1,165 5 0 1,810 2,410 1,205 1,810 2,705 1,355 2,040 6 1,335 665 2,410 1,205 2,705 1,355 5/8 90 23/4 1,645 820 1,780 1,795 900 1,780 2,430 1,215 2,405 51/8 1,645 820 2,400 3,730 1,865 2,975 4,095 2,045 3,130 71/2 1,765 880 3,755 1,880 4,095 2,045 3/4 175 31/4 1,780 890 2,530 2,710 1,355 3,430 3,325 1,665 3,995 65/8 2,745 1,375 5,080 4,425 2,210 5,935 5,065 2,530 5,935 10 2,745 1,375 4,470 2,235 1 5,895 2,950 7/8 250 33/4 2;380 1,190 3,290 3,685 1,840 4,145 4,355 2,180 4,790 61/4 3,665 1,835 5,220 5,235 2,620 7,200 6,090 3,045 7,200 8 3,665 1,835 5,580 2,790 6,090 3,045 1 300 41/2 3,485 1,745 4,020 5,045 2,520 5,705 5,295 2,650 6,120 73/8 3,650 1,825 7,170 5,995 3,000 9,485 8,315 4,160 9,520 91/2 4,675 2,340 6,635 3,315 8,315 4,160 11/4 500 51/2 4,535 2,270 5,820 6,595 3,300 7.1365 8,410 4,205 8,445 8 6,835 3,413 8,770 10,825 5,410 11,065 11,385 5,695 12,640 10 1 9,035 4,515 11,385 1 5,695 1 14,075 7,040 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, I Ibf - ft = 1.355 818 N • m, I Ibf = 4.45 N. IThe tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. 2The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: ZK V0 Z,SK gay � K agv Z SK 59^5 V z d Own Custom Homes Quality Remodeling ILI= 0 I q cj� % 1' 1-4..✓41w, W, -7 ad- 5 z,-7877 �k General Contractor Lic. 1403170 4425 Willow Springs Road Chico, California 95928 (916) 894.3955 TY OF BUTTE - DEPARTMENT OF DEVEL NT SERVICES OWNER'S STA EMENT OF USE - DETACHED AVOESSORY BUILDING PN: 010 -/to ONE: BUILDING PMT. # Do -037 y OWNER: PHONE:j MAIL ADDRESS: O S Lo= SITE ADDRESS: 12\ _ 0 PROPOSED USE: �UIZ 1 �-�'L f li►'1PLQY1�%l'�,`�ie� PLEASE ANSWER QUESTIONS 1-20. PLEASE EXPLAIN YES ANSWERS (2-18) IN THE SPACE PROVIDED ON THE REVERSE OF THIS FORM. (PLEASE PRECEDE EACH COMMENT WITH RELATED QUESTION #) GENERAL INFORMATION: A19X77 1. Is there a primary dwelling on the property? Yes: No: 2. Is the structure already built, 'under construction, or under notice of code violation? Yes: No: k- 3. Will items produced in this building be offered for sale? Yes: No: 4. Will the public have access to this building? Yes: No: 5. Will any advertising, on or off site, be associated with the use of this building? Yes: No: 6. Will this building be occupied at any time as a sleeping quarters? Yes: No: 7. Will this building be occupied at any time as an eating area? Yes: No: 8. Will this building be occupied at any time as a cooking area? Yes: No: 9. Will this building be occupied at any time as a living area? Yes: No: SITE CONDITIONS:, 10. Is the structure foundation within 5' of septic tank or 10' of leach lines? Yes: No: 11. Is any portion of the proposed structure located closer than 20' to your front property line? Yes: NNoo: 12. Do you plan to add a driveway or modify existing access to a county maintained road? tyles: 13. Will the proposed structure encroach within any recorded easement? Yes: No: CONSTRUCTION FEATURES: 14. Will this building have insulated floor, or walls, ceiling? Yes: No: 15. Will this building be heated or cooled? Yes: No: 16. "Will this building have a water closet/toilet? Yes: No: 17. Will this building have a sink? Yes: No: 18. Will this building have a water heater? Yes: No: 19. /� What type of floor covering will the building have? L,p-�t ��� 20. What type of wall covering will the building have? M E r rI'L ADDITIONAL INFORMATION: I hearby affirm under penalty of perjury the above infromation is true and correct. I understand that any changes to the use, or character of use, of this building will require permits fr the rmitting authority. I understand that Real Estate Disclosure laws require disclosure of this information if or when offered for sale. NER S SIGNA E DATE OWNER'S SIGNATURE DATE FOR DEPARTMENTAL USE REVIEWED BY: DATE: COMMENTS: _i :LA -yrs Eu- F(hLo F Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324-9601 FAX (916) 315-1859 Mr. Philo Hunt Butte County Department of Developmental Services Building Division 7 County Center Drive Oroville, CA 95965 Building Permit No. 00-0372 Assessor's Parcel No. 040-110-078 Mr. V.L. Willits Durham, CA 95938 Mr. Hunt: You expressed concern whether the wedge anchors installed at this new building are sufficient: The calculations indicated that a minimum of 16 anchors were required. However, a total of 28 anchors were Installed, which shall more than satisfy the requirements. Sincerely, �A A• Mas Bob Massetti, Architect ,�•`� _k C) C-126 A Cc: Dan Heiny, Wesco Manufacturing Co. -rRNs v kw1FS FOc2 w�Gv6E 14-Nc_4vz-s l res T^-tk=W ,NI 5�.�►� I Ns rt�---NoN Ayz-e 2x -T-r 1n l NY � c L — "\1o N) , z , �Nc- s e ' �/ 1 o V I-� 1" Vj . �VG�S S`� t I , vim/ � � `� °`�- i � �� c P�t� �--t-���' 14o, -t- Z 8. �4 S U t t22EVI) 14 Gy C L^ L- ►� d5 '—�' M� sS 1 s) U'O ID.' 3o New L -e d -en C A4,r—s s ti4 w N r�4 - t` �� Si '/i " v h v I S Awe-t+t . S y2c (/ ZL- 1Al S ? eZZ11*N . .1 RECEIVED MAY 2 3 2000 BUTTE COUNTY BUILDING DVI ION. ICY -10-2000 01:29 PM WESCO Mr. Philo Hunt of Develop Butte County Dept"Wnt Development Services Building Division 7 County Center Drive cville, CA 95965 Building S P 'eNNoo040-110-078 Assessor� Mr. V.L. Willits Durham, CA 95938 916 645 4606 Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324-9601 FAX (916) 315-1859 April 7, 2000 The plan check corrections are as follows: r for welding has been provided to you by Mr. Dan 1 The name of a special inspecfo Heiny of Wesco Manufacturing Company wed a anchor tension values per ICBG Report 1372 are shown on revised 2, The g . Page 4. Revisions are designated i m bold on revised Page 5 reflect the requiren=ds of the 1997 UBC. 3. The seismic analysis Revisions are designated in bold. ressive strength of 2,500 psi is listed asAew Item 12 on Page 1. 4, The concrete co mp If you haveY questions, please feel free to contact me at (9 16) 324-9601. an Sincerely, Bob Masse Architect cc: Dan Heiny, Wesco Manufeaturing Co. P.01 II RECEIVED MAY 2 3.2.000 BUIL ING OUNTy DIVISION MA -10-2000 01:28 PM WESCO n during Co. 916 645 4606 P.02 I I 4 Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324960 AA �r'J�C•�N. Mgsh`/i` vo Vin. J cc C-12646 4 - Ir r,. ice, UsS, 1 a�i /2 QNrua 12 4 1 u S r&LL" 14 ln1Al.L PANC1. PL.&� r .0 _ 1. sa.ln w^LA-d'p W/ Moog II� � �I{I` �i►� : it 0 • t� �lM" LA 1) OT 4 tvt z- PtP� �GtOl.fl' 10 of 1"& 9 RECEIVED MAY 2 3 2000 BUTTE COUNTY BUILDING DIVISION ENGINEERING for 36'X 24' BUILDING for MR. V.L. WILLITS 9810 LOTT ROAD DURHAM, CALIFORNIA 95938 WESCO MANUFACTURING CO. P.O. BOX 1153 1301 HIGHWAY 65 LINCOLN, CALIFORNIA 95648 (9-16) 645-1991 by ROBERT A. MASSETTI, ARCHITECT 3710 CONE COURT ROCKLI N, CALIFORNIA 95677 (916) 624-9532; (916) 324-9601 DECEMBER 24, 1999 REVISED APRIL 8, 2000 Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (W)-324-9601 Wesco Manufacturing Co. NOTE: 1. Design is for a metal barn structure. 2. Length = 24'; Width = 36'; Height = 8' Min., 18' Max. 3. Roof pitch is 4:12. 4. Roof Live Load = 20 p.s.f. (Table 16-C, UBC) 5. Roof Dead Load = 1.5 p.s.f. rr -12648 SOF CHLIF�� 6. Steel decking is 26 gage. 7. Panel and Truss Pipe to be 1-5/8" round, 0.0652" wall thickness, steel, ASTM No. A569. 8. All connections are fully welded around (Weld strength = 14 k). 9. Building is to be designed as an "Open Structure." 10. Lateral Wind Design = 80 MPH Exposure C. 11. Design is for conformance with the current California Building Code (1998)." 12. Typical concrete compressive strength is 2,500 psi. Wesco Manufacturing Co. Foundation Required: Bearing with building = 3,690 # with foundation = 19,215 # 22,905 # Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (9,1-6-)-324-9601 ®A C �n � V o� a � a_ C- 126 _ bearing 22,905 # / 1,000 # allowable = 22.91 sq. ft. Anchor required: Use wedge anchors, ICBO Report 1372 Try 3/8" x 1-1 /2n d = 420 # tension, 1/2" x 2-1/4" d = 1165# tension Uplift = 13,403 # Weight Bldg. = 3,690 # Required hold-down = 13,403 # - 3,690 # = 9,713 # 3/8" = 9,713 # / 420 # = 24 required 1/2" = 9,713 # / 1165 # = 9 required Uplift per bent (average) = 9,713 / 17 = 571.4 # interior = 285.68# @ corners r0'3 0.0) DA�'� �@ 9�OF CALIF��� I Robert A. Massefti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916 324-9601 Wesco Manufacturing Co. 0-sMc. , Lateral Resistance: C.) P� A.4 0 Wind load controlling area = 444 sq. ft. --i a: 12646 -� Design wind open structure 80 MPH with Exposure C- p �@ Design wind pressure = P - CeC�q 1s �CAI - Ce = (Table 16-G) = 1.06 C1 _ (Table 16-H) = in = 0.8, out = 0�5-_. q = (Table 16-F) = 16.4 P= 1.06 x 0.8 x 16.4 x 1 =13.91#/sq. ft. P= 1.06 x 0.5 x 16.4 x 1 = 8.69#/sq. ft. Wind pressure on structure assumes in and out working together (13.91 + 8.69) x 444 sq. ft. = 10,034 # Seismic load weight of structure = W = 3,690 # Design Seismic = V = ZIC W Z = (Table 16-1) = 0.30 1 = (Table 16-L) = 1.0 C=(1612(c)2A)=C=1.25x1.5/T T = C (h ) = 0.020 x 8 V=0.30x1 x (>1) x 3,690 / 7 V = Somewhat less than 3,690 # Therefore, wind loads control IN Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324-9601 FAX (916) 315-1859 April 7, 2000 Mr. Philo Hunt Butte County Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 Building Permit No. 00-0372 Assessor's Parcel No. 040-110=078 Mr. V.L. Willits Durham, CA 95938 Pn6PA-13 Nb V -,,15c. wE�s The plan check corrections are as follows: �- G L l_ L NV 1. The name of a special inspector for welding has een vided t ou by Mr. Dan Heiny of Wesco Manufacturing Company. Ne�-V l N S �p�-l� _ 1 S, 1�oL-n- f�p a �► L=�. � �6Z 2. The wedge anchor tension values per ICBO Report 1372 are shown on revised�N Page 4. Revisions are designated in bold. ✓Jh SC- u S S t e� ry w V2-uSs (-Z �121oa 3. The seismic analysis on revised Page 5 reflect the requirements of the 1997 UBC. Revisions are designated in bold. 4. The concrete compressive strength of 2,500 psi is listed as new Item 12 on Page 1. If you have any questions, please feel free to contact me at (916) 324-9601. Sincerely, Bob Massetti, Architect cc: Dan Heiny, Wesco Manufacturing Co. APR 1, 1 2000 BUILDING D VI ION TABLE 16•F 1996 CALIFORNIA BUILDING CODE TABLE 16•G TABLE 16-F-VAND STAGNATION PRESSURE (q6) AT STANDARD HEIGHT OF 33 FEET (10 056 mm) Basic wind speed (mph)1 x 1.61 for km/h) 70 80 90 100 110 120 130 Pressure q, (psf) ( x 0.0479 for kNlm2) 12.6 16.4 20.8 25.6 31.0 36.9 43.3 Wind speed from Section 1618. TABLE 16 -G --COMBINED HEIGHT, EXPOSURE AND GUST FACTOR COEFFICIENT (C.11 NEIOW ABOVE AVERAGE LEVEL OF ADJOMINO G (%*Q EXPOSURE 0 , EXPOSURE B x 304•8 f*r mm 0-13 1.39 1.06 0.62 201 1.45 0.67 25 1.50 1.19 0.72 30i 1.54 1.23 0.76 40: 1.62 1.31 0,84 60 1.73 1.43 0.95 80 1.81 1.53 1.04 100 1.88 1.61 1.13 120 1.93 1.67 1,20 160 2.02 1.79 1.31 200 2.10 1.87 1.42 300 2.23 2.05 1.63 400 2.34 2.19 1.80 ♦a,uas Jur Intermealate ncignis above 1:) tett (43 u mm) may De Intetpolatea. 2-28 Page 3 of 7 ER -1372 TABLE 2 -RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSET/RED HEAD SELF -DRILLING ANCHOR? ..• v-. • -a . - L llllll. 'Linear interpolation may be used for intermediate spacing and edge distances. TABLE 3-4TW RAMSETIRED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (Doundall,2.0,6 h>ssc�PTto�t EroroAm AhWasW � Yln. �tno..a• so.Nnq BOLT ANCHOR EMBEDMENT Os1tln an. Lw0 ) DIAMETER DIAMETER (inch) DETflnch) Wt gsa l • us for Thelon Warptt0 ) ' . 0.75 tm Sher (tnoGtM M t r Tana on . 0.70 for Gfrn /4 /I6 13/32 111/16 1 3 /g 05/16 /g /16 17/32 211/16 131S S Ig 211/16 1/2 /16 2 132 39/16 1 /16 71/8 39/16 /a /32 2 /32 4 /g 2T/16 811/16 43/g /a 1 1 31/4 5"/16 27/s 113/8 511/16 ..• v-. • -a . - L llllll. 'Linear interpolation may be used for intermediate spacing and edge distances. TABLE 3-4TW RAMSETIRED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (Doundall,2.0,6 'The tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. 2The holes aro drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 37hese tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.3. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: rc a 2,000 pd /' f . 4,000 psi /'Q . 