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HomeMy WebLinkAbout039-460-058W Y } 039-460-058 — 53 INALE �IPPLE, JIM 'r 3�SSARAH NN C RT, NEW SINGLE FA 039.460-058 02.2515 BUNCH, STEVE IN/ 9325 SARAH ANN CT.,DURHAM —/ CONT: RON BUNCH DETACHED STORAGE 039-460-058 04-2659 9UNCH,STEVE X325 SARA ANN CI-, DURHAM' I` i Font: ROBERT HILL & ASSO� L OOL MASTER 506-01 S 039460-058 04-3265 13UNCII. STEVEN 9325 SARAH ANN CT, DURHAM Cont: HILL R ASSOCIATES. l • ,, (l GAS LINE TO FIRE PIT Vj 1-20-05 039-460-058 Q1-3486 BUNCH, STEVE 9325 SARAH ANN CT, DURHAM . CONT: HILL & ASSOC. NEW POOL CABAI%A 039- q&o- o 56 3 ENVIRONMENTAL HEALTH CLEARARANCE DATE 1 � ,P �6 a O� NOTES { 1 'JOB FINALED (Date) Signature�� RESIDENTIAL PERMIT NO. — 639-460-058 ' 04-3486 BUNCH, STEVE 9325 SARAH ANN CT, DURHAM CONT: HILL & ASSOC. NEW POOL CABANA SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel -Blockouts-Wrapped 6. _ Stemwalls, Garage; Steel- Bloc kouts-Wrapped 6a. Hold Downs and Special Anchors - 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground '' 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies Date 15. Access & Ventilation 47. 16. Insulation 48. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. Date Fireplace Ties or Type A Flue -Fireplace Throat Clearance Card B-1 Date Card B-1 Date Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection Property Line Firewall & Openings 19. D.W.V.; Test Fittings & Anchor -Nail Protection Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 20. Shower Pan; Test, First Floor -Tub Access Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 21. Test Tub & Shower, Second Floor -Tub Access Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 22. Gas Pipe; Sixe & Anchors 57. 23. Fire Sprinkler; Test 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access Date Glazing Area -Glass Protection -Skylights -Plastic Card B-1 Date Card B-1 Date Shear Walls; Nailing -Bolts Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors Date 26. Size Boxes & No. of Conductors Stapled Date 27. Romex Installed Close to Edge of Studs & C.J. Date 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral 0 Yes O No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector 71. Fireplace or Stove, Clearance -Hearth Date 72. Card B-1 Date Card B-1 Date 73. Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s Elec. Outlets & Receptacles at Kit. Counter 36. A.C. Ducts Insulation & Support Garage Fire Door; Swing -Landing -Closure 37. Vent Fan, Exhaust above insulation A.C. Duct in Garage -Damper 38. Condensate Drain & Overflow, Size & Grade Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet Plb.; Elec. & Mech. Equip. Listed for Location 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 82. 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 83. 43. Bearing Walls over Girders & Floor Nailing 84. 44. Draft Stop in Walls (rat proof) 85. 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 86. 46. Headers & Beams -Size & Bearing 87. Water Well, Disconnect, Electrical, Plumbing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. 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 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. P7btection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 83. Following Instld./Drive 0 Yes O No/Walks 0 Yes 0 No/Planters O Yes O No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler 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: J=OK , 0=�NotOK . = NotReadyable 1. MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 3. 1. Zoning Requirements -Setbacks -Easements Elec.; Receptacles and Lighting, Distance-GFI 2. Soils; Special MH Support Sketch 6. 3. Sewer; Location -Test -Fall -C/O -Concrete Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 4. Water; Location -Test -Easement Needed (Sketch) 9. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Plumb.; Cir. Test -Water Supply Test 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or/ P' L "ft./ P LPG Enclosure; Fencing -Alarms 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DEC COVqBSXARPORTS, GARAGES (Plans) OK except #'s C-eronjRequirements-Setbacks-Easements ootings; Soils -Size -Depth -Spacing -Connectors -Steel 3. 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 Dateand 13-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 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 Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date 1 Card B-1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVIL'LE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-T541 FAM (530)538.2140 WEBSITE: www.buttecounty.netldds PERMIT NO. BP043486 LICENSED CONTRACTORS DECLARATION I hereby affirm under penally of perjury that I am licensed under Issued Date: 01/20/2005 APN: 039-460-058-000 provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license Is In full force and effect. p Class License Number: I,(',— 5 Site Address: 9325 SARAH ANN CT DUR License ff Dater .�1 1% Contractor. b tif�` 6 Map Index: Description: POOL CABANA (288) OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' Slate License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any clty•or county which requires a Owner: BUNCH STEVEN D &MICHELLE L permit to construct, alter, Improve, demolish; or repair any structure, prior to its Issuance, also requires the applicant for such permit to file a signed statement that he or she Is licensed pursuant to the provisions of 9325 SARAH ANN CT the Contractor's slate License Law (Chapter 9. commencing with Section DURHAM, CA 7000) of Division 3 of the Business and Professions Code) or that he or 95938 she Is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the (530) 343-8119 applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensalion, will do the work, and the structure Is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' Slate License Law does not apply to an Applicant: HILL & ASSOCIATES, ROBERT T. owner of property who builds or Improves thereon, and who does such work himself or herself or through his or her own employees, provided that such Improvements are not Intended or offered for 199 E. SHASTA AVE sale. If however, the building or Improvements are sold within one CHICO, CA 95973 year of completion, the owner-bullder will have the burden of 530-891-4280 proving that he or she did not build or Improve for the purpose of sale,). RHill@Sunset.net ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Profasslons Code. The Contractors' Slate License Law does not apply to an owner of property who builds or Improves thereon, Contractor: HILL & ASSOCIATES, ROBERT T. and who contracts for•'such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 199 E. SHASTA AVE • ❑ *lam Exempt under Article 3 of the Business and Professions Code CHICO, CA 95973 530-891-4280 Date: owner: RHill@Sunset.net Lke' nse M 377409 - WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: O 1 have and will maintain a certificate of'consent to self -insure for i workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit Architect: —/ Is issued. Q I have and will maintain workers' compensation insurance, as Engineer: RICHELIEU, JEFFREY MARTIN required by Section 3700 the Labor Code, for the performance of, the work for which this permit Is Issued. My workers' compensation Insurance carrier and policy number are: Carrier. Total Square Ft: 288 S.F. Policy#: -DOI Valuation: $18,720.00 ❑ 1 certify that in the performance of the work for which this permit Is Census Code: Issued. I shall not employ any person In any manner so as to become subject to the 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 forthwllh comply with those provisions. Dale: I �3' d % J� L/1 9 2 / Applicant: u WARNiJUG: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), In addition to the cost of / compensalion, damages as provided for In Section 3708 of the Labor code.' Interest, and attorney's fees. CONSTRUCTION LENDING AGENCY Is lending agency for the This permit Is hfirdby issued •under the app wable provisions of the Butle Cnunly C be anrUor/// Resolutions) do work Ind�catediove (of which provisions have been paid. ` • /� 1 hereby affirm that there a construction > (' �,� performance of the work for which (his permit Is Issued (Sec 3097 Civ.) v vv.i By.__ Dale: "> Name: d PERMIT P)RES ON:� Address: Date ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safely Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification In accordance with Section 19827.5 of California Health & Safely Code Is not applicable to the scheduled construction of this project. O Attached are copies of the required E.P.A. notificallon forms. I hereby certify that I have read this application, that the above Information Is correct, and that'I em (he owner or th��,,duI aulhorized agent of the owner. I agree to comply with Ll all county and slate laws relating to building construction. I acknowledge It Is unlawful to alter the substance of rfy bllc form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for Inspection purposos1 ' Print Name:Qf7 � ham, Signature: Dale: J 0� I eAg.nt U Owner 0 Contractor U-n—ent for Owner for Contractor NorthStar ENGINEERING Civil Engineers *Surveyors April 22, 2005 Department.of Development Services Building Division 7 County Center Division Oroville, CA 95965 Attention: Richard Nixon Fax: 538-2140 RE: Bunch Cabana Permit No.: 04-3486 NorthStar Job No.: 8799 To Whom It May" Concern: We are responding to your correction notice dated 4/21/05: as follows: 1) We. have a structural ridge beam therefore rafter ties are.not required. 2) The ridge 'beamextends out to. pick up the .barge. rafter as. do the lower beams at the wall therefore the barge rafter is.structural and the.:outriggers are. not required forbearing, so they .do not- need to, be spaced at 24" o. c.. The outrigger spacing at the back.of the structure is adequate at.3,'1". The 1/2",plywood is adequate for rafters. at- o. c. The glularn on the plan has been changed to a 6x12. 3) The ridge beam -is designed to -bear -on the; cross beam above the bar,..so a post is not required here. At - the solid :wall in the kitchen are - the beam should be supported by at least 2=2x6 =studs from floor to bottom of beam. If you have any questions, please call. me .at: (530) 893-1600 ext. 210. Sincerely a Jeff Richelieu, P.E. NorthStar Engineering 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 Page 1 of 1 530-893-1600 FAX -893-2113 a BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE M (530) 538-7541 FAM (530)538-2140 WEBSITE: www.buttecounty.net\dds PERMIT NO. BP042659 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 10/08/2004 APN• 039-460-058-000 the Business and Professions Code, and my license is in full force and effect. License Class: LicenseNumber: .�iir: 774-6 I Site Address: 9325 SARAH ANN CT DUR Date: IG o4 Contractor: 7,fzc&-L l Map Index: Description: POOL MASTER # 506-01 OWNER43UILDER DECLARATION 1 hereby affirm under penally of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: BUNCH STEVEN D & MICHELLE L permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 9325 SARAH ANN CT the Contractor's State License Law (Chapter 9 commencing with Section he DURHAM, CA 7000) of Division 3 of the Business and Professions Code) or that or she is exempt therefrom and the basis for the alleged exemption. Any 95938 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' Stale License Law does not apply to an Applicant: HILL &ASSOCIATES, ROBERT T. owner of properly who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for 199 E. SHASTA AVE sale. If however• the building or improvements are sold within one year of completion, the owner -builder will have the burden of CHICO, CA 95973 proving that he or she did not build or improve for the purpose of 530-8914280 sale.). RHill@Sunset.net ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, Contractor: HILL & ASSOCIATES, ROBERT T. and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 199 E. SHASTA AVE ❑ I am Exempt under Article 3 of the Business and Professions Code CHICO, CA 95973 Date: Owner: 530-891-4280 RHill@Sunset.net WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: License #: 377409 ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Architect: ❑ I have and will maintain workers' compensation insurance, as Engineer: 9 required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation ;tx5 insurance carrier and policy number are: Carrier: <,� K"I Total Square Ft: 0 S.F. Valuation: $0.00 Policy #: 2 7 ❑ 1 certify that in the performance of the work for which this permit is Census Code: issued, I shall not employ any person in any manner so as to become subject to the 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 those provisions. Date: (� Applicant: \ ��ec ti 17ec••�� WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of , compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. i CONSTRUCTION LENDING AGENCY This mitis Kereby'ssue under the applicable provisions of the butte Co rty Coir♦ an Ua.; -, Resolutio s tiaZ1 o n Gated above for which fees have been paid. I hereby affirm that there is a construction lending agency for the of the work for which this permit is issued (Sec 3097 Civ.) � performance By:Date: y Name: N /I _ 6)Address: PERMIT EXPIRES ON: Ci k: Date ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safely Code, which regulate the storage, handling and use of hazardous materials. ' ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection pure M,S. Print Name: >=•USignature: i G -c.' •'- Date: W 1 0 Owner 0 Contractor ❑ Agent.for Owner ❑ Agent for Contractor NOTES RESIDENTIAL PERMIT NO. /onn0-7 i 1 yr. _i. 1 SPECIAL CbNDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (D e) 615 Signature y 1 1 SPECIAL CbNDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (D e) 615 Signature J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel -Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation - 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access Elec. Trim & Subpanel, Breaker Sizes & Labels 22. Gas Pipe; Sixe & Anchors Stairs & Rails 23. Fire Sprinkler; Test Fireplace or Stove, Clearance -Hearth 72. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 75. 24. Fixture & Transformer Clearance -Ins. Protection . 76. 25. Elec. Receptacles Spacing -Lights & Switches at Doors 77. 26. Size Boxes & No. of Conductors Stapled 78. 27. Romex Installed Close to Edge of Studs & C.J. 79. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 80. 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 81. 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 82. 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral O Yes • 0 No 32. Service -Riser Conductors & Ground Main Disconnect 83. 33. Equip. Clearances Panels-Motors-Mech. Equip. 84. 34. Clothes Closet Light -Shower Light -Spa Light 85. 35. Smoke Detector 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 90. 36. A.C. Ducts Insulation & Support 91. 37. Vent Fan, Exhaust above insulation 92. 38. Condensate Drain & Overflow, Size & Grade 93. 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 94. 40. Attic Access & Platform if Furnace in Attic Date Address Posted Card B-1 Date Card B-1 Date Fire Sprinkler Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Date 41. Sills Proper Materials & Anchors Date 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound Comments at Final: 43. Bearing Walls over Girders & Floor Nailing , 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. 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 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth _ Clearance Looked under Floor . O Yes 83. Following Instld./Drive 0 Yes 0 No/Walks 0 Yas 0 No/Planters O Yes O No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler 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: J=OK 0 = Not OK : = NotReadyab1e t MISCELLANEOUS. MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 2. 1. Zoning Requirements -Setbacks -Easements Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 2. Soils; Special MH Support Sketch 5. 3. Sewer; Location -Test -Fall -C/0 -Concrete Roof; Shthg-Roofing 4. Water; Location -Test -Easement Needed (Sketch) Ext.; Steps -Doors -Landings 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Braced Wall Panels 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or / /" L "ft./ P LPG 7. Well Clearance & Disconnect Card B-1 Date - Card B-1 8. Utility Clearance Card B-1 Date Card B-1 Date POOL I s) OK e)icept #'s 1 et ck -Easements Date 2. Card B-1 Date Card B-1 Date 3 Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s ec.; Pool Lighting; -15 Volts-GFI 1. Zoning Requirements -Setbacks -Easements Elect; Enclosures; Conduit Entries -Terminals -Listed 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector l 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/0 to Grade -HD Approval Date 1k 8. Gas and Electricity Tagged Date 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas, MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 t MISCELLANEOUS. Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements' 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors , Shthg-Frg-Bracing s 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors , 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date - Card B-1 .Date Card B-1 Date Card B-1 Date POOL I s) OK e)icept #'s 1 et ck -Easements 2. oil • ompaction-Structure Stability 3 d Str ture; Steel -Connections -Thickness Dea n -Lining e ., Receptacles and Lighting, Distance-GFI 5. ec.; Pool Lighting; -15 Volts-GFI 6. Elect; 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 -Panel boards -Ins. to Main Conduit 9. Health Department Approval 10. P dmb.; Cir. Test -Water Supply Test l 1'2- til t Niche Enclosure; Fencing -Alarms Date 1k Card B-1 Date -Card B-1 Date Card B-1 Date Card B-1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.net\dds PERMIT NO. BP042659 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date' 10108/2004 APN: 039-460-058-000 the Business and Professions Code, and my license is in full force and effect. License Class : 'G License Number: 7774-01 Site Address: 9325 SARAH ANN CT DUR Date: Io O & Contractor: �cq Map Index: Description: POOL MASTER # 506-01 OWNER43UILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: BUNCH STEVEN D &MICHELLE L permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 9325 SARAH ANN CT the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or DURHAM, CA she is exempt therefrom and the basis for the alleged exemption. Any 95938 violation. of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does Applicant: HILL 8r ASSOCIATES, ROBERT T. pP such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for 199 E. SHASTA AVE sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of CHICO, CA 95973 proving that he or she did not build or improve for the purpose of 530-891-4280 sale.). RHill@Sunset.net LII, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed Contractor: HILL 8r ASSOCIATES, ROBERT T. pursuant to the Contractors' State License Law.). ❑ I am Exempt under Article 3 of the Business and Professions Code 199 E. SHASTA AVE CHICO, CA •95973 Date: Owner: 530-891-4280 RHiil@Sunset.net WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: License #: 377409 ❑ 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. Architect: ❑ I have and will maintain workers' compensation insurance, as Engineer: required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: SK4-7t, Carrier: (,-,(/ IW) Total Square Ft: 0 S.F. 2-72 -(9(0 Policy #:_ Valuation: $0.00 ❑ 1 certify that in the performance of the work for which this permit is Census Code': issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if 1 should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: I d Q Ib D Applicant: 1 ✓� ^'� WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the This permit is ere Dj 's u'e(' under the applicable provisions of the Butte County Cade anrUar Resolutions ii�it o 'cated abov for which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) Name: By: Date: Q Address: PERMIT EXPIRES ON: —S Date ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purp s. �� Print Name: r7r.Uf Signature: _ r7a�� Date: CJI �J6,- ❑ Owner ❑ Contractor 13 Agent for Owner ❑ Agent for Contractor BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 - CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICATION "PLEASE PRINT CLEARLY" OWNER Last Nameirst &N Name slut, Address a32f�, SAS A4A/ (o,41 -T City 9094AM State Zip Irrl 3 2;, Phone '64-3 S O Fax E-mail CONTRACTOR Name Address City G CO State Zip ' l697 3 Phone �4I_42 Fax $ql-03Ot 4— E -mail Lic. #3 � 7 4-oc( ClassG APPLICANT SIGNATURE X For office use only: ARCHITECT/ENGINEER Name �A.Al1�A'S Cd/VT►W�1'rJ✓L Address SRA City I No State Zip Phone Book Fax E-mail Planner State License Number APPLICANT SIGNATURE X For office use only: APPLICANT NAME Name �A.Al1�A'S Cd/VT►W�1'rJ✓L Address SRA City I No State Zip Phone Book Fax E-mail Planner APPLICANT SIGNATURE X For office use only: Zoning I.Sr — I I Flood Zone I SRA I Yes I No Occ. Type Const Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. BP BIN # LOCATION AP# 031 - 4t"2_o - p Property Address 9 3 25 5A4p-4 ASN c.T city ()11t261AM Cross Street WORKER'S COMPENSATION Policy Number Z72—vl Carrier 5TA If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: /rsTEre �k OL`'J�Z� irk Sq. Footage O Structure Built without Permits O Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: '`-` • 42" Bldg SRA Receipt #: ,+12 563 Sheriff . SMIP Date: 17.q.04— Other *br.4-Z' Total SUBMITTAL REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply fora permit INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. Residential, New, Remodels, Additions, and Accessory Structures: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPHPAPER! ❑ 2. 3 Complete sets of plans, signed by the preparer. NO GR,4PHPAPERI OR 3 Sets Engineered plans (if required) with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation. (Note: Not required for additions to mobile or modular homes.) ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Detached Accessory Building Form, filled out by the property owner (if required). ❑ 8. Sanitation and site plan approval from the Environmental Health Department. ❑ 9. Metal Buildings: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate, (D) Floor plans in triplicate, All of these must be stamped and wet -signed by the engineer. Mobile, Manufactured, or Modular homes: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPHPAPER! ❑ 2. 2 Data sheets and installation instruction manual. ❑ 3. 2 Marriage line information. ❑ 4. 2 Floor plans. ❑ 5. 2 Engineered Tie Downs or Foundation plans. ❑ 6. Sanitation and site plan approval from the Environmental Health Department. ❑ 7. 2 Flood Elevation Certificate, wet -stamped and signed (if required). Commercial, New, Additions and Remodels: ❑ 1. 4 Site Plans, signed by the preparer. NO GR,4PHPAPER1 ❑ 2. 4 Engineered plans with wet signature on plans AND 2 sets of stamped and signed calculations, with code analysis. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FABS!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation (if required). ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Statement of Intent for Non -heated and A/C (if required). ❑ 8. Metal Buildings: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate, (D) Floor plans in triplicate, All of these must be stamped and wet -signed ied by the engineer. ❑ 9. Letter of intent. ❑ 10. Hazardous Material Form. ❑ 11. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530) 538-7541. OVER FOR BUILDING PERMIT APPLICATION :AFORMSWILDING F0RWBIdgApp1SubRgmts.doc Page 2 of 2 REV 6-16-p4 E.N. USE Nor 'Biot Plan Anachad Flooa Plan Atuchad Sant to B.D. t! TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sew sal _Xj-, I Water Supply: Public � private Well Clearance for dw(Iling. Oth Hold final for: Final clearance O.K. for: IU nTr- 8/96 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: L L na C H ASSESSOR PARCEL NUMBER C5 3'n ' A 6n c - Proposed Building Use: �� 2-- Counter Technician: �r Date: r' ' Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. -19- 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 0 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. O 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. O 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate O 11. Site plan and business license approval from the City of Biggs ❑ 12. Letter of intent for non-residential buildings ❑ 13. Detached Accessory Building Form filled out by the owner ❑ 14. Hazardous Material Form y 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable. ❑ 16. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 17. Fire Sprinklers............................................................................................ ❑ 18. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 19. Soils Report and/or Engineered Foundation required ....................................... ❑ 20. Erosion Control Plan Required........................................................................ ❑ 21. Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 22. City of Chico Plumbing permit........................................................................ ❑ 23. California Department of Forestry plan approval ❑ paid. Sent by: ............. 24. Planning approval (A) Use:-OL(B)Parking: (C) Parcel Check: o H 25. Contact Land Development about _ Improvements, _ Drainage ......................... 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Pre -Inspection for required....,.. ❑ 29. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 30. Worker's Compensation Carrier and Policy Number .......................................... 1131. Owner -Builder. Verification (_ Given to owner, _Mailed to owner) ..................... 0 32. Letter of Signature authorization......................................:............................. ❑ 33. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 34. Manufactured home utility clearance............................................................... 0 '35. Existing violations and/or expired permits......................................................... 0 36. Deed Restriction......................................................................................... ❑ 37. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ O 38. Other: ❑ 39. Other: When issued Telephone esr-li • 2 fwd and hold for pickup. I have been informed infrmed of the above items and requirements for obtaining a building permit. Applicant. ty �-�^�/ Date: l l Q 1. Index permit application for the above items numbered:l� Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owne wa advised of the ov data b ❑ phone, ❑ mail, ❑ count y Date: Plans reviewed by: Date: �Q_0 Plans approved by: Date': Structural reviewed by: Date: Structural approved by: Date: Note transfer by: Date: Yellow: Building Division NOTES RESIDENTIAL 039-460-058 04=2659 PERMIT N0. BUNCH, -STEVE 9325 SARA ANN CT, DURHAM Cont: ROBERT HILL & ASSOC POOL MASTER 506-01 SPECIAL CONDITIONS SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) Signature CHECKED BY J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 62. Insulation -Walls -Ceilings 15. Access & Ventilation Infiltration -Walls -Windows 16. Insulation Card B-1 Date Card B-1 Date Date Date Card B-1 Date Card B-1 Date 64. Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Smoke Detector 17. Water Htr; Vent -Access -Combustion Air Baffle Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 18. Water Pipe; Test & Anchor -Nail Protection Bedroom Exiting 19. D.W.V.; Test Fittings & Anchor -Nail Protection G.F.I. & Bath Fixtures & Tub Access -Spa 20. Shower Pan; Test, First Floor -Tub Access Elec. Trim & Subpanel, Breaker Sizes & Labels 21. Test Tub & Shower, Second Floor -Tub Access Stairs & Rails 22. Gas Pipe; Sixe & Anchors Fireplace or Stove, Clearance -Hearth 23. Fire Sprinkler; Test Elec. Outlets at Wood Panel, Int. & Ext. 73. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 76. 24. Fixture & Transformer Clearance -Ins. Protection 77. 25. Elec. Receptacles Spacing -Lights & Switches at Doors 78. 26. Size Boxes & No. of Conductors Stapled 79. 27. Romex Installed Close to Edge of Studs & C.J. 80. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 81. 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 82. 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral 0 Yes 0 No 83. 32. Service -Riser Conductors & Ground Main Disconnect 84. Stucco Brown -Finish 33. Equip. Clearances Panels-Motors-Mech. Equip. A.C. Unit Disconnect, Electrical -Plumbing 34. Clothes Closet Light -Shower Light -Spa Light Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 35. Smoke Detector Water Well, Disconnect, Electrical, Plumbing 88. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 91. 36. A.C. Ducts Insulation & Support 92. 37. Vent Fan, Exhaust above insulation 93. 38. Condensate Drain & Overflow, Size & Grade 94. 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 95. 40. Attic Access & Platform if Furnace in Attic Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plast c 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. 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 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 83. Following Instld./Drive 0 Yes O No/Walks O Yes 0 No/P anters 0 Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/0 to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler 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: J=oK 0 = Not OK . = NotReadyable Card B-1 Date Card B-1 MOBILE HOMES Datg MOBILE HOME UTILITIES (Plans) OK except #'s 2. 1. Zoning Requirements -Setbacks -Easements Gas; MH Test -Demand -Valve -Connector 2. Soils; Special MH Support Sketch 5. 3. Sewer; Locatibn-Test-Fall-C/O-Concrete Water; MH Test -Regulator -Connector 4. Water; Location -Test -Easement Needed (Sketch) 8. 5. Electricity; Location -Clearances-Grnd-/ /Amp -Concrete 10. Exits; Insp.-Sketch 6. Gas; Location -Test-Wrap;-/ /" L 'ft. / P Nat. or / /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verifv #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel - 3. 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 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 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 Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 k SITE PLAN REVIEW APPLICATION Date: ,� ��/��% AP# Permit Number (if applicable) APPLICAIVT INFORMATION, Owners Name: Owners Address: 932 Parcel Size: 73 Q Gc-Q, QdX,,V, 6WX,, 95134? Telephone No.. 3Y3 —� Situs Address: Proposed Use: Residential ❑ New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel Mobile Home Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential, ❑ New Commercial ❑ Commercial Addition _ ❑ •Commercial Remodel ❑ New Industrial ❑ Industrial Addition ❑ Industrial Remodel Other- ❑ Septic ' ❑ Well + ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): . DO NOT WRITE BELOW THIS LINE DEVELOPMENT SER VICES INFORMATION (For Staff Use) X Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved' By C� �:C,l�i Date Q �%Z,0 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: .F , ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) Expansive Soils (Test for expansive soils and if verified proper foundation design required) m�14t ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) ,o Flood Zone: x • Flood Panel No.: •0/e00 7100 5120 C, Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment -Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: VC Jr Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Zoning Code Streets & Highways Fire Prevention Subdivision Map Front �0 o� t I, Side s Side Street .ZD ' S 1 Rear 5 Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. 4. I IA Applicable Development Fees: Standard Fees , Amount ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other r • S Formula 41 �, A ----------------------------------------------------------------------------------------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of 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: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a 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 Environmental Health Department requirements i Subdivision Map/Parcel Map: Aatmill Map Date of Recording: Lot: '❑ Use Permit/Minor Use Permit Permit Number: Book: Page: 3s 37 Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with, the National Fire Protection Association Standard for installation of sprinkler systems in. one and two family dwellings and mobile homes, NFPA- Standard 13D, unless` a pressurized community water system, with hydrants that meet the Fire Department specifications, seines the parcel. ❑ Wood stoves and fireplace inserts shall. be EPA approved and designed to meet the emission . requirements of,the California Clean Air Act of 1988, as amended. t ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional, and be submitted to and approved by the Department of Public Works. i r ❑ In lieu of a pressurized water system or water storage tank,' payment into the appropriate,` Battalion Water Tender Fund may be required. ; El Measures shall be taken to control fugitive dust emissions from all driveway and. other civil construction associated with residential developinent.. Approved dust control measures are found in the fugitive dust control -plan for the site approved by the Butte County Air.Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa ❑ - E I A i E I A 0 Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CAL,arrysSuilding Permit Site Plan Reviewl.doc Butte County DepartmentofDevelopmentServices YVONNE CHRISTOPHER, DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538.7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * GIS * PLANNING October 4, 2004 Steve Bunch 9325 Sara Ann Court Durham, CA 95938 Subject: APN — 039-460-058 Dear Mr. Bunch, The Butte County Department of Development Services, Planning Department, has reviewed the submitted Building Permit Application 04-2659, and has found your application in compliance with the established planning criteria. The site plan you submitted meets the setback requirements for your zone as well as applicable map or use permit conditions. The Permit Application has now been forwarded to the Building Division for their consideration and action.. Attached, please find copies of any use permits, or map notes and conditions for your property. We are providing this to your for your information and future reference. Should you have any questions please feel free to contact me between the hours of 8:00 a.m. and 4:00 p.m. Monday through Friday at (530) 538-7601. Sinc ly, ana Adler Assistant Planner I 13 I I I I I I 16 15 1 50.7 BA 50.7 BA 137 27 BA �. BA 14 BA 13 36 16 15 1 27 BA �. BA 138 I MA_ ?SH CO j 1 5t: Q m 35 17 22 u 11 I WI 2 I Q Q I a a WI i 20 J 1 01 39 $' 0 R Y/ 50.7 85L PHASE 3 PHASE 2 50.7 OA 34 18 I �I I 19 f}0 I j 50.0' BA L- 50.0' BA 50.0' BA 24+ 23 774A C RANCH R AO ! 50 3 141 V .. R, 29 0 00 TRArCY 33 BA �. 500• BA rf4 SC7 BA 9(t m 28 O SOD• BA 33 p I 42 I 32 SD,7 BA A0.7 u30 s 31 BA 1 x7 BA n i (So.7 FROM TDP OF OEiENTKN FACUT/J_ @'I 27 i QI 14 BA 13 12 1 27 BA �. BA 22 u 11 I 2 21 I J 1 01 $' 0 50.7 85L PHASE 3 PHASE 2 W 24+ 23 10 1 W I I 3 R, �. TRArCY RANG BA �. rf4 9(t 28 O 33 p I � 2 SD,7 BA C: 25 2 27 QI 8 bI i 5 a p. eA HIt 1 � 43 31 .. LOT "A" \y— 26 7.p.ASi (5c.o, nNW, TOP OFZ g OETENFON FAOLTTY) LEGEND NROS NO RESIDENTIAL DEVELOPMCNT SETBACK BA BUILDING SETBACK UNE PHASE BOUNDARY BUILDING SETBACK UNE ETSSTNC OAK TREE ---- — LEACH FREE SETBACK (UFS) NOTES T. THHS SKEET SHOWS ADDITIONAL INFORMATION. M FOR ADDITKIW. INFORMATION PURPOSES ONLY. OESCIBNO CONCTIONS AT THE M OF FOND AND R NOT INTENDED TO AFFECT RECORD TITLE INTEREST. 2. A SOLID FENCE MAN LIOC BRICK. BLOCK OR SIMILAR MATERIAL NOT WOOD. A MINIMUM OF SIX FEET IN HECHT SHALL BE INSTALLED ALONG THE SOUTHERN AND FESTER( P MORTY LIKES OF THE PRO ECT. PRIOR TO rsSUANCE OF BUILDING PERMITS FOR ANY RESIDENCE IN MAW 4. 1 DEVELOPMENT OF ALL LOTS IN THIS SIBOHNSON WILL REQUIRE CONNECTION TO A PUBLIC WATER SVPPLY. 4. SHOULD ANY ARCHAEOLOGICAL OR CULTURAL MATERIALS BE ENCOUNTERED CURING PRCECT CONSTRUCTION. SITE DEVELOPMENT SHALL CEASE AND ARCHAEOLOGICAL. CONSULTATION SHALL BE IMUEDIAmY RETAINED, 5. ALL ALM TREES SHALL BE REMOVED FROM THE PROPERTY. REMOVAL OF TREES CAN FOLLOW THE PROPOSED PHASING PLCO SHOULD ACTIVE FARMMO CONTINUE AS THE PRO.ECT IS DEVELOPED. 6. A DEVELOPMENT IM ACT FEE FOR 94VM—S FACILITIES SHALL BE PAID MMANT N TIE PROVI9WS OF CHAPTER 1 ARTICLE R Or THE BUTTE COUNTY CODE. PRIOR TO ISSUANCE OF G ILIANO PERMITS OR USE PERMIT IN THE CASE OF A MOBLE ROME PARK. SAO FEE AMOUNT WILL BE DETERMINED AND CALCULATED AS OF THE GATE OF APPLICATION FOR THE BUILDING PERMIT OR USE PERMIT. 7. AIL OAK TREES ON THE PROPERTY SHALL BE PRE -SERVED I EXCEPT FCO THOSE REWIRED FOR ROADS. DRIVEWAYS. ON BUILDINGS, A NO OMYURBAHCE SETBACK SHALL BE PROVIDED COMMENCNO FROM THE OUTER EDGE a THE OAK TREE CANCPT•. ADDITIONAL INFORMATION SHEET DURHAM LAND ESTAT>c8 PHASE 4 A PIBL SINM STISDAIISM SEWO A P%7RTX N OF 71 e /E� LANDS OF DW94AM LA A0 ESTATES P14ASE 1 BOOK 151 OF MAPS PAGE 7h-74 ALW BONG A P101R/1 OF THE SOUTIEAST 1/4 OF SEC77ON 28: TOWNSHP 21 A PORTION > 1�EA3T- T 1/4 OF SECTION � T 21 AKN?77{ RAAR3E 2 EAST, "DAL _--_ avrru cotfvrr FUCIIIIIARD A AND R/pOLEf P 7Z9R8CW SHT 3 OF 3 AP/ 039-046-040 (PORTION) FEBRUARY 2002 6890 Dov( /Sy Plfce 37 RICK PETERSON, Tentative Subdivis-ion Map, AP 39-46-24 & 40, 44 lots 1 ocat ed on the south side 'of Durham Dayt-on Highway, approx . 300 ft . west of Holland Avenue. Durham area. engineer: NorthStar Engineering PUBLIC WORKS CONDITIONS: O Construct one-half street section on -Holland Avenue from the south line of Faber Avenue to Durham Dayton Highway to the RS -2A road standard with vertical curb, gutter, sidewalk, 2" AC, 8" AB, SC 250 prime -coat, fog seal, and 95% relative compaction. * Submit design to Land Development Division for approval prior to construction. "R" value determinations and other data may be required to support section design. Road section may be revised with the approval of the Director of Public Works. 2. Submit road and drainage clans to the nAoartment of P/ " Public.. WorKs for .approval and install the required facilities. 12i_11 7101 Q Provide 20 foot radius -property line returns at all CIL street intersections. ✓��4 Provide right-of-way for standard No. S-5 at all street intersections. Indicate a 50 ft. building setback line from the centerline of all streets. CJS- Street signs shall be provided by the developer at al l street intersections_ per County requirements. (Submit 5 alternate names for 'each street to the County address coordinator for approval of street names.) sr,FECT Nn„Es,K prA- 3� Deva Adw.teT Ma”. nee. 7. Construct full street section on all streets to RS -2B M� road standard with curb, gutter, and sidewalk and 2" AC, and 8' AB, SC 250 prime, fog seal and 95% relative compaction. Submit design to County Department of Public Works for approval. "R" value determinations and other data may be required to support section design. 5�,i fi On - 8. Provide monumentat ion .as required by the Department of pia.f Public Works in accordance with accepted standards. ✓ 9 Street grades and other features shall comply with the .Butte County _Ordinances, design resolution and other accepted engineering standards: V/0 Provide permanent so.l ut ion for drainage; Peterson Subdivision conditions - Page 2 of 4 November 9, 1993 All easements of record to be shown on the final map-. Meet requirements of the Butte County Fire Department or other responsi bl a agency. rlr_t a •,r;. Street lighting shall be provided in accordance with Butte County requirements, accepted design criteria, and recommendations of PG&E. If th.e developer chooses to install t he street lights and pay energy costs through the County Service Area (C.S.A.) he must complete the formation of the C.S.A. and submit a petition (to Dept. of Public Works) signed by 2/3 of the property owners requesting that they pay the lighting costs through the C.S.A. Pay any delinquent taxes or current taxes as required. Developer shall provide all required traffic safety signs, including stop signs. Reconstruct intersection -of Burdick Road and Durham Dayton Highway. Provide left turn lanes at the intersection of Durham Dayton Highway and access road. HEALTH DEPT. CONDITIONS: 18. Provide the required usable sewage disposal area for parcels 1-44. Combine with an adjacent parcel any parcel not proven to contain the usable sewage disposal area required by the Subdivision Ordinance. 19. Indicate on the tentative map those wells that are proposed to be destroyed under permit in order to provide required usable sewage disposal areas. Destroy those wells under permit prior to recording final map. r ✓ 20 Provide a letter or other documentation from Durham Irrigation District stating that they are willing and y� able to supply domestic water to parcels 1-44. `� 21 Place a note ' � on the map that states development of parcels 1-44 will require connection to a public water supply." 22. Meet requirements of Regional water Quality Control Board. Peterson Subdivision conditions - Page 3 of 4 November 9, 1993 23'. Locate and relocate -if necessary .sewage disposal system located on or near Lot 10 so system is completely within the property which is being served. 24. Properly abandon, under permit, sewage disposal system serving buildings which are to be demolished. 25. Comply with local and state regulations regarding above- ground storage tank located on or near proposed parcel 25. PLANNING DIVISION CONDITIONS: �26A development impact fee for Sheriff's Facilities shall �7ec7 be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code, prior to issuance of building permits or Ilse permit_ r the case cf a mob;la home park. Said fee amount will be determined and calculated as of the date of application for the pui,lding LAY permit or use permit. �27� lace the following note on the final map or additional map sheet: "A solid fence or chain link, brick, block or similar material, not wood, a minimum of six feet in height shall be installed along the southern and western property lines of each phase prior to issuance of building permits for any residential units." Phasing as shown on the tentative map date stamped January 28, 1993, shall also be'provided on the final map. ��28 100 ft. no residential development setback shall be V��W shown on the final map for the southern � and western property lines of the project.A��GI/f,p�^ee� MITIGATION MEASURES: 00 Prior to recordation of the final map the subject Ie pw property shall receive approval of an annexation into the Durham Irrigation District. This shall b� � also include a Sphere of Influence Amendment . (MM) D'r Prior to recordation of the final map, the applicant shall pay a pro -rata share for the s i gnal i zat i on and left turn lane at the Midway and Durham Dayton Highway intersection. (MM) NOTE CONCERNING ALL COUNTY CONDITIONS OF APPROVAL: "Minor changes may be approved admi•nistrativel-y by the Directors of Environmental Health, Planning or Public Works upon receipt of a substantiated written request by the applicant and only as to those conditions or requirements recommended by their respective departments. Prior to such approval, verification shall be made by each Department or Division that the modification' is consistent with the application, fees paid and environmental determination as conditionally approved. Changes deemed to be major or significant in nature shall require a formal application for amendment". Peterson Subdivision conditions - Page 4 of 4 November 9, 1993 S ✓ All oak trees on the property shall be preserved except . those required to provide for roads, driveways or buildings. All existing oak trees shall be identified on the f i nal . map and a No Disturbance Setback shall be provided commencing from the outer edge of the oak tree canopy. (MM) Place a note on the final map or additional map sheet stating the following: 'All almond trees shall be removed from the property. Removal of trees can follow d/ 4o;// t he proposed phasing plan should active farming continue the as project is developed." (MM) Place a note on the final map stating the following: "Should any archaeological or cultural materials be encountered during project construction, site development shall cease and archaeological consultation shall be immediately retained." (MM) NOTE CONCERNING ALL COUNTY CONDITIONS OF APPROVAL: "Minor changes may be approved admi•nistrativel-y by the Directors of Environmental Health, Planning or Public Works upon receipt of a substantiated written request by the applicant and only as to those conditions or requirements recommended by their respective departments. Prior to such approval, verification shall be made by each Department or Division that the modification' is consistent with the application, fees paid and environmental determination as conditionally approved. Changes deemed to be major or significant in nature shall require a formal application for amendment". NOTES RESIDENTIAL PERMIT NO. i - CA - —'W-oS,, 0�-��O o� tom% i ,t 11 SPECIAL CONDITIONS 11 CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER i li 'JOB FINALED (Date) 20 e� if Signature k!