6.000 psi Tinalon TtrelonI To"" �TE TORauON EMBEDMENT EPTH I "Who spedel 911191"N Without Wnh whout&AMR (inANCHOR 1/4 8 nchte h uMdons Inepsedon Shier Insowlon to oseden Shear Jpaotlon hnsprretlon Slur 1 /g lis/16 295 150 525 265 350 420 445 825 225 350 475 240 350 3116 280 825 410 410 420 825 825 410 410 420 /s 25 IJ/2 20 210 580 560 280 655 710 355 790 3 435 1,000 1,485 740 1.035 11.530 765 1,125 4 600 1,485 740 1.530 765 1/2 55 2 /4 4'/g 1,165 580 580 1,190 1,810 1.275 640 1,190 .1.760 880 1,760 6 1.335 665 2,410 2,410 1.205 1,810,2,703 1,355 c^^,040 1,205 2,705 1,355 /a 90 23/4 51/g 1,645 820 1,645 820 1,780 2,400 1,795900 3,730 1,780 ,430 1,215 2,405 7'/2 1,765 880 3,755 1,863 1,880 2.975 A,091 4,095 2,045 2.045 3,130 /a 175 31/4 1,780 890 2,745 1,375 2,530 3,080 2,710 4,425 1,355 3,430 1 1.325 1,665 3,995 10 10 2,745 1,375 4,470 2,210 2,235 5,935 065 1,895 2.530 2,950 5.935 /s 250 3 /4 6'/4 2,380 1,190 3,665 1,833 3,290 5,220 3,685 5.235 1,840 4,145 355 2,180 4,790 8 3,665 1,835 5.580 2.620 2,790 7,200 1 6,090 6.090 3,045 3.045 7,200 1 300 41/2 73/g 3,485 1,745 3,650 1,825 4,020 7,170 5,045 5,995 2.520 5,703 ,295 2.650 6,120 9'/2 4,675 2.340 6,635 3,000 3,315 9,485+.410 4,160 4,160 9,520 1 /a 500 S'/2 4,535 2,270 5,820 6.595 3,300 7,365 4,205 8,4458 10 6,835 3.413 9,035 4.515 8,770 10,825 5,410 11,065 5,693 {2,640 11,385 5,693 14,075 7,040 Fnr Cr•I r6-9[e� I_ 'The tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. 2The holes aro drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 37hese tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.3. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: ENGINEERING for 36'X 24' BUILDING for MR. V.L. WILLITS 9810 LOTT ROAD DURHAM, CALIFORNIA 95938 WESCO MANUFACTURING CO. P.O. BOX 1153 1301 HIGHWAY 65 LINCOLN, CALIFORNIA 95648 (916) 645-1991 by ROBERT A. MASSETTI, ARCHITECT 3710 CONE COURT ROCKLIN, CALIFORNIA 95677 (916) 624-9532; (916) 324-9601 DECEMBER 24, 1999 REVISED APRIL 8, 2000 Robert A. Massetti, Architect 3710 Cone Court Rory CA 95677 (916) 624-9532; f(916) 3247° Wesco Manufacturing Co. NOTE: 1. Design is for a metal'barn structure. 2. Length = 24'; Width = 36'; Height = 8' Min., 18' Max. 3. Roof pitch is 4:12. 4. Roof Live Load = 20 p.s.f. (Table 16-C, UBC) 5. Roof Dead Load = 1.5 p.s.f. 6. Steel decking is 26 gage. 7. Panel and Truss Pipe to be 1-5/8° round, 0.0652" wall thickness, steel, ASTM No. A569. 8. All connections are fully welded around (Weld strength = 14 k). 9. Building is to be designed as an "Open Structure." 10. Lateral Wind Design = 80 MPH Exposure C. 11. Design is for conformance with the current "California Building Code (1998)." 12. Typical concrete compressive strength is 2,500 psi. _71 Wesco Manufacturing Co. Foundation Required: Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 314=9601 ARCS A. lav Bearing with building = 3,690 # i C-12648 Zl with foundation = 19,215 # 22,905 # ' bearing 22,905 # / 1,000 # allowable = 22.91 sq. ft. OF CNI.IF��� Anchor required: Use wedge anchors, ICBO Report 1372 Try3/8" x 1-1/2" d = 420 # tension, — 5Y2%E_C SAL 1/2" x 2-1/4" d = 1165# tension Uplift = 13,403 # Weight Bldg. = 3,690 # Required hold-down = 13,403 # - 3,690 # = 9,713 # 3/8" = 9,713 # / 420 # = 24 required 1/2" = 9,713 # / 1165 # = 9 required Uplift per bent (average) = 9,713 / 17 = 571.4 # interior = 285.68# @ corners y Wesco Manufacturing Co. Lateral Resistance: Wind load controlling area = 444 sq. ft. Design wind open structure 80 MPH with Exposure C Design wind pressure = P = Ceflq 1 s Ce = (Tabie 16-G) Ci _ (Table 16-H) q = (Table 16-F) Robert A. Massetti, Architect 3710 Cone Court Rocklin''CA 95677 (916) 624-9532; (� = 1.06 = in = 0.8, = 16.4 out = 0.5 P= 1.06 x 0.8 x 16.4 x 1 =13.91 #/ sq. ft. P= 1.06 x 0.5 x 16.4 x 1 = 8.69#/sq. ft. Wind pressure on structure assumes in and out working together (13.91 + 8.69) x 444 sq. ft. = 10,034 # Seismic load weight of structure = W = 3,690 # Design Seismic = V = ZIC W Z = (Table 16-1) = 0.30 1 = (Table 16-L) = 1.0 C=(1612(c)2A)=C= 1.25x1.5/T T = C (h ) = 0.020 x 8 V=0.30x1 x (>1) x 3,690 / 7 V = Somewhat less than 3,690 # Therefore, wind loads control /Ab (33AOUddY .WaVjjMVd3G D''* �A L, UM00 31-LfV CG LIF I•. SO' GP 40.11.73 N. All.l. 70 o.)0 .3.W. C.r. \� �\ N 7e•/�. po- O 3 „� ,,. R� CSC i • z o 0 b O N A 7e• Op• w ,I Wrli Styr .+ �3J. OI oml I 6'pr.9 � �,e• % _ RCE P JO* 30' Ioo• 479.36.0 \ J.o J."//..'., j IL -W y IA 1 t CrL1M/ � M'rll a1Eu 41199H 19iusu UOJtnu3 A;uno0 ' n8 a3AO A 0 .O b. • o' I I V PON N c- °S�`h a r • o . C,, z � z M v - w{¢ o � t J .S • J 4 • � J .� r ENGINEERING for 36' X 24' BUILDING for MR. V. L. W I LLITS 9810 LOTT ROAD DURHAM, CALIFORNIA 95938 WESCO MANUFACTURING CO. P.O. BOX 1153 1301 HIGHWAY 65 LINCOLN, CALIFORNIA 95648 (916) 645-1991 by ROBERT A. MASSETTI, ARCHITECT 3710 CONE COURT ROCKLIN, CALIFORNIA 95677 (916) 624-9532; (916) 324-9601 DECEMBER 24, 1999 eurrp OZPAI - Wesco Manufacturing Co. Robert A. Massetti', Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324-91�0 SRC V NOTE: C-12648 1. Design is for a metal barn structure. DAA \Q` 2. Length = 24'; Width = 36'; Height = 8' Min.; 18' Max. 9�OF CAL1F��� 3. Roof pitch is 4:12. 4. Roof Live Load = 20 p.s.f. (Table 16-C, UBC) 5. Roof Dead Load = 1.5 p.s.f. 6. Steel decking is 26 gage. 7. Panel and Truss Pipe to be 1-5/8" round, 0.0652° wall thickness, steel, ASTM No. A569. 8. All connections are fully welded around (Weld strength = 14 k). 9. Building is to be designed as an "Open Structure." 10. Lateral Wind Design = 80 MPH Exposure C. 11. Design is for. conformance with the current "California Building Code (1998)." Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (! Wesco Manufacturing Co. AREA AND WEIGHT OF STRUCTURE Side Area - Front-(8x36.75+2x4x12+12x3+3x6) = 444sq.ft. Side - 24 x 11 = 264 sq. ft. Roof Area - 40 x 26 (w/ slope & overhang) = 1,040 sq. ft. Weight - 26 gage weighs 0.98 p.s.f. Roof Area = 1,040 sq. ft. (Frame above) Side Area = 2 (444 + 264) = 1,416 sq. ft. Total Weight of Skin = (1,040 + 1,416) x 0.98 = 2,407 lbs. Pipe Panels 10 X 3O x 1 A Panels-8+2x10+12+8x4=72'. B Panels-4x8+3x12=68' C Panels -6x2+7x2+8.=34'I.f. Building is 12 roof panels @ 36' each = 432' & 4 roof panels @ 24' each = 96' 4 A panel @ 72' each = 288' 4 B panels @ 68' each = 272' 2 C panels 0 34' each = 68'' 1,156' 0 see- sir ICO Weight of 1-5/8" Round Pipe = 1.11 p.l.f. Weight pipe frame = 1,156 x 1.11 = 1,283 lbs. Total Weight of building = 2,407 lbs. + 1,283 lbs. = 3,690 lbs. Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324;-VaOt Manufacturing Co. 36' x 24' Enclosed Building Wind Load - Consider building to be open structure. Walls with roof gables have larger area = 8 x 36.75 + 2 x 4 x 12 + 12 x 3 + 3 x 6) = 444 sq. ft. Wind pressure = P = Ceq 1 Com= (Table 6-G) = 1.13 Cj = (Table 16-H) = in = 0.8, out = 0.5 q, = (Table 16-F) = 16.4 P (in) = 16.32 P (out) = 10.2 Together P = 26.5 Wind pressure = 444 x 26.5 = 11,766 # By inspection and experience, wind load always governs. <� Allowable soil pressure (Table 18-B) = 130 # / sq. ft. Required Footing = 11,766 / 130 = 90.51 sq. ft. required Foundation Required: Area of Footing (Weight) = 3,500 # / 1,000 allowable = 3.5 sq. ft -0 Area of Foundation (Wind) = 90.51 sq. ft. Foundation = 36'x 2 = 72' . 90.51 / 72 = 1.26' deepo Weight of Foundation = 144' x 0.958 x 0.75' = 103.5 103.5 cu. ft. x 150 # / cu. ft. = 15,525 # Weight of Building = 3.690 # 19,215 # Wind uplift (27 x 38 + 8 x 36) x 10.2 = (1,026 + 288) x 10.2 = 13,402.8 # Weight building Wind uplift 19,215 .# > 13,403 # O 1 -Ye i ,C%12648 A Wesco Manufacturing Co. Foundation Required: Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324-9601® AFIC C}0 �-+C) .J cc C-12648 Bearing with building = 3,690 # with foundation = 19,215 # 22,905 # , ��s , TI D ` O;c G�L1F� 'bearing 22,905 # / 1,000 # allowable = 22.91 sq.'ft. Anchor required: Use -wedge -anchors, ICBO Report 1372 Try 3/8° x 1-1/2" d = 3 # tension, z �� 1/2" x 2-1/4" d= §X# tension 5 Oj 5 Uplift = 13,403 # Weight Bldg. = 3,690 # Required hold-down = 13,403 # - 3,690 # = 9,713 # 3/8 9713 # /# = 29 requir._ed 43 1/2" =9:713#/6,1,0_# 6 = 16 required 1-7 Uplift per bent (average) ' = 9,713 / 22 = 441.5 # interior = 220.75 # @ corners .ceo IL Wesco Manufacturing Co. Lateral Resistance: Wind load controlling area = 444 sq. ft. Design wind open structure 80 MPH with Exposure C Design wind pressure = P=' Cq 1 s Ce = (Table 16-G) C� = (Table 16-H) q( (Table 16-F) Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324-9601 a LAO _ Cr.12641�� C = 1.13 =in=0.8, out 0.5 = 16.4 P= 1.13 x 0.8 x 16.4 x 1 = 14.83#/sq. ft. P= 1.13 x 0.5 x 16.4 x 1 = 9.26#/sq. ft. �r`. G� CNL1F0 Wind pressure on structure assumes in and out working together (14.83 + 9.26) x 444 sq. ft. = 10,696 # Seismic load weight.of-structure W = 3,696--*) Design Seismic V = ZIC W oLD GoD� z, sCa r Z = (Table 16-1) _0.30 ✓ _ �✓ I = (Table 16-L). - 1.0 C=(1612(c)2A)=C=1.25x1.5/T 2.5_/�°' k� T=C.(h)=0.020x8 V=0.30x1 x (>1) x 3,690 / 7 _ 1�,b7 V = Somewhat less than (3_,69 (�� Therefore, wind loads control . 12- I Truss Connections: Detail of Truss with connections: Elevatior Connection Detail (no scale) Length of weld by measure 5-W 311 W weld (0.1875-) Weld material = 5.75 x 0.1875' =1.08' f =13,000 # / sq. in. weld strength =13000 x 1.08 = 14,000 # OJL f, ilcF weld 411 afvUONA N4 p,r- Value of Typical Panel Connectors, Pipe'damps as manufactured by Master Haico, Sacramento, CA. /- A r SIDE material t = 0.175' 0 0.46 it 318' 0 bolt SECTIO A Area of one side of damp =15' x 0.175- = 0.2625 sq. in. Pipe damp Petrel pipes Clamping forte of damp = M= P x b= P x 1 rte,,, ., x m= 3 x fr S= bdz/ 6 film 213,4004 33,000 # = Minimum Bent Stress = 0.66 x 50,000 (Mingnum Yield St18" ` Typical for 1-5/8' steel pipe. '�":•s.� � �� ,�,�, . - i y.illoop OR= ou liVaO NOLLvaNftOd U-4409 4 cJa} W .e ieq wwrw = 44% Pew* iJ &A % �y�uoo W=Uquoo *UPu .Zt x WLU 0I0x 010.0) 74407 L*!,.; CPO) ?}7J'•7Vp� i : _ nouoo otui dwp WVZ -- !�1� 41YA dump ivoi&14 Z/ �k)o-aM d j" d --1 L0wnt (9t6) •Z£S6-dZ9 (9w) LL996 vo 'wppoa woo sucoMLt psw. v u•qca "Wd 4quii •00 AuunwynwW 00"M Wesco Manufacturing Co. Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324-96 Op 0 cc -12648 :j ,3h 1- i$ PA -r i od, Wesco Manufacturing Co. Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324-96 V rix° 648z0 �I .'�- �� ._ L00 JZ Wesco Manufacturing Co. 0 Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324-960® AFJC jUo r�„C- . 2648 IN FIIII EFILK! 11 jXl 3) _. s(x.i n j/►�lc WAS ,®r "EIININ MEN koi Ip '�Z- fx� OF alyf V7ALL RAf�I�C. PLAf� O Wesco Manufacturing Co. M Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324-9601 MA N A R� i 0i " ;12648 0 � � ` tl o� (Z Wesco Manufacturing Co. Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 324-9601 cs�® AFJO A. '95��� -1 C2648 FOF r -.k !'Lvov r�Pti.AN ( 1 I !'Lvov r�Pti.AN APR -09-2000 01:29 PM WESCO Wesco Manufacturing Co. 916 645 4606 P.01 Robert A. Massetti, Architect. 3710 Cone Court Ro , CA 95677 ---� (9 16) 624-9532; 916) 324 - DAR NOTE: i , 1. Design is for a metal barn structure. 2. Length = 24'; Width = 36'; Height = 8' Min., 18' Max. FOF CAI.�N� 3. Roof pitch is 4:12. 4. Roof Live Load = 20 p.s.f. (Table 16-C, UBC) 5. Roof Dead Load =1.5 p.s.f. 6. Steel decking is 26 gage. 7. Panel and Truss Pipe to be 1-518" round, 0.0652" wall thickness, steel, ASTM No. A569. 8. All connections are fully welded around (Weld strength = 14 k). 9. Building is to be designed as an "Open Structure." 10. Lateral Wind Design = 80 MPH EWosure_C_ 11.. Design is for conformance with the current "California Building Code 12. Typical concrete compressive strength Is 2,500 psi. 14 :.� � APR -09-2000 01:30 PM WESCO 916 645 4606 P.02 Robert A. Massetti, Architect 3710 Cone Court Rocklin, CA 95677 (916) 624-9532; (916) 3=9601 Wesco Manufacturing Co. Foundation Required: Bearing with building = 3,690 # with foundation = 19,2154 22,905 # bearing 22,905 # / 1,000 # allowable = 22.91 sq. Anchor required: Use wedge anchors, ICBO Report 1372 Try3/8° x 1-1/2° d = 420 # tension. 112"x2 -1/4"d = 1165# tension Uplift = 13,403 # Weight Bldg. = 3,690 # Required hold-down = 13,403 # - 3,690 # = 9,713 # 318" = 9,713 # / 420 # s 24 required 1/2" = 9,713 # / 1163 # = 9 required Uplift per bent (average) = 9,713 / 17 = 571.4 It interior - 285.660 @ corners I aPR-09-2000 01:30 PM WESCO 916 645 4606 P.03 Robert A. Massetti, Architect 3710 Cone Court Rocklin',A 95677 —+ (916) 624-9532; (916) 324-9 ApC, Wesco Manufacturing Co. Lateral Resistance: U `� C-1?_648 1 Wind load controlling area = 444 sq. ft. !