�k J=OK 0 = Not OK - = Not Applicable . = Not Ready 'f RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s. 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date 47. Card B-1 Date Card B-1 Date Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 17. Water Htr.; Vent -Access -Combustion Air Baffle 52. 18. Water Pipe; Test & Anchor -Nail Protection Property Line Firewall & Openings 19. D.W.V.; Test Fittings & Anchor -Nail Protection Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 20. Shower Pan; Test, First Floor -Tub Access 57. 21. Test Tub & Shower, Second Floor -Tub Access Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 22. Gas Pipe; Sixe & Anchors 60. 23. Fire Sprinkler; Test 62. Insulation -Walls -Ceilings 63. Date Date Card B-1 Date Card B-1 Date 74. Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Garage Fire Door; Swing -Landing -Closure 24. Fixture & Transformer Clearance -Ins. Protection A.C. Duct in Garage -Damper 25. Elec. Receptacles Spacing -Lights & Switches at Doors Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 26. Size Boxes & No. of Conductors Stapled Plb.; Elec. & Mech. Equip. Listed for Location 27. Romex Installed Close to Edge of Studs & C.J. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water Insulation -Foam -Looked in Attic 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI Guard Rails & Deck Construction -Post Caps 30. Subfeed Wire Size/_ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral 0 Yes 0 No Clearance Looked under Floor 0 Yes 32. Service -Riser Conductors & Ground Main Disconnect Following Instld./Drive O Yes 0 No/Walks O Yes 0 No/P'anters 0 Yes 0 No 33. Equip. Clearances Panels-Motors-Mech. Equip. Stucco Brown -Finish 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector 87. Water Well, Disconnect, Electrical, Plumbing Date 88. Card B-1 Date Card B-1 Date 89. Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s Glass Protection 36. A.C. Ducts Insulation & Support Corrections from Previous Inspections 37. Vent Fan, Exhaust above insulation Gas Test -Meters Tagged, Gas -Electric 38. Condensate Drain & Overflow, Size & Grade Water & Sewer Connected -C/O to Grade -HD Approval 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet Energy Compliance Certificate -Other Certificates 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. 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 64. Ext. Steps -Door & Sidelight Protection -Landings . 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes _ 83. Following Instld./Drive O Yes 0 No/Walks O Yes 0 No/P'anters 0 Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler 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: J=OK 0 = Not OK . = NotReadyable 8. MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Siding; Nailing -Veneer -Stucco -Mesh 1. Zoning Requirements -Setbacks -Easements Roof; Shthg-Roofing 2. Soils; Special MH Support Sketch Ext.; Steps -Doors -Landings 3. Sewer; Location -Test -Fall -C/O -Concrete Braced Wall Panels 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Card B-1 Date Card B-1 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or / /" L "ft./ P LPG Card B-1 Date Card B-1 7. Well Clearance & Disconnect 8. Utility Clearance 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining Date 4. Card B-1 Date Card B-1 Date 5. Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Elec.; Enclosures; Conduit Entries -Terminals -Listed 1. Zoning Requirements -Setbacks -Easements 7. 2. Footings; Size -Spacing -Marriage Line 8. 3. Gas; MH Test -Demand -Valve -Connector 9. 4. Electricity; MH Test -Crossovers -Breakers -Clearances 10. 5. Drain; MH Test -Fall -Flex Connector 11. 6. Water; MH Test -Regulator -Connector 12. 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged Date 9. Tie Downs -Type -Installation Cert. Date 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. 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 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date -POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 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 Conduit 9. Health Department Approval ti 10. Plumb.; Cir. Test -Water Supply Test - 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.net\dds PERMIT NO. BP043265 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 11/10/2004 APN: 039-460-058-000 the Business and Professions Code, and my license is in full force and effect. p License Class: fS–GS License Number: 3-774,0-) Site Address: 9325 SARAH ANN CT DUR Date: U W Contractor. I ZRg v%-- 64X4& Map Index: Description: NEW GAS LINE TO SERVCE FIRE PIT OWNER43UILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: BUNCH STEVEN D &MICHELLE L permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 9325 SARAH ANN CT the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or DURHAM, CA she is exempt therefrom and the basis for the alleged exemption. Any 95938 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: BUNCH STEVEN D &MICHELLE L owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). Contractor: HILL & ASSOCIATES, ROBERT T. ❑ 1 am Exempt under Article 3 of the Business and Professions Code . 199 E. SHASTA AVE Date: Owner: CHICO, CA 95.973 530-891-4280 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perl'ury one of the following declarations: RHIII@SUnStet.net ❑ 1 have and will maintain a certificate of consent to self -insure for License #: 377409 workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. EY I have and will maintain workers' compensation insurance, as Architect: required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation Engineer: insurance carrier and policy number are: Carrier: SE Aa P, -Aro Total Square Ft: 0 S. F. Policy #: 2%2 -od-I ❑ I certify that in the performance of the work for which this permit is Valuation: $0.00 issued, I shall not employ any person in any manner so as to Census Code: become subject to the 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 those provisions. Date: Applicant: cy- 1' � WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. may' ` q I? e� CONSTRUCTION LENDING AGENCY This permit is hereby issued under thp,9plicable provisions of the Butte County Code ?n(Upr I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Resolutions to o work indicated abvfve f r which fees have been paid. / Name: By:Jvvl/Date: PERMIT EXPIRES ON: ate . Address: ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of fficial form or document of Butte County. I hereby authorize repre ntatives of Butte County to enter upon the above mentioned property for inspection purposes Print Name: . %A— �✓ Signature: – 4�A Date: t t (A 0 Q.— ❑ Owner ❑ Contractor ❑ Agent for OwnerAIS gent for Contractor BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVIL'LE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.netldds LICENSED CONTRACTORS DECLARATION I hereby affirm under penally of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license Is In full force and effect. S License Class: -.37-7405LicenseNumber: Date:- i 1% Contractor.` 17 wL_ OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any cily.or county which requires a permit to construct, alter, Improve, demolish; or repair any structure, prior to Its Issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Con(ractor's State License Law (Chapter 9. commencing with Section 7000) of Division 3 of Ahe Business and Professions Code) or that he or she Is exempt therefrom end the basis for the alleged exemption. Any violation of Section 7031.5 by any applicarit for a permit subjects the applicant to a civil penally of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure Is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or herself or through his or her own employees, provided that such Improvements are not Intended or offered for sale. If however, the building or Improvements are sold within one year of completion, the owner-bullder will have the burden of proving that he or she did not build or Improve for the purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Profdsslons Code. The Contractors' State License Law does not apply to an owner of property who builds or Improves thereon, and who contracts for 'such projects with a contractor(s) licensed pursuant to the Contractors' Slate License Law.). ❑ '1 am Exempt under Article 3 of the Business and Professions Code Dale: Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: O 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit —/ is issued. Q I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation Insurance carrier and policy number are: Carrier. O m_fi f''LLW Policy #: = L Z001 O 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 the 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 those provisions. Date: Applicant: WARNING: rallure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code; interest, and attorney's fees. CONSTRUCTION LENDING AGENCY I hereby affirm that there Is a construction lending agency for the performance of the work for which this permit Is Issued (Sec 3097 Civ.) Address: PERMIT NO. BP043486 Issued Date: 01/20/2005 APN: 039-460-058-000 Site Address: 9325 SARAH ANN CT DUR Map Index: Description: POOL CABANA (288) Owner: BUNCH STEVEN D & MICHELLE L 9325 SARAH ANN CT DURHAM, CA 95938 (530) 343-8119 Applicant: HILL & ASSOCIATES, ROBERT T. 199 E. SHASTA AVE CHICO, CA 95973 530-891-4280 RHill@Sunset.net Contractor: HILL & ASSOCIATES, ROBERT T. License # 199 E. SHASTA AVE CHICO, CA 95973 530-891-4280 RHill@Sunset.net 377409 Architect: Engineer: RICHELIEU, JEFFREY MARTIN Total Square Ft: 288 S.F. Valuation: $18,720.00 Census Code: 12- This permit Is hfir6by issued Resolutions 1 do work Indy ON: have been paid. `/?O/D 2(L) ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. k ❑ Notification In accordance with Section 19827.5 of California Health 8 Safety Code Is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. t, I hereby certify that I have read this application, that the above Information is correct, and that 1 am the owner or �yfflc hduty authorized agent of the owner. I agree to comply with all county and slate laws relaling to bullding construction. I acknowledge It' Is unlawful to aller the substance oftlaIform or document of Butte County. thereby authorize representatives of Butte County to enter upon the above mentioned property for Inspection purposes Print Name: f\OF7P�� h4' Signature: Date: -.,.,J/ -)t 105 O Owner ❑ Contractor i Q-Agant for Owner Ag�ontractor BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES _MOM BUILDING PERMIT APPLICATION '; gkc AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICATION "PLEASE PRINT CLEARLY" OWNER Last Name irst Name p,, Address cf31.6 CAA4- q.MN Covor City Qtlo"b State Zip Phone Fax E-mail CONTRACTOR Name � - 4 Address Qr A4U City 4L" C4-. State Zip qTI -PhoneI a E-mail Lic. #3-77ClrS Phone APPLICANT NAME ARCHITECT/ENGINEER Name Address Address State City Phone State Zip i hone Map Book Fax E -sail ,I Planner State License Number APPLICANT NAME Name Zoning Address City State Zip Phone Fax E-mail APPLICANT SIGNATURE X ( J-��L4 I For office use on AP# 03,? — 44Q _OS'$ Zoning City � vIM�AM Flood Zone SRA I Yes I No Occ. Carrier Type Const. Subdivision Name -Nam Map Book Page Lot # Planner Date Approved: PERMIT NO. BP04- BIN # LOCATION AP# 03,? — 44Q _OS'$ Property Address �G`�'�S,a.,rtk. Ate,✓ �G`, City � vIM�AM Cross Street WORKER'S COMPENSATION Policy Number 272 —crz� t Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY -Nam Address Description or Scope of Work: CA*,auv4. Sq. Footage a ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. I I Received by: P<�," Amount: 862-35 Bldg 11 OVER FOR SUBMITTAL REQUIREMENTS K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 Receipt #: + I g p> a- I Date:n�- SRA Sheriff SMIP 15!5.2-3.5 REV 7-27-04 SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND /N INK ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paperl ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. (Note: Not required for additions to mobile or modular homes.) ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only). ❑ _13—Sanitation-and site Olay aEmaronmental-HeaULepadment_ Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Workers Compensation Carrier and Policy Number. f ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner (for 433A's). If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530)538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire 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. REQUEST FOR 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 check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMSSUILDING F0RMS\BIdgApp1SubRgmts.doc Page 2 of 2 REV 7-27-04 utte County Department of Development Services ANE CHRISTOPHER, DIRECTOR WILLDAN Scott Rutherford (530) 538-7160 srutherford aebuttecounty.net Plans Transmittal For Review Per Contract 12/10/2004 Applicant: Bunch, Steve Permit 04-3486 Project Type: New Cabana APN: 039-460-058 .100% 70% Plan Check Fees $ 340.94 $ 238.66 $ 340.94 $ 238.66 WILLDAN Fee $ 238.66 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other 7 County Center Drive co(530) Oroville, CA 95965 538.7601 Telephone (530) 538.7785 Facsimile 4q- coTO: ' FROM: 411- CN I SUBJECT: O In DATE: WILLDAN Scott Rutherford (530) 538-7160 srutherford aebuttecounty.net Plans Transmittal For Review Per Contract 12/10/2004 Applicant: Bunch, Steve Permit 04-3486 Project Type: New Cabana APN: 039-460-058 .100% 70% Plan Check Fees $ 340.94 $ 238.66 $ 340.94 $ 238.66 WILLDAN Fee $ 238.66 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: --BLL"C ASSESSOR PARCEL NUMBER 4D -547 • 4--64n • 0 SS Proposed Building Use�o®-L. t�3A J q C1A8)Counter Technician: N, 4- Date: t ' 9 0.4 Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to a0ply. ip 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 0 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the en iq neer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate ❑ 11. Site plan and business license approval from the City of Biggs ❑ 12. Letter of intent for non-residential buildings ❑ 13. Detached Accessory Building Form filled out by the owner ❑ 14. Hazardous Material Form 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable. ❑ 16. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 17. Fire Sprinklers............................................................................................ ❑ 18. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 19. Soils Report and/or Engineered Foundation required ........................................... 02 . Erosion Control Plan Required........................................................................ ...... Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 2. City of Chico Plumbing permit........................................................................ -� ❑OPContact California Department of Forestry plan approval ❑ paid. Sent by: ............. Planning approval (A) Use: OL(B)Parking: (C) Parcel Check: 9_ Land Development about _ Improvements, _ Drainage ......................... o� 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Pre -Inspection for required....... ❑ 29. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 30. Worker's Compensation Carrier and Policy Number .......................................... ❑ 31. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 32. Letter of Signature authorization .................................. ....:............................. ❑ 33. Recorded copy of Agricultural Acknowledgment Statement ............................."" ❑ 34. Manufactured home utility clearance............................................................... ❑ 35. Existing violations and/or expired permits......................................................... ❑ 36. Deed Restriction......................................................................................... ❑ 37. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 38. Other: ❑ 39. Other: When issued Telephone _ i f. 4:2 A6 and hold for pickup. I have been in Ormed of the above items and requirements for obtaining a building permit. Applicant: L Date: Id 1. Index permit application for the above items numbered: Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: Date Structural reviewed by. Date: I Structural approved by: W I Date: Note transfer by: Date: Yellow: Building Division E.H. USE OINLY Plot Plan Attached Floor Plan AtUchad . � r +► San% to S.D. / TO: .-Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal =— Water Supply: Public Private Well Clearance for dwelling. Other Hold final for: Final clearance O.K. for: NOTE: nvironmentai Health Specialist Bate 8/96 r COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES OWNER F-1 A.P. # ®39 al-!Q� • OS Qi PROPROSED BUILDING USEQ��•- DATE RECEIPT # DATE REC. 1. BUILDING PERMIT FEES --- Balance Due ..................... $ --- Additional Fees Due........... $ p( --- Revised Plan Checking Fee.... $ N [� 2. SCHOOL DISTRICT FEES (paid at School District Office) (form available after Pl n Check) 3. SHERIFF FEES (paid at Building Division) Residential............ X $360.00 =$ Units Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X = $ # Units Amt. Commercial (Sq. Ftg.).... X = $ Sq. Fig. Amt. 5. RECREATION DISTRICT FEES -1)L L -Q 1-4.40, (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK FEE $89.00 (paid at Building Division) 8. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. �� Commercial (sq. ftg.) ......... X = $ Sq. Ftg. Amt. P, 10. OTHER �M I P I . £5"7 At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. APPLICANT DATE L2�� Cd 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 Division Yellow -Applicant Pink -Owner (rev. 2/2003) O�QPg_rMENT 0,c o�vTTFo o 0 d 1 O C 0 0 AcO U l,41 CLIC Wo�'� Department .Count J. Michael Crump, Director Public f B u t Works LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE1 Project Description: go we t+ C,UAN A - Project Location and/or Parcel Number: By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: Date: Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 W I LLDA 1 Ma s Street A I\�11 Marysville, California 95901 Serving Public Agencies 530/749.2373 fax 530/749.2199 www.wilidan.com January 13, 2005 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7169 (530) 538-2140 FAX SUBJECT: COUNTY OF BUTTE PLAN REVIEW APPROVAL Willdan Project No: 14353-1286 Jurisdiction Job No: 04-3486 Assessor's Parcel No: 039-460-058 Description: Bunch Cabana Dear Mr. Rutherford: Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2nd page of this letter. The. plans and documents provided for this review that have been found in compliance with the applicable codes are: * Plans: Two (2) copies sheets H-1 through S-1 dated 11/25/04 by Jeffery Richelieu * Structural Calculations: Two (2) copies dated 12/3/04 by Jeffery Richelieu The plans have.been stamped with the Willdan approval stamp and dated the date of this letter. On the pages, to follow is the identification of the codes and standards applicable to the project, a code analysis, conditions -of -approval and identification of any deferred submittals. CO APPLICABLE CODES Unless noted otherwise, all comments are based on requirements of the 2001 California Building Standards Code found in the California Code of Regulations, Title 24: • Part 2, known as the California Building Code and abbreviated herein as "CBC" • Part 3, known as the California Electrical Code and abbreviated herein as "CEC" • Part 4, known as the California Mechanical Code and abbreviated herein as "CMC" • Part 5, known as the California Plumbing Code and abbreviated herein as "CPC" • Part 6, known as the California Energy Code, and Energy Commission Standards, and abbreviated herein as "CECS" CODE ANALYSIS Type of Type of ls` Floor Total Specific Use Construction Stories Sq Ft Sq Ft Occu anc Cabana R-3 V -N 1 288 288 CONDITIONS OF APPROVAL 1. Approval is contingent upon the review, requirements and approval of other departments and/or agencies that have jurisdiction over this project. 2. Revisions and/or notes as red -lined on the plans. DEFERRED SUBMITTALS Our plan review reveals no deferred submittals noted at this time. SPECIAL INSPECTION NEEDS Our plan review reveals no special inspection needs pursuant to CBC 1701. Sincerely, Michael LeBeau Plans Examiner Cc: Alice Mefford, E-mail: amefford@buttecounty.net Robert Hill & Assoc. (530) 891- 4280 fax (530) 891-0394 Steve Bunch 9325 Sara Ann Court, Durham CA 1?aLw 2 of Count- of Butte Perinit Number 04-3486 Willdan Project Number 14353-1286 SITE PLAN REVIEW APPLICATION Date: AP# Permit Number (if applicable) APPLICANT INFORMATION Parcel Size: • 73 a outs OwnersName: Owners Address: Telephone No .. 3�3 4 9 Situs Address: ,5/4k - Proposed Use: Residential ❑ New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home Residential Accessory 64avla— Permanent Second Dwelling _❑ Temporary_ Mobile Home (Aunt Minnie) F1 -Temporary Travel Trailer ❑ Multi -family M Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic . ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SER VICES INFORMATION (For Staff Use) ❑ Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Site Plan Stamped Approved' By Date n___ i _re ALL ITEMS CHECKED APPLY TO THE PROPERTY �'� ' + -•._ ti's � °'� Parcel Is In: ElSnow Load Area: `► r 1 - r ❑ Land Conservation Act 'Nfinimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan) (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) Expansive Soils (Test for expansive soils and if veri i proper foundation design required) ❑ SRA - (CDF to determine- specific requirements) 7 ❑ 100 -Year, Flood Plain: (See attached) Flood Zone: Y ') • Flood Panel No.:e(aoo % 0r Ind ~ ` ,'''� Q� � l ex Date: v ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑Minor Use Permit ,�❑,rAdministrative Permit ❑ Minor Variance ❑ Variance , "• • r i ` - Detached Building Use Form ❑ Encroachment -Permit • '_- ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement - Zoning: G P -AIL 1 Applicable Building Setbacks: I ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front 5,200 Side Side Street Rear Height 4 t Waterway N/A N/A T. -N/A I ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 44 Applicable Development Fees: ' Standard Fees ❑ Fire ' ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other Amount Formula ------------------------------------------------------------------------------------------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By - ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of 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: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a 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 Environmental Health Department requirements Pave '; of 5 10 /62 Subdivision Map/Parcel Map: `l am Cy&arej, *f Map Date of Recording: q d Lot: r Book: 15-1 ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Page: 7 Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean -Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development.. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa u Pate 4 of 5 x x 0 Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CAL,arrysSuilding Permit Site Plan Reviewl.doc PnsrP S of 5 OWNER'S STA7EMENT We. RICHARD A. PETERSON AND NICOLE PErERSON, Husband and Wife, as owners of the land shown hereon and MID VALLEY TITLE AND ESCROW COMPANY, a California empor- otion s Trustee per Deed of Trust filed under Butte County Recorder's Serlal No. 2000- 45828. do hereby stole that we are the only parties whose consent is necessary to pass clear title to sold land and that we consent to the preparation and recordation of this final map. We hereby offer for dedication to the County of Butte for specific purposes the following: I. Lot 'A* as shown on the annexed map for storm drainage in fee simple. 2. Sarah Ann Court. Metzger Court and that certain portion of Tracy Ranch Rood for public street, public utility and all other public purposes as shown on the annexed map in fee simple. 3. The access aosement to Lot 'A' as shown on the annexed mop. 4. The storm drainage easement (SDE) as shown on the annexed map. S. The public service easements (PSE) as shown on the annexed map. &(..ik �wJa. A D.0 RICHARD A. PETERSON NICOLE PETERSON P.O. Be, 1222 P.O. Rox 1222 Durham, CA 95938 Durham, CA 95938 MID VALLEY TITLE AND ESCROW COMPANY, • a California VrpLo�rate n Trustee Signature ^ ✓ Name: •BuoN Title: ACKNOWLEDGEMENTS h STATE OF CALIFORNIA) COUNTY OF BUTTE) s.s. On this 10'� day of kA Aral 2001, before me, the undersigned, a Notary Public in and for sold Stole, personally appeared 2• personally known to ma (or proved on the Dasis of satisfactory evidence to be the persons) whose name(s) sh/are subscribed to the wilhln Instrument and acknowledged to me that he/she/lhey executed the same 'n his/her/their authorized copacily(tes) and that by his/her/their e.gna- Lure(aj the instrument the person(.) or the entity upon behalf of which the P.= acted, executed this Instrument. WITNESS my hand and official seal. ,VIrLIrV�l�t4 Print Namo: JL4Tf1IKf MCt164II Notary Public CommissioneXpplre. 0-1 -01 County of &W -k STATE OF CALIFORNIA) COUNTY OF BUTTE) s.s On lhi'1 day of Q - , 2001, before me, =71gnedfa Notary Public In anal for said State, personally appeared pereonolly known to me (or proved on the basis of satisfactory evidence to be the person(') whose name(') 1. -0 sub.crlbed to the within Mstrument and acknowledged to me that fie/she/they ecuted the name In his/her/their authorized c1.1ty(Ies) and that by his/her/their aigna- lure(') Wall, e instrument the person(s) or the entity upon behalf of which the P.= cted. executed this Instrument. WITNESS my hand and official seal. ,)front . W1,rullW Print Name: J(M41 M0441 Notary Pl6blic Commission expires 0-IL'01 County of D) -"t, SURVEYORS STATEMENT This map woe prepared by me or undar my direction and was compiled from record data and 1s based upon a field survey in conformance with the requirements of the Subdivision Map Act and local ordinance at the request o1 RICHARD A. PETERSON in AUGUST 1993. 1 hereby state that the survey is true and complete as shown and that this final map substantially conforms to the approved or conditionally approved tentative map. If any, and that all monuments are of the character and occupy the positions indicated or will be set in those positions within 90 days of the recordation of this map and will be sufficient to enable the survey to be retraced. MICHAEL 0. McENFSPY RCE 2946 Lr,.-''frLS ti1�1'c Exp. 3-31-03 (;':• ( M EE's ko COUNTY SURVEYORS STATEMENT I. STUART EDELL. Deputy County Surveyor of the County of Butte. State of California, do hereby state that 1 have examined this final map of DURHAM LAND ESTATES - PHASE 1, and find that it is substantially the some as appeared on the tentative map and any approved alterations thereof, that all provisions of the Subdivision Map Act of the Stale of California and local ordinance applicable at the time of approval of the tentative map have been compiled with and that I am satisfied that the map b technically correct. Dated: 24. %Loot STUART EDELL RCE 29132 Deputy County Surveyor Exp. 3/31/03 County of Butte ACKNOWLEDGEMENTS STATE OF CALIFORNIA) COUNTY OF BUTTE) .... On this yM day of UOfI� 2001, before me, the underei n1 a Notary Public N d for sold State, Dcreonaliy appeared R les It personally known to me (or proved on the basis of sohstactory evidence to he the person(s) whose nameO b/me subscribed to the within instrument and ocknowletlged to me that he/she/they executed the same in his/her/their outnorized capacily(ies) anal that by his/her/their signo- ture(s) the ins4umenl the person(.) or the entity upon behalf of which the Person )n acted. exccutad this Instrument. WITNESS my hand and official seal. 'I(,,"r,A,(k1 wt'40 Notary Pubic Commission oxpirgqs (1'lt•01 County of SRHC Print Nome: Jii11111(V MALOW1 RECORDERS CER77RCA 7E Filed this d61H day of RPRXI • 2007, at ;PL..m. in Book of Maps, at Pages >/. 71 �It Rifat the request of NORTHSTAR ENGINEERING. SERIAL NO.s1ro/- no CANDACE J. GRUBBS County Recorder County of Butte 8, 71%. Deputy CLERK OF 7HE BOARD OF SUPERVISORS STAMMEiVT I, JOHN S. BLACKLOCK, Clerk of the Board o1 Su er ors of the County of Butte, State of California. do hereby slate that on the day o1_wp{-X'&.1I 2001, the Butte County Board of Supervisors officially approved h subi A cimslon map of DURHAM LAND ESTATES - PHASE 1. Lot A', Sarah Ann Court, Metzger Court and that certain portion of Tracy Ranch Rood shown in the Owner's Stolnment and offered for dedication ore accepted on behalf of theblipublic In fee simple. The access easement, the storm drain easement (SDE) and the puc service easements (PSE) shown in the Owner's Statement and offered for dedication are accepted on behalf of the public far PUNIC utility purposes. Should the Board of Supervisors determine pursuant to Government Code Section 66477.5 that the public purposes for which said properly was dedicated no longer exists, the County of Butte shall reconvey said property as shown on said map• to the subdividers whose names and addresses are shown in the Owner's Statement on this sheet, or to the subdivider's successors in interest. Of S. OCA&LOCK je k �of the Board of Supervisors Santy of Butte 1 L)UFA AM LAND ESTATES PHASE 1 A PU&X SOTEFT SV8D/N9CW BEING A PICV?TXN r OF THE SOUTHEAST 1/4 OF SECTTON 24 TOWNtSW 21 NOHT�RANANGE 1 EAST AND A PORTKNV SECTION 30, TOWNSHIP 21 NOR7M RANGE 2 EAST, MD.M BUrrE COLWrY CALB:ONVA oar FOCF64R0 A AND AUCOL.E PETERSCW Nor'Mar aawaw, ww.�a w.w os ewxaa —3 BrCY'�OJO � aw> wa. SHT 1 OF 4 APp 039-046-024 & 040 CERTIFICATE OF CORRECTION 0066 IS/ PAC.- 7/ DOC St x001 -0033340 TAC m CONC MON. R.CE 7294 TAKF3a AS M.W. CORNER LOT 1 (RBXR9) SHM AS 3/4' IP PER (R2) BURDICK ROAD (N00'06']0" W) R2 N o02Ya9' E M (,62ml R2 & M m•� 14m m �iC`im YN n w:-l.nl� QcQc`acQl �8s�� FOa 3/4I.P- LS M25 (R3) BASS OF BEAR/NG 3/4' O.I.P. (R2KRB) S 6.116'04• E 100.72' CALC PHASE L�c anter 9atvrsaw STia vEa2EET s(a ( BEND A PORTION OF THE 8914'36' E 61&007 R8� 89'20'00' E 81yW1 R2 U. - DAYTON JiWr •-4. ._-.-•--- .-----.y--y-/4' OF THE SOUTHWEST 1/4 OF %V SECTION 30, TOVIMH/P 21 NORTK 6952'57' E 813.00' M._.-----.-.-- BVY7E ccxwrY CALFORVA AEE/ glpiAl9l7 A AA NCOILP P0T8i80N I.P. R.C.E 1420] (RI) 'P,y y A 90 MAPS /1V 8 N ] . 1818.337 R3. Ra O3.P- NXLOT 11 (R2) 1817.,37 R2 E A932'Sr E 1 2 �1 90 MAPS OO 1817. ]8• M 1I +•f BURDICK ROAD DAYTON HWY BO' EASDIENT PER R PARCEL OF R4 _ T¢ (M1sD R4 ' --- y 8]8.75• M �- um's I6a9 w 16 (836.58') R2 A :I" \.zr (433')' ( R2R4 R7 �i I� nt aErle a 1� ( PROJECT STE `SMD CO11C. MONUMENT TAKEN AS I rc ( 7p MAPS 94 'a yS S.W. OMNI R OF TRACY S180PA9p1 (R2XR3) uua: $I r3 I I 1€ O c( m ^ O O 52F gCTAe 'B" -moi I 1 --s—Tis �I - os• LOCA)70V MAP a y ) m n �--`DURA S.E. LOT B (R2) DFrAl 'A 8 E. —mW-- COURSES DA TA © S 89 u 00Ia,� We - - - O (N 00' 40' 00' W 142.00) R2,R4 ---- (N 00' 40' W ) RB N 00'07' 03 W 142.00 M �(S 00' 40' 00' E 130.00) R2.R4 $ CA>J 217 00" E) R2, R7 N 89' 52' sr E (N GO' 40V R6 S 00' 07' 03' E 130.00 M 1 • 3/4" I.P. 8 R.14203 C.E.(m) Los 97.m• 1]46 (EAST 160.5•) R4 FG' olo aEEY ` (S 89' 39' 01' W 160.50') RS • ^ NI M. 3H" I.F. am 6&o5' (N 89' 20' 00' E 160.55') R2,R4,R7 S 89. 55' 15' E 160.517 M r - 6 334q E(.. 47 MAPS 96 S DO. 04' 45' W 60.00 M 8 S!s mi oe a• =2' (S 00'26' 21' W 60.0') R5 Ieasri j FD. 3/4" LP. .r -E 12436 EEaY ,es' Qs (N 89. 39'01' E 160.50') R4 S 89' 55' 15' E 160.55 M 1665.30' (18a50')� 1 3/i LP. (R7) 3^y¢ CURVE DATA ,62382• M E • N 8910'45' (N8978.51' E I82&701) R3 162325') 'R4 LS. 3525 (R3)(RI) r• ��.. C R L (N 6979'01• E aN2: 090' GG'DG' 20.00' 31.42' M,R2,R4 37 MAPS 5-3 $8 QB 90' 00'00' 20.00' 31.42' M,R2 (90- 14'20' 20.00'4 31.50') R4 Drutz 'a' THE BASIS OF BEARING FOR THIS SURVEY IS THE CENTER LINE OF HOLLANDAVENUE TAKEN BETWEEN FOUND MONUMENTS AND ASSIGNED THE BEARING N 00'04'45' E AS SHOWN ON THAT CERTAIN RECORD OF SURVEY FILED IN BOOK 78 OF MAPS AT PACE 94 OF COUNTY RECORDS. RECORD REFERENCES R1 BOOK 78 OF MAPS . PACE 94 R2 BOOK 30 OF MAPS , PAGE 50 R3 BOOK 37 OF MAPS . PAGE 53 R4 RECORDER'S SERIAL NUMBER 00-17690 RS BOOK 1775 OFFICIAL RECORDS . PAGE 424 RB BOOK 1588 OFFICIAL RECORDS , PAGE 190 R7 BOOK 47 OF MAPS . PACE 96 R8 BOOK 106 OF MAPS , PAGE 50 & 51 R9 BOOK 146 OF MAPS PACE 84 RIO BOOK 1 OF MAPS , PAGC 46 LEGEND • FOUNO MONUMENT AS DESCRIBED O SET 3/4' IRON PIPE TAGGED R.C.E. 29465 o CALCULATED POINT NOTHING FOUND OR SET u MEASURED C CALCULATED ( ) MEASUREDD DABRACES TARTHATTMAICHESCAL ECORDDDANA/OR PARCEL BOUNDARY BEES BASIS OF BEARING Q5 COURSE REFERENCE CURVE REFERENCE NorMar aec • 17.94 ea4aa4n aa4n SHT 2 OF 4 AP/ 039-046-024 & 040 CERTIFICATE OF CORRECTION 1o700TC /07 rry(3I5 i c DOC's A001-0033340 DURHAM LAND ESTATES PHASE L�c anter 9atvrsaw STia vEa2EET s(a ( BEND A PORTION OF THE SOUTHEAST 1/4 01F SECTION 24 TON7VSW 0 NORTK 1 EAST AND A PORT70N 1' aaG' OF THE SOUTHWEST 1/4 OF %V SECTION 30, TOVIMH/P 21 NORTK RANGE 2 EAST, MOM BVY7E ccxwrY CALFORVA AEE/ glpiAl9l7 A AA NCOILP P0T8i80N NorMar aec • 17.94 ea4aa4n aa4n SHT 2 OF 4 AP/ 039-046-024 & 040 CERTIFICATE OF CORRECTION 1o700TC /07 rry(3I5 i c DOC's A001-0033340 536.75' 2EM� 1- 533.67' 24 ACCESS Ew sEA4ENT' N gg10 i i ule 2p WI' I I Nt1- 28 � N�Q UTA � I I el r ._..-- . 30 I.� i 2/ a n i N 8910115• E ---- 207.7.• -.74'- f cz3 LOT "A" 25 PHASE I W n n_ 1.03 AC GROSS °' w 8 1.00 AC NET 3 $ 519.50• N89'10'45•E 25114 N 8910'45- E 433.32' N89.52'57'E LEC>77V0 Nea sa's7 E a4 89 fYNNEN __________________i • MIND YT tie OEStlNiEO _ 21113 O SET J/a' 9284 PIOE TAC® R.C.E. ]9/85 3' PSE o CKCI&ATED POINT NOTH0IC EOUND OR SET (TYPICAL) © COURSE REFERENCE PSE PUBLIC SERMCE E.• SE)O NT '7 1 2 SDE MOUC STORII DRAINAGE EASEMENT 1.18 AC ORGIES 1.10 AC NET '� 1.11 AC (3!055 I i+ I 4w� PNASE BGINOART 1.08 AC NET 1 I p CENTERLINE NONULLEIIT 1I i L P I O 5 891445w IC15 S 891045 w 8I C C12\ Cll / 1 I _ iCI I41 I I I E (0, PSE') 11 I I Z( �.ffr DETAa a 9YEiT z 1.00 AC GROSS mI Im Im AC muss 0.83 AC NET $I I� Id 1.11 AC NET I jli 1 0 + - 0 _ ISQ84' I 0 I _21159' �.§rS 8910'15' E U N 8910'48• E I 23 m 10 U I" 1. s AC GROSS - 3aa 1.00 AC GROSS � ♦ IS 181 AC NET / ♦ \ OJ3 AC NET I W I r^ O � -- ---.-._. CIO i Cf] R�=DI C I N BBLS'ts w s -E RACY RANCNI_��191iQ N ..maw W - 221W 1. N891tl45'E CO C2 \00.88 \ /� sxr � 1.91' 5 B<'3515' E 20A 3' PSE 4 CI 160.50• 9 ml Ac GRoss g 1.01A A. 3 Iry 0.84 Ac NET 0.73 AC NET .I 'L C In u a 'T 22105' I O' I 218.28' v I fl O D£TA/L 25 }`I N 691445 E I I N 891445' E Z.NOT TO SCALE 8 'I it 1" 5 u 1.02 AC CROSS I i 1.00 AC (ROSS Q89 AC NET J I 0.87 AC NET ' 199.48 C ) 891443- E - - N 891445' E \ w• SDE 6 DURHAM LAND ESTATES 7 w 1.03 AC GROSS _ ^' I.OI AC GROSS PHASE 1 0.98 AC NET 0.98 AC NET 4 A PUBLIC STREET SUNDOV18,0V 1 8 BEING A PORTKW OF T)Le 384.96 ` 2s5.oB 2s0.e1 -------------- __ ----_SOUTHEAST 1/4 OF SECTION 241 TOMV-%19P 21 505.70' N89'1o'as•E 1 NOWN RANKLE 1 EAST AND A POR710N ®gym ®ffy-�,mm� W-Tmv �iE3FfYF=-- MEMMM �l4E*9w;mmum i9®W77-no..". N4i STV��R➢R*'.)G9�'ffi9 i�iiJFF9iI](?7i:?Yi� �tRRT9w"ml- O LRM ��7!*7i'T9i 3F9 ®i71F'9R^7['9ER'!Yi7 ©iC#510M. . mrsT 9 �wTrlw7mwm7TV mlmwr Sw4mmffl:�" ®i•)iF9F^.C3EY!R3a �i'169E'['7�€!A ®E57129E][_•9�EFiG L.I:R I IElI-AlC OF UGKKt1 IIQN /d /� J`/ oo& �,'J,9 /.E- 73 SOC # AOOI- 0033340 V OF THE S Urfi LEST 1/4 OF SECTJON 30, 7OWM4FOP 21 NOfi17{ 2 RANGE 2 EAST -/�- BUTTE cot/OT GrnVA ALI' 1110I,1or L/{jL11r•Jll. Il`J�JI� jnJ RICHARD A AND AOCOLB PE EMOIN r - 100' NOrtFl ar BOCi�Ki 9a,��. SNT 3 OF 4 AP/ 039-046-024 h 040 JUNE 2000 890 L.I:R I IElI-AlC OF UGKKt1 IIQN /d /� J`/ oo& �,'J,9 /.E- 73 SOC # AOOI- 0033340 V LEGEND NRDS No RESIDENTIAL DEVELOPMENT SETBACU Ba BUILDING SEIBACR LINE tiil PHASE BOUNDARY BUILDING SETBACK UNE EIDBTIMG OAR TREE LEACH FREE SETBACKmo• Ba3736 16 1 14 13 12 2a Ba AWES m RL.. .. —.. _ .. —� Y I. THIS WET SHOWS AOOITIOMAL WORYAi%IN. I$ FIX \ AODRIONAL INFORMATION PURPOSES ONLY• DESXX I m OMONWNS AT THE TIME OF FILING AID) R NOT INTENDED TO MARSH COUP T AFFECT RECORD nn.E INTEREST. 2 A SOLID FENCE CHAIN LNR, [WICK. BLOW IX SIMILAR 11r L_ _—__ Il i 38 I 30• BA I uATF/b.LL, NOT Wpm. A MINIMUM 9 w NY % FEET NEIp1T SHALL 1 J I ( �i \ 8E "STALLED ALIXG T .. SOUTHERN AND WESTERN PROPERTY O' .. .. _ .. _ .. —� /• I I r UNES OF W. FRO ECI. PRIOR TO ISSUANCE OF BUILDING PERMI IS FOR ANY RESMENCE w PHASE I SAID FENCE SMALL w QI = Fy CONSiRUCIEp ALONG THE SOUTH LINE W PHASE 1. ^' TVI I �..UU I U) I I 22 O 11 I Al I I 2 3. DEVELOPMENT W ALL LOTS IN THIS SUBOMSIIX VMLL REQUIRE 35 y Q 17 Ul 20 21 \ CONNECTION TO A PUBLIC WATER SUPPLY. a D. I W I I I I I 1. OUNRD MY ARCHAEOLOGICAL OR CULTURAL MATEPoILS BE I I j 0' �COUNTERFD NGAIL CEASE AM PROJECT CONSTRUCAL IION. GIN SHALL 39 I Ill I I 21 I R! U I I IMMEDIATELY RETAINED, OI^ PHASE 3 mxia ea S ALL ALMOND TREES SMALL BE REMOVED FROM THE PROPERTY. EVL�, REMOVE OE TREES CM TALLOW THE PROPOSED PHASING PLAN QI r/I PHASE 2 1I... SHOULD ACT] I.. CO .. AS THE PROJECT Is A DEVELOPMENT IMPACT EEE R STEREFi FACnjM SNAIL I Ji O , M PAW PURSUANT TO THE PROVISIONS OF CHAPTER 3. MTINE D 34 1 g I Illi I 19 24 23 10 I INI ` I I 3 OF THE BUTTE COUNTY CODE. PRIOR TO ISSIMCE M BURDMG PERMITS M USE PERMIT IN THE CASE OF A MOBILE HOME PARK FFLM SAW FEE MOUNT WILL BE DETERMINED AND CALCULATE, AS OF I Soo Ba SOD' m K' i �' I THE DATE M APPUCATICH FOR W BINDING PERMIT OR USE d0 ` ST.a BA ! . xia BSl U;} Cj I PERMIT. (:t J `•.PRO D_ G _. E%�T E'R TM YS ROHEauwED fIX RQX L" BEEwAPRESERVED �.._.._.. _..—..—I L.._..—.. _.._.._.._.. —. —.. oA 1N/CH R CO WENCSONG O. THE ODUTER EDBMCE DQ a T EE oM TREE CANOBE PY. 0 77RACY R NCH ROAL1 —_ 5D �L TRACY R� - b0' I--_—'--- - -=----�-------- -------- I I �50, est. H, D' 41 i 0 33 29 .: 0, 28 77!1 0 it i, 30.0• Ba 9O0'Ba xia Ba t' = T00' 2 25 : . J I W, • 27 c 2 I i 32 40.0' L,530 W� za es 0 � < $ : _ 5 ADDITIONAL INFORMATION SHEET i •�20' 9% a = (SO.a FROM TOP OF x x z0' Ba ESTATES IYi d DETENTION EACRITY C-11 a �' Q ,n a % Q i �/ O[%H%"li4M PHASE LAND GS. %.Q %GV wWl I7MM7QC BE903 A PPOR77ON OF 71•ff 143 �. / I LOT "A" "f 26 0 6 SOU7NEAST 1/4 OF SECTION 25, TOWS 21 ------i.__-----•- ._.. _.. _.. 31 - PHASE ..—..—..—.. ..— '�.1�"—.. ..—..—...—.. NOR77,l RANC,E'IEAST ANDA PJOR770N OF THE SOUTHWEST 114 OF lor LFs Aaa MrsSEC77ON 30TOWNS. PLOP 21 NO RT >r II (xia TRW TIN OF !< RANGE 2 EASTMDA. LFSN fACILllh DETENTION FACILITY) b MONAIRD A AND Aacoc.L- PETERSON NOrtf1 ar BRIO LT>IRle SHT 4 OF 4 API 039-046-024 @ 040 JUNE 2000 6690 U,.cRTUEIV,q UG VF L,VRRLL.I{UN L- !� �[ OOG� AOOI-0033340 �OOft �s7 Pfl•GE 7/ Department C o u n t, J. Michael Crump, Director of Public o f B u t Works LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement ILESS THAN 1 ACRE Project Description: Project Location and/or Parcel Number: 3 °i 4-a6 ` O By signing below, .1, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: Date: ql1/v<I-- Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/12/04 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 13yv�N 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. t Date _ / V NOTES, RESIDENTIAL ✓� PERMIT N0. 039-460-058 02`=2515 BUNCH, STEVE - - , 9325 SARAH ANN CT., DURHAM CONT: RON BUNCH DETACHED STORAGE ,r L y f - - t r. i !f . �A G"v . S U SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER 1 r d 4 4 i ~ JOB FINALED (Date) Signature y J=OK 0 = Not OK - = Not Applicable . = Not Ready 0 RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test 72. Elec. Outlets at Wood Panel, Int. & Ext. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral ❑ Yes ❑ No _ 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector 87. Water Well, Disconnect, Electrical, Plumbing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Date 41. Sills Proper Materials & Anchors Comments at Final: 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. 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 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes _ 83. Following Instld./Drive O Yes ❑ NoMalks ❑ Yes ❑ No/Planters ❑ Yes O No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler 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: J=OK 0 =Not OK = Not Applicable . = Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 7. 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 3. Sewer; Location -Test -Fall -C/0 -Concrete 9. 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L 'ft. . / P Nat. or / /" L "ft./ /' LPG Ext.; Steps -Doors -Landings 7. Well Clearance & Disconnect 12. 8. Utility Clearance Date Card B-1Date Card B-1 Date Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements 2. 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Electricity; MH Test -Crossovers -Breakers -Clearances 4. 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector Elec.; Pool Lighting; 15 Volts-GFI' 7. Water and Sewer Connected -C/O to Grade -HD Approval 6. 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. . Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 10. Exits; Insp.-Sketch 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main Conduit 11. Cert. of Occupancy 9. Health Department Approval 10. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) Enclosure; Fencing -Alarms 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line Date 3. Blocking Card B-1 Date Card B-1 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verifv #'s with Office Date Card B-1 Date Card B-1 Date Card B-1. Date Card B-1 MISCELLANEOUS Date DEC!4, COVERS, CARPORTS, RA ans) OK except #'s I Agfiing Req uirements-Setbs- Easements 2 eotings; Soils -Size -Depth -Spacing -Connectors -Steel 3,DpEks, 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 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (PlansT OK kxcept #'s- 's•1. 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 Conduit 9. Health Department Approval 10. Plumb.; Cir. Test-Water.Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 tRev.12/96) 1 APPLICATION AND PERMIT ASSESSORPARCEL NUMBER 039-460-058 ZONING BUILDING PERMIT OWNER BI TwR OWNER'S HARING RESS -9325 5-,ARAT4 AM GT. DUPdM GA 95938 CONTRACTOR'S NAME 9 TELEPHONE 893 4746 — TELEPHONE SO. FT. OCC. BUILDING VALUATION 224 U 4032.00 CONTRACTORS MAID ESS CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ 4032.00 ARCHITECT OR ENGINEER LICENSE NO. Filen Fee $ 20.00 Permit Fee $72.00 ARCHITECT OR ENGINEERS MAIUNG ADDRESS Plan Checking Fee $46.80 BUILDINGADDRESS 9325 SARAH ANN Cr., DURHAM$ Energy Plan Checking Fee $ PERMIT FEE $138.80 LOT NO. SUBDNISION'S NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: DETACHED STORAGE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 Main Service 2ppA OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.P License Class _ 1� Lic. No. "? ��'3% 3 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 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 j�erformance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier _5719-;ry Policy Number iz�& - arms (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 f rth ' c p with those provisions. XDate Si ure of Applicant - ❑ Owner @-Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service z TO 46.00 CCU000A NEW CONST. DWeJJNG OCCUP. 