�'K Design wind open structure 80 MPH with Exposure CGALL Design wind pressure = P =nq 1sCe=le 16-G) = 1.06 ' L— Ci _ (Table 16-H) _ in = 0.8, out = 0.5 q = (Table 16-F) = 16.4 P= 1.06 x 0.8 x 16.4 x 1 =13.91#Isq. ft. P= 1.06x0.5x16.4x1 = 8.69#/sq. ft. Wind pressure on structure assumes in and out working together (13.91 + 8.69) x 444 sq. ft = 10,034 # Seismic'load weight of structure = W = 3,690 # Design Seismic = V = Z G W Z = (Table 16-1) = 0.30 I = (Table 16-L) = 1.0 C=(1612(c)2A)=C=1.25x1.5/T T=C(h)=0.020x8 V=0.30x1 x (>1) x 3,690 / 7 V = Somewhat less than 3,690 # Therefore, wind loads control �'V � t . H.e'K-99-2099 91:23 PM WESCO 916 645 4606 P.04 Pape 3'of 7 ER -1312 TABLE 4-- RECOMMiNOED SPACING AND EM DISTANCE ftlwRU1=NT@ MR my RAT111Ee trtun Sol mall , Jam AU...,. 1 tLintar lnttrCaatiou may be used for iaterrooditte spacing and edge dismoes. TABLE 3-"RAMSET/RED MEAD TRUMT WEDOE ANCHOR ALLOWABLE SMEAR AND TENWN VALUES Ipoundat"j.4•Ee 1 Tht toulaed shear and renin* values are for aachm inMlkd in stone 2 + e - o.�a n. rf'1k' holes 1. drilled with bits c0211plyin8 with ANSI B212.15-1994, The bit tdd4metw equals tbeC00crete having�aachw diameter. maw campMW g suengM at tk time nu of iailation. 'Ttax tenoon values aro aMficabk only whm the anchars ate installed with Special inspection at so fitrtb in gearoa 2.5. The minimum concteto t%,danss i$ 11/2 Groes the embedment depth. or the embedment depth 04� tbtee timet ds anchor diatnttet, whichever is JRtiattr. rhe Qn bleh* static loads m d s increased aae•thitd for earthquake or wind tealataace in accordance with Section 1612.3.3 of the code. No further increase is allowed. Q'T'Ife tnchoni ate itwtmed m follows: r�li llglllllllpNUl/�;;�.;/ SAW 00 tsa tIm iraarla:na t�t�os www" n x�M O a= ohmshow tnaM I��he 295 52S ISO 265 33012 445 225 350 475 twoaetlst 240 a+w. 350 h 280 420 823 82S 410 410 420 823 610 420 a 132 0 d33 645 825 710 410 355 790 4 1,00D 1:8.5 40 1.035 1.530 165 1.125 600 1,485 740 1.530 765 /2 SS 2 /6 461► 1,165 S80 SIM 1.190 1,810 1,273 2,10 640 11190 1.760 880 1,760 1335 663 1,2052.410 1:05 1.110 POS 1.335 2,040 /t 90 2114 53/6 1,645 1.613 820 820 1.780 1.793 900 1,780 2.705 0.430 1,333 1.215 2.405 71/2 1.765 q0 2.400 3.730 3.73S 1,863 1.880 2.975 4.095 2,045 3.130 /a 173 3 !4 6sh 1.780 7-745 890 1,373 2,530 4,080 2,710 1.333 3,430 4.095 325 2.015 1.665 3.995 10 2.743 1,373 4.425 4,470 2,210 2,233 5,933 065693 3.935 /t 3ls 614 2,180 3.665 1.190 1.833 31290 5,230 3.685 3235 1,840 4,145 3S5 22.530 .9 0 2.180 4.790 t 3.663 1,835 3.580 2.620 2,790 7.200 f.090 090 3.045 3.043 7.200 1 300 411 7f/t 3,485 3,650 1,743 1,825 4,020 7,170 5,045 2.520 5.705 295 2,650 6,120 9112 4.673 2.340 5,995 6,635 3.00p 7.313 9,483 8313 4,160 9,320 1 !� 300 511 4,335 2 270 3.820 6.595 3.300 1,313 4,160 7,363 8 10 6,835 9.033 3.413 4.515 8,770 10.825 5,410 11,065 410 1 385 4205 `,693 8.443 12.640 Por S1: J tach a 2S.4 nun. 1 oai . 6.89 kPn 1 tar . t! _ vtt u Q u _ .�. . __ .. It,383 3,693 DOTS 7,Q40 1 Tht toulaed shear and renin* values are for aachm inMlkd in stone 2 + e - o.�a n. rf'1k' holes 1. drilled with bits c0211plyin8 with ANSI B212.15-1994, The bit tdd4metw equals tbeC00crete having�aachw diameter. maw campMW g suengM at tk time nu of iailation. 'Ttax tenoon values aro aMficabk only whm the anchars ate installed with Special inspection at so fitrtb in gearoa 2.5. The minimum concteto t%,danss i$ 11/2 Groes the embedment depth. or the embedment depth 04� tbtee timet ds anchor diatnttet, whichever is JRtiattr. rhe Qn bleh* static loads m d s increased aae•thitd for earthquake or wind tealataace in accordance with Section 1612.3.3 of the code. No further increase is allowed. Q'T'Ife tnchoni ate itwtmed m follows: r�li llglllllllpNUl/�;;�.;/ £0'd W01a 1191 U01""pwd? W1M1 C'Eo 6'9E 0'I£ 9'SL 8'OL 9'91 9'LI (twINaJO; 6iv0'0 x)usd)Nimmny OCI OZI Oit001 06 Oi OL cy/Wam119't x I(Ydwlppulm>awg (ww Mat) JLUd 98 dO 1110HN OWON111f LW VO) WigW NOU NVOVII ONIM—n19t i m wl Ii000 ON Kma VINUodnvo mI DOt a1vVi • d-Ot i1B1►1 . 909V Sb9 9T6 OOS3M Wd ZZ:TO 000Z -60-8j" Da>e(Od►a�ul OQ LEUI (Ww ZLC'0) Im3 C, awo" st9'(>:Y ;Mlpmumut 10, SaeIQAI I OS't 612 VVIE OOe E9' I We EZ'Z WE rV I L9'1 01'1 OOZ IE'1 6C1 j ZO'z 091 E6.1 OZ I - [1'I 19'i N'1 001 00 I CS' I fill 09 Wo f>' 1 E['t 09 IA'0 ICI Z9'I or 9L'0 WI DC'1 10E Wo61 1 OS' I $Z L9'0 CO' I be 19"0 l 6E-1 t- (1" R o swul6do o 9w ans g1 2 m - t1�J1 Mil101dmIlC)O YCUOVA MMD MV "nona1<a YYDMY Asr�YotA�nr� W 17Ai7 T 3�YT LIOIZAI rare 1191 U01""pwd? W1M1 C'Eo 6'9E 0'I£ 9'SL 8'OL 9'91 9'LI (twINaJO; 6iv0'0 x)usd)Nimmny OCI OZI Oit001 06 Oi OL cy/Wam119't x I(Ydwlppulm>awg (ww Mat) JLUd 98 dO 1110HN OWON111f LW VO) WigW NOU NVOVII ONIM—n19t i m wl Ii000 ON Kma VINUodnvo mI DOt a1vVi • d-Ot i1B1►1 . 909V Sb9 9T6 OOS3M Wd ZZ:TO 000Z -60-8j" .or or O rZ.11;op dw 'M 2 W 1. Engineer or Architect shall identify on the plans when special inspection is required per Section 1701 of the Uniform Building Code, list the type of special inspection required and any special requirements for testing. 2. Plan check engineer will attach the "Special Inspection Note" form to the plans indicating which items will require special inspection. 3. Plan check engineer will notify applicant and list on the data sheet that approval of the special inspector is required prior to issuance of the building permit. 4. A preconstruction conference may be required by the Plan Check Engineer to review special inspection requirements and procedures. 5. The special inspector shall be employed by the owner, architect or engineer of record, but not by the contractor. 6. Prior to our approval of a special inspector, a resume and other information may be requested to verify the qualifications and certification of the special inspector. 7. Special inspectors shall submit reports to the Building Division stating that all items requiring special inspection and testing were fulfilled. Final report is to be submitted and approved prior to final inspection of building. 1 &UKOLILCIle In addition to the inspections required by the Uniform Building Code Section 108, a Special Inspection is required in this building in accordance with the Uniform Building Code Section 1701. Duties and Responsibilities of the Special Inspector: 1.. The special inspector shall observe the work assigned for conformance with the approved design drawings and specifications. I 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All v discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Building Division stating whether the work requiring special inspection was, to the best of his knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Building Division called inspections cannot be delegated to him, so inspections must also be made by Butte County. 5. Any change in special inspection firms made after permit issuance shall be approved by the Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special inspection is required for the following items: ( Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). \ [ ]Structural Masonry High Strength Bolting Welding `[ -Bolts installed in Concrete [ ]Other: December 1996 4'0 LONGFE'LL'ow LUMBER CO. INC. ■ Quality Truss Design ■ Roof & Floor Systems (800) 678-0112 (530) 893-0112 •FAX (530) 893-0140 Customer: _ Address: _ AP#: 89 Loren Avenue Chico, CA 95928-7434 _ 4�L E LE 16H -ry 5�.4�VL�Y �l�E.tJt�c APPROVED p APPROVED WITH EXCEPTIONS AS NOTED —REFE&TEB R€SElziMIT Job No: /-,F16-1 'ry Reviewed only for general compliance with the design concept and general compliance with the information given ■ in the contract documents. Any action of the plans and specifications. Con- tractor's responsibility includes, but is not limited to: dimensions which shall he confirmed and correlated by Con- tractor at the jobsite; fa ncation pro- cesses and techniques of construc- tion; coordination of his work with that of all other trades and satis- factory performance of his work. Alpine Engineered Products, Inc. Christian W. Chappell 8351 Rovana Circle Sacramento, CA 95828-2522 (916) 387-0116 oateSyav Uy`- Timber Products Inspection, Inc. P.O. Box 20455 ROBERT B. HEATON Portland, OR 97220 Architect I (503) 254-0204 LONGFELLOW LUMBER. CO. INC. Quality Truss Design • Roof & Floor Systems (800) 678-0112 (530) 893-0112 • FAX (530) 893-0140 M 89 Loren Avenue Chico, CA 95928-7434 Important Information for Users of Wood Trusses Longfellow's goal is to supply superior quality trusses. Sensible truss designs, the best. available lumber and exacting workmanship are the key ingredients of our quality control program. (Once trusses arrive at the job site, quality control becomes the responsibility of the builder.) For best results we suggest: DO'S DON'TS ❑ Do review your field copy of truss engineering for important bracing, ❑ Do Not cut, notch or drill chords or webs of trusses. bearing and connection details. (Exceptions will be clearly marked on engineered drawings.) ❑ Do review the HIB -91 Summary Sheet's recommendations for handling, installing and bracing of wood trusses. ❑ Do install roof sheathing ASAP. Trusses hold their profiles best when they have been plumbed and braced with roof sheathing. Especially in hot weather, we recommend sheathing be applied over as much of the building as possible before installing outriggers and gable -end siding. ❑ Do inspect trusses for missing plates or broken lumber. Report defects to Longfellow immediately. ❑ Do secure tails with fascia board. In recent years, the production of lumber from second -growth timber has resulted in an increased tendency for unrestrained tails to twist. We recommend a sub -fascia be installed behind gutters. ❑ Do call Longfellow if you have questions or need additional information. ❑ Do Not cut or remove plates. ❑ Do Not overload single or groups of trusses with plywood, roofing, tools or other construction materials. ❑ Do Not make field repairs without written approval from Longfellow Lumber Co. ❑ Do Not load HVAC units, solar equipment,. fire sprinklers, etc. on trusses unless truss engineering has been designed to accomodate the specific point loads. BEFORE INSTALLING: Make certain truss sequence and end -for -end orientation are correct. INIMMMMI 0 MEME T-5 - T-6 'r- A GABLE END OCIAII. IIIIS IIWG PH(PARLO FROM 01114MIR 1111'111 (LOADS A DIMUISIONSI SIIIIIIIIIIU HY IRl1Ss IVR STRONGUACK (NAIL 10 LEDGER 12' U.C.) (BRACED Al 55' U.C.) URnCE z RU1:F MATERIAL _ A35 I LEDGER (MAIL TO VERTICAL � 113(K) OUILOOKEP. Wi2-I0d NAILS) GALA GOOLE (K) SPAC IIID FUR 113 = 56.0' O.C. REFER. TO SINPSUII CATALOG C-9411-1 FOR PRUUUCT AIIAC111011' SPECIFICAIIUN (ATTACH A35 IN FI DIP.EC111JN (PI) ,� D (SI> (N) (G) D (S) I LE ICER (N) 6'O.C. -' Max LI D LHoL (SI )\ (M) 2X4 F.L. OR II.F. 12 OR BTR SIRONGDACK BRACE I AGUIIAI 15 2X LEDGER. — II COITION I1P.USSES SIRUNGDACY. BPACEU AT 55' O.C. (C) IX4 CONTINUOUS LATERAL BPACIHG FOP. GRACE ( STRONGOACK ) MEMBER 1 -LINGER THAN 72'. ATTACH AT MIDPOINT Or EACH GRACE 4/2-8d CCOMMUN NAILS. BE 24' MAX GABLE ENO (PI ) PEAK PLATE 10 MATCH C014FUN TRUSSES. NOTE: CHORDS TO BE 2x4 FIR-LARCII 12 Hill. (SI) SPLICE PLATE TD NATCII COMMON TRUSSES. MOTE: TIIIS DETAIL MAY DE USED FOR (III I IEEL PLATE 10 MA1CI1 [0141-1014 TRUSSES. ]POSSES WITH PITCHED D.C. ALSO. (0) OPTION 10 WEB PLATING: USE (3)-2' WIRE STAPLES (0.072 OIA./15 GA.) 10ETIAILEO IIIRU CIIORU INTO WEB 6 TABU WEB INTO CHORD ON ONE FACE FOR A IUTAL OF 6 STAPLES. (PI). (Sl ) L (111 ) MUST DE PLATED. (G) GABLE ENO OESIGII BASED ON 75MP14 WIND LOAD EXPOSURE 'G' AT 0-25 FT MEAN PLATE HAX. WEB LENGTH IX3• 2-0-0 2X4• 0-1-0 3X4• 13-6-0 OUILOUKER IIEICIIT. , PLT TYP. Wave TPI -95 I1 Design Criteria: TPI -95 Q Q Q ••YARNING•° TRUSSES REOUIRE EXTREME CAR( IN FABRICATION, HANDLING, SHIPPING, INSTALLING ANO NRACING. REFER 10 HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY IPI (IRUSS PLATE INSIIIUI[. SBJ D'ONOFIO DR., SUIIE 200, MADISON, 141 53719). FOR SAFETY PRACTICES PRIOR 10 O O PERFORMING (HESE FUNCTIONS. UNLESS OIHERWISE INDICATED, IOP C11 RD SHALL HAYS PROPf RIY AIIACHEO O O5T0.UCIURAt PANELS, BOND. CHORD SNAIL HAVE A PROPERLY ATTACHED RIGID CIELING. ••IMPOR TAN F•° FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEYIAIION FROM IHIS DESIGN; ANY FAILURE 10 o ALPINE BUILD THE TRUSSES IN CONFONMANCE NI IH TV 1: OR FABRICATING. HANDLING, SHIPPING, INSTALLATION OR BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN S►ICIFICA 1100. IUBLISHED BY IHE AMERICAN FORE51 AND PAP(R ASSOCIATION) AND IPI. ALPINE Co. TRU S S EACHIT FACE SOF RTRUSS, AND UNLESS i OTHERWISE JIOCAIED ORE THISEL. DESIGN. POSITION CONNECTORS[ PER 10 DIAWING. IJO. ISO All 160 A,F. AN ERGINE(R'S SEAL ON THIS DRAWING APPLIES ONLY IO 'HE DESIGN 1 J 1 I OF 1 NI TRUSS DIPIC ILO HERE AND SIIA" NOT BE RELIED UPON IN ANY OTHER WAY. I 6 - IDd CIIIII•1111 OLHCK HAILS � - <°° o - 3 -Ind BRACE HAILS EACH END ONLOOKER C2ITERIA 3.5' MAX. 1YP. NOTCH a 24' 0.C. 1.5' MAX.' 12' Hill 24' MAX 2X4 F.L. LUIDER GRADES MAX. LFNGTII WITHCUT BRACING (ill MAX. LEii(G R W/ SIROUGOACK BRACE (S ) STAMDAP.O 5-11-0 II -10-0 15.0 PSF c SEON 25458 u c U cas DC DL 11 7-9-0 15-6-0 11 6 BETTER. 7-9-0 15-6-0 SS 7-9-0 15-6-0 REF TC LL 30.0 PSF �Qj?'QfESst �4Q ��tlN W y oA TC DL 15.0 PSF c SEON 25458 u c U cas DC DL PSF DC LL 0.0 PSF * * TOT AO. 50.0 PSF- �CCAO � DUR SAC . 1.15 SPACING REF R992 DATE 03/19/98 DRW CDT 12 SEON 25458 FROM P13C Job: UETAIL-OZ'ALTERNAIE BRACING NOTE: SEE DRAWING DRININAL FOR LUMBER. PLATES. AND OTHER DATA NOT SHOWN HERE. TRUSSES REQUIRE EXTREME CARE IN HANDLING, ERECTION AND .BRACING. REFER TO IPI HIO -91. SEE THIS DESIGN FOR (ADUITIUNAL SPECIAL PERMANENT BRACING REOUIREMENTS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL BE LATERALLY (BRACED WITH PROPERLY ATTACHED PLYHOOD S11EATHING, BOTTOM CHORD WITH PROPERLY ATTACHED CEILING. L9 z �aH{ W z H uz W W Z 4H J Q lD In 0 CD103 (A) 2X4 03 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (21 8d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACIiEO AT BOTH ENDS TO�A� SUITABLE SUPPORT BY ERECTION CONTRACTOR. 1IANY OF THE BELOW MENTIONED BRA'ING TYPES MAY BE SUBSTITUTEUII 2X4 "To BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 2X4 'L" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 2X4 'L" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4' O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SCAB BRACE, SAME SIZE. GRADE AND LENGTH AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4' O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SEE 0910INAL DESIGN FOR PRDPEA OENENSION9 'PT - ALPINE Rev 17.1e SCALE -017 o v v c= o 0 1lXIMPORTANTIII(ALPDE "G)riEEI¢D P07DUO19. "t- WARNING'Irissts IItDu12E EI.TREHE aRE SQA yf( TC LL 30.0 PSF REF R992--42293 SPOLL 1101 BE v okn� 011121109 Fury IRIS OESlw1 on THESE S•ECIFFICAIM13. II FOR AIN BPAC1•n. SEE HteIT Allf ^OI OfIPI. SEERTHISODEsl511 7 TC DL 15.0 PSF DATE 06/28/93 c_) MUM tD GUELD TIE IWSS 111 CDIFOMMIF 141111 MISS B! IPI. TOR P'AOOIONAL SPECIAL FIERNAl1EN1 W120110 A[ �C DL 5.O PSF DRN CD 103 hPDt mm(ciOPS APE NAGE OF -.)GI WLY. STEEL )"TIIU AS1N OVIPFA ITIS. MESS ODtTMIte DUNNED, TO► ANO tM E t/CIPI AS NOTED. ITD( T t01A[CICM ID [ACR FACE or 01010 S10LL DE LATEPAl11 BRACED WITH KOPER NO._I�D1391s mm Ara unit OT1EFMISE LO6AIE0 dl THIS OEstOL roslllal L1 A114"0 PLW000 91EAINIHG BOSTON CHORD BC LL C0.0 PSF -ENG FMr A✓cICOMMORS PEA D PII?r)S 131 IYr C IMA -F. 0[51611 RTAIDAPDS WITH PPOPULS AIIALEO Pt610 CEILDU -- GCETDT.LD. JO.O PSF�' SE+L(01'PISORt�lEO AA"LIES TO r«e COM Voi MPICTFOVVeePE mLrr UAPPFFLtullaHrcnljslIA come11 orROKOlims 'r! / DIYL p���t�DI V4.1. AND WILL 101 DE PELTED MIT )II A,IF 01WQ TAA. OESIGPI TO THE IRUSS LKCtld1 CONIPACTOR. ��` OUR.FAC. 1.15 C= u o ci T� O ,..IP) . IFFJSS ►Luc gsIIIDTE 103 - 19PS NITIOIUL DESIGN SPECIMAL11011 FOR 10390 COrSIFUCIIOH SPACING 24.0" IRIISS GRACING/MOCKING D(IAII 11115 DWG PRImin FROM COMPUI(R IIIPUI (LOADS 6 D III( IIS I OTIS) SUB11111(0 BY IRIISS M(11 ll"S DRACIIIG/BLOCKING DETAIL (AT StP'PORT) T NOTE( BRACING DESIGNED TO STABILIZE TRUSSES, AND HAS NOT BEEN DESIGh[D TD RESIST LATERAL SHEAR LOADS, (A) 2X4 13 IIEN-FIR OR DETIER CONTIMOUS LATERAL BRACING 10 BE EQUALLY SPACED. ATTACII WI111 (2)•16d NAILS. BRACING MATERIAL TO BE SUPPLIED AIA ATTACHED AT BOM EIDS TO A SUITABLE SUPPORT BY ERECTION CONIRACIOR. , (11) IIEIGNT OF TRUSS AT SUPPORT. 1. I1 NG VERTICAL WEB SECTION S -S - TRUSS (0) 2x4 II.F. 13 OR BETTER DIAGO LL BRACE. APPLY )N PAIRS AT 16-0-0 (T) - TRUSSES D.C. ATTACII TO EACH OVERLAPPING TRUSS USIFJG (2)-16d NAILS AS SIIOWN. BRACE WAY BE LOCATED ON EITHER FACE OF VERTICAL. (P) SIIEATIIING APPLIED TO TOP CNORD. (L) LOADS AS 1NDICAIED Oil TRUSS DESIGII. (M) IF TRUSS IIEIGIIT AT SUPPORT IS 10.0" OR LESS, DIAGOIIALS NOT REQUIRED. 0 ■ APPROX. 45' (DB) BLOCKING TO BOTTOM ClIORD OVER SUPPORT, II.F. 13 OR BETTER 2X SIZE OF DOTTOM CIIORD. PLT TTP. Nave TPI -95 Design Criteria: TPI-95(TO 18.2c3 ••YARNING•• CA/ -/11-/-/R/- O O O 11 1111% 1109 111 (AINIMI CAI( It FAIR ]CAI IOR, NANDI TNG. SNIPPING. IIS TAILING AND O O RATING. RI11$ to Nn•fl (NANDIINO INSIMING AND INACIRGI. ru1lISNlO 11 IPI (TRUSS ►LAI( O 111101NIAG IN[f[ IYICIIOLf. Ull(7S 10 GIN(AVIS(IIADICAI(°,SI r3`ES510 TC LL REF R427 O 10►(NONDR$HALIINAY[ACIICIPAO►LAIYNIOR MACHO O STRUCIYI AI PAILS• NOIION CNOID SNAII NAY( A ►ROPIIIY AIIACN(D RIGID CI(I G. AA, ' '{iCp�y�'' lv4 TC DL DATE 1/12/94 '•IN►OR RANI•• IU411SK A COPY OS 'NIS DISIGN 10 IN( IISIALLAIIOI CONTRACTOR. ALPINE IIDINIII(O ►ROOYCif, y D C 6L I C L ) T T ^ _� O 1/1Z IL11J 1 11`Vf ALPINE IRC. fNAll 101 11 A(fIONf IN11 ION ARY OIfIA'IOR FROM 1015 D(SION: ANY SAILYR( 10 O IYIIO TNI IA013(f IN COIR OI MA IC( YIIX I►1: OA SAIRICAIING. NANOLIIG, SNIPPING, CJ LL INSTALLATION OR IAAC TNG Of IIOSf(f. INIS OIfICN CONE OIMf YIIN A►/l ICA1lf PROVISIONS 0/ NOS (NATIONAL DISIGN 6��1 * I1Q �rRuss frLclr►CuloN ►vILIMD IY IN( ANIAICAN 101111 AID IIM AIIOCIAIIOt) AND ITT. A11101 Of 10110. 10 A601M11Y1f(IIOCAI(0 * \! TOT.I.D. DRW 3,048,634 1'"� O II(NI/A((SO/Ift INtl33' AIO(OGA tltlISS1N 01(INIS(IMS D(SICRAf ►OfI110R;o:;;(;o�;(;;�Nf DA Ar I1Gf RIO, 1{0 INp 1'0 A1, AA INGII((I •f f(Al ON IN13 DRAWING O s ail oA�� l''rf `�t D1IR.FAC. CA -ENG / C W C IJ Alll l(f ONIJ 10 IN( VISION 01 IMI INYSS 0(/ITI(D N111 AND Sr411 101 0( IIII(D Y101 IN ANY OINIR PAY, Of �� SPACING SEE ABOVE r &Z.- 0 co co 0 z :ILEI -MIKE LEIGHTY / LEIGHTY - TOP CHORD 2x4 DF -L #1 :T2 2x6 OF -L #2: BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Stand d T-1 PGE) THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED RV TRucc MFD ar PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. NOTE: THIS TRUSS IS DESIGNED TO SUPPORT 24" OUTLOOKERS AND STUCCO (10 PSF) ON ONE FACE. REFER TO DETAILS CD122 OR CD123 FOR GABLE REQUIREMENTS. *LATERALLY BRACE INSET TOP CHORD BY ATTACHEMENT TO NAILER AT EDGE OF LOWER ROOF DIAPHRAM. OR WITH PURLINS 24. OC. W3X61= ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00° OC, BC @ 72.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W3X6 Ea W2X6 --,� cz L 12-9-3 _I 8-2-51 .2.11-8-1 18-0-0 I� . R-1107 N-3.5" 36-0-0 Over 2 Supports o Note: All Plates Are W1 -5X4 Except As Shown. PLT TYP. Wave TPI-95IR 0 I O O 0 N C:l' AEPINE AIpiB�e slgioDaDa Siae>e�lo cn � R-174 PLF W-14-9-8 Design Criteria: TPI HRACIIG. REFER TO M19.91 (HANDLING INSTAIIjNG AND BRAtI NB),� POOL 73X[0 B► 7►1 J—Ali1N6 AND SS PLATE 1 NSTITUTE, 661 D'OIIO/RID DN.. SUITE 100. MADISON, MI WIN). FOR SAFETY PRACTICE(TRUPRIOR TO ImORMISG TRIS[ fUMC.TI0N5. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE nOPERIY AT7ACHIa STRUCTURAL PANILS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILISG. IMPORTANT-- FURNISH A COPT Of TRIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PIMHXTS. INC. SMALL HOT BE IESP09S1/LE FOR ANY DEVIATION PROM THIS OE51W: ARY FAILURE TO BUILO TME TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. NAROLING. SHIPPING, INSTALLING MD 01ACING Of TROSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF RDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ME MADE OF TOGA ASIN A651 4940 GAIN. STEEL. EXCEPT AS NOTED. APPLY ALPINE TO [Attl FACE OF riNSS. AND UNLESS OTHERWISE LOCATED GN THIS OISIGR. POSITION C049ECTORS PER DRAWINGS 160 A.Z. THE SEAL ON THIS DIAWIRG INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FDR THE TAOS$ COMPONENT DESIGN SHOWN. TWI SUITABILITY MD OSE or THIS CONPONER FOR ANY PARTICULAR 09110196 IS TIE RISPONSIBLLITT Df THE BUILDING OESIGAEA. PER ANSI M1 1-1995 SECTION E. VIC -;)A'+ LAl) L.ALi-717-i-i-�r TC LL 16.0 PSF TC DL 10.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 33.0 PSF DUR.FAC. 1.25 SPACING 24.0" -T— If - _scale -.1875"/Ft. REF R427--85802 DATE 05/09/00 DR W CAUSR427 00130007 CA -ENG AEB/CNC SEQN - 15460 FROM E.D rn ca - Lx., 0 Co too zl (LEILEI-MIKE LEIGHTY / LEIGHTY - T-2 COMN) TOP CHORD 2x4 OF -L #1 BOT CHORD 2X4 DF -L #I WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. (DEFLECTION MEETS L/240.00 LIVE AND L/180,00 TOTAL LOAD. W5X6 m THIS DWG PREPARED FROM COMPUTER INPUT [;DADS R, nItATWci ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SUBMITTED BY TRUSS MFR. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00' OC, BC @ 72.00. OC. 10 PSF BC LIVE LOAD PER UBC. H (A) (A) v A O a A a W2.5X4 Em W2.5X4W3X6(Al) w w W3X6(Al) z c.5 z w L42_ 0 18-0 0 I 18-0-0 I 36-0-0 Over 2 Supports R-1300 W-3.5' R-1300 W-3.5' o • PLT TYP. Wave TPI -95 R Desi n Criteria: TPI STD _o I 0 '"WARNING-' TIUSSES REQUIRE EXTREME CARE IN FABRICATION, &AIOLIR6. SHIPPING, INSTAIIINC AND BRACING. BEfEe TO HIS -91 (HANDLING INSTALLING ARD ORACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, SN) 0.ONOF110 19 CA - 1 - - F TC L L 1 6.0 PSF O O DR.. SUIT[ t00. MADISON, WI S)119). FOR SAFETY PRACTICES PRIOR TO PERFORMIBC Till SE FUNCTIONS. UNLESS OTMERWISE I101CATEO. TOP CHORD SMALL HAVE PROPERLY ATTAC HED STRUCTURAL PANELS. BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. TC OL 10.0 PS F CV **IMPORTANT" TURKISH A COPY OF TNI& DESIGN TO THE IBSTALLATIDR CONTRACTOR. ALPINE ENGINEERED 9 CJ) PRODUCTS, IRC. SHALL ROT BE IIESPOBI[OL( FOR ANY DEVIATION FROM THIS DESIGN; ART FAILURE TO B C DL 7.0 PSF ALPINE BUILD THE TRDSSES IN CONFORMANCE WIT& TPI. OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRWSSIS. THIS DESIGN CONFORMS WITH APPLICABLE PROVIS10N3 Of BOS (RATIONAL fIESIGN SPECIFICATTARE ON 7V B C L L 0.0 PSF �•' CONNECTORS PMADE OFSHIDTOGABY TASIA AGSSA9RIORGALY. STEEL, EICEEST AND PAPER PTIASI NOTED. AND TAPPLYACONNECTDNS Alpine PITldtutB,IgD` SBCE1@tNEO.CA 95828 TO EACH FACE OI IRDS$. AND UNLESS OT&ERMISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ORAYII6S 160 A•I. TN[ SEAL 01 TRIS DRAWING INDICATES ACCEPTANCE OF PROFESSIOBAL ENGINEERING tON►ONENTRESPOIISIBI/OIIYANiI►ABTICULAREBYIIDIRi ISTRUSS OTN[TRESPOHSIDIIITY Of THE BUILO110DESIGN SHOWN. THE IOfSIG11RSEPPp THIS ANSI/TPI 1.1995 SECTION 2. Ilw TOT • LD • 33.0 PSF D UR .FAC . 1.2 5 SPACING 24.0' .f.0'0-0 Scale -.187511/Ft REF R427--85803 DATE 05/09/00 DR W CAUSR427 00130008 CA -ENG AEG/CNC SEON - 15462 FROM E.D L17 0 C -C=) W 0 z C_3 v A O a tom.. Ca w 9.3- w z z w (LEILEI-MIKE LEIGHTY I LEIGHTY - T-3 COMN) Nur CHURD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3, DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONSI SIIRMITTFn Rv TDucc taco ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00' OC, BC @ 12.00" OC. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W4X4 =— g ~ W1.5X4 (A C-3 1.2-0-O:A.J z o. 20-0-0 6-10-6 .� Lr 1' 26-10-6 Over 2 Supports R-1014 N-3.5' R-871 N-3.5' 0 o PLT TYP. Wave TPI -95 R Desi n Criteria: TPI S '•YARNING' TROSSEL gEOUiRE ENTgFME LAIC IN FABRICATION. NANDl IN6. SH)/P(R6, INSTALLING M BRACING. IE/lA TO N(B•91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE O INSTITUTE. SBN D'ONOFRIO W., SUITE too. MADISON, WI S3119). FDA SAFETY PRACTICES PRIOR TO O PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL NAVE PROPERLY ATTACHED O STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. CV -IMPORTANT— FURNISH A COPT Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEER[ PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO O BUILD THE TRUSSES IN CONFORMANCE YITR TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND A E PINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PRDTISIONS OF Kos (NATIONAL DESIGN d LPINE 11DIRECTORSPICIFICATIAREON IMAOESOF S-GATHE ASIR A6SS No GAIT. STEEL. L.ffll ASINOTED. O TAI/LTACONIIECTORS TO EACH FACE Of 1RNSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CORR[CTONS PER DRAWINGS 160 A•F. THE SEAL ON THIS DRANIN6 INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine $ng � •� RESPONSIBILITY SOLLLY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS SB vfincm OL CA 9S= COMPONENT FOR All PARTICULAR BUILDING IS THE RESPONSIVIL17T Of THE BUILDING DESIGAIA, PEA ANSI/TPI 1.191S SECTION 2. TD 19 °pFESS�O, ° CA - 1 - - - F TC LL 16.0 PSF TC DL 10.0 PSF BC OL 7.0 PSF r BC LL 0.0 PSF * * TOT.LD. 33.0 PSF DUR.FAC. 1.25 SPACING 24.00 _T-3 Scale =.25'/Ft. REF R427--85804 DATE 05/09/00 DRW CAUSR427 00130009 CA -ENG AEB/CWC SEON - 15464 FROM E.0 oma: 0 ca w a z C] W w W5X12 8 z W5X4 (R) N z W6X6(R) d/ w ILEI -MIKE LEIGHTY / LEIGHTY - T-4 COFF TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 OF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS I DINFNSTnNS1 aIRMTTTrn DV TDucC .,CD ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 12.00' OC. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W4X4 —_ 3 W1.Sx4 m 6-11-0 O -O -O Scale-.25'/Ft. REF R427--85805 DATE 05/09/00 DR W CAUSR427 00130010 CA -ENG AEB/CWC SEON - 15466 FROM EX L*2 - 0.0..J py z i �a2-6-8 20-0-0 0 10-9-0 6-10-6 -o• 11-6-14 26-10-6 Over 2 Supports - R-1014 W-3.5• R-871 W-3.5' 0 .__. PLT TYP. Wave TPI -95 R Design Criteria: TPI' STD O O -WARNING-- TRUSSIS REQUIRE EXTREME CAR( 11 FABRICATION. HANDLING. Stl1PPtNG, iNfTAIIt NG AND BRACING. IEFEM TO HIB -91 (MARBLING INSTALLING AND BIACII6), PUBLISHED By TPI (TRUSS PLATE 1NSTITUi1. 503 D'OROFRIO DR., SUITE 19 E_ CA/ -/I/ TC LL -/-/-/F 16.0 PSF O 100, MADISON, WI S3T19), FOR SAFETY PRACTICES PRIOR TO PERIORNTIG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL MAI[ PROPERLY ATTACKED (,(. o N STRUCTURAL ►MILS. BOTTOM CHORD SHALL HATE A PROPERIT ATTACHED RIGID CEILING. "'IMPORTANT-- FURNISH A COPY OF TOTS DESIGN TO THE INSTALLATION CONTHACTGX. ALPINE ENDIAIERID PRODUCTS. INC. SHALL 19141 y' 9 P—! TC DL 10.0 P$ F O NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TpOSSES IN BC DL 7.0 PS F A CD11►ORMAIICE MITI TF1: OR IMRTCATt1p, XAMDLIN6. SHIPPING. INSTALLING AND A 1, PINE BRACTN6 OF 111152E i. THIS DE3IGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (RATIONAL DESIGN r BC LL ✓+ SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AMO PAPER ASSOCIATION) AXD TPI. ALPINE CONVECTORS ARE MADE Of 106A 0.0 P S F J��,&Frmccrtxl ASTM A653 61140 GALT. STEEL. EXCEPT AS MDTED. APPLY COINECTONS TO 14tH FACE Of 711935. AND UNLESS OTNERMISE LOCATED OM THIS DIS161. POSITION CONNECTORS PER piV �y,,,,��,., DRAWINGS 160 A-1. THE SEAL 01 THIS DRANIp6 IMDICATIS ACCEPTANCE Of PROFESSIONAL INGIIEtIING �9� ' COMPONENT RESPONSIBIfOR AMYLITY LPARTIELY CULAR[BUILDINTRUSS GIS TR[TpCSPOMSIB M ITT Of TR[ BUElDfN6DESIGN SHOVA. THE EDE3l6NERTY AND 5EP`F THIS AMslfm E•199s stcnDN I. IT M �7 TOT. L D . OUR. FAC SPACING 33.0 PSF . 1.25 24.0' Scale-.25'/Ft. REF R427--85805 DATE 05/09/00 DR W CAUSR427 00130010 CA -ENG AEB/CWC SEON - 15466 FROM EX E— N c>_: E V Ca O Ck LZZ., (LEILEI-MIKE LEIGHTY / LEIGHTY - T-5 'ur """ u 4X4 UF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. A w C-14 w W3X6 (Al) la z W2.5X4 W2. 5X4 g W3X6 z w W5X6 STN W3X6 s THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SURM1TTFn Rv TRucc Mco ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00. OC. 10 PSF BC LIVE LOAD PER UBC. W3X6 (Al) w 24 R, L� 20-0-0 I 20-0-0 FE40-0-0 Over 2 Supports R-1594 W-3.5' R-1270 W-3.5" o PLT TYP. Wave TPI -95 R Desi n Criteria: TPI STD 19 ^WARNING— TRUSSES RIOUIRE EXTREME CARE 11 FABRICATION, HAROLIRC, f711PP INS, INSTALLING ARD __rcI I INSTING.TUTE. REFER TO NIB -91 (NANOLIN& INSTALLING ANO ORACLES), PUBLISHED BT TPI (TRUSS PLATE , O [NSTiTUTE, SBI D'ONOFRI0 OR., SUITE IOD. MADISON, YI 57119), FOR SAFETY PRACTICES PRION TO 0 PEAFORNINS TN[fE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED O STRUCTURAL PANELS, BOTTOM CHORD SNAIL HAVE A PROPERLY ATTACHED RIGID C(ILIY6. N ""IMPORTANT"" FORRISN A COPY Of TENS DESIGN TO THE INSTALLATIDN CONTRACTOR. ALPINE ENGINEERED 9 PRODUCTS, INC. SNAIL NOT BE RESPONSIBLE FOR ART DEVIATION FROM THIS DESIGN; ANY FAILURE TO ALPINE BUILD THE TRUSSES 11 CONFORMANCE MITI TPI; 04 FABRICATING, HANDLING, SHIPPIEO. INSTALLING AND B0.ACINB 0► TROfSE S.04 _ THIS IS OF3161 COIFORMf WITH APP( (CABLE 1N0Y1510NS Of 1D3 (NATIONAL DESIGN �. CDARECTORSIARE MADE OfOIOGTHE ASTM A6SSAN FOREST GRAD SALT. Ift. EXCEPTIASION) AND NOTED. TAPPLYALPINE CONNECTORS TO EACH FACE OF TRUSS. ANO UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CONNECTORS PER M/1N ORANIMGS 160 A•I. THE SEAL 01 THIS ORATING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERINGA*- bagnecmd DESIGN SHOWN. W, CA §jOn '� COMPONENT RESPONS IFORYANY PARTICULAR 1OI10)NSSOLELY FOR THE TRUSS OISOTHETRESPONSIBILITT Of THE BUILDINGTHE ITY AND VSE OESIGIEN. PEA THIST!�U�aEmmc-gLel ANSIITPI 1.199S SECTION I. Y� M T-5 CA - 1 - - F Scale -.125• Ft. TC LL 16.0 PSF REF R427.-85806 TC DL 10.0 PSF DATE 05/09/00 BC DL 7.0 PSF DRW CAUSR427 00130011 BC LL 0.0 PSF CA -ENG AEB/CHC TOT.LO. 33.0 PSF SEON - 15468 OUR.FAC. 1.25 FROM E.D SPACING 24.0" I=w 0 co m 0 z 'LEILEI-MIKE LEIGHTY / LEIGHTY - T-6 TSC' TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 OF -L #1 :B3, B4 2x4 DF -L #18Bet.: WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00. OC, BC @ 24.00` OC. 10 PSF BC LIVE LOAD PER UBC. W2.SX4 o THIS DWG PREPARED FROM COMPUTER INPUT (LOADS R DIMENSIONS) SII11d1ITTFN) Rv TDUCC n,CD NEGATIVE•REACTIONS (R=-256# MAX, SEE BELOW) REQUIRE UPLIFT CONNECTIONS CONTINUOUS TO FOUNDATION OR OFFSETTING DEAD LOAD. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240,00 LIVE AND L/180.00 TOTAL LOAD. W5X6 = (A) v A �x W5X6= w 3.5 3.5 ` A W4X4 s w 143X6 (Al) 141.5X4 III W5X6 B3 z W3X8 is w WOK4 (K) III W3X6 a n.�n�LR) 111 44 W1 -5X4 In W3X6(Al) c L2 -0-0_I _ z29-10-4 LtLo 0 20-0-0 9-1-12 20-0-0 8-10-4 22-0-0 —40-0-0 Over 3 Supports R-892 W-3.5" R-2194 W-3.5" R--256 W-3.5' f� �0-0-0 o PLT TYP, Wave TPI -95 R Design Criteria: I O TPI STD —WAR IMG-' TRUSS($ REOUTAE EITREA[ CME 16 FABRICATION, MAIOLII6, SRIPPItl6, IMSTALLIIB AND BRACING. Afro TO 8I0•91 (NAMOIIRc rtlsruLlNi ARD BRACING). PUBLISHED BY T►1 (TRUSS PLAT[ NSTITUT[. IB7 O'ONOFRIO ON.. SOI TC tOO. 1 �QOfE d►e.,_ CA - 1 - TC LL 16.EF Scale - . 1 91 5 " Ft O O NUO13ON, NI 67)19), FOR SAFETY PRACTICES PNIOR TD EAFORM119 THESE JUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED TRUCTURAL _'`"'�(! JR R427- -85807 PANELS, BOTTOM CHORD SMALL HAVE A PROPEOLT ATTACHED RIGID CEILING.VIMPORTANT— rutAISH A COPT Of THIS OESIBA TO TME 1NSTALLATIDN CONTRACTOR. ALPINE EMGINEE0.ED S. INC. SIAM 110,BE RE �ROOM 9 TC DL 1 0 .ATE 05/09/00 O RESPONSIBLE FOR All DEVIATION FROM THIS DCSION; ANI fENGINE UILO THE TRUSSES BC DL 7.RW IN CONFORMANCE WITH TPI; OR FABRICATI16. HANDLING. SHIPPING, INSTALLING MU Al, PINE THBy IS CONFORMS f CAUSR427 00130012 �-' AT ONBSSES. HEST6N D PAPER AS /NOV151Otl$ SOC OF NOS 11111D(NATIONAL DESIGN SPECIFICATION 011sl:)m,.IW OR FORESTAMD ONOECTOAStPMADE SOr EOGATMAM TPI.APPALPINECT0R4 jCOWUNEIIT BC LL 0.0 PSF CA -ENG AEB/CNC ¢ ARE A657A6RIO SALT. STEEL. EXCEPT OTCOIW 7D EACH FACE OF TANS$, AND UNLESS OTMEANtSE LOCATED OM THIS TOT. LD DESIGN, POSITION CONNECTORS PER fSPONSIBILITV SOLELY FOR164 A -Z. THE ST E TRDSSTHIS CO ONENT DESIGNTES SHOWN�E PTA THE SUITABILITYPROFESSIONAL AND USE ENGINEERING THIS $ CA 9MCI.' FOR ART PARTICULAR BUILDING IS THE RESPONSIBILITY Of TAE BUILDING OESI6AER, PEA 1-1999 SECTIO( E. Ar fff�NiNSI/T/I 33.0 PSF D UR . FAC . 1 . 2 5 SPACING 24.0 " SEQN - 16285 FROM E - O r 0 ca 0 z (LEILEI-MIKE LEIGHTY / LEIGHTY - T -6A TSC TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00. OC, BC O 24.00. OC. 10 PSF BC LIVE LOAD PER UBC. W2.5X4 io THIS DWG PREPARED FROM COMPUTER INPUT (LOADS &'DIMENSIONS) SUBMITTF❑ RY TR]mt Mc0 ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. CALCULATED HORIZONTAL DEFLECTION IS 0.15" DUE TO LIVE LOAD AND 0.16- DUE TO DEAD LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X6 +0-0-0 '•WARNING•• TRUSSES AEOUIRE (IT HE CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND 1 9 CA - 1 - - - F Scale a.1875° Ft BRACING. REFER TD 810.91 (HANDLING INSTALLING ARD BRACING), FIBLISB[D BY TPI (TRUSS PLATE �� ESQ _ TC LL 16.0 PSF REF R427--85808 O INSTITUTE, SBS D'ONO/RIO DA., SOITC 200, NADISOY, NI 11111), FOR SAFETY PRACTICES PRIOR TO O "IFORRING THESE INNCTIOHS. UNLESS OTN[INISE INDICATED. TOP CHORD SHALL HAVE PROPEILT ATTACNEO TC DL 10.0 PSF DATE 05/09/00 O STRUCTURAL PANELS, BOTTOM CMOID SHALL RAPE A PROPERLY ATTACHED RIGID CEILING. ' N "INPORTANT•• FURNISH A COPT OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR All DEVIATIOR FROM THIS DESIGN; ANY FAILURE TO BC OL 7.0 'PSF DRW CAUSR427 00130013 A l PINE BUILD TME TRUSSES 11 CONFOAMA■CE NIT" TPI; OR FABRICATING, HANOLIRG, SHIPPING, INSTALLING AND PI. ALPINE m BRACING Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 8C LL 0.0 PSF CA -ENG A E B / CWC CORRECTORSIARE HAD[ON SOf0E0SA81 TAStHE N A653 40 GALI. STEEL. CICEPTMERICAN FOREST AND PAPER IASI NOTED. OR) AND TAPPLY CONNECTORS TO EACH FACE Of THUS$. AND UILESS.OTHERWISE LOCATED ON THIS DESIGN, pOS1T10N CONNECTORS pER TOT. LD. 33.0 PSF SEON - 16287 CRAVINGS 100 A•I. THE SEAL 01 THIS ONAWIAG INDICATES ACCCPTARC[ Of PROFESSIONAL ENGIR[[RLNG RESPONSIBILITY SOLELY FOR THE TRNSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE Of THIS OUR. FAC. 1 . 25 FROM E.0 ` CA 9S C X1.? I.TI`1N955El--CTIOICL AA BUILDING 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER SPACING 24.0N (A) (A) (A1 W5X4(R) cD v A a WIM a 1� 3.5 3.5 ` ra a W1.5X4 BI W 3 X 8 m� W5X6 o W2.5X4 m W3X6 Ha w W3X8(A1) s W2X4 W z W3X8 HE3 W3X6 Ea W3X6 (Al) Lv c� z w I z•o•0' '� C=I z L -IC -4-0-02-0.0 20-0-0 9-1 -12 20-0-0 8-10-4 L 22-0-0 —40-0-0 Over 2 Supports I R-1276 W-3.5' R-1588 W-3.5" N 0 PLT TYP. Wave TPI -95 R Design Criteria• TPI STD +0-0-0 '•WARNING•• TRUSSES AEOUIRE (IT HE CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND 1 9 CA - 1 - - - F Scale a.1875° Ft BRACING. REFER TD 810.91 (HANDLING INSTALLING ARD BRACING), FIBLISB[D BY TPI (TRUSS PLATE �� ESQ _ TC LL 16.0 PSF REF R427--85808 O INSTITUTE, SBS D'ONO/RIO DA., SOITC 200, NADISOY, NI 11111), FOR SAFETY PRACTICES PRIOR TO O "IFORRING THESE INNCTIOHS. UNLESS OTN[INISE INDICATED. TOP CHORD SHALL HAVE PROPEILT ATTACNEO TC DL 10.0 PSF DATE 05/09/00 O STRUCTURAL PANELS, BOTTOM CMOID SHALL RAPE A PROPERLY ATTACHED RIGID CEILING. ' N "INPORTANT•• FURNISH A COPT OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR All DEVIATIOR FROM THIS DESIGN; ANY FAILURE TO BC OL 7.0 'PSF DRW CAUSR427 00130013 A l PINE BUILD TME TRUSSES 11 CONFOAMA■CE NIT" TPI; OR FABRICATING, HANOLIRG, SHIPPING, INSTALLING AND PI. ALPINE m BRACING Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 8C LL 0.0 PSF CA -ENG A E B / CWC CORRECTORSIARE HAD[ON SOf0E0SA81 TAStHE N A653 40 GALI. STEEL. CICEPTMERICAN FOREST AND PAPER IASI NOTED. OR) AND TAPPLY CONNECTORS TO EACH FACE Of THUS$. AND UILESS.OTHERWISE LOCATED ON THIS DESIGN, pOS1T10N CONNECTORS pER TOT. LD. 33.0 PSF SEON - 16287 CRAVINGS 100 A•I. THE SEAL 01 THIS ONAWIAG INDICATES ACCCPTARC[ Of PROFESSIONAL ENGIR[[RLNG RESPONSIBILITY SOLELY FOR THE TRNSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE Of THIS OUR. FAC. 1 . 25 FROM E.0 ` CA 9S C X1.? I.TI`1N955El--CTIOICL AA BUILDING 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER SPACING 24.0N r Ln Ti: Lt-� 0 Cn co 0 z (LEILEI-MIKE LEIGHTY / LEIGHTY - FPGE] T-7 PRT/DTC/SGE TOP -CHORD 2x4 OF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 20 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 24.00' OC. NOTE: THIS TRUSS IS DESIGNED TO SUPPORT 24. OUTLOOKERS AND STUCCO (10 PSF) ON ONE FACE. REFER TO DETAILS CD122 OR C0123 FOR GABLE REQUIREMENTS. (K) 2x4 DF -L #1 FULL BLOCK. ATTACH BLOCK TO THE TOP CHORD WITH 2X4 ALPINE PLATES O 24.0c. THROUGHOUT PLUS HEEL PLATES AS SHOWN. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMIIIEU BY TRUSS HFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. (K) W5X6a W2X4 III z w 2.0 0 2-0-0 20-0-0 20-0-0 40-0-0 Over 2 Supports R-100 PLF W-18-7-8 R-117 PLF W-15-11-8 c.X Note: All Plates Are W1,5X4 Except As Shown. 