50 E OR AODNS. ( a ACC. BLOB. 3.50FT_ NpµREStD. T. MULTI. OUTLET CIRCUITS @7,50 OWER APPARATUS a SINGLE OUTLET CIR. 20 EJ(, OCCU OUTLET OR FVTURES BAL 00 @ I.50 FIxEDAPPLNS. OR Ex. Occup. GL,T,ETs EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ 138.80 HAZ. D. FEES IMP FLOOD CDF PARCEL I PD HD ISS This permit is hereby issued under the of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON applicable provisions Resolutions to do work been paid. ate 9 � De Receipt No. WHITE-D.D.S.-B.Z. CANARY- ESSOR PINK -INSPECTOR GOLDENROD -APPLICANT PM COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville,`iCA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET S�°a1� C� 9 �o OWNER: ASSESSOR PARCEL NUMBER Proposed Building Use: dad d Counter Technician: Date: Items required in order to apply for a pe4mit. All boxes MUST be checked OR marked NA in order to apply. 1.. Plot plans, 3 or 4 sets, signed by the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. k'*4. Engineered truss details and layouts in duplicate. No faxes! ' . Energy compliance design and supporting documentation in duplicate. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed b tengineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By T8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................... ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 6R14. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... ❑ 15. Statement of Intent for Non -heated and A/C Buildings..................................j.�.. •❑ 16. Sanitation and plot plan approval from the Environmental Health Department in G► t I C- 0 ❑ 17. City of Chico Plumbing permit........................................................................ ❑ 18. California Department of Forestry plan approval ❑ paid. Sent by: ...................... ❑ 19. Planning approval for (A) Use: Q K (B)Parking: (C) Parcel Check: OPS—o%_ ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... ❑ 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization.................................................................... ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance..............`................................................. ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone I an old for pickup. I have bee in e e o i ms an r quirements for obtaining a building permit. Applicant. '"'"f Date: 1. Index permit application for the above items numbered: Plan Check Letter 2. Additional items required designer, owner, was advised of the above data by ne, ❑ mail, ❑ counter, by r . Date: 0 Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ cou r, by Date: Plans reviewed by: Date: Plans approved by: C t — Date: Structural reviewed by: Date: Structural approved by: Date: Note transfer by: Date: Yellow: Building Division ,,Sent By: BUTTE CO ENVIRONMENTALHEALTH; 530 895 6512; Sep -20-02 9:15AM; Page 1/1 L&WK Ong ! Mae Nae Ansebod new Pbe M1Nl.4 am to 6. r TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance • Owner tacadon AP# Plan Approved for: Sewage Df9p0381 ' Water. Supply: Public Private Well �. Clearance faf, _, dwelling. Other Hold final.,for• Environmental Da eal*hecialist te 8/96 . r ----f Environmental Keatth _ SEP 2 0 2002 '� `�.�c .'• ' r, 0, California r Sent -By: BUTTE CO ENVIRONMENTALHEALTH; 530 895 6512; Sep-20-02 8:52AM; Page 2/3 %s4F . 593- •,/71 yA 24 k APPROVED butte County alb \Mf1 bl�n�h1R ENVIRONMENTAL JEALTH AUG 3 0 2002 CHICO, CALIFORNIA L!1 Sent.By: BUTTE CO ENVIRONMENTALHEALTH; 530 895 6512; Sep -20-02 8:53AM; 410 *fi 03 5— D �4 12, n J- Yla f171 -p4 J '(4f -too ,q, buto Cowity .)Ills Page 3/3 Environmental HOW& Aur 7 9 202 California �,� � P• '�" 03�-��a - cis �s oz 0 8 i �z �o ALL STRUCTURES AND EQUIPMENT INC:.iBD'No I BE CLEAR OF ALL EASEMENTS. OF�FPRANI�S SMALL V BACK OF 5 FT. FROM THE SIDE AND S ►'. FROM THE REAR PROIPEFi Y LINES AND BE FT. FFJOM. THE ROAD CEI � ERLI�ilw Sl•iAl�.. . O wLEr�R OF s ucT'URES AND EQUIPMENT �a:�(:�,.r- i A 2 FT. SAVE OVE HAN - 02 - ZS IS . BUTTE COUNTY dUILDINC DEPARTMEN-1 APPPOVEr Ca 64 r 54 5` V ��v ol.�SS �s moo/ A2 y'o: Zz6r -�'�� b� ��-� ►� BU VE COUNTY gUILDING DEPARTMEN ppip®vFr �� Jt04 ,(t5 +° 5` QI, It 3 ,(,,,sr Z�Z2,-`� 2�' BACEMOE JOHN WILLIAMS Owner • Operator Lic. #508677 (916) 891-4905 929 Sequoyah Ave. Chico, CA 95926 �Z0 lame 170 ' l{ic lt'tL 2 y « (,,,ot O LONGFELLow 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 W ff Job No: 58 BUTTE U NTY WILDING DEPARTMENNY7' Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 251-0204 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 t���WWW1111111WW� 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 L 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 defects to Longfellow immediately. ❑ 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 Report trusses unless truss engineering has been designed to accomodate the specific point loads. ❑ 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. BEFORE INSTALLING: Make certain truss sequence and end -for -ends orientation are correct. ' E STANDARD CABLE END DETAIL, tc 1 117- WIND SPEED $0 MPH, MEAN WALL HEIGHT 15 FT. Z>el . C MPMRM BT MMU OFFICE DIAGONAL OR L -BRACING REFER TO TABLE BELLOW _ 24 A0,2 or- bna.vF-L IX-. o2 -1X4 ir 12 2X3 'TTP. Q'VARIES TO COMMON TRUSS A A V'Z I svi 3X5 TRUSSES AT 29' O.C. 2�'Ou Mme/ ,2X9 LATERAL BRACING AS REQUIRED. PAR TAD -a V40,) WALL TYPICAL OPTIONAL T.C. NOTCH DETAIL @ 24' O.C. MIN. `;E{Ip��—IhI �T `;•a�� L NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. ���� �, ,'��_',JI CONT. BEARING. LUMBER MUST MEET OR EXCEED VISUAL GRADE X12 LUMBER �T � ��i-1C1jbiA:. foR .Srrdk(, AFTER NOTCHING. (.1,10 gOTtNIWb►wt%%W 2X0VSTl0AW1LEi1f{ 6,qaz_ o. SPAN TO MATCH COMMON TRUSS. — r• �` TYPICAL 2X -i L -BRACE NAILED TO 2Xi VERTICALS W/8d NAILS, 8' O.C. VERTICAL STUD R"i SECTION A -A. LATERAL BRACING NAILING SCHEDULE. VERT. HEIGHT. a NAIL AT a END UP TO 7'-0' 2 - 16d 7'-0' - 8'-0' 3 - 16d OVER 8'-6' - - -16d MAXIMUM VERTICAL STUDS HEIGHT, SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L-BPACE 12 INCH O.C. 5-7-2 14-3-12 10-4-14 15 INCH O.C. 5-1-0 12-4-12 9-5-8 24 INCH O.C. 4-5-4 10-1-7 8-0-3 NOTE: !.VERT. HAD BEEN CHECKED FOR - 80 MPH WIND LOAD, EXP. G I 3.FORNISH CIOPYIN F: THIS TDR WING TO CONTRACTOR MEAN WALL HEIGHT OF 15 FT. AND L/240 DEFL. CRIT. ?.CONNECTION BETWEEN BOTTOM CHORD OF CABLE ESD 4.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY, TRUSS AND WALL TO BE PROVIDED BY PRO.:ECT ENGINEER CONSULT BLOC. ARCHITECT R ENGINEER FOR OR ARCHITECT. TEMPORARY AND PERINC OF -ROOF SYS MINIMUM GRADE OF LUMBER T.C. 2X4 No.'- 91 DF -L TPI -S5 Crit B.C. 2X-4 No.•.L 91 DF -L UBC -9+ Webs 2X4 STUD DF -L LOADING L (PSF)D STR. INCR.: 15 TOP 40 i (o DRAWN BY JB BOTTOM 0 ; 0 CHECKED BY :JAI SPACING: 3G, Inch O.C. REP. STRESS: YES a M1Tek Industries Inc. Ep9 Q4 19 JUL 0 3 2002 ries Inc. Job Truss Trusa Type Qty Ply PLATES GRIP 1 ' rr TC 0.50 Ven(LL) -0.04 4-6 >999 R7423077 BUNCO905 Al ROOF TRUSS SC 0.43 Vert(TU -0.08 4-6 >999 BCLL 0.0 �i WS 0.09 Horz(TL) 0.01 4 n/a (optional) -_..'._...,.. _...... -1 11.,11 ...., ,,, ..... -.-..,T -,....., .,,., ..,... — wv ,n., en nwuwuiva, rue. uJu "up va to:o.a:no AVU4 rage 1 -2.0-0 I -- 7.0.0 I 14-0-0 160-0 a z-o.o 7-04 7.04 24.0 Scale= 1:29.3 4x4 = 3 1Sxd II 7-0.0 140.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.50 Ven(LL) -0.04 4-6 >999 M1120 230/196 TCDL 10.0 Lumber Increase 1.25 SC 0.43 Vert(TU -0.08 4-6 >999 BCLL 0.0 Rep Stress Incr YES WS 0.09 Horz(TL) 0.01 4 n/a BCOL 7.0 Code UBC97/ANSI95 tat LC LL Min I/deft = 240 Weight: 46 Ib LUMBER BRACING _ -- TOP CHORD 2 X 4 DF No.1 j` TOP CHORD Sheathed or 6-0.0 oc purlins�_l BOT CHORD 2 X 4 DF No,1 M L�BO.T_CHORD Rigid WEBS 2 X 4 DF Std _ceiling_directly-applied.�-i f --- REACTIONS (Ib/size) 2=564/0-3-8, 4=564/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1.2-16, 2-3--694, 3-4--694, 4-5.16 BOT CHORD 2-6=656, 4-6=656 WEBS 3-6=96 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 11313, UBC -97. 2) Thls truss has been designed with ANSItTPI 1-1995 criteria. LOAD CASE(S) Standard C OD Z .® 0 m a 3 M Z A. NO. 4419 .A� A WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE September 6,2002 Design valid for use only with MITek connectors. This design Is based only upon parameters shown, end is for an individual building component to be Inaatteo and loaded vertically. Appflcablllty of design parameters and proper Incorporation of component Is responsibility eI building designer — not truss designer. Bracing shown is for lateral support of Individual web member$ only. Additional temporary bracing to insure stabllhy during construction is the responslblifty of the erector. TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance 1 regarding fabrication, quality control, storage, delivery, erection• and bracing, consutl OST -88 Quality Standard, 098- 88 Bracing Specification, and MIB.91 Mondling Installation and Bracing Recommendation available from Truss ` Plots institute. 583 D'Ondtrlo Drive, Madison, WI 83719 — WrAir Inr{ttekioc IhC. L/Z A—L9£6'ON OMAN N311W Wd9 N 1_Z00Z '9 'd8S 1AWARNING: Do not attach cables, chains, or hooks WARNING: Do not lift single trusses with spans to the web members. 11A greater than 30' by the peak. ME 60° INSTALLAITION / Approximately Approx�imatel) / '/z truss length 1/2 truss length Tag Truss spans less than 30' Line I Spreader Bar Toe In Spreader Bar Toe In Approximately 1/2 to 2/3 truss length Less than or equal to 60' '/s to 2/3 truss length Less than or equal to 60' Toe In Tag Lifting devices should be connected to Strongback/ Line the truss top chord with a closed-loop Spreader Bar attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight ofthe 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 - Tag I rary bracing is installed. Line Tag Line Strongback/ Spreader Bar 2/3 to 3/a truss length 10' I 10' Toe In At or above mid -height Approximately 2/3 to 3/a truss length Tag Tag Greater than 60' Line Line CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of trusses with similar configurations. Consult 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 Connected Wood Trusses, DSB-89, and in some cases determine that a wider spacing is possible. GROUND BRACING: BUILDING INTERIOR GROUND BRACING: BUILDING EXTERIOR i Typical vertical attachment group of Frame 2 W 2x4/2x6 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING SPAN MINIMUM DEPTH TOPCHORD LATERALBRACE, SPACING(LB) TOPCHORD DIAGONALBRACE SPACING(DBJ [#trusses] SP/DF SPF/HF Up to 32' 30" 8' 1 16 10 Over 32'- 48' 42" 6'1 6 4 Over 48'- 60' 48" 5' 4 2 Over60' See a registered professional engineer OF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir `vo 8 The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces tapped at least _ two trusses. Top chords that are laterally braced can buclde Continuous together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed Top Chord tothe undersideofthetop chord when purlins are Lateral Bract attached to the topside of the top chord. Required 10" End diagonals are essential for stability and must be duplicated on both ends of the truss system. =45° Attachmel Required 10 Tr�SSes SPFMF ? 0.C• WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. 4x2 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buclde together and 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. 710 All lateral braces lapped at least - 0 twotrusses. - _960 End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 COOP 3`L/ Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required 30" or greater 3 1�2" Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. This safety alert symbol is used to attract your �Aattention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: A CAUTION identifies safe operating 1A ' prac- tices 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 ° Itis the responsibilityofthe installer(builder, building contractor, licensed contractor. erector or erection contractor) toproperlvreceive, 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 other structural 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 orfloor. These recommendations are based upon the collective experience of leading technical personnel in the wood truss CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is ad- vised to obtain and read the entire booklet "Com- mentary and Recommendations for Handling, In- stalling & Bracing Metal Plate Connected Wood Trusses, HIB -91" from the Truss Plate Institute. DANGER: A DANGER designates a condition where failure to follow instructions or heed warn- ingwill most likely result in serious personal injury or death or damage to structures. WARNING: A WARNING describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe 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 Von -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. TRUSS STORAGE 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 EA: I supported on blocking to prevent excessive lateral CAUTION: Trusses stored vertically should be bending and lessen moisture gain. braced to prevent toppling or tipping. — I A .A WARNING: Do not break banding until installation begins. Careshould beexercised in banding remov- al to avoid shifting of individual trusses. JA WARNING: Do not lift bundled trusses by the bands. Do not use damaged trusses. JADANGER: Do not store bundles upright unless properly braced. Do not break bands until bundles are placed in a stable horizontal position. ADANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. Frame 1 MONO TRUSS TOP CHORD TEMPORARY BRACING SPAN TOP CHORD MINIMUM LATERALBRACE PITCH SPACING(LBJ TOPCHORD DIAGONALBRACE SPACING(DBs) , [#trusses] F 1 SPF/HF Up to 24' 3/12 8' 17 1 12 Over 24'- 42' 3/12 T 1 10 1 6 Over 42'- 54' 3/12 6' 1 6 1 4 Over 54' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. PLUMB 12 3 or All lateral braces lapped at least 2 trusses. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. I I I Truss Depth D(in) I I Lesser of D/50 or 2" Maximum t 1/4 Plumb Misplacement Line INSTALLATION TOLERANCES D(in) D/50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-X4" 7' 96" 2" 8' 108" 2" 9' OUT -OF -PLUMB INSTALLATION TOLERANCES :.D Length L (in) T t 1/4 Lesser of U200 or 2" L (in) L (in) T ........:::::::::::::::::::... . t 1/4 Lesserof U200 or 2" L(in) U200 L(ft) 50" 1/4" 4.2' 100" - 1/2" 8.3' 150" 3/4". 12.5' L(in) L1200 L(ft) 1 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES DANGER: Under no circumstances should AWARNING: Do not cut trusses. A construction loads of any description be placed on unbraced trusses. Frame 6 0 12 7 4 or greater PITCHED TRUSS TOP CHORD TEMPORARY BRACING SPAN TOP CHORD MINIMUM LATERALBRACE PITCH SPACING(LBJ TOPCHORD DIAGONALBRACE SPACING(DBs) F#trusses SP/DF SPF/HF Up to 32' 4/12 8'1 20 15 Over 32'- 48' 4/12 6' 1 10 7 Over 48'- 60' 4/12 5' 1 6 4 Over 60' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 Lateral nlBraceuous Top Chord Lateral Brace � trusses. RP.niiirP.rl 32 ot/ 10" or Greater I Attachment Required Top chords that are laterally braced can buckle together and cause collapse if there is no diagonal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are at- tached to the topside of the top chord. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. SCISSORS TRUSS TOP CHORD TEMPORARY BRACING MINIMUM PITCH SPAN DIFFERENCE TOPCHORD LATERALBRACE SPACING(LBS) TOPCHORD DIAGONALBRACE SPACING(DBJ #trusses SP/DF SPF/HF U to 28' 2.5 T 17 12 Over 28'- 42' 3.0 6' 9 6 5 3 Over 60' See a registered professional engineer �1 Over 42'- 60' 3.0 5' Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. #> DF = Douglas Fir -Larch SP = Southern Pine i HF = Hem -Fir SPF = Spruce -Pine -Fir Continuous Tnn r..hnrd Lateral Brac Required 10"orGi Attachmen Required Top chords that are laterally braced can buckle together and 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. All lateral braces lapped at least 2 trusses. Frame 3 '45o ;45o 12 14 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. BOTTOM CHORD TEMPORARY BRACING SPAN MINIMUM PITCH BOTTOM CHORD BOTTOM CHORD DIAGONALBRACE' LATERALBRACE SPACING(DBJ SPACING(LB) [#trusses] Up to 32' 4112 15' 20 15 Over 32'- 48' 4112 15' 10 7 Over 48'- 60' 4112 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir cAV ,AV All lateral braces lapped at least 2 trusses. 515 BOTTOM CHORD PLANE WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Temporary cross bracing at each end of the building and repeated at WEB MEMBER PLANE Frame 4 E.H. USE ONLY Piot Pian Attached 1 / Floor Plan Atuchad A/ Sant to ®.0� a TO: Building Department FROM: Environmental Health SUBJECT: Sanitation ..clearance eu?— 40- 0--te Owner Location AP# . . Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other Hold final for: Final cleaya�nc NOTE: Environmental Health 8/96 <Ta� 4f- m,, *C- xc.-Ile 23uNcAi 93 e4l� �i3-Y7�G irp ubo;z APPROV! Butts cbor. o S/ f MHUNME AL HEALTH• AUG 3 0 2002 f CHICO, CALIFORNIA lOv"ic%� 417V6 w, ,i Environmental Health AUG 2 9 2002 Chluo, California 6,-,o -1?- 0-1- 0/_ V;A 15-3 INTER -DEPARTMENTAL MEMORANDi1M TO: BUILDING DIVISION,,gROVILLE FROM: ENVIR. HEALTH, CHICO DATE: RELEASEE /ALTH HOLD ON BUILDING FINAL FOR: OWNER NAME• SEPTIC: WELL: AP#: f� A�K�fi �i S ADDRESS/LOCATION/'J 9 ��� A/ Comments: GUmemosheleasehold NOTES • �r I RESIDENTIAL �- 039-460-058 01-2153 G� SARAH ANN COURT, CHICO NEW SINGLE FAMILY OFFICE COPY Address GAS Meter gy MeterB RIC Date �O L Date - GAS Meter By Date ELECTRIC 7 Meter By DaL © Z, i • c / t,wr I• --I SPECIAL CONDITIONS ,CHECKED BY SRA FLOOD CERTIFICATE REQ. IRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER 1,� ry �Y' srnwl C p� '-0 ✓ ✓a l � • C bo � • ��w' 4vh"�'i JOB FI ALED (Date) Signature ✓ = OK 0 = Not OK - = Not Applicable RESIDENTIAL (Single & Duplex) = Not Ready Date U erf or (Plans) OK except #'s L11 -16911's a tback s- Ease ments- Flood -Slope L-111'q�in; Soils -Elea Grnd.-1,2 /" Ftg. Depth tg., Garage; Soils-Steel-Elec. Grnd.-/f 2f' Ftg. Depth g., P rches & Decks; Soils -Steel-/ P' Ftg. Depth em a ,Main; Sfeel- Blockouts-Wrapped to Is, Garage; Steel- Blockouts-Wrapped 0 owns and Special Anchors lab, Steel -Wrapped 8. Piers -F' eplace Ftg.-Steel W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists- Vent s-Crippies 15. Access & Ventilation 16. Insulation Date/ I Card B-1 Date . % G Card B-1 Date j/-aI(„Card B-1 Date Card B-1 Date PVABAt (P rmit) OK except #'s 1• ajerH r.; Vent -Access -Combustion Air Baffle meter Pipe; Test & Anchor -Nail Protection 14D.W.V.; Test Fittings & Anchor -Nail Protection `10- pZ hower Pan; Test, First Floor -Tub Access b�— 21. TestTub & Shower, Second Floor -Tub Access as Pipe; Sixe & Anchors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s xture & Transformer Clearance -Ins. Protection lec. ceptacles Spacing -Lights & Switches at Doors ¢e Boxes & No. of Conductors Stapled &,Rd Sex Installed Close to Edge of Studs & C.J. U-1!�quip-Ground made up w/Mech Fasteners -Bond Gas & Water Appliance Circuits in Kitchen & Conductor Size GFI 29. Subfeed Wire Size / a r AI-A.C. Wire Size / rp l C or AI 30. Range Circle / y/ g C r AI.Oven Circ. / / ga Cu or At Insulated Neutral Q�Ye's O No 31. Service -Riser Conductors & Ground Main Disconnect 32. E uip. Clearances Panels-Motors-Mech. Equip. Clothes Closet Light -Shower Light -Spa Light 34ellm- oke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s C ucts Insulation & Support en n, Exhaust above insulation ondens Drain & Overflow, Size & Grade 38. F ce-Vent Access -Comb. Air -Return Air Vent 115 outlet Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date F ING (Permit) OK except #'s Sills P.oper Materials & Anchors 4 suds -Nailing Spacing & Braces -Plates -Sound z2,oS_ean<g Walls over Girders & Floor Nailing Dra op in Walls (rat proof) it �Siops, Furred Ceilings -Stairs -Chasers -Tubs Headers & Beams -Size & Bearing Date FRAMING (Continued) Ha es- ost Caps -Anchors -Connectors C' . Joist-Rftr. Ties-Purlin-Rolf Brac.-Truss-Shting.-Ring. Fir ce Ties or Type A Flue -Fireplace Throat Clearance Atti cels; -Size & Romex Protection -Draft Stop -Ins. Baffles dr ,'Windows or Exiting Doors -Sill Ht. & Dimensions arage Fire Protection Framing 52. Pry Line Firewall & Openings xt. ors -One 3' -Check Garage 3rd Story,_2 Ex.ts tairs idth.Headroom-Rise-Run-Landing-Fire Protection ywo on Roof Overhang -Attic Vents -Rafter Outriggers 5 ding -Nailing Veneer 57. Stu o Mesh -Drip Screed -Fd. Vents-Underflr. Access azing Area_ Glass Protection -Skylights -Plastic ,3 Shear Walls; Nailing -Bol 0. Br ce Interior/Ext Wall Panels J Z y'Z n Iation-Walls-Ceilings I nfiltration- Walls -Windows Date 7 Card B-1 ' Date Card B-1 Date Card B-1 Date Card B-1 Date INAL Pla s) OK except #'s xt. Steps -Door & Sidelight Protection -Landings 847"Smoke Detector Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection edroom Exiting 6 . F.I. & Bath Fixtures & Tub Access -Spa Elec. Trim & Subpanel, Breaker Sizes & Labels an & Rails replace or Stove, Clearance -Hearth Elec. Outlets at Wood Panel, Int. & Ext. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 7 lec. Outlets & Receptacles at Kit. Counter arage Fire Door; Swing -Landing -Closure , .rC Duct in Garage -Damper Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection Plb., Elec. & Mech. Equip. Listed for Location Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79�1 in Attic Guard Rails & Deck Construction -Post Caps 'P�. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes ,,&Z.'Following Insild./Drive :) Yes J No/Walks J Yes J No/P anters J Yes J No Stucco Brown -Finish . A. Unit Disconnect, Electrical -Plumbing 25'VtOs Above Roof, Plbg- Appliance- Fireplace -Clearance to Openings I, Disconnect, Electrical, Plumbing Exterior Elec. Trim, G.F.I. Receptacle -Underground Ventilation Throughout House Glass Protection 90 orrections from Previous Inspections y �j JGas Test -Meters Tagged, Gas -Electric 92. ater & Sewer Connected -C/O to Grade -HD Approval 940nergy Compliance Certificate -Other Certificates . Address Posted Date/Y rJ Card Date Carc B-1 Date r Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Y= OK 0 = Not OK - = Not Applicable MOBILE HOMES = Wt Ready - Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ PLPG 7. Well Clearance & Disconnect 8. Utility Clearance 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing Date 11. Card B-1 Date Card B-1 Date 12. Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements Card B-1 Date Card B-1 2. Footings; Size -Spacing -Marriage Line Card B-1 Date Card B-1 3. Gas; MH Test -Demand -Valve -Connector FINAL (Plans) OK except #'s 4. Electricity; MH Test -Crossovers -Breakers -Clearances Setbacks -Easements 5. Drain; MH Test -Fall -Flex Connector Soils; Compaction -Structure Stability. + 6. Water; MH Test -Regulator -Connector Pool Structure; Steel -Connections -Thickness Dead Men -Lining 7. Water and Sewer Connected -C/O to Grade -HD Approval Elec.; Receptacles and Lighting, Distance-GFI 8. Gas and Electricity Tagged Elec.; Pool Lighting; 15 Volts-GFI 9. Tie Downs -Type -Installation Cert. Elec.; Enclosures; Conduit Entries •Terminals -Listed 10. Exits; Insp.-Sketch Elec.; Bonding; Metal w/5'-Circulaling Equip. -Heater 11. Cert. of Occupancy Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 12. Permanent Foundation Only; License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. 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 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses ` 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 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'-Circulaling 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. Liaht Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 s ... COUNTY OF BUTTE .....:..............."" t BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street Chico, CA • (530) 891-2751 k 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE NER 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. o yk � mai a �k 4� NO 2 TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.N. USE ONLY Plot Plan Attached Floo► Plan Att chad d Sent to B.P. ! Z,47— Owner Location AP# Plan Approved for: Sewage Disposal ✓ Water Supply: Public k-" Private Well Clearance for dwelling. Other, - old final for: Final clearance O.K. for: NOTE: C nmental Health Specialist 8/96 Date t ' COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING SION 7 County Center Drive • Oroville, California 95965 • Telephone (530) -7541 PERMIT NO. (Rev.; 2/96) APPLICATION AND PERMIT 01-2153 ASSESSOR PAttc,�.taUrti 9b-058 U3� 417U ZONING BUILDING PERMIT OWNER JIM DIPPLE TELEPHONE 872-0450 SO. FT. OCC. BUILDING VALUATION 2867 'R 1941818-00 OWNERS MAIM Aff 519, PARADISE 95967 878 11 19, 804 01) CO"' W AR TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $1 0 9 .00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 923.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 599.95 BUILDINGADDRE SARAH ANN, DURHAM Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 1,565.95 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Feel 20.00 Each Trap 7.00 91. OC USEOFSTRUCTURE SF CX Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 1-5. 00 ' Each gas water heater or vent 15.00 T5. 00 TYPE OF WORK New [X Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW 'SRR Gas piping system 1 - 5 outlets 15.00 1-5.00 Building sewer 15.00 15,00 Mobile Home S G W @20.00 15.00 PERMIT FEE s166.00 ELECTRICAL PERMIT Fling Fee 20.00 Main Service 200A OR LESS 23.00 23,0 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. p License Class Lic. No. 4KQ 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 Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ADONS. a ACC. BWS. SO 3.5¢FT. 131.08 N" �.R.,o MULTI.OUTLET @7.50 POWER APPARATUs 8 SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FDCTURES 20 @ 1'50 aAl p ,50 ED1I Ex. Occup.p�Tg Ra D° 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' rformance of the work for which this permit is issued.6 peavempensation, as provided for by section 3700 of the Labor Code, for the and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X �.. Date�_ Sig tur of Applicant - wner C� ontractor 13 Agent V An O HA permit is required for excavations over 5'0" deep and de tion or construction of structures over 3 stories in height. Receipt No. rc F -2 314 777 %n �% MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 50 Ventilation PERMIT FEt $ 12000 Mobile Home Installation Fee $ Energy Inspection Fee $ occ _ U CONST. TYPE VN TOTAL FEE $ HAz. _ p, Fes$ IMP ✓ X FLOOD X cDF — P CEL X pp X HD X 5 E This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have y ARAR��-Date PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. 6 02 to WHITE-D.D.S.-B.D. CANARY-ASSE R PINK-INSPECTO GOLDEN ROD-APPL CA COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERI d APPLICATION DATA SHEET OWNER: i/t-, (Jt ASSESSOR PARCEL NUMBER: ' 31 4140— 6 Proposed Building Use: _ ..a 1,. �- • Building Inspector:(...` Date: 4/2-9/0/ At time of permit application, I was adv>Iged the following data must be submitted prior to permit processing and/or issuance: Date Received By . ❑ 1. All items have been submitted -------------------------------------------------------------------------------------- 02. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ,,0. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑6. Energy Design Compliance and supporting documentation.---------------------------------------------------- 117. --------------------------------------------------- ❑7. Statement of Intent for Non -Heated and A/C Buildings. ❑ 8. Hazardous Material Form. -------------------------------- MFanufactured dHome data and installat'on instruc Fees of $ Impact fees as shown on the attached schedule. including Tie Down Specifications. ❑ 12. California Department of Forestry plan approval/fees. Ell 3. Flood elevation certificate. --------------------------------------------. /<=4' Sanitation and plot plan approval C / Health Department. 1115. City of Chico plumbing permit. --------------------------------------- m 16. Plot plan and business license approval from the City of Biggs. --- /❑ 17. Planning approval for (A) Use: m < (B) Parking: _ Contact Land Development about ❑ Improvements, ❑ Drainage egal Parcel �. -------/----�--/----!------- Encroachment Permit for driveway (construction approval prior to occupancy). 1���-� (,L! J 1-------- Pre-inspection for required. Request to Building Inspector on 021. 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 ❑). -- 4. tter of signature authorization. -------------------------------------------- Recorded copy of Agricultural Acknowledgment Statement. -------------- 26. Letter of intent on building use. ----------------------------------------------" ❑27. Manufactured Home utility clearance. -------------------------- ❑28. Existing violations and/or expired permits. -------------------- 029. 0433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ ❑ 30. Other: When you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. IIILiIII (Date) elepnone and hold for pickup at C% -'Q office. ❑ Deliver with inspector. Applicant: ution Date: d Copy of Haz-Mat form sent ❑ Health Department, 11Fire Dep t, ❑ Date: By: Copy of plans sent 11Health Department, ❑ Fire Department, ❑ er• Date: By: 1. Index permit application for the above items numbered: `� ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required dita by Pphone, ❑ mail, o Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑.mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Biulding Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: Date: Plans approved by: �'1� '� Date: • ?0— Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Vallrnv (`nnv _ Tln.. �.-t...e..� ..F TI,�..,.1,.-..Y.._i c--':--- ^--'i i• .. ENGINEERED WOOD SYSTEMS / a I Certificate of Conformance Certificate 054071 THIS IS TO CERTIFY that the glued laminated timber products identified with a collective mark of Engineered Wood Systems (EWS) were manufactured in accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190.1-1992, For Wood Products — Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses AITC 117-93.— Manufacturing — Standard Specifications For Structural Glued Laminated Timber Of Softwood Species IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits include inspection of the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to industry standards for lumber grade and glueline bond quality. by — 4�s 1 W& ' - Thomas G. Williamson Executive Vice President ENGINEERED WOOD SYSTEMS is a related corporation of APA — THE ENGINEERED WOOD ASSOCIATION 7011 South 19th Street, P.O. Box 11700 -Tacoma, WA 96411-0700 Telephone: (253) 565-6600 - Fax Number: (253) 565-7265 CLIMATE PRO® FIBER GLASS BLOWING WOOL Your home has been professionally insulated to provide a guaranteed thermal resistance. HomwwNER's NAME w� �n,IJ ADDRESS CTI7 STATE ZIP INCHES BATTS AND ROLLS R -VALUE THICKNESS AREA INSULATED CEILINGS 3R Z IN. LOb! SQ. FT. / IN. . SQ. FT. WALLS , 3�[ IN. 1"� SQ. FT. IN. SQ. FT. . FLOORS IN. SQ. FT. IN. SQ. FT. CLIMATE PRO. BAG WEIGHT - 25 LB- NOMINAL R -VALUE BLOWING WOOL 10 NEW CONSTRUCTION MAXIMUM NET COVERAGE IF RETROFIT: ❑ RETROFIT Installed DEPTH OF PREVIOUS Contents of Q INSULATION _ NUMBER OF BAGS USED O r this bag should sq. fl. of installed resistance should not' AREA INSULATED 1 0 ESTIMATED R -VALUE OF (R) of Fr.. PREVIOUS INSULATION ISO. THICKNESS OF INSULATION `�Y� T YPE(S) OF PREVIOUS 11 INCHES INSULATION IN ATTIC 142 sq. ft. 0.176 lbs. , 19 0 R -VALUE OF INSULATION `1" 79.9 sq. ft. INCHES BATTS AND ROLLS R -VALUE THICKNESS AREA INSULATED CEILINGS 3R Z IN. LOb! SQ. FT. / IN. . SQ. FT. WALLS , 3�[ IN. 1"� SQ. FT. IN. SQ. FT. . FLOORS IN. SQ. FT. IN. SQ. FT. CLIMATE PRO. BAG WEIGHT - 25 LB- NOMINAL R -VALUE MINIMUM THICKNESS BAGS -PER 1000 SQ: Ff. MAXIMUM NET COVERAGE MINIMUM WEIGHT. PER SQ. FT: To obtain an Installed The number of bags Contents of The weight per insulation insulation per 1000 sq. ft. of r this bag should sq. fl. of installed resistance should not' net area should not not cover insulation should (R) of be less than: be less than:® more than: not be less than: 11 51/< in. 7.0 142 sq. ft. 0.176 lbs. , 19 0 8--`/< in. 12.5 79.9 sq. ft. 0.313 lbs. 22 10 in. 14.6 68.4 sq. ft. 0.365 lbs. 26 11% in. 17.2 58.0 sq. ft. 0.431 lbs. 30 13 in. 20.0 50.0 sq. 'ft. 0.500 lbs. 38 .16/< in. 26.3 38.0 sq. ft. 0.659 lbs. 44 18/< in. 30.5 32.8 sq. ft.,, 0.7631bs. 50 20% in. 35.5 28.2 sq. ft. 0.886 lbs. 60 23% in. 43.0. 23.2 sq. ft.. 1.076 lbs. INSULATION aC1ONT`RA_CTOR�SIGNATURE ZC1J1/\_411_A( /V DATE (c•--C�—O—Z COMPANY ( �1/�L1A�t DRESS �—L 1L , \� 0. qY QAA �C) 1� PHONE HOME BUILDER -SIGNATURE DATE COMPANY ADDRESS PHONE rY Johns Manville BIC -190 7/97 0 1997Johns Manville Corporation Johns Manville Corporation, P.O. Box 5108, Denver, CO 80217-5108, Internet: http://www.im.com. For more information call 1-800-6543103. THIS IS FIBER GLASS BLOWING WOOL INSULATION FTC FACT SHEET CLIMATE PROTM BLOWING WOOL INSULATION Bag Weight 25 lbs. Nominal (Minimum Net Weight of Insulation in this Package is 23 lbs.) R -VALUE MINIMUM THICKNESS BAGS PER 1000 SO. Fr. MAXIMUM NET COVERAGE MINIMUM WEIGHT PER SO. FT. To obtain an Installed The number of bags Contents of The weight per insulation insulation per 1000 sq. ft. of this bag should_ sq. ft. of installed resistance should not net area should not not cover insulation should (R) of.- be less than: be less than: more than: not be less than: 11 5% in. 7.0 142 sq. ft. 0.176 lbs. 19 8% in. 12.5 79.9 sq. ft. 0.313 lbs. 22 10 in. 14.6 68.4 sq. ft. 0.365 lbs. 26 11% in. 17.2 58.0 sq. ft. 0.431 lbs. 30 13 in. 20.0 50.0 sq. ft. 0.500 lbs. 38 16% in. 26.3 38.0 sq. ft. 0.659 lbs. 44 18% in. 30.5 32.8 sq. ft. 0.763 lbs. 50 20% in. 35.5 28.2 sq. ft. 0.886 lbs. 60 23% in. 43.0 23.2 sq. ft. 1.076 lbs. Read This Before You Buy What You Should Know About R -Values. The chart shows the R -value of this insulation. "It" means resistance to heat flow. The higher the R -value, the greater the insulation power. Compare insulation R -values before you buy. There are other factors to consider. The amount of insulation you need depends mainly on the climate .you live in. Also, your fuel savings from .insulation will depend upon the climate, the type and size of your house, the amount of insulation already in your house, and your fuel use patterns and family size. If you buy too much insulation, it will cost you more than what you'll save on fuel. To get the marked R -value, it is essential that this insulation be installed properly with pneumatic equipment. NOW Johns Manville Johns Manville Corporation Insulation Group P.O. Box 5108 Denver, CO 80217-5108 Internet: http://www.jm.com BIC -194 7/97 0 1997 Johns Manville Corporation COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 (}� / SCHEDULE OF FEES DUE OWNER /.-r, '✓ >,Q,Q 1 PROPO D BUILDING USE BUILDING PERMIT FEES --Balance Due .................................................... --Additional Fees Due ......................................... A.P. # (S ' 'V6 o_alZ' DATE 5` RECEIPT # DATE REC. r(71D I $ --Additional Fees Due ............................................ $ --Revised Plan Checking Fee .................. :.............. $ 2. SCHOOL DISTRICT FEES Do C17f�--" (paid at District Office) 4-r�-O 4' , Z,(-/ SHERIFF FEES (paid at Building Division) Residential .................................... t x $360.00 = $ `d Units Commercial (sq. ft.) .................. 4. URBAN AREA FEES Residential ............................ I_ x $0.03 = $ Sq. ft. x =$ # Units Amt. !.RECREATION mercial (Sq. ft.) ............. —x—=$ Sq. ft. Amt. DISTRICT FEES.RMALITO 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 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 19 Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 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. 6/00) TIC clans reviewed oy Scnool uistnct versonneq District Identification No. CO Jr9 b Ule L_47't) UN / r/ L �i School District certifies that E $ p f e/�2c (Applicant) SA/2Afi 4A)A.) (Street Address).—(Phone Number) c_ gs93 (City) (State) IZip Code) has complied with the requirements of Resolution No. 1 representing a 6 square feet. School District Representative ° Paid by Check # Remarks: 1 .00 -4 by payment of $ S37%. 3S AB 2926 $ ni FULL MITIGATION $ Date Notice: You may protest the imposition of the fees identified above by submitting a writtenprotest to the District, in compliance with Government Code Section 660201x), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If; subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification'Form,*the School District is f!' notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), 1 -this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm BUTTE COUNTY -P& FACILITY FEE PAYMENT ORTIFICATION FORM "DURHAM RECREATION AND PARK DISTRICT Assessor Parcel Number (s): Property Owner (s) Project Location/Address: f i - l" Al A Subdivison Name: Type of Residential Development (check one):. Assessable Square Footage: z' -7 New Development ❑ Alteration/Addition ❑ Mobile Home (s) Non -Residential to Residential Comments: Building Division Representative Date Durham Recreation and Park District (DRPD) certifies that -Jm _01*4) le 972 - 0'450 Applicant Name_ Applicant Phone Number P.o. -60y+ ► Street Address ��O_ (SIC CA 5c, City State Zip Code has complied with the requirements of the Butte County Board of Supervisors Resolution No." 93 - 114 by payment for 12 (o7 square feet at $ 1.04 per square foot for a total payment of $ a?, r ax 0 1 0AP-D Representative Date PAID BY CHECK No Remarks: BANK No.: 30 - Ll 20 2 - PAID BY CASH: RECEIPT No.: I L4 L4 L4 ;2 - DISTRIBUTION: WHITE - APPLICANT PINK DRPD YELLOW - BUTTE CO. BUILDING DIVISION r AND WHEN RECORDED MAIL TO: • BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 CAY of Document Recorded 14-, -2001 2001-0052800 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: SEE ATTACHED L DSAL DESCRIPTION Date SEPTEMBER 26 2001 PROPERTY OWNERS: THF: DTPPEL FAMILY TRUST, DATED JULY 123, 1991 MAOi : D1 I Pi ri m i`ilm State of California County of BUTTE On 9_9b_nl before me, CHERI HOVEY, NOTARY PUBLIC personally appeared *T2%ML-c r- D:LPPFT * personally known to we (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the inst t. rumen WITNESS my hand and official seal SignatureI Seal: A.P. # CHERT HOVEY 00:� Comm. #1159283 NOTARY PUBLIC CALIFORNIA O BUTTE COUNTY My Comm. Expires Oct. 20, 2001 ORDER NO. BU -188081 DMP DESCRIPTION: THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS.FOLLOWS: LOT 9, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "DURHAM LAND ESTATES, PHASE 1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON APRIL 26, 2001, IN BOOK 151 OF MAPS, AT PAGE(S) 71, 72, 73 AND 74. THIS DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT CERTAIN DECLARATION OF RESTRICTIONS RECORDED APRIL 27, 2001, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 2001-17083, BUTTE COUNTY, CALIFORNIA; ALL OF WHICH ARE INCORPORATED HEREIN BY REFERENCE THERETO WITH THE SAME FORCE AND EFFECT AS THOUGH FULLY SET FORTH HEREIN AT LENGTH AND GRANTEES BY ACCEPTANCE OF THIS DEED APPROVE, ADOPT, RATIFY AND AGREE TO THE TERMS OF SAID DECLARATION. APNS 039-460-024-000 (PORTION) AND 039-460-040-000 (PORTION) Fir CHICO ENV. HEALTH APPROVED PPrmit #: _ _Hera/Information Owners Name: z7 Rj Owners Address: �' i o/, Building Site Address: G ..V t ITIONALLY APPROVED ❑ RESOLVE PROBLEMS PRIOR TO APPROVAL PERMIT CLEARANCE Date: AP#: 03 y �-1 %% ! fJ Parcel Acreage: 8M ertyInformation PermitType: ❑Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home SED ❑ Residential Accessory ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel JI -Septic ❑ Well ❑ Other Zone District: %P, — I Date of Zoning Ordinance: General Plan: /1 Development Agreement: Use Permit: Variance: Parcel Is In: Land Conservation Agreement 4W No ❑ Yes, check use Minimum Acreage: Nitrate Action Plan ® No ❑ Yes Violation Area ® No ❑ Yes Specific Plan ❑ No ® Yes ❑ Chico D2N Enterprise Zone ® No ❑ Yes, check use , I OE No E) Yes Floodplain Zone: No E] Yes Watershed Protection Zone Side street Or000sed Use Complies With: ® General Plan ® Zoning -'r000sed Use Reauires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit -ommercial/Industrial/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown Landscaping: ❑ Landscaping Requirements are OK as Shown Road and Drainage Improvements Required: ❑ No ❑ Yes =Iicable Setbacks: — BUTTE COUNTY PLANNING DIVISION ❑ Cohasset Panel Number: W 2� ❑ Accessory Building Use ❑ Other J . ❑ Other -.-.-Zoninci Code Street & Hlahways Fire Prevention Subdivision Map Front s o L - Side v Side street Rear Heiaht • 1 11 it •M. M111 7: T Septic Permit Review: Well Permit Review: Land Development Review: Parcel Created by: E] Deeds Agriculture Affidavit Required ❑ No ❑ Yes Designated Well Site ❑ No ❑ Yes Drainage Plan (Com/Ind/Multi) ❑ No ❑Yes Date of Creation: Legal Access Provided: Deed Reference: Legal Access Required: Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes Comments: ❑ No ❑ No ❑ Yes ❑ Yes Map Date of Recording: ` Page -71/7V Lot: Block: Book: Conditions That Must be Met Prior to Issuance of Permit: ❑ Verify1e.gat 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). F] Construct road to ❑ Meet parcel size required by zone E] Meet current EHD requirements. ❑ Other General Comments: 1. THIS SHEET SHOWS ADDITIONAL INFORMATICK 1g FOR ADDITIONAL INFORMATION PURPOSES ONLY, DESCRIBING CONDITIONS AT THE TIME OF FILING AND IS NOT IITENDE'D TO AFFECT RECORD TITLE INTEREST. 2 A SOUR FENCE CHAIN UNC. BRICK, BLOCK OR SIMILAR - MATERIAL. NOT WOOD. A MINIMUM OF SIX FEET IN HEIGHT SHALL BE INSTALLED ALONG THE SOUTHERN AND WESTERN PROPERTY LINES OF THE PROJECT. PRIOR TO ISSUANCE OF BUILDING PERMITS FOR ANY RESIDENCE IN PHASE 1 SAID FENCE SHALL BE CONSTRUCTED ALONG THE SOUTH LINE OF PHASE 1. 3. DEVELOPMENT OF ALL LOTS IN THIS SUBDIVISION WILL REQUIRE CONNECTKIN TO A PUBLIC WATER SUPPLY. 4. SHOULD ANY ARCHAEOLOGICAL OR CULTURAL MATERIALS BE ENCOUNTERED DURING PROJECT CONSTRUCTION. SITE DEVELOPMENT SHALL CEASE AND ARCHAEOLOGICAL CONSULTATION SHALL BE IMMEDIATELY RETAINED. S. ALL ALMOND TREES SHALL BE REMOVED FROM THE PROPERTY. REMOVAL OF TREES CAN FOLLOW THE PROPOSED PHASING PLAN SHOULD ACTIVE FARMING CONTINUE AS THE PROJECT IS DEVELOPED. 6. A DEVELOPMENT IMPACT FEE FOR SHERIFF'S FACILITES SHALL BE PAID PURSUANT TO THE PROVISIONS OF CHAPTER 3, AR71CLE II OF THE BUTTE COUNTY CODE. PRIOR TO ISSUANCE OF BUILDING PERMITS OR USE PERMIT IN THE CASE OF A MOBILE HOME PARK. SAID FEE AMOUNT WILL BE DETERMINED AND CALCULATED AS OF THE DATE OF APPLICATION FOR THE BUILDING PERMIT OR USE PERMIT. '-- 7. ALL OAK TREES ON THE PROPERTY SHALL BE PRESERVED EXCEPT FOR THOSE REQUIRED FOR ROADS. DRIVEWAYS. OR -' BY.01NGS. A NO DISTURBANCE SETBACK SHALL BE PROVIDED COMMENCING FROM THE OUTER EDGE OF THE OAK TREE CANOPY. ADDITIONAL INFORMATION SHEET DURHAM LAND ESTAYBS . _ PHASE 1 BEM A PORT XW OF THL= souTHE43T 1/4 OF SEanm 24 TOWNSw 21 NOF?TK RANGE 1 EAST AND A f OR77 CW OF 714E SOUTHWEST 1/4 OF SECT KW 30, TOWNSHIP 21 NORnK RANGE 2 EAST, MOM CERTIFICATE OF FIELD VERIFICATION AND DIAGNOSTIC TESTING (Page 1 of 7) CF -4R —SAMA MAIN ei+ QAAJV- `-7 Prot Titler, r _ _ A Date Project Address/ g / Builder,Name a ) j 1�d F�Li 87 -t-k,,O (1, dsycZ� Build tact Tele hone Plan Number HERS Rater Telephone Sample Group Number Certifying Si na re Date Street Address:Ila?