0 PLT TYP. Wave TPI -95 R Design Criteria' TPI STD 7_7 0-0-0 ••NARMI N6•• TRUSSES REQUIRE EXTREME CARE IM FABRICATION, HANDLING. SBIPP [R6, IMSTAlLIAB AND 1 9 CA - 1 - - - F Scale —.1875" Ft. BRACING. REFER TO MIB -91 (NAIIDIING IASTALLING AND BRACIRO). FUBLISHED BY TPI (TRUSS PLATE MOVES.iIOy�sof TC LL 16.0 PSF REF R427--85809 C� INSTITUTE, SBS D'ONOFRIO OR., SOITE 200. MADISON. %1 $3719), AR SAFETY PRACTICES PRIOR TDPERFORMING THESE FUNCTIONS. UNLESS OTNERMIS( INDICATED, TOP CROND SMALL HATE PAOPIRLY ATTACHEDTC DL 1D, 0 PSF DATE 05/09/00 O STRUCTURALPANELS. BOTTOM CHORD SMALL RATE A PROPERLY ATTACHED RIGID CEILING. CV ••IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO TAE INSTALLATION CONTRACTOR. ALPINE EIQIEEREDPRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOA ANY DEVIATION FROM THIS DESIGN; ART fA(LUIE TO BC DL1.0 PSF DRW CAUSR427 00130014 CT 8RILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICAi1N8, HANDl116. SM[PPI RO, 1NSTALLIRC AADALPINE BRACINGOF TRUSSES. TITS DESIGN CONFORMS WITH APPLICABLE PAOTI3I0S5 0► ADS (NATIONAL DESIGIBC LL 0.0 PSF CA -ENG AEB/CWC SPECIFICATION PUOLISRED IT TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE COISICTORS ANE MADE Of 20GA ASTM A663 GRAD GALT. STEEL, EXCEPT AS NOTED. APPLY COIRECTORS TOTOT.LD:33.0 PSF SEON - 16289 EACM►ACE OF TRUSS. AND UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CONNECTORS PERORAVINGS 160 A4. TME SEAL ON THIS DIAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENOINEERIRGAlpineEp�Produc `]p0 IESPORS)BIL(TF SOLELY FOA TME TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AM USE OF THISDUR.FAC. 1.25 FROM E.D 3BasaDlalq GA 93828 CON►Ot[IT FOR ANY PARTICULAR BUILDING 13 Tilt RESPONSIBILITY Of THE 991LDING DESIGNER, PER ARSIIT►1 1.1995 SECTION 2. SPACING 24.0" This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS o MESSAGE. ACAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES It is the responsibility of the installer (builder. building contractor, licensed contractor, erectoror erection contractor) to property receive, unload, store. handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any otherstructural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is advised Ato obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB - 91" from the Truss Plate Institute. DANGER: A DANGER designates a condition Awhere failure to follow instructions or heed wam- ing will most likely result in serious personal injury or death or damage to structures. WARNING: A WARNING describes a condition A where failure to follow instructions could result in Jsevere personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2-16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. TRUSS'STORAGE*1 CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral A CAUTION: Trusses stored vertically should be A bending and lessen moisture gain. braced to prevent toppling or tipping. 9 9 AWARNING: Do not break banding until installation DANGER: Do not store bundles upright unless - begins. Care should be exercised in banding re- A properly braced. Do not break bands until bundles moval to avoid shifting of individual trusses. are placed in a stable horizontal position. is extremely dangerous and should be strictly WARNING: Do not lift bundled trusses by the DANGER: Walking on trusses which are lying flat JA bands. Do not use damaged trusses. A prohibited. Frame 1 Over 24' - 42' 3/12 7' 1 10 1 6 Over 42'- 54' 3/12 1 6' 1 6 1 4 Over 54' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand cause collapse if th ere is no diago- nal bracing. Diagonal bracing sbould be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. PLUMB I I I Truss Depth ryp�O ey °C,t�c :45° 12 -13 or e, greater s/ All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment / Required ---/// AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A 12" 1/4" 1 1' 24" 1/2" 1 2' 36" 3/4" 1 3' 48" 11. 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" 2" 8' 108" 2" 9' i D(in) i i I Lesser of No D/50 or 2" Maximum plumb Misplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES. I T L(In) 1 .........:::::::::::::::::::::::::::::::........ :' BOW Length L(in) Lesser of L/200 or 2" L(in) ..........::::::::::::::::::: Lesser of L/200 or 2" L(tn), U200 L(ft) 50" 1/4" 4.2' 100" 1/2" 1 8.3' 150" 3/4" 1 12.5' BOW Length L(in) Lesser of L/200 or 2" L(in) ..........::::::::::::::::::: Lesser of L/200 or 2" L(tn), U200 L(ft) 200" 11" 16.7' 250" 1-1/4" 20.8' 300" 1-1 /2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should A WARNING: Do not cut trusses. construction loads of any description be placed on unbraced trusses Frame 6 I WARNING: Do not attach cables, chains, or I hooks to the web members. ° G0* 60° or less or less Tag Approximately Approximately Tag Line '/2truss length %truss length Line Truss spans less than 30'. Spreader Bar Toe In Approximately '/Y to 2/3 truss length Less than or equal to 60' Spreader Bar Toe In Tag Line Toe In - ���Toe r Approximately Y. to Y3 truss length Less than or equal to 60' truss of up of tru lateral JICAL ATION Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line Strongback/ SpreaderBar At or above mid -height Tag Tag Line Line F Approximately 7/3 to 3/4 truss length Greater than 60' T/3 to 3/, truss lenqth CAUTION:Jemporary bracing shown in this summary sheet is adequate for the Installation of trusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate --onnected Wood Trusses, DSB-89, and in some cases determine that a wider spacing is possible. ciup Top Chord LBT brace ( BV) LT° Chord GBy Ground brace diagonals (GBD) Ground brace vertical (GBV) Ground brace dia als (GBD) Note: 2nd ro s6 ystem shall have !.dequ9e capacity to support grouni floor Backup ground stake I at floor Typical vertical attachment Bloc brace lateral (LI Strut (ST) Driven /V Typical horizontal tie membe ground stakes -/ multiple stakes (HT) CAUTION: Ground bracing required for all installations. Frame 2 AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A e laterally braced can buckle e collapse if there isno diago- )nal bracing should be nailed )f the top chord when purlins e topaide of the top chord. imi 0=10%.OMM., ME, All lateral braces lapped at least two End diagonals ares ntial for stability and must be dup itateg on both ends of the truss system. 'Aso Frame 5 Continuous Top Chord Lateral Brace Required I 10° or Greater Attachment Required - Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. 12 -1 4 or greater DF - Douglas Fir -Larch HF - Hem -Fir M Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. AWARNING: Failure to follow these recommendations could result in Q severe personal iniury or damaae to trusses or buildings_ SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Cross bracing repeated at each end of the building and at 20' Intervals. Up to 32' Over 32' - Over 48' - Over 60' DF - Douglas HF - Hem -Fir dia for trui Pla wel the 4x2 PARS Top chords that togetherand eau nal bracing. Dial to the underside are attached to t Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. =45° DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Top laterally braced buckle Continuous Top Chord All lateral braces TOP CHORD lapped at least 2 Required TOP: CHORD DIAGONAL BRACE;; to the underside of the top chord when purlins MINIMUM LATERAL BRACE ;SPACING SPAN PITCH . SPACING(LB� #'trusses i Required —/M Up to 32' 4 12 8' 20 15 Over 32'- 48' 4/12 6' 10 7 Over 48'- 60' 1 4/12 1 5' 16 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Top laterally braced buckle Continuous Top Chord All lateral braces Lateral Brace —� lapped at least 2 Required trusses. ^rl, to the underside of the top chord when purlins 10' or Greater are attached to the topside of the top chord. Attachment Required —/M of xess g2 / AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace —� Required 10"orG Attachmen Required SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Frame 3 12 POO @�O Top laterally braced buckle ti ey 1( chords that are can togetherandcausecollapseifthereisnodiago- nal bracing. Diagonal bracing should be nailed ^rl, to the underside of the top chord when purlins are attached to the topside of the top chord. LONGFELLow LUMBER CO. INC. ■ Quality Truss Design ■ Roof & Floor Systems (800) 678-0112 (530) 893-0112 •FAX (530) 893-0140 89 Loren Avenue Chico, CA 95928-7434 Customer: Address: AP#: APPROVED p APPROVED WITH L LE/Gs-�T� EXCEPTIONS AS NOTED KHFAIMIMIT 4f -A4 iC_o Job No: (f H?`Y Reviewed only for general compliance with the design concept and general compliance with the information given in the contract documents. Any action shown is subject to the requirements of the plans and specifications. Con- tractor's responsibility includes, but is not limited to: dimensions which sh311 by rnnfirmed and correlated by Con- tractor at the job site; fabrication pro- cesses and techniques of construc- tion; coordination of his work with that of all other trades and satis- factory performance of his work. Al ROBERT B. HEATON Architect Alpine Engineered Products, Inc. Christian W. Chappell 8351 Rovana Circle Sacramento, CA 95828-2522 (916) 387-0116 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 LONGFELLOW LUMBER CO. INC. Quality Truss Design • Roof & Floor Systems (800) 678-0112 (530) 893-0112 • FAX (530) 893-0140 _ 89 Loren Avenue Chico, CA 95928-7434 tt���lllllllll 111111111 Important Information for Users of Wood Trusses Longfellow's goal is to supply superior quality trusses. Sensible truss designs, the best available lumber and exacting workmanship are the key ingredients of our quality control program. (Once trusses arrive at the job site, quality control becomes the responsibility of the builder.) For best results we suggest: DO'S DON'TS ❑ Do review your field copy of truss engineering for important bracing, ❑ Do Not cut, notch or drill chords or webs of trusses. bearing and connection details. (Exceptions will be clearly marked on engineered drawings.) ❑ Do review the HIB -91 Summary Sheet's recommendations for handling, installing and bracing of wood trusses. ❑ Do install roof sheathing ASAP. Trusses hold their profiles best when they have been plumbed and braced with roof sheathing. Especially in hot weather, we recommend sheathing be applied over as much of the building as possible before installing outriggers and gable -end siding. ❑ Do inspect trusses for missing plates or broken lumber. Report defects to Longfellow immediately. ❑ Do secure tails with fascia board. In recent years, the production of lumber from second -growth timber has resulted in an increased tendency for unrestrained tails to twist. We recommend a sub -fascia be installed behind gutters. IJ Do call Longfellow if you have questions or need additional information. ❑ Do Not cut or remove plates. ❑ Do Not overload single or groups of trusses with plywood, roofing, tools or other construction materials. ❑ Do Not make field repairs without written approval from Longfellow Lumber Co. ❑ Do Not load HVAC units, solar equipment,. fire sprinklers, etc. on trusses unless truss engineering has been . designed to accomodate the specific point loads. BEFORE INSTALLING: Make certain truss sequence and end -for -end orientation are correct. S-'/ E -'-L �iiiii�iiii�i� GABLE ENI) NCIAII. SIRUNGOACK A. (NAIL TO LEDGER 12' U.C.I - (BRACED AT 55' U.C.) RUI;r MATERIAL\ BRACE— A35 6 - I0J CIII4gJF1 OL(ICK �113(K) (C) HAILS UUILUOKEP, / GAO(. - GABLE Ern) 2X 6 OIAGUNAI JPACE R H3 =56.0' U.C. 3 -IBJ IMIS011 CATALOG C-9411-1 FOR / 15 OPACE NAILS IACIIIILNT SI'CCIFICAl10N (ATTACH EACH E11(l OIRECI ION 2X LEOGER — (� cull fill) 1P.USSES STRUNMACY 11115 I111G PREPARED FROM C011POICR 1111'111 (LOADS A OIMFNSIONS) S1111111III0 BY 11111SS 11111. LEDGER (NAIL 10 VERTICAL W/2-I0J NAILS) (K) SPAC RIG FU REFER. TO S PRUUUCI AT A35 Ill FI lSl> (M) 2.01, F.L. OR O.F. #2 OR DIF. STP,ONGDACK BRACE BRACED AT 55' O.C. (C) IM CONTINUOUS LATERAL GRACING FOP. BRACE (SIRONGUACK) MEMUER LONGER THAN 72'. ATTACH AT 111OPOINI OF EACH GRACE 'A/2 -OJ CCOMHUN NAILS. (PI) PEAK. PLATE IU MAICII CURIUM MOSSES. (SI) SPLICE PLATE IU MATCII COMMON TRUSSES. (111 ) ICEL PLATE 10 HAICII COMI-1011 TRUSSES. (9) OPTION TO NEO FLAIING: USE (3)-2' WIRE STAPLES (0.1172 DIA./15 GA.) IBEJIAILEU IIIRU CIIURU INIU WEB 6 IURU WED INTO CIIURU O)1 ONE FACE FUR A IUTAL (IF 6 STAPLES. (PI). (SI ) A (111 ) MOST UE PLATED. (G) GABLE END OESIT31 OASEU UN 75MPN WRIU LUAU, EXPOSURE '0' AT 0-25 FT. MEAN IIEIGIII, 24- MAX �>"/ GABLE am HUIE: CHUMS TO BE 2X4 FIR.-LARCII 92 MIN. NOTE: 11115 DETAIL MAY BE IISEU FOR TPUSSES WIOI PITCHED U.C. ALSO. PLATE MAX. WEB LENG111 IX3- 2-0-0 2X4• 0-T-0 3X4* 13-6-0 OUTLOOKER PLT TYP. Wave TPI -95\11 Design Criteria: TPI-95(STO ONLOOKER C?[TERIA 3.5' MAX. 17P. 1101CH a 24' D.C. 1.5' MAX, \ 12' Hill 24' MAX 2X4 F.L. LUMBER GRAMS MAX. LENGIO WINIcu1 GRACING (M) HAX. [EIIGTH W/ SIPN11rl)ACK BRACE ( S ) STANDARD 5 -II -0 II -10-0 pl 7-9-0 15-6-0 11 A BETTER. 