�j" Copies to: Builder, HERS Provider Sample House Number HERS Provider: �'6&2—S City/State/Zip: e w uo, (M. q ZZP HERS RATERkTested COMPLIANCE STATEMENT The house was: ❑ Approved as part of sample testing; but was not tested As the HERS rater providing diagnostic testing and field verification, I certify that the houses identified on this form comply with he diagnostic tested compliance requirements as checked on this form. The installer has provided a copy of CF -6R (Installation Certificate. Distribution system is fully ducted (i.e., does not use building cavities as plenums or platform returns in lieu of ducts) Where cloth backed, rubber adhesive duct tape is installed, mastic and drawbands are used in combination with cloth backed, rubber adhesive duct tape to seal leaks at duct connections. MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum 6% Duct Leakage) Measured Duct Pressurization Test Results (CFM @ 25 Pa) values Test Leakage Flow in CFM If fan flow is calculated as 400cfm/ton x number of tons enter calculated 1 value here If fan flow is measured enter measured value here Leakage Percentage (100 x Test Leakage/Fan Flow) = Check Box for Pass or Fail (Pass=6% or less) 0 THERMOSTATIC EXPANSION VALVE (TXV) 15iYes ❑ No Thermostatic Expansion Valve is installed and Access is provided for inspection Yes is a pass ❑ MINIMUM REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT l ❑ Yes ❑ No ACCA Manual D Design requirements have been met (rater has verified that actual installation matches values in CF -1R and design on plan. 2. ❑ Yes ❑ No TXV is installed or Fan flow has been verified. If no TXV, verified fan flow matches design from CF -1R. Measured Fan Flow = Yes for both 1 and 2 is a Pass K ❑ Pass Fail Pass Fail ❑ ❑ Pass Fail Compliance Forms August 2001 A-16 INSTALLATION CERTIFICATE (Page 3 of 13) CF -6R Site Address DUCT LEAKAGE AND DESIGN DIAGNOSTICS DUCT LEAKAGE REDUCTION Fest Kesults (U M (a; 25 PA) Permit Number Test Leakage (CFM) ': Fan Flow If Fan Flow is Calculated as 400 cfm/ton x number of tons, or as 21.7 x Heating Capacity in Thousands of Btu/hr, enter calculated value here If fan flow is measured, enter measured value here Leakage Fraction = Test Leakage/(Measured or Calculated Fan Flow) = Pass if leakage fraction 5 0.06 IZa T/" ❑ Pass Fail ❑ For AEROSOL TYPE SEALANTS ONLY - The following diagnostic testing was completed: Duct Fan Pressurization at rough -in. measured leakage (CFM) CHECK AFTER FINISHING WALL: ❑ Yes ❑ No ❑ Pressure pan test or House pressurization test ❑ Yes ❑ No ❑ Visual Inspection of Duct Connections ❑ ❑ Pass Fail THERMOSTATIC EXPANSION VALVE (TXV) J" Yes ❑ No . Thermostatic Expansion Valve is installed and Access is provided for inspection ❑ Yes is a pass ass Fail ❑ DUCT DESIGN , I ❑ Yes ❑ No ACCA Manual D Design calculations have been completed, Duct Design is on the plans and duct installation matches plans. 2. ❑ Yes ❑ No TXV is installed or Fan flow has been verified. If no TXV, verified fan flow matches design from CF -1R. Measured Fan Flow = Yes for both 1 and 2 is a Pass Pass Fail $1, the undersigned, verify that the above diagnostic test results and the work I performed associated with the test(s) is in onformance with the requirements for compliance credit. [The builder shall provide the HERS provider a copy of the CF -6R signed by the builder employees or sub -contractors certifying that diagnostic testing and installation meet the requirements for compliance credit.] �/ Tests gn re, Date Installing Subcontractor (Co. Name) OR Performed General Contractor (Co. Name) COPY TO: Building e1) in t HERS Provider (if applicable) Building Owner at Occupancy Compliance Forms August 2001 A-25 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Residential Construction Requirements IMPORTANT This set of plans and specifications MUST be kept on the job site at all times and it is unlawful to make any changes or alterations on same without written permission from the Building Division, County of Butte. All materials and workmanship shall be in accordance with recognized good practices and of a quality prescribed for the specific use in the 1998 California Building Code (1997 U.B.C.), 1998 California Plumbing Code (191117 U.P.C.), 1998 California Mechanical Ccde (1997 U.M.C.), and the 1999 California Electrical Code (1955 N.E.C.) , The following items are separated into two categories (general and specific). The "general" items are for your reference and are not specifically called out on the plans by the plans examiner. These items MUST be complied with, if applicable, and it is the builder's responsibility to comply. The "specific" items have been keyed to the plans. If an item is inadvertently left out or missed, it does not relieve the builder of any responsibility for code requirements, general or specific. GENERAL REQUIREMENTS • Guest rooms and habitable rooms shall have natural light equal to 10% of the floor area and natural ventilation equal to 5% of the floor area (Sec. 1203, U.B.C.) • Provide required room dimensions and ceiling height. (Sec. 310.6, U.B.C.) • Provide lights, switches, and receptacles for maintenance of mechanical equipment. (Sec.306, U.M.C.) • Approved vent and adequate combustion air for gas water heater and/or furnace. (Ch. 7& Ch. 8, U.M.C.) • Provide minimum one Y -O" exterior door. (Sec. 1003.3.1.3,U.B.C.) • Provide adequate clearance and type A flue for fireplace/woodstove. • All stairways to comply with U.B.C. section 1003.3, for rise, run, headroom, width, landings and handrails. • Hallways to be minimum 36" wide (U.B.C. 1004.3.3.2). • Underfloor access and ventilation per Sec.2306.3 & 2306.7, U.B.C. • Attic access and ventilation (UBC section 1505). • Provide approved flashing at all exterior openings. • Provide 18" platform for appliances/equipment in garage capable of producing a flame, spark or glow. • Provide protection of appliances in garage from vehicular damage. • Closet lights per N.E.C. Article 410-8. • Provide certificates of conformance for all glu-lam beams. • Provide approved spark arrester at all chimneys/type "A" flues. • Provide 1/2"x 10" anchor bolts @ 6' o.c. max. and within 12" of all joints. Provide 2"x 2"x 3/16" steel plate washer @ each bolt. (Sec. 1806.6, U.B.C.) • Foundations with stemwalls shall be provided with a minimum of one number 4 bar at the top of the wall and one number 4 bar at the bottom of the footing. (Sec. 1806.7.1, U.B.C.) • Slabs -on -ground with turned -down footings shall have a minimum of one number 4 bar at the top and bottom (Section 1806.7.2, U.B.C.) • Guardrails to have minimum 36" high top rail, with intermediate rails spaced that a 4" sphere cannot pass through (Sec. 509, U.B.C.) Page 1 of 2 Owners Name: Building Permit Number: O 1- Z l S 3 Plans Examiner: Martha Christy • Veneer per Ch. 14, U.B.C. ' • Exterior plaster — weep screeds (U.B.C. section 2506.5). • Skylights per Sec. 2409 & 2603.7, U.B.C. • Protect plastic foam insulation per Sec. 2602.4, U.B.C. • Ground fault protection shall be required in all bathrooms, garage, kitchen, wet bar, and exterior receptacles (NEC 210). • Electrical, mechanical; and plumbing constriction (not plan reviewed) shall comply with the current editions of the National Electrical Code, Uniform Mechanical Code and Uniform Plumbing Code. • Minimum water closet clearances of 15" from its center to sidewall and 24" front clearance (U.P.C. 408.6). • Minimum shower compartment size of 1024 sq. in. & 30" circle (U.P.C. 412.7). • Provide plumbing fixtures, water closet clearances and shower sizes per U.P.C. SPECIFIC REQUIREMENTS 1. Provide safety glazing in all hazardous locations (U.B.C. section 2406). 2. Garage firewall separation — required on garage side, including supporting walls and posts (U.B.C. section 302.4 exception #3). 3. Install smoke detector's as per the requirements of U.B.C. section 310.9.1. 4. Special roof covering required, class B minimum. 5. Provide 2 separate exits from the third story (U.B.C. section 1004.2.3.2 exception #4). 6. Every bedroom shall have at least one operable window or door. Windows shall have a minimum net clear openable area of 5.7 square feet. Additionally, the window shall have a minimum net clear openable height of 24" and a minimum net clear openable width of 20". The window sill height shall not be more than 44" above the floor (U.B.C. 310.4). COLOR CODE USED ON PLANS Blue = Engineering Pink = Firewall Green = Braced wall panels Yellow =Important COMPLY WITH ITEMS INDICATED BELOW ❑ Your parcel lies within a designated 100 -year flood plain. Finish floor, electrical, H.V.A.C. equipment and services shall be a minimum of one foot above the elevation shown on the attached Flood Elevation Certificate. A Post Flood Elevation Certificate isill also be required Note: We will normally accept the following as compliance with the flood elevation requirements: 1. Building is anchored to concrete stemwall system with conventional anchor bolts. 2. Building plate on top of stemwall to be one foot or more above the 100 -year flood elevation. (Plate height less than 24" above grade, or engineered design required). 3. Electrical, heating, ventilation, plumbing and air conditioning equipment and facilities located above the plate. 4. At least 2 openings in exterior walls, located on opposite or adjacent walls with a total net area of not less than 1 square inch for every square foot of enclosed area. 5. The bottom of the openings shall be no higher than 1 foot above grade. 6. The openings may be screened or covered with other devices that will permit automatic entry and exit of floodwater. ❑ Fire sprinklers are required in this structure. ❑ This parcel is located within the California Department of Forestry and Fire Protection area. Compliance with the attached CDF fire safe requirements will be necessary. ® All structures and equipment including overhangs shall be clear of all easements. A setback of ' from the side and 'from the rear property lines and 20 feet (25 feet if Federal Aid Route) from the edge of the right of way shall be clear of structures and equipment except for a 2 foot overhang. ® Expansive soil may be encountered on this site. This condition may require the foundation to be designed by a California registered engineer or licensed architect. Page 2 of 2 Owners Name: —Pt %?o e, Building Permit Number: C k- 2IS?j Plans Examiner: Martha Christy 0 RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEXAND MISCELLANEOUS ONLY Owner: T) i Building Permit Number: Plans Examiner: C— A P. Number: GENERAL: Zoning requirements — (number of permitted living units). Building permit valuation. Plans signed by the designer. Proper description of work. on the application. Existing violations on the property. Recorded notice of violation of - Z p53 03C - o.:� �...... PLOT PLAN: Complete parcel size and dimensions. Setbacks, side yard, easements, Etc. Other buildings or structures. Grading, fills and/or drainage. Flood hazard. Special conditions on Parcel Map (Noise, SRA, Fire Sprinklers, Water Tender, Traffic and Drainage fees). FAU & FAS road setback. Building or utilities across lot lines (record form). OOR PLAY: ,1�Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 106.3.3). 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). Egress windows (Uniform Building Code section 310.4). Skylights (Uniform Building Code section 2409 & 2603.7). ,5-., Glazing in Hazardous locations (Uniform Building Code section 2406). Required room sizes and ceiling heights (Uniform Building Code section 3l0.6).'---, '• ; GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210).' Prohibited locations of gas water heaters (Uniform Plumbing Code 509& 1213.5). " Prohibited locations of gas heating equipment'(Uniform Mechanical Code 304.5). 0. Garage ire�zall separation - reuired on garage side including supporting walls'and posts (Uniform Building Code section 302.4 exception #3). 1. Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). 2. Smoke detectors (Uniform Building Code section 310.9:1). 3. Water closlet clearances (Uniform Plumbing Code 408.5). 14. Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). Pagel of 2 TRUCTURAL DETAILS: Conventional construction — Unusually shaped buildings (Uniform Building Code section 2320.5.4). Standard bracing or engineered design (Uniform Building Code se6tion 2320.11.3). Clerestory requiring balloon framing and/or engineering. Three story building requiring engineered calculations and plans. �y Foundation plan complete enough to construct building.T__'rJ'P1 Floor construction details complete enough to construct building. Deg r ml &3, Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building. Rafter ties or bearing ridge beam. 0. Fireplace construction details and calculations if necessary. 1. Garage door header size(s). Porch header size(s). 1 . Stud heights. 1 . Expansive soil — special foundation design required. 1 . Retaining walls requiring design. 1 : Special Inspection requirements. 1 Header sizes.. 1 . Gypsum wallboard nailing inspection required. MISCELLANEOUS ITEMS: 1. Stairway details — landings, rise and run, head clearance, handrails (Uniform Building Code section 1006): } Guardrails (Uniform Building Code section 509). ._ . Brick orstone veneer (Uniform Building Code section 1403). Exterior plaster— weep screeds (Uniform Building Code section 2506.5). Roof pitch for roof covering (Uniform Building Code Table 15-B-1 & 2,15-D-1 & 2). �.. Roof 6ov6hng1ype- (fire hazard). Foam_ insulation - protection. 3 .' halls and stairways (Uniform Building Code section 1004.3.3.2). Two exits on three —story dwellings (Uniform Building Code section 1004.2.3.2). 0,. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 17n Attic access and ventilation (Uniform Building Code section 1505). -.1 Combustion air for fuel burning appliances — LPG requirements. -.1 : Sound requirements. 1 . Energy design compliance and supporting documentation. 1 : Flashing at all exterior openings. 1 . CDF responsible area requirements. 1 . 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 CERTIFICATE OF COMPLIANCE:,RESIVENTIAL Page 1 CF -1R Project Title.......... The Dippel Residence Date..08/22/01 12:00:07 Project Address........ Lot 9 Durham Land Estates******* Durham *v6.01* 01-21S3 Documentation Author... Marty Runnells ******* Bui in Permit Energy Calculation Services 9. .Q 1907 Mangrove Avenue, Suite E Pian Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File -01282S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal GENERAL INFORMATION Conditioned Floor Area..... 2867 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 90 deg (E) Number of Dwelling Units... 1 Number of Stories.......... 2 Floor Construction Type.... Slab On Grade Glazing Percentage......... 19 % of floor area Average Glazing U -factor... 0.52 Btu/hr-sf-F Average Glazing SHGC....... 0.65 Average Ceiling Height..... 9.1 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R -value R -value R -value U -factor Location/Comments Wall n/a R-13 R-n/a R-13 0.088 PLAN FRONT, LEFT BACK, BACK LEFT BACK RIGHT, RIGHT KNEE WALL, TO GARAGE Door n/a R-0 R-n/a R-0 0.330 TO GARAGE Roof n/a R-38 R-n/a R-38 0.025 TO ATTIC, VAULTED Roof n/a R-19 R-n/a R-19 0.047 VAULTED SlabEdge n/a R-0 R-n/a F2=0.760 TO EXTERIOR SlabEdge n/a R-0 R-n/a F2=0.500 TO GARAGE FloorExt n/a R-19 R-n/a R-19 0.049 ABOVE GARAGE FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Factor SHGC Shading Shading Fins Window Front (E) 10.0 0.520 0.650 Standard Standard Yes Window Front (E) 13.5 0.520 0.650 Standard Standard Yes Window Front (E) 13.5 0.520 0.650 Standard Standard Yes Window Front (E) 36.0 0.520 0.650 Standard Standard Yes Window Front (E) 8.9 0.510 0.670 Standard Standard Yes Door Front (E) 10.0 0.550 0.650 Standard Standard Yes Window Window Front (E) Front 8.9 0.510 0.670 Standard Stan L � �es (E) 10.5 0.510 0.670 Standard Stand Window Front (E) 24.0 0.520 0.650 Standard <tu 0 DAR �.a ..`P Window Front (E) 10.0 0.520 0 . 650 Standard e5a,_ti At-rPf1'0VFfi �.� CERTIFICATE OF COMPLIANCE: -RESIDENTIAL Page 2 CF -1R Project Title.......... The Dippel Residence Date..08/22/01 12:00:07 MICROPAS6 v6.01 File -012825 Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Factor SHGC Shading Shading Fins Window Front (E) 30.0 0.520 0.650 Standard Standard None Window Front (E) 9.0 0.510 0.670 Standard Standard None Window Front (E) 20.0 0.520 0.650 Standard Standard None Window Left (S) 25.0 0.520 0.650 Standard Standard Yes Window Left (S) 6.0 0.520 0.650 Standard Standard Yes Window Left (S) 5.0 0.510 0.670 Standard Standard Yes Window Back (W) 25.0 0.520 0.650 Standard Standard None Door Back (W) 40.0 0.550 0.650 Standard Standard None Window Back (W) 6.0 0.510 0.670 Standard Standard None Window Back (W) 12.0 0.520 0.650 Standard Standard Yes Window Back (W) 30.0 0.510 0.670 Standard Standard Yes Window Back (W) 12.0 0.520 0.650 Standard Standard Yes Window Back (W) 23.5 0.510 0.670 Standard Standard Yes Door Back (W) 18.0 0.550 0.650 Standard Standard Yes Window Left (SW) 12.0 0.520 0.650 Standard Standard None Window Back (W) 30.0 0.510 0.670 Standard Standard None Window Back (NW) 12.0 0.520 0.650 Standard Standard None Door Back (W) 17.8 0.550 0.650 Standard Standard None Window Back (W) 30.0 0.520 0.650 Standard Standard None Window Right (N) 25.0 0.520 0.650 Standard Standard None Window Right (N) 12.0 0.520 0.650 Standard Standard Yes SLAB SURFACES Area Slab Type (sf) Standard Slab 2407 HVAC SYSTEMS Refrigerant Tested ACCA Equipment hi m arge and Duct Duct t Manual Thermostat Type icien A'rflow Location R -value a a D Type Gas 0.910 AFUE /a Attic R-4.2 Yes No Setback ACSplitTXV 12.00 SEER Yes Attic R-4.2 Yes No Setback DUCT AILS Duct Measured Supply Leakage Target t Surface Area Equipment Type (% fan CFM/CFM25) (ft2) Gas / ACSplitTXV 60 / 120.4 n/a d� - Ju m co" "MI G DEPARDALE, `rrrlowmy, � CERTIFICATE OF COMPLIANCE:•RESIDENTIAL Page 3 CF -1R Project Title.......... The Dippel Residence Date..08/22/01 12:00:07 MICROPAS6 v6.01 File -012825 Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value Storage Gas Standard 1 .6 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates Tested Duct Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS above or may be calculated as documented on the CF -6R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary for Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). If a cooling system is not installed, then HERS verification is not necessary for the RCA or TXV. REMARKS For ease of plan check, the Front of the building is determined by Plan Front, and does not necessarily contain the entry door. this in no way alters the actual orientation of any opaque or non-opaque surface. >�i 01 CERTIFICATE OF COMPLIANCE: -RESIDENTIAL Page 4 CF -1R Project Title.......... The Dippel Residence Date..08/22/01 12:00:07 MICROPAS6 v6.01 File -01282S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for. a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER Name.... Company. ftrc;rrteut7 Address. - 8; Rie T ndo gh, eft 9592e Phone.. License . �fYjpS Signed.. 4�- D/ ate ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. date P/s�� CA 01.5 �7 DOCUMENTATION AUTHOR Name.... Marty Runnells Company. Energy Calculation Services Address. 1907 Mangrove Avenue, Suite E Chico, CA 95926 Phone... 530-894-8466 Signed.. r p -P date . ANG DEP i . .ice LV MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 MF -1R Project Title..........The Dippel Residence Date 08/22/01 12 ,00 07 - Pro ect---A�c1-a_ .LL_ LA _ o Lxr am Lan Estates Durham *v6.01* Documentation Author... Marty Runnells ******* Building Permit if Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone. ......... 11 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File -012825 Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory r<«asures vV..Lether the, --- =awn elsewhere in the documents or on this checklist only. L2TTDING ENVELOPE MEASURES *150(a): Minimum R-19 ceiling insulation. 150(b): Loose fill insulation manufacturer's labeled R -Value *150(c): Minimum R-13 wall insulation in wood fra-med walls or equivalent U -factor in metal frame walls (does not apply Design- Enforce- er / ment to exterior mass walls). *150(d): Minimum R-13 raised floor insulation in framed floors. 150(1): Slab edge insulation - water absorption rate no greater than 0.30, water vapor transmission rate no greater than 2.0 perm/inch. 118: Insulation specified or installed meets insulation quality standards. Indicate type and form. 116-17: Fenestration Products, Exterior Doors and Infiltration/ Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed to comply with Sec. 151 meets Commission quality standards. 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. WA N1^ ' 'rTE C0 1M.*,, � DEP MEW APPr RO MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 2 MF -1R Project Title.......... The Dippel Residence Date..08/22/01 12:00:07 MICROPAS6 v6.01 File -01282S Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES Design- Enforce- er ment 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. 150(i): Setback thermostat on all applicable heating and/or cooling systems. 150(j): Pipe and Tank insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater). 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. 6. Piping insulated between heating source and indirect hot water tank. *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and in- sulated, to meet the requirements of the 1998 CMC sectons 601, 603, and 604, and standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber addhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. OiA 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. ��ti�t 115: Gas-fired central furnaces, pool heaters, spa heater;.z Ofi r household cooking appliances have no continuously burning iE L. MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page3 MF -1R Project ._Title . -.. .. .T.he, Dippel Residence Date .. 08/22/01 12:.9,Q.: 07-,,,--., MICROPAS6 v6.01 File -012825 Wth-CTZ11S92 Program -FORM MF -1R User##-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr). .LIGHTING MEASURES Design- Enforce- er ment 150(k)l: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. 150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in Sec. 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. �ny COQ -_ F A-A __ WR-r*%VED COMPUTER METHOD SUMMARY Page 1 C -2R Project Title.......... The Dippel Residence Date..08/22/01 12:00:07 Project Address Lot 9 Durham L d E ******* ........ an t t s a es Durham *v6.01* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-8466 Field -Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File -012825 Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal Energy Use (kBtu/sf-yr) MICROPAS6 ENERGY USE SUMMARY Standard Design Proposed Compliance Design Margin Space Heating.......... 18.87 15.10 3.77 Space Cooling.......... 8.70 13.60 -4.90 Water Heating.......... 