7-9-0 15-6-0 SS 1 7-9-0 15-6-0 -ORAC I NG 4' REFER V10 AHIB`91'x(HANDLING INSTALLING BAND BRACING)^UPUBLISHED BY NIPI TN(TRUSS MG O QROFE`SS�Ojir� O = O I TC LL 30.0 PSF REF R992 Q INSIIIUI[. SB7 D'0NOF10 DR.. SUIT[ 200, MADISON, YI 57719), FOR SAFE IY PAACI ICES PRIOR 10 Y(. �L P[AFORMI NG (NESE FUNCI ION S. UNLESS 0IH[0.WE SE INDIIAI[D, TOP CHORD SHALL HAVE PROP(RLY ATTACHED W. y TC DL 15.0 PSF DATE 03/19/98 SIRUCIURAI PANELS, BOTTOM CHORD SNAIL HAVE A PROPERLY ATTACHED RIGID CIELING. O O .!'IMPORTANT-- FURNISH A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED A� Z D C DL PSF DRW CDT 12 O V -V, Q PAODUCIS. IMC. SNAII NUI BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO A>c V Ca��" + p C L L 0.0 PSF ALPI NE BUILD THE IAUSSES IN CONFORMANCE NI EN IPI: OR FABRICAIING. HANDIING, SNIPPING, 1NSIALLATION 02 BAACINC OF IAUSSES. INIS OISIGN CONFORMS NI IN APPL I[ PROVISIONS OF NOS (NAIIORAL DESIGN >k * TOT AO 50.0 PSF SE Q11 - 25158 SPECIFICATION PUBLISHED BY fill AMERICAN FOREST AND PAPER ASSOCIATION) AND IPI. AIPINI TRCONNECTORS ANE MADE OF tOGA ASIM A663 CRIT GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS 10 �% CIVIL ^ DRAWINGSEACH OF 130, I ISOSA NDNI60NA`F50ANE ENGINIERCSISEAT. ONR IS[ LOAED ON 11 THISE DRAWINGOAPPLIESCONLYC 10R THE E OESIGH 'TFOf CALIF o���P UUR.FAC. 1.15 FROMPIJG Of THE IAUSS DEPICTED HERE AND SMALL NOT 0E RETTIG UPON IN ANY OI HER WAY. SPAC I NG Job: DETAIL-92^ALIERNATE BRACING CD103 NOTE: SEE DRAWING ORININAL FOR LUMBER. PLATES. AND OTHER DATA NOT S11OWN HERE. iTRUSSES REQUIRE EXTREME CARE IN HANDLING, ERECTION AMC) •BRACING. REFER TO TPI HID -91. SEE THIS DESIGN FOR .ADDITIONAL SPECIAL PE11MANENT BRACING REQUIREMENTS. UNLESS OTHERWISE INDICATED, TOP C11ORD SHALL BE LATERALLY BRACED WITH PROPERLY ATTACHED PLYNOOD SHEATHING, BOTT014 CHORD WITH PROPERLY ATTACHED CEILING. Fal IA) 1X4 03 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EGUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. MANY OF T11E BELOW MENTIONED BRACING TYPES MAY BE SUBSTITUTED* 2X4 -T" BRACE. SAME GRADE AS WEB MEMBER. ATTACFI WITH 16d NAILS @ 4' O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 1X4 "L" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 2X4 'L" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4' D.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SCAB BRACE, SAME SIZE, GRADE AND LENGTH AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4' O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SEE ORIGINAL DESIGN FOR PRDPEA OEAIENSION9 I I 'PLT, - ALPINE DESIGN CRIT URC A v 17.1e SGALE -0 MXIMPORTANTWWILPEIIE PGRE[PED PWJD-19 ur.. IOLLJ WAANING'OJSSEs FEDutIE EE1R!NE ala wmxI �Qg` yf( � TC LL 30 .0 PSF REF R992--422 �.1 G 1�ATRUSS ollima. rr7JN INIS Cf91G1 on 1NESEIS•FCIIFFICCAA1rIlCDe FON Ear, B"AChO. SEE HI8„91 off IP1r SEEQTHISOBES 91a ���` �y� y TC OL 15.0 PSF DATE 06/28, Flill?E la BUILD THE TPUSS 111LVIr"I.-OCE M1111 OSI81 of EPI. C"[Ct0A9 LAE MADE or :JGAWW. S1EE1. ICE 111,0 ASIN IOPP93MO11L SPECIAL FERNMEIrI aroma 6$PII[ WtAFJEElOS. BUMS OtllPMISE [OICAIED. t0► _ HC OL 5 . 0 PSF ORN CD103 AI49 CA E EIUPF At NOTED. IPPA C COJECIWS la IACD FEC( Of OIDIO SImLL BE UIVULIf 8PACED NIIH PPOPER Np_43045 BC LL O.0 PSF -ENG FM, om— Aa IA[ESS oll[rNISF IOCAIEB Ot ANIS OESIGK POS111CIr tY AIIAMO PLY11bt0 91EAII11W, Bove" CHORD r� # 00,C[CIONS FIA M UNDPM 137E 150 C 154,4 F. OCSIGI IIArOAPCS WIN PPOPEFL.t AIIALIEA PISIO CEItnaSEETOT.LD. ��.O SEALCOI t"IS ONT O "MVISI"LIES TO THE CC"CHT DEPICTED iR"PE ORVN/Ll EECRITCAL IP/l,tp 111 O`1�rcy11131r All 11 FCP cwtrlri17 C)V�l �\� ��` ,I K 1 C.'1 L7 C=3O—p v O III CIS -1. 110 SRALI IDI BE PELIED OPOE III Alf DIMER SAI. -..IP) . IFTJSS PL41E I"SI1iD1E 109 • tSPI IIlllOut DESIGN OESIOI ID DE IABSS EPECr1011 MINTPACTUP. SPECTNICA1I01I FO11 I030o CVISTFWIIDN Oi OUR. FAC. SPACTNA . •+ 24. D" IRIISS GRACING/01(1CKING DFIAII TIIIS DWG PH PARED FROM COMPUItR INPUI ((DADS 6 nItit NSIONS 1 SUMS III[0 AI 11111%1 Wit THUGS DRACINO/11LOCKING DETAIL (AT 6U'PORT) NOTE( DRACING DESIGtfD TO STABILIZE 1RIISSES, AND HAS NOF BEEN DESIG14ED TO RESIST LATERAL SHEAR LOADS. _ (A) 2X4 13 IIEN-FIR OR BETTER CONTINUCIUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACII WI111 (2)•16d HAILS. BRACING 14ATERIAL TO BE SUPPLIED AND ATTACHED AT BOM ENDS 10 A SUITABLE SUPPORT BY ERECTION CONTRACTOR. I (N) IIEIGHF OF TRUSS AT Sl1PPoR T . A (0) 2X4 II.F. 13 OR BETTER DIAGONAL BRACE. APPLY 111 PAIRS AT 16-0-0 O.C. ATTACII 10 EACII OVEIILAPPIIX; TRUSS USING (2)-16d NAILS AS 611Or114 BRACE NAY BE LOCATED ON EIMEA FACE OF VERTICAL. (L) LOADS AS IIAICAIED DII TRUSS OESIGII. B ■ APPROX. 45' KING VERTICAL WEB SECTION S -S (T) - TRUSSES (P) 611EA111ING APPLIED 10 TOP CIIORO. TRUSS (1.1) IF TRUSS IIEIGIIT AT SUPPORT IS 10.0" OR LESS, DIAGOIIALS NOT REQUIRED. (DO) BLOCKING TO BOTTOM CIrrZ OVER SUPPORT, II.F. 13 OR BETTER 2X SIZE OF BOTTOM CIIORD. PLT TYP. Wave TPI -95 Design Criteria: TPI-95(STD --I 18.213 CA/-/I/-/-/R/- O Q Q ••NARIINO•• 1113713 AIOY11[ 1311(X1 CAI( 11 FAIRICAI101. NA1Dl IND, SNIFFING. INSIAIl11G AND O O usllluit.Ail)Ro1own o1o1.1Nsufl(1too. MADISON.RSIAMIG ANl IAAS1110)./FORISAr(1TY►AAc nitsY►:tORA10 1(Ir01N11G IN[SI F0NC1101f. u1tISS Quo\ ESsi �y T C L L OIN(NVIS( IAOICAI(O. 10P INDIO SNAIL NAT[ IROMI T AIIACHID SIIYCIYIAI ►AN[lS. IOIIOM CNORO Ay� C TC DL O Q 3MAI1 NAI[ A 110/1117 411ACN10 RIGID CIIl1ND. •IMPORIANI•• IYR11SN A COPY OS (NIS D(SICI 10 INC INSIAttAI101 CONINACIOR. AIPIN[ 4 ti D c riL Y-� r'� O ING10(fR[D INOOVCIf. TIC. fNAll 101 11 "'10:111T41101.111; (S/OISIII[ SON A1Y Dt VIAIION FROM 1013 D(SIGNI ANY FAILYR[ 10 c7 L R�TRP IYIlO II[ IRGff(3 IN COIL OINANC(YIIX 111OIfA1AICAIING. NANDIING. SNIPPING. INSIA(lAI IONONLAJ IIACING OF TRUSS($. INIf LL O(SIGN CONFORMS IIIN A►Il ICA1lf PROVISIONS o► NO$ (NAIIONAI OISIGNAM[I1CAN fOR(S) AND 1A►(N 47SOCIA11011 AID 111. T0T LD. C CI U U Al11Nl 0 110Tf ARI Mao[ or(ODI ASTM ACS) GA)f GAIT. still, uct►t As Notlo. A►►sr coNN[cIOI3 toSIV\ (RCN (ACI Of 11X31. ANO Ylllff OI"( IOCAIID . Q Q Q On 1013 DISIDN. ►OSIIIOI CONIICIORf ►II DIAV UGI 110. 110 to 160 A.F. AR JIG1a(!R's $[At 01 IN1s oIAN uG A►Ill[S 011l 10 IR[ f 0 %rf OUR . FAC. OgSION Of TNI IAV77 DIPICIIO NIT( AND INAII Rol 11 IIIO Y►Ol IN AIT OINIA NAT. OF SPACING SEE ABOVE REF R427 DATE 1/12/94 DRW 3,048.634 CA -ENG / CWC N w a: 0 CAD CIo 0 z E-• A O x C3-. w a w w C.5 . z w (LEILEI-MIKE LEIGHTY / LEIGHTY - [PGE] T-1 PGE) TOP CHORD 2x4 DF -L #1 :T2 2x6 OF -L #2: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. NOTE: THIS TRUSS IS DESIGNED TO SUPPORT 24" OUTLOOKERS AND STUCCO (10 PSF) ON ONE FACE. REFER TO DETAILS C0122 OR CD123 FOR GABLE REOUIREMENTS. *LATERALLY BRACE INSET TOP CHORD BY ATTACHEMENT TO NAILER AT EDGE OF LOWER ROOF DIAPHRAM, OR WITH PURLINS 24. OC. W3X6 e THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTFn nV TRncc MFD ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE DWG GBLLETIN0699 FOR MORE REOUIREMENTS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00° OC, BC @ 72.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W3X6 ia W2X6 PIL.7AY (NL) t9 2-0-0 . 2 2-0.0' o� 12-9-3 8.2.5 z I1 a 18-0-0 36-0-0 Over 2 Supports R-1107 W-3.5" R-174 PLF W=14-9-8 C=) Note: All Plates Are W1.5X4 Except As Shown. PLT TYP. Wave TPI -95 R D 1 0 O O O CV CT -T— +0-0-0 ^D rINE aDIneFTL dPIndLlcts.11I1� SN41snt8l°, Gi 95828 es,,,,n_ Criteria: TPI ST O [111"A TRUSS CI�GN6•0.[fIN TO HIO 9101 (MAI0116 IMtTAllIRE 11 6 AYD BRAtlt61,BRICATION. a�PDOLI5HI0 OYP TFI i (INUSS /U1TSTALLING IE0 ITUTE, 58] O'OROFRIO DO.. SUITE 200, MADISOI,YI SSP1P), IDR SA/ETT INACTIC[S P0.1oR TOTC U111G TNES[ FUNCTION$. UNL[SS OTIEIYISE INDICAT[0,TOP CHORD SHALL HAVE PROPERLY ATTACHEDATC C7UNAL PARIES. SOTTM CHORD SMALL NAVE A PROPERLY ATTACHED RIGID CEILING. 'PORTANT— FURNISH A COPY Of TRIS'DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE 116IIEEREII UCTS, IRC. SMALL NOT OE IESPOISTOLE FOR AMY DEVIATION FROM THIS DESIGN: ANY FAILURE TO THE TRUSSES IN CONFORMANCE MITI TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND ING OF TRUSSES._ THIS DISI61 CONFOIMS WITH APPLICABLE PROVISIONS OF IDS (NATIONAL DESIGN CONNECTONSIARE ON PMADE OFOtOGA ASTHBY THE MA65S U40ERICAN RSALY.. STEEL. EXCEPTEST A110 PAPER ) AS HOT[ AND0. TAPILYALPINECTORS TO EACH FACE OF TRUSS, AMD UNLESS OTHERYISE LOCATED ON THIS DISSSR, POSITION CORRECTORS PER 0SANIR65 160 A•1. THE SEAL ON THIS GRAYING INDICATES ACCEPTANCE Of PROFESSIONAL EIGINEEAIM6 SP BTROSSRG01S0TIETt DESIGN ISHOWN. COMPONERILITYASOLELY FAITICt THE OTHE f THE =STABILIILDING O[S NAND 1FOR ISEPOf TOSS COMPONER ANSI ENT O$$ Y PA1TN 2. 1 E � - CA - 1 - - F LL 16.0 PSF DL 10.0 PSF BC DL 7.0 PSFDRW 8C LL 0.0 PSF TOL L E 33.0 PSF Scale -.1875"/Ft. REF R427--85802 DATE 05/09/00 CAUSR427 OOI30007 CA -ENG AE B /CNC SEON - 15460 OUR. FAC. 1.25 FROM E.D SPACING 24.0" rn a Lc') 0 co m 0 z (LEILEI-MIKE LEIGHTY / LEIGHTY - T-2 COMN; Ivr I.:IIUHU 2x4 OF -L #1 BOT CHORD 2x4 OF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IDEFLECTION MEETS L/240.00 LIVE ANO L/180.00 TOTAL LOAD. W5X6= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBPII TTFD RV TRUSS MFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00. OC, BC @ 72,00. OC. 10 PSF BC LIVE LOAD PER UBC. H 0) (A) cD A 0 ca w A a W3X6 (A1) W2.5X4 +s. WSXB» W2.5X4 T;3 w z W3X6(Al) m z w 2-0-0 w z 2.0 0 cs 18-0 0 I 18-0-0 ' I 11 36-0-0 Over 2 Supports R-1300 W-3.51 R-1300 W-3.5" o ' PLT TYP. Wave TPI -95 R Oesi n Criteria: TPI 0 I t� STD a- '"WARNING-- iNUSSES REQUIRE ECTREME CARE IN FABRIGTIOR, NAIDLI NG, SHIPPING, INSTALLING AND RACING. RFFEN TO HIB•N1 (HANDLING INSTALLING AND BRACING). PUBLISHED Of TPI (1NUN PlAil INSTITUTE, 19 �K E CA/ -/l/ -/-F TC L L 1 6.0 PSF C� � $03 O.ONOFIIO DR., SUITE 300, NAOISON, NI S3119). FOR SAFETY PRACTICES PRIOR TO PENFORNJAC TNFIE FUNCTIONS. UNLESS OTHEAWISE INDICATED, TOP CHORD SHALL BAYS PROPERLY Tim" CV ATTACHED ST-UCTUAAL PANELS. BOTTOM CHONG SNALL HAVE A PROPERLY ATTACHED RICTO CEILING, **IMPORTANT-- FURNISH A COPY OF TNIS DESIGN TO TBE INSTALLATION CONTRACTOR. ALPINE ENGINEERED INC. ALL NOT BE RE 9 TC D L 10.0 PS F BC ALPINE BUILD THE TNNSSESUCTS, 14 CONFOAMANCEOISIBLE WITH TPI;OAANY DEVIATION FROM FABRICAT NGJJCA. HANDLINGS SNIPPIRO,DISIGNI ANY INSTALLINGETO AND BNACING OF TINSSES. TNIS DESIGN CONFORMS W[TH APPLICABLE PROYISIORS r w DL 7.0 PSF OF ROS (RATIONAL DESIGN CONN ECTORSEC IAIICON PMD[SOFD20GABY TASTNM SSACI DREST CALtANSTEEIs-EECEPTIASIOTED�D TPI. Cow BC LL 0.0 PSF �D�D p,,dtwts dA959ete, 8N4'YDdIq C:A.93828 YO EACH FAC[ OF T-USf. AND UNLESS OTHERWISE LOCATED OR THIS DESIGN, ►OSITIOR COARECTONf P[R ONANIROS 100 A•1. TME SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFES3101AL ENGINEERING COMPOWENTIffsPONSIBIFORTANY PANTICULARTHE BUIIDIRCOISOTHETNESPOuSNILITY Of THE BUILDINGSHONA. THE IDESIGNER. USE PER THIS ANSI/TPI 1.1903 SECTION 3. TOT. 33.0 PSF DUR.FAC. 1.25 SPACING 24.0' 0-0-0 Scale —.1875"/Ft. REF R427--85803 DATE 05/09/00 DR W CAUSR427 00130008 CA -ENG AEB/CNC SEAN - 15462 FROM E.0 r 0 C=) Co w v A O W ci. A W GG W w (LEILEI-MIKE LEIGHTY / LEIGHTY - T-3 COMN TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 OF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC, THIS OWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONSI SIIRMITTFn RY TOIIfC MCD ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00. OC, BC @ 72,00° OC. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W4X4 n1A`ftmLj —1 .._.. .1 AY W1.5X4 m w w i -*2 -0 -Oa) z 20-0-0 I 6-10-6 L< I' 26-10-6 Over 2 Supports R-1014 W-3.5" 0 o PLT TYP. Wave TPI -95 I C=D - C=:) O O N ALPINE ��`s aQ°dca► � , I= ign Criteria: TPI(STD II,LL- MD REFER TO HIS -91 (BANKING INSTALL IR6 ANO BHACI A6), pUBIISN10 IT TPI (TRUSS PLATE INST O7UTE. SDS D'ONOiR70 D1 „ SU{TC 200. MADISON. NI SSF10). FOR SAFETY PRACTICES PRIOR 70 DERFOR0119 THESE FUNCTIONS. BILINS OTHERWISE INDICATED, TOP CHORD SHALL NATE PROPERLY ATTACKED STRUCTURAL PANELS, DOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT DE RESPONSIBLE FOR ANY DEVIATION FROM TRIS a(SI61; MT FAILURE TO BUILD THE TIMIS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SNIFFING. FNSTAllIIS AND BRACING 0► TRUSSES, THIS DESIGN C0IFOIMf MITA AOPLICABIE PROVISIONS OF DDS (IAT IONAL DESEGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MACE OF 206A ASTM A653 6860 CALT. STEEL. [KEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TIM, AND DI SS OTNERIISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWII6S 160 A•1. TIE SEAL ON THIS ORAWIN6 INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING IESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABIL17T AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS TWE RESPONSIBILITY OF THE BUILDING DESIGNER. PER AISIFT►1 1.1095 SECTION 2. R-871 W-3.5' CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 10.0 PSF BC OL 7.0 PSF BC LL 0.0 PSF TOT.LD. 33.0 PSF DUR.FAC. 1.25 SPACING 24.0" _T-3 Scale-.25"/Ft. REF R427--85804 DATE 05/09/00 DR W CAUSR427 00130009 CA -ENG AEB/CWC SEON - 15464 FROM E.0 n.. Ln 0 CA7 Co 0 z Cl3 C V A O 9=4 S7-. A W w - W5X12 ft z W5X4(R) N z W6X6(R) y W (LEILEI-MIKE LEIGHTY / LEIGHTY - T-4 COFF TOP CHORD 2x4 OF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard IPLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & OIMENSIONSI SDRMITTFn Ry TDuz, A1FD ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00. OC, BC @ 12.00" OC. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W4X4 = W1.5X4 II T— 1--.2-0-0zJ �, z 20-0-0 o 10-9-0 6-10-6 Ii 0- 11-6-14 IR 26-10-6 Over 2 Supports -1014 N-3.5' R-871 W-3.5' o o PLT TYP. Wave TPI -95 R Desi n Criteria: TPI STD •VARNIR6-- 19 CA - 1 - - F O TAUSSES REQUIRE EXTREME CAAF 11 FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACIAG. R1FEA TD HIB -91 (NANOLII6 INSTALtINs AND OIACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. $BI O.ONDFRIO DR., SUITE Qq,OfES, ,, TC LL 16.0 PSF Scale -.25"/Ft. REF 8427--85805 O O 100. MADISON, WI $7119), FBI SAFETYPRACTICES P0.ICA TO PERPORMING THESE FUNCTIOIS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL NAVE PROPERLY ATTACHED STRUCTURAL ."►! N PAN EL,. BDITCH CHORD SHALL HATE A PRO►FAIT ATTACHED RIGID CEILING. "IMPORTANT— FURNISH A COPT OF 711S DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENOINEEAIO ODUCTS, EIC. SHALL NOT PRCOffrORHANCI J TC DL 10.0 PSF DATE 05/09/00 BE RESP09SIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TD BC DL 7.0 PSF DRN CAUSR427 00130010 WTH TPI: OR AL P IN E BRACISS OFTTNISSEG[1 THIS DESIGNICONFOIMS WITH AAPPLICABLE PR VISIONSRICATING, HAIDLINr. SOFPADSG(NATIONALIDESIGNspEcirICATNG ANDr BC LL 0.0 PSF .�" LPINE CONNECTORSIARE ON /NADESOfOlOGABy TASIR A6$3 6140 GALI. STEEL PAPtREICEPTIASINOTED, ON) AND TAPpLYACOANICTORS CA -ENG AE B /CWC J��S"mcf TO EACH FACE OF TRISS. AND 1NLESS OTHERWISE LOCATED ON iY 13 OESIGI. POSITION CONNECTORS PEN p.�,�,, DRAWINa$ 160 A-1. THE SEAL 04 THIS CRAVING INDICATES ACCEPTANCE D/ PROFESSIONAL ENGINEERING �-� ---- " COMPRES ONEN61 T FOR AATLPAITIELY CUTAtEBO1t0INi ti T/EigCSPons1BILITT 0/ Tl[ BUILDING iDESIGNEISEP[� THIS CA 93828 CANSIMIOMPONEN I.OR9$ SECTION I. TOT. LD. D UR .FAC SPACING 33.0 PSF . 1.25 24.00 SEAN - 15466 FROM E X n N 0... 0 ca 0 z. ILEI -MIKE LEIGHTY LEIGHTY - T-5 COMN) TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 OF -L #1 WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X6 s W3X6 s W2.5X4 2 W3X6 6 W2.5X4 tr THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMFNSInNSI cNRM4MTTFn nv TDIICC Mro ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00` OC. 10 PSF BC LIVE LOAD PER UBC. HR W3X6,o 6 o (A 6 W1.5X4 4Y 0 Nx A W w W2X4 #W3X6 a W3X4 a W2.5X4 Fm w W3X6 (Al) E3 W2.5X4 an W2.5X4 ® W3X6 as W3X6 (A1) s z w w _2-0-0 4-O-O;J z 2-0-0 �, Lr 20-0-0 I 20-0-0 a FE 0-0-0 Over 2 Supports R-1594 W-3.5" R-1270 W-3.5" o PLT TYP. Wave TPI -95 R Desi n Criteria: TPI STD 19 NARN IMG•• TRUSSES R(pU1RE EXTREME CARE 11 FABRICATION, RAND l 146. SNIPPING, IASTALLIEG AND I BRACING. REFER to NIB -91 (RANDLING INSTALLING AND SRACI/G), PUBLISHED BY T/l (TRUu PLATE A Ei [� INSTITUTE, $03 D•OXOFRIO 04., SUITE EBD. MADISON, NI 57119), F00. SAFETY PRACTICES PRIOR TO O PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHDRO SHALL NATE PROPERLY ATTACN(0 o STRUCTURAL PANELS. CV BOTTOM CH040 SHALL SAFE A PROPERLY ATTACHED 41610 CEILING. —IMPORTANT" FURNISH A COPT OF TRIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE (NGINCEREO 9 ' PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM TBI$ DESIGN; All FAILURE TO A L PINE BUILD THE TRUSSES IE CONFORMANCE WITH TPI; OR FABRICATIIS, NANDLINO. SNIPPING. INSTALLING AND STAGING QF TA/SSE S.STEON _ THIS DESIGN COMFDRNS WITH APPLICABLE ►IOVISIOWS Of EDS (NATIONAL DESIGNCIFICAT�. '�'• CORRECTORSAREMADE OF EOGAHED BY TASTH ASS) CR40 SALT. STEEL. EXCEPT HE AMERICAN FOREST AND PAPER IASINOTED. AID iAPPLY CCIPI. ALPI:ECTDRS TO EACH DRAWIHGSEOf 160 TAN -1. ATHEUNLESS 01TTHIS DRAWING ERWISE INDICATESTHIS ACCEPTANCEPOSITION PROFESSIONALCONNECTORS ( 6INEERIN6 tApine� �$p&ft`la RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SNOWS. TOE SUITABILITY AID ISE OF .1"'IG /y """•"'� CA IIE51O"P0/TP/TI`OR ANY S[CTIOICIULAR /UILDIRG IS THE RESPONSIBILITY 0► THE BUILDING DESIGNER, PER 41 I,A/-/1/-/-/-/f TC LL 16.0 PSF TC DL 10.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 33.0 PSF OUR.FAC. 1.25 SPACING 24.0" —F—, Scale -.125"/Ft. REF R427--85806 DATE 05/09/00 DRW CAUSR427 00130011 CA -ENG AEB/CMC SEAN - 15468 FROM E.D C_ r-� cam: tri C== - CJ=) Ca 00 0 z LEILEI-MIKE LEIGHTY / LEIGHTY - T-6 TSC TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 :83, B4 2x4 OF -L #18Bet.: WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC (4 24.00' OC, BC @ 24.00' OC. 10 PSF BC LIVE LOAD PER UBC. W2.5X4 0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS( SNRMITTFI) RY TRIItf Alro NEGATIVE•REACTIONS (R--256# MAX, SEE BELOW) REQUIRE UPLIFT CONNECTIONS CONTINUOUS TO FOUNDATION OR OFFSETTING DEAD LOAD. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X6 (A) (A) W2.5X4 @ A a W5X6 = 93, _' 3.5 3.5 ` A W4X4 E3 W W3X6 (A1) W1.5X4 III W5X6 B3 W5X4(R) IB W5X R III W3X8 a W3X6 e c.s w 12-0-01.6 ' x 29-10-4 I 12-0--0 20-0-0 20-0-0 8-10-4 22-0-0 I- —40-0-0 Over 3 Supports R-892 W-3.5' R-2194 W-3.5" R--256 W-3.5' o PLT TYP. Wave TPI -95 R Desi n Criteria• TPI STD B4 ) W1.5X4 IB W3X6 (A1) a 7_ (D .000 ••YARNING•• TRUSS($ REOUIRE ENTREN( CARE 11 FABNICATSUM. HAII__L , SR IPPItl6, INSTAll1AB AND L.7 CA/ -/11-/-/-/F Scale -.1875" Ft I BAADIIC. A[FEI TO NSB -91 (SARDLIIG INSTALLING AND BRACING), PUBLISIIED It TPI (TRUSS PLATE QVQfE TC LL 16.0 PSF REF R427- 85801 O INSiI TOT(, 607 D•ONOFNIO DR., SUITE 200. MADISON, WI 53119), FOR SAifTY P0.ACTICCS IA TOR TO O PERFORMINS THESE FUNCTIOAS. UNLESS OTHERWISE INDICATED. TOP CHDRD SMALL ETYf PROPENES ATTACMTo O STRUC7WAL PANELS. BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. TC DL 10.0 PSF DATE 05/09/00 ED CV •IMPORTANT'° FURNISH A COPY OF )NIS DESIW TO THE IRSTALLATIOI CONTRACTOR. ALPINE ERGIREERED 9 A PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FAUN THIS DESIGN: ANY FAILURE TO BC DL 7.0 PSF DRW CAUSR427 00130012 O BUILD THE TRUSSES IN CONFORMANCE PITA TPI; ON FASRICATIIG, HANDLING, SHIPPING. INSTALLING AND ' N— 7a A 1. PINE BAACING OF TROSSES. THIS DES161 CONFORMS WITH APPLICABLE PROVISIONS OF TOS (NATIONAL DE516N 8C LL 0.0 PSF CA -ENG AE B /CNC $►EC1fICAT1O4 PUBLISHED BY THE AMERICAN FOREST AND ►AP(0. ASSOCICON Ail ON) AND TPI. At PINE EACH ARE MADEUSS. Of TOGA ASTM HERW SENO SAu. STEL, EXCEPT AS NOTED. APPLY C011110 ORS m TOT. LD. 33.0 PSF SEON - 16285 Q EACH fAt[ OF TRUSS. AND UNLESS OTHERWISE LOCATED ON )NIS 0(3(64, POSITION CONNECTORS PER DRAWINGS 160 A.I. THE SEAL ON THIS DRAWING INDICATES ACC(►TANG[ OF PROFESSIONAL INGINEENINC �Eagimm 4ESPONSIBILITT SOLELY FOR THE TRUSS CONPONENY DESIGN SHOWN. THE SUITABILITY AND USE OF TOTS DUR. FAC. 1.25 FROM E.0 ^-......w. CA 95 t. ANSPO1f1TIF"PS N=ECMOT,CIIIAR BUILDING IS THE RESPONSIBILITY OF TAE BUILDING OESE6RER, PER SPACING 0 0 z (LEILEI-MIKE LEIGHTY / LEIGHTY - T -6A TSC TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC M 24.00° OC, BC (4 24.00. OC. 10 PSF BC LIVE LOAD PER UBC. W2.5X4 o THIS DWG PREPARED FROM COMPUTER INPUT fL0A05 R DiMFNcrONcl aiRMlncn Nv T"ucc urn ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. CALCULATED HORIZONTAL DEFLECTION IS 0.15" DUE TO LIVE LOAD AND 0.16' DUE TO DEAD LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X6 = H (A) (A) (A) W5X4 (R) m A ' a W6X8 3.5 3.5 ` A ww W3X8�W5X6 a W1.5X4 01 W2.5X4 o W3X613() W2X4 BI z WN8 m W3X6la W3X6 (A1) o c.7 ' z w w 1-2-0-D 1-- 2 4-0-0—x' _-O.1 8_10-4 22-0-0 -0 cc 9-1-12 I 40-0-0 Over 2 Supports R-1276 W-3.51 R-1588 W-3.5" N o PLT TYP. Wave TPI -.5\R Desi n Criterl TPI -T -6 A ..0-0-0 TRUSSES [OUIRI EITR •YARNING a. STD 19 CA - 1 - - - F Scale -.1875"/Ft. •'• RENE CARE IN ►ADR KATION, HANDL LNG. SH!/PING. 1MSTAlLING AND I BRACING. REFER TO N10-91 (HANDLING INSTALLIIG AND BRACING). PIOtISNto By TPI (TRUss PLATE �pfESt _ TC LL 16.0 PSF REF R427--85808 O INSTITUTE, SOS D'OHOfm DR.. SUITE 200, NADISOR, YI S371P), TOR SAFETY PRACTICES PRION TO '+Y O PEIfORN[NG THESE FUNCTIONS. UNLESS OTHIRYIS[ INDICATED• TOP CHORD SMALL NATE PROPERLY ATTACHED TC DL 10.0 PSF DATE 05/09/00 O STHICFINAL PANELS, BOTTOM CHONG SHALL RATE A PROPERLY ATTACHED RIGID CEILING. N ••IMPORTANT•• FUINISO A CD►T OF THIS 013160 TO THE INSTALLATION CONTRACTOR. ALPINE NY ENGIIEEREO BUILOPRODUCTHE TRUSSESA11 CON►ORMAN[ELL NOT BE OYITIILT/IORORAHFABIICATING^ HANDLINGFROM , SMI/PIHO,AINSTALLING ETo AND 30 r BC DL 7.0 PSF DRW CAUSR427 00130013 ALPINE BRACIRG 0► TRUSSES. TNIS DESIGN CONFORMS WITH AP/LICABIE PROVISIONS 0/ MDS (NATIONAL DESIGN S►EtIf (CATION PUBLISHED Of THE AMERICAN FOREST ARD PAPER ASSOCIATION) AND TPI. At/SNE BC LL 0.0 PSF CA -ENG AEB/CWC '�• COHRICTORS ME NAGE Of iOGA ASTM ASS33 GR40 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO # Or TOT. LD. 33.0 PSF SEON - 16287 Q EACH FACE Of TRUSS. ANO UNLESS OTHERYISE LOCATED ON THIS DESIGN, POSITION CONNECTORS P[R ONAYINGS 180 A-2. TIE SEAL OX THIS GRAYING INDICATES ACCEPTANCE Of ►ROFE3SIO/AL ENGIREERIHG JA�W- Q.�.�mftwed ._ RES►ONSINILItY SOLELY FOR THE TRESS CONPORENT DESIGN SMOYN. THE SUIYAOILIIT AND USE Of TRIS OUR. FAC. 1.25 FROM E.0 S 95 AN31/T►ITI`OR9ARSICTRTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER SPACING 24.0" r Ln w L27 0 co 0 z z W2X4 III w 2-0-0 z 2-0.0 20-0-0 20-0-0 .� I- - - 40-0-0 Over 2 Supports R-100 PLF W-18-7-8 R-117 PLF W-15-11-8 N Note: All Plates Are W1.5X4 Except As Shown. 0 PLT TYP. Wave TPI -95 R Design Criteria• TPI STD (LEILEI-MIKE LEIGHTY / LEIGHTY - [PGE1 T-7 PRT/DTC/SG TOP CHORD 20 DF -L #1 BOT CHORD 2X4 DF -L #1 WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7,3.3. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC 0 24.00" OC, BC 0 24.00. OC. NOTE: THIS TRUSS IS DESIGNED TO SUPPORT 24. OUTLOOKERS AND STUCCO (10 PSF) ON ONE FACE. REFER TO DETAILS C0122 OR CD123 FOR GABLE REQUIREMENTS. (K) 2x4 OF -L #1 FULL BLOCK. ATTACH BLOCK TO THE TOP CHORD WITH 2X4 ALPINE PLATES 0 24 -DC. THROUGHOUT PLUS HEEL PLATES AS SHOWN. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUOMIITFU BY TRUSS NfR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. M W5X6- -0-0-0 "NARNIMG'- i11YSSE3 REOUTAE EXTREME CARE IN FABRICATION, HANDLING, IPPING, INSTALLING AND 1 9 CAI -11L -1 -1 -IF Scale -.1875-/Ft I BRACING. REFER TO BIN -11 (MANGLING INSTALLING AND BRACING), ►UBLIsHEDSNBT TPI (TRUSS PLATE E /rte- TC LL 16.0 PSF REF R427--85809 O INSTITUTE, SN) D-0101110 OR., SUITE X00, MADISON, NI 53710). FOR SAFETY PRACTICES PRIOR TD �1�'7�l1 O PERFORMING THESE . BOTTOMS. ORD S3 LL HAVE A INDICATED, TOP CHORD SMALL MAYE PROPERLY ATTACHED �yy� TC DL 10,0 PSF DATE 05/09/00 O STRUCTURAL PAMfIS, BOTTOM CHORD SRAM NAff A PROPERLY ATTACKED IIGID CEILING. 'TA CV •-IMPORTANT^ FUANISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SNAIL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC DL 7.0 PSF DRW CAUSR427 00130014 BNILD TBE TRUSSES IN CONFORMANCE VITH TPI; 02 FABRICATING, HANDLING. SNIPPING, INSTALl11G AND ALPINE BRAC IND OF TRUSSES. TITS DESIGN CONFORMS WITH APPLICABLE PAOYIS(D1S OF NOS (NATIONAL OESIGN B C L L 0.0 PSF CA -ENG A EB /CWC SPECIFICATION PUBLISHED BY THE ANENICAR FOREST AND PAPE11 ASSOCIATIOq AND ITT. ALPINE �✓" EACH CO HECTOFACES ARE MADE OF ZOGA ASTM ANS] CIAO GALT. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO TOT. L0. 33.0 PSF SEON - 16289 EACH FACE OF TRUSS. AND 911 ISS DTNERYIS[ LOCATED OR THIS DESIGN. POSITION CONNECTORS PER OIAY[NN3 IGD A•Z. THE SEAL ON THIS DIAYING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINE EKING AI►"°0 e1dP+odllcKJM RESPONSIBILITY SOLELY FOA THE TRUSS COMPONENT DESIGN SHOWN. THE $81TABILITT AND USE Of TNIi DUR.FAC. 1.25 FROM E.D HBONNDODIq CA 9.... CONFOREIT1FDAPART PAAONCALAC BUILDING 13 THE RESPOSSIBIL17Y OF THE BUILDING DESIGNER, PEA SPACING 24.0"