9.94 8.75 1.19 Total 37.51 37.45 0.06 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -factor... Average Glazing SHGC....... Average Ceiling Height..... Floor Area Volume Zone Type (sf) (cf) 2867 sf Single Family Detached New Front Facing 90 deg (E) 1 2 ReducedYear Slab On Grade 1 26155 cf 2407 sf 19 0 of floor area 0.52 Btu/hr-sf-F 0.65 9.1 ft BUILDING ZONE INFORMATION # of Dwell Cond- Thermostat Units itioned Type HOUSE Residence 2867 26155 1.00 Yes Setback Vent Vent Air Height Area Leakage (ft) (sf) Credit 8.0�t-indard No rE C0L"--',. ,k PpRolvie 'v COMPUTER METHOD SUMMARY I Page 2 C -2R Project Title.......... The Dippel Residence Date..08/22/01 12:00:07 MICROPAS6 v6.01 File -01282S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal Surface HOUSE 15 SlabEdge 16 SlabEdge Length F2 Insul Solar (ft) OPAQUE SURFACES Gains Location/Comments 210 0.760 R-0 Area U- Insul Act No TO GARAGE Solar Form 3 Location/ Surface (sf) factor R-val Azm Tilt Gains Reference Comments HOUSE (E) 13.5 0.520 0.650 90 90 4 Window 1 Wall 566 0.088 13 90 90 Yes None PLAN FRONT 2 Wall 429 0.088 13 180 90 Yes None LEFT 3 Wall 528 0.088 13 270 90 Yes None BACK 4 Wall 24 0.088 13 225 90 Yes None BACK LEFT 5 Wall 11 0.088 13 315 90 Yes None BACK RIGHT 6 Wall 268 0.088 13 0 90 Yes None RIGHT 7 Wall 418 0.088 13 90 90 Yes None KNEE WALL 8 Wall 162 0.088 13 90 90 No None TO GARAGE 9 Door 18 0.330 0 90 90 No None TO GARAGE 10 Roof 2143 0.025 38 n/a 0 Yes None TO ATTIC 11 Roof 132 0.025 38 90 19 Yes None VAULTED 12 Roof 464 0.025 38 90 24 Yes None VAULTED 13 Roof 122 0.047 19 180 45 Yes None VAULTED 14 Roof 122 0.047 19 0 45 Yes None VAULTED 17 FloorExt 460 0.049 19 n/a 0 No None ABOVE GARAGE PERIMETER LOSSES Surface HOUSE 15 SlabEdge 16 SlabEdge Length F2 Insul Solar (ft) Factor R-val Gains Location/Comments 210 0.760 R-0 No TO EXTERIOR 20 0.500 R-0 No TO GARAGE FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE 1 Window Front (E) 10.0 0.520 0.650 90 90 2 Window Front (E) 13.5 0.520 0.650 90 90 3 Window Front (E) 13.5 0.520 0.650 90 90 4 Window Front (E) 36.0 0.520 0.650 90 90 5 Window Front (E) 8.9 0.510 0.670 90 90 6 Door Front (E) 10.0 0.550 0.650 90 90 7 Window Front (E) 8.9 0.510 0.670 90 90 8 Window Front (E) 10.5 0.510 0.670 90 90 9 Window Front (E) 24.0 0.520 0.650 90 90 10 Window Front (E) 10.0 0.520 0.650 90 90 11 Window Front (E) 30.0 0.520 0.650 90 90 12 Window Front (E) 9.0 0.510 0.670 90 90 13 Window Front (E) 20.0 0.520 0.650 90 90 14 Window Left (S) 25.0 0.520 0.650 180 90 15 Window Left (S) 6.0 0.520 0.650 180 90 16 Window Left (S) 5.0 0.510 0.670 180 90 17 Window Back (W) 25.0 0.520 0.650 270 90 18 Door Back (W) 40.0 0.550 0.650 270 90 19 Window Back (W) 6.0 0.510 0.670 270 90 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/ 0 . 7 kS�t�andard/0.68 Standard/0.76 St'anda�ra�Ip%�68 Standarck�7 I St ndard/ 0.68 Standard/0 .n KSt�arda=rd�jr0 ,6$,� Standard•'/7'- tandarc�/ O'68'a _�a.,,.w COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... The Dippel Residence Date..08/22/01 12:00:07 MICROPAS6 v6.01 File -012825 Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal Orientation FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC 20 Window Back (W) 12.0 0.520 0.650 270 90 21 Window Back (W) 30.0 0.510 0.670 270 90 22 Window Back (W) 12.0 0.520 0.650 270 90 23 Window Back (W) 23.5 0.510 0.670 270 90 24 Door Back (W) 18.0 0.550 0.650 270 90 25 Window Left (SW) 12.0 0.520 0.650 225 90 26 Window Back (W) 30.0 0.510 0.670 270 90 27 Window Back (NW) 12.0 0.520 0.650 315 90 28 Door Back (W) 17.8 0.550 0.650 270 90 29 Window Back (W) 30.0 0.520 0.650 270 90 30 Window Right (N) 25.0 0.520 0.650 0 90 31 Window Right (N) 12.0 0.520 0.650 0 90 Surface HOUSE 1 Window 2 Window 3 Window 4 Window 5 Window 6 Door 7 Window 8 Window 9 Window 10 Window 14 Window 15 Window 16 Window 20 Window 21 Window 22 Window 23 Window 24 Door 31 Window Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 OVERHANGS AND SIDE FINS Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 HOUSE Standard Slab 2407 CoLWI ONS ApponvpF Window- Overhang Left Fin Right Fin - Area Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 10.0 n/a 4.5 7 .25 n/a n/a n/a n/a n/a n/a n/a n/a 13.5 n/a 4.5 2 .25 n/a n/a n/a n/a n/a n/a n/a n/a 13.5 n/a 4.5 11 .25 n/a n/a n/a n/a n/a n/a n/a n/a 36.0 n/a 6 8 .25 n/a n/a n/a n/a n/a n/a n/a n/a 8.9 n/a 6.67 '10 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 10.0 n/a 3 10 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 8.9 n/a 6.67 10 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 10.5 n/a 1.5 10 0 n/a n/a n/a n/a n/a n/a n/a n/a 24.O n/a 6 8 .25 n/a n/a n/a n/a n/a n/a n/a n/a 10.0 n/a 4.5 11 .25 n/a n/a n/a n/a n/a n/a n/a n/a 25.0 n/a 5 1 .25 n/a n/a n/a n/a n/a n/a n/a n/a 6.0 n/a 3 1 .25 n/a n/a n/a n/a n/a n/a n/a n/a 5.0 n/a 1 1 .25 n/a n/a n/a n/a n/a n/a n/a n/a 12.0 n/a 6 10 4 n/a n/a n/a n/a n/a n/a n/a n/a 30.0 n/a 6.67 10 5.5 n/a n/a n/a n/a n/a n/a n/a n/a 12.0 n/a 6 10 4 n/a n/a n/a n/a n/a n/a n/a n/a 23.5 n/a 2.5 10 2.5 n/a n/a n/a n/a n/a n/a n/a n/a 18.0 n/a 6.67 6.5 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 12.0 n/a 6 8 .25 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES Area Slab Type (sf) HOUSE Standard Slab 2407 CoLWI ONS ApponvpF COMPUTER METHOD SUMMARY Page 4 C -2R Project Title.......... The Dippel Residence Date..08/22/01 12:00:07 MICROPAS6 v6.01 File -01282S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal HVAC SYSTEMS Refrigerant System Minimum Charge and Duct Type Efficiency Airflow Location HOUSE Gas ACSplitTXV 0.910 AFUE n/a Attic 12.00 SEER Yes Attic Equipment Type HOUSE Gas / ACSplitTXV Tank Type 1 Storage DUCT TESTING DETAILS Duct Leakage Target (% fan CFM/CFM25) Measured Supply Duct Surface Area (ft2) 6-0s / ' 120 .4 n/a WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Heater Type Distribution Type System Factor (gal) R -value Gas Standard 1 .6 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates Tested Duct Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS above or may be calculated as documented on the CF -6R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the -5U d L v d be Ifmductscareanotlations installed, then HERSne without verificcationcistnotlnec�e�s-sa�ry � PAR��, xµ- for Tested Duct Leakage. Tested ACOA Duct Duct Manual Duct R -value Leakage D Eff R-4.2 Yes No 0.843. R-4.2 Yes No 0.762 DUCT TESTING DETAILS Duct Leakage Target (% fan CFM/CFM25) Measured Supply Duct Surface Area (ft2) 6-0s / ' 120 .4 n/a WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Heater Type Distribution Type System Factor (gal) R -value Gas Standard 1 .6 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates Tested Duct Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS above or may be calculated as documented on the CF -6R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the -5U d L v d be Ifmductscareanotlations installed, then HERSne without verificcationcistnotlnec�e�s-sa�ry � PAR��, xµ- for Tested Duct Leakage. COMPUTER METHOD SUMMARY Page 5 C -2R Project Title.......... The Dippel Residence Date..08/22/01 12:00:07 MICROPAS6 v6.01 File -01282S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal HERS REQUIRED VERIFICATION This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). If a cooling system is not installed, then HERS verification is not necessary for the RCA or TXV. REMARKS For ease of plan check, the Front of the building is determined by Plan Front, and does not necessarily contain the entry door. this in no way alters the actual orientation of any opaque or non-opaque surface. HVAC SIZING I Page 1 HVAC Project Title.......... The Dippel Residence Date..08%22/01 12:00:07 Project Address........ Lot 9 Durham Land Estates******* Durham *v6.01* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-8466 Field -Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File -012825 Wth-CTZ11S92 Program -HVAC SIZING User#-MP1333 User -Energy Calculation Servic Run -2867 SF Res. - Submittal GENERAL INFORMATION Floor Area ................. Volume ..................... Front Orientation.......... Sizing Location............ Latitude. ** :* ... ­:­***** Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design........ Summer Range ............... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 2867 sf 26155 cf Front Facing 90 OROVILLE RS 39.5 degrees 30 F 70 F 104 F 78 F 37 F Yes Yes Yes 0.20 HEATING AND COOLING LOAD SUMMARY Opaque Conduction and Solar...... Glazing Conduction ............... Glazing Solar .................... Infiltration ..................... Internal Gain .................... Ducts............................ Sensible Load .................... Latent Load ...................... Minimum Total Load deg (E) Heating Cooling (Btuh) (Btuh) 19585 9136 11399 7409 n/a 16555 14877 6108 n/a 2325 4586 4153 50447 45687 n/a 9137 50447 54824 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. sAesign Truss Take -off Design & Sales sistance Monte Call - 793 Camellia Dr - Paradise, CA, 95969 (530) 877.4732 Of f ice (530) 877-4732 FAX TRUSS ENGINEERING SUBMITTALS Dipple Residence Blusar Manufacturing (530) 741-4920 Truswal Systems (800) 332-4045 k 4UP E G D y -0 )PPR VED, -3A® d [A2 n n A2 A, tjw)oo ' J D 2 ti m 1 m B n co a Mill 4p W aR, I n4 • M4 3 Gf N O O c- > n -0 o, o o DESIGNED BY: JOB DESCRIPTION: JOB LOCATION: 11 G) m o z JIM DIPPLE LOT 9 DURHAM t 0 to ob Name: DIPPLE9 _--_= Joint Lc at'lals=— 1 0- 0- 0 12 0- 0- 0 2 1- 7- 4 13 1- 7- 4 3 2-11- 4 14 2-11- 4 4 4- 3- 4 3S 4- 3- 4 5 5- 7- 4 16 5- 7- 4 6 6- 6- 0 17 7- 4-12 7 7- 4-12 18 8- 8-12 8 8- 8-12 19 10- 0-12 9 10- 0-12 20 11- 4-32 10 11- 4-12 21 13- 0- 0 11 13- 0- 0 TRUSWAL S STE S 4445 NorthparlZr., Colof prjngs, CO 80907 accordance with the followin standards: 'JOINT DETAILS', b Tluswal, 'ANSI/ 1', 'WTCA 1' -Wood Truss Council of America Standard Design g y Responsibilities, 'HANDLING IySTALLING AND BRACING METAL PLAT ONNECT13D WOOD TRUSSES' 'HIB TYPICAL PL II :Z15-4 1.1./ 13C 2x4 EFL #1 & Btr. CSL SLK 2x4 IffI., SDZMARD P1 A37E VAIM P172 IC20 RESFl•>} REIZI T #1607. L for 10 PSF n:n-oax=zrnt Bal . <It is asaxned that one fare of this truss < is sheathed with pilwood, CSB, Hoed board < sidirsj or harttxnrd siding. If rnt, < additioral loads mist be mtsidered on < rrn-m7tintat9 bearing gqaabbles. MNtay use adequate staples fr gable blocks. Coble studs may lateral bracitV. See Tntsuals a bracing detA,1 (s) . Lateral 1 ur lime with the c� have rrt been ca7sidered unless rated otherwise. Thee loads aryl their c=mr-ticns are the respaisibility of the building designer. Truss ID: A Qty: 2 plahim ANSI/'IPI - 1995 THIS I£SIIN IS ME ODvlpSPIE RMW CP M=PLE IIIAD a>SES. BEX= RE)=IEPI SS7IS sho^n are based ONLY on the tntss material at each bearixg. PLATIN BASED CN GREEN UMM %XI]ES. 1-7-4 2-82-8_. 2-2-12, 2-212 2-8-0 i 1-7-4 4-3-4 6-6-0,; 8-8-12 11-4-12 6-6-0 1 6-6-0 , 1 2 3 4 5 6 7 8 9 10 11 1� -12.001 1-d o -,meq o-lq 13-0-0 1 12 13 14 15 16 17 18 19 20 21 1-7-4 2-8-0 3-1-8 2-8-0 2-11-4 i 1-7-4 4-3-4 7-4-12 10-0-112 13-0-0 Truswal Systems Plates are 20 ga. unless shown by 1811 (18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. 7-6-15 S1 IP 10-5-3 'his truss is designed using the SBC -97 axle. B1d3 Enclosed - Yes Tntss Incatiai =Nit E2xi ZCne anxicane/Ocean Lim • No F� (�ec�c�y 8 B1d3 Length = 80.00 ft, B�d3 4�c�h a 40.00 ft Mean roof height = 23.47 ft, nph - 75 LBC st•arrb,d otxxpazy, Dead Lad - 22.0 psf Q�Q FRCFE ��F otiq` z No. M� 4 yE2 M M 7 OVER CONTINUOUS SUPPORT YVIL CALIF 8/14/2001 Scale: 7/32" - 11 0 F rf WARNING Read all notes on this sheet and a copy of it to the Erecting Contractor. TBF: 46.7 WT: 76 # WO: DIPPLE9 M 0 give This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Cbk: Custoater Name s t accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be B � ■ �p��w � �( � verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dag=: #LC - 10 DA TC Live 16.00 psf DurFaes' L.1.25 P-1.15 u`W-J/1V,-`` design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally LLC - braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown -is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 12.00 psf Rep Hb4 Bnd 1.15 d will cause the moisture content of the wood to exceed 19% and/or cense connector#pilterrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf O. C. Spacing 2- 0- 0 TRUSWAL S STE S 4445 NorthparlZr., Colof prjngs, CO 80907 accordance with the followin standards: 'JOINT DETAILS', b Tluswal, 'ANSI/ 1', 'WTCA 1' -Wood Truss Council of America Standard Design g y Responsibilities, 'HANDLING IySTALLING AND BRACING METAL PLAT ONNECT13D WOOD TRUSSES' 'HIB BC Dead 10.00 psf Design pea UBC -97, - (HIB -91) and -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 1 ' ofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl Ratio: 14/360 4t: Ls/480 Tp5.0 Version T6.2.6- Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, C 20076. TOTAL 38•.00 psf job Name: DIPPLE9 0 rtl=Q 0,$=Q 13-0-0 Truss ID: Al 4 Drwg.-CO01226018-002 or. X -IAC REACT SIZE IM2'D T` 2x4 M #1 & Btr. P1at�m s��ac AISI/hPI - 1995 T17" trues ie designed using the 1 2 0- 1-12 12-10- 4 545 3.50" 1.50" 545 3.50" 1.50" BC 2x4 DFL #1 & Btr. DAB 2x4 DFL S'IF?lIARD IIILS I SIIN 7S ME QSIIZSrIE RE= Cr K=PLE LCAD C3>,SFS. LBC -97 Cbde• Bldg Etrlcsed =Yee 2iCtBim �`' B AR �" G 'LLC :uus\\%ALsysrEn aAU NortL SYr Dc, Colo Springs, CO 80907 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that th6 top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckl' length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector to corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', by Tntswal, 'ANSL I 1', 'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 Chk: Dsgnr: #LC . 10 PLATE VAIIES PER IBC RFSFAlKH REF= #1607. BEARIN3 RDaTII�S7IS shaah are based ONLY Trues = Nct End'Jabs TC Ft1K£ AXL RO CSI Loaded for 10 PSF nm-arnrrzent. ACID. on the trues material at each bearing. t ilnricare/Qaean Line - No F C y B 1-2 -537 .00 .10 .10 PLATIN BASED CN CRMN ILI�IBER VA=. Bld3 Ia�3th 80.00 ft, B FIic = X0.00 ft ft, 75 2-3 3-4 -420 -420 .00 .10 .10 .00 .10 .10 Mean roof height = 23.47 nph - LBC Standard Coap;my, Dead Land - 22.0 psf 4-5 -537 .00 .10 .10 BC MKE AXL RO CSI 6-7 445 .03 .21 .24 7-8 445 .03 .21 .24 WEB FC1SE CSI WEB I= CSI 2-7 -190 .07 4-7 -190 .07 3-7 344 .14 MAX IBFIECnCN (span) L/999 IN MEM 7-8 (LIVE) LF -.02" D= -.02" T= -.0411 ---== Joint Locations =-__ 1 0- 0- 0 5 13- 0- 0 2 3- 4-10 6 0- 0- 0 3 6- 6- 0 7 6- 6- 0 4 9- 7- 6 8 13- 0- 0 3 t I 3-4-10 3-1-6 3-1-6 3-4-10 3-4-10 6-6-0.: •9-7-6 13-0-0 6-6-0 t 6-6-0 t '1 2 3 4 5 F12.00 -12.00 A A 7-6-15 st IP 10-5-3 �P�C pnOFt�g�Ci' LFv yA� LP - v No z * C04S 2 rn FX � 12/3102 N1 F0M1"` if , 0 rtl=Q 0,$=Q 13-0-0 , t 6 7 8 ® % 6-66-60, 6-6-0 Truswal Systems Plates are 20 ga. unle s6shown by "18"(18 gall -0-0 "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. 8/14/2001 Scale: 7/32" . 1' Circled Plates and false frame plates are positioned as shown-above.- hownabove.7D 7D WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 36.7 WT: 58 # WO: DIPPLE9 �`' B AR �" G 'LLC :uus\\%ALsysrEn aAU NortL SYr Dc, Colo Springs, CO 80907 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that th6 top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckl' length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector to corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', by Tntswal, 'ANSL I 1', 'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 Chk: Dsgnr: #LC . 10 Customer Name: DA TC Live 16.00 paf TC Dead 12 ..00 psf BC Live .00 psf BC Dead 10.00 psf DurFaae L.1.25 P-1.15 Rep Mbr Bath, 1.15 ` O.C.3paoiag 2- 0- 0 Desiga $pea TIBC -97 Tp5. 0 Version T6.2.6 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D' ofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, C 20036. TOTAL 38.00 pef L�fl Ratjol ; L/360 TC: L/480. Job Name: DIPPLE9 WA NINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this ' design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally Truss ID: A2 12 -Drwg:C001226018-003 IM X -IOC i'F' ,= SIZE Rq)'D TC 2x4 rFL #1 & Btr.Platirxi xui/`I'PI - 1995 d using e -11 a trues is desiTnth 1 0- 1-12 534 3.50" 1.50" BC 2x4 EFL #1 & Btr. WMT THIS I IS THE Gagpwr1E RE3III,T OF LBC -97 Me. , 2 12- 7- 0 484 3.50" 1.50" F>EB 2x4 rFL SIAbZ AFdJ K=P E LOAD 05414- Bldg Etrlosed =yes BC Live .00 of p 61FDC£ 2x6 rFL #1 & Btr. EFPRIIS' F1�CJJRII'g1S1M shoah are based Q7f Y K% T rr-,t i rn a Pict flYl Zcm TC I= AXI, END CSI 1-2 P= VA= PER ICB0 RESEARCH 1 E = #1607. PLAMn BASED CNC IIV LLPIEER VAUES. ah the ttuss material at each bearing. far H=c -,e/Cann Line -Ab B Bldg 80.00 ft, B,dg 0-00 ft -519 .00 .10 .10 2-3 -403 Def], Ratio: 1+1360 Im W,,480 l0 PSF n n-cctm ent Bal . Ltrr eaded Mean height = 23.47 ft, ttph = 75 .00 .10 .10 3-4 -397 .00 .09 .09 LBC Standard 0=4wmy, Dead Toad = . 22.0 pef 4-5 -503 .00 .10 .11 BC KRCE AXL HID CSI 6-7 430 .03 .19 .22 7-8 427 .03 .19 .22 VES FUKE CSI NFB FUKE CSI ' 1 2-7 -191 .07 4-7 -174 .06 i 3-7 320 .13 MAX E07LE=CN (span) L/999 IN NEEM 6-7 (LEVE) L= -.02" D= -.02" rf-- -.0411 _=- Joint Iccatin-is = 1 0- 0- 0 5 12- 8-12 3-43-410 3-1-6 3-13-1 6 3-1-6 2 3-4-10 6 - - 0 3 6- 6- 0 7 6 6- 6 6- 0 3-4-10 6-&.0 9-7-6 12-8-12 _ 4 9- 7- 6 8 12- 8-12 6-6-0 t 6-2-12 t 1 2 3 4 5 12.00 -12.00 3 d_d 7-6-15 SHIP R3j0-8-7 01$ Q 12-8-12 t 0-3-4 6 6-6-0 �7 6-2-12 t STUB Truswal Systems Plates are 20 ga. unless6j-own by 1118"(18 ga.]21 8-12 11H11(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled elates and false frame elates are positioned as shown ahove. Fp QQ `� � c? rn r�� cNil. \ CFCAI I FGRh\P 8/14/2001 Scales 7/32" - lr ISX-X'a %.W qZ t y ,i B LUAR MFG WA NINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this ' design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TBF: 35.8 WT: 57 # Chk: Dag=: #LC - 10 Wot DIPPLE9 Custamer Name: DA TC Live 16.00 pef DurFacs L-1.25 P-1.15 LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. t� Bracing shown is for lateral support of components members only to reduce bucklin length. This component shall not be placed in any environment that TC Dead 12.00 pef Rep Mr Bad 1.6 1: RUSWAL Syms will cause the moisture content of the wood to exceed 19% and/or cause connector ifate corrosion. Fabricate, handle, install and brace this truss in 'JOINT BC Live .00 of p O.C. a 2- 0- 0 4445 No"hpark Dr., Colo Springs, CO 80907 accordvrce with the followingstandards: DETAILS', b Truswal, 'ANSI PI 1', 'WTCA 1' - Wood Truss Council of America Standard Design y 8 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB -91 BC Dead 10.00 pef Desigapeo UBC -97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D' ofrio Drive, Madison, Wisconsin 53719. The American Forest and Def], Ratio: 1+1360 Im W,,480 Tp5. 0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20035. TOTAL 38.00 pef job Name: DIPPLE9 WAXNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A3A 1 _ Drw : 0001 ZZ601 S-VV4 EIS X -LDC IZFACI' SIZE RD2'D TC 2x4 DFL #1 & Btr. Platirx3AMI// - 1995 This trues is designed using the 1 0- 1-12 534 3.50" 1.50" 13C 2x4 EFL #1 & Btr. THIS IESIC3ai IS THE C�rIE RE= OF XBC-97 ObcL-• 2 12- 7- 0 484 3.50" 1.50" 1`1EB 2x4 EFL Sly MPLE I1KD CASES. }LTT B1ckJ EYrlceed = Yes DrFDt"$ 2x6 EFL #1 & Btr. M3 RIM FZZ>TJ>F�b)fNIS sho an are based CMY Tntse Locatirn - I3:t Ehd time TC F= AXL HID CSI ' PLATE VALLES PER ICc'30 RE�ARQ-I RE= #1607. on the trttee ��p+- =l at each bsariM. Iiiric m-,e/Coe aZ Line - No E �tec�cay B 1-2 -519 PLATIN EASED CN CItEIN ILM2EiR VALLES. Leaded fcr 10 PSF rxn-onxanxerit BCI I I. Bldg 80.00 ft, 8- WidKth = 70.00 ft .00 .10 .10 2-3 -403 .00 .10 .10 Mean roof height = 23.68 ft, nph 75 3-4 -397 .00 .09 .09 LHC Stm-,cbrd Clcy, lead Load = 22.0 pef 4-5 -503 .00 .10 .11 BC MKE AXL BIZ CSI 6-7 430 .03 .19 .22 7-8 427 .03 .19 .22 VES FaKE CSI VEB FC FKE CSI 2-7 -191 .07 4-7 -174 .06 3-7 320 .13 MAX EEFLECTICV (span) L/999 IN MFM 6-7 (LIVE) L- -.02" Ik -.02" T= -.041" ----= Joint Irxatiazs ­= t 1 0- 0- 0 5 12- 8-12 2 3- 4-10 6 0- 0- 0 3-4-10 3-1-6 3-1-6� 3-1-6 3 6- 6- 0 7 6- 6- 0 3-4-10 640 9-7-6 12-8-12 4 9- 7- 6 8 12- 8-12 6-11-2 5-9-10 1 t 2 3 4 51 1200 -12.001 7-4-5 3 IO -5-3 0M R3 0-8-7 0-30-34 6 6-6-0�7 6-2-12 8 STUB 6-6-0 12-8-12 Truswal Systems Plates are 20 ga. unless shown by 111811(18 ga.), H"(16 ga.), or "MX11(TWMX 20 ga.), positioned per Joint Report. 8-0-1 HIP r• tOP�� PROFes\ 0. "rJJti .� •ff 'f ll Irp. 8/14/2001 Scale: 3/16" - 11 t -�? WAXNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 37.3 WT: 58 # Wot DZPPLE9 BtMFG. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions or TPI and APPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component minufacnurer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Chk tCusteater Degnr 1 #Le . 10 Navin: DA TC Live 16.00 pef TC Dead 12.00 pef BC Live .00 pef BC Dead 10.00 pef DurFaee L-1.25 P-1.15 Rep Mbr Both 1.15 O.C.Spaeing 2- 0= 0/ Design #pec VBC-971 LLC *+ ti TKI1tiWAL ark Dr., 7,45 Nonbp:vk Or., Cole Springs, CO 80907 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce bucklin length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install and brace this truss in accord nce with the followin standards: 'JOINT DETAILS', b Tluswal, 'ANSI/ PI 1', 'WTCA 1' - Wood Truss Council of America Standard Design g y g Responsibilities, 'HANDLING ItiSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 Tp5. 0 Version T6.2 . 6 SUMMARY SHEET' by TPI. Tile Truss Plate Institute (CPI) is located at 583 D' ofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located it 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38:00 pef Dan Ratio: 1 360 !C: I480 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contra'etor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally Truss ID: A3B 1 _ Drw EM, X -LCC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr.Platilrl spec AMI/`TPI - 1995 M-iis truss is designed using the r• 1 0- 1-12 534 3.50" 1.50" 2x4 LJFL #1 & Btr. THIS I IS UE CCf4VCSrIE RES= CP LEC -97 0 -de• - 2 12- 7- 0 484 3.50" 1.50" WEB 2x4 EFL STATEARD -Y=PLE = CASES. Bldg Ear sea = Yee WEDM 2x6 DFL #1 & Btr. BEARIm RJ�UII� 1MM sho. n ar: based CNLY 7Y .9s IaaU = Not R -A Zc m TC FCi2CE AM aO CSI PLATE %KM PER ICE37 REST'AFSI-I REEiFII' #1607. m the truss material at each bearing. Baric--m/0k:ean Line = No }� C�t��y B 1-2 -519 .00 .10 .10 FLAMM BASED CN GZEN LIMBER VALLES. Ir_aded for 10 PSF naz-oaTxx ent BOIL. Bldg 80.00 ft, Bids Wic�h = 40-00 ft �hezglt- 2-3 -403 Meen - 24.26 ft, nph = 75 .00 .10 .10 3-4 -397 .00 .09 .09 LEC Stmriand Cxy, Dead Lead = 22.0 psf 4-5 -503 .00 .10 .13- ll13C 13CFC RCE AXL IRZ CSI 6-7 430 .03 .19 .22 7-8 427 .03 .19 .22 WEB I= CSI WEB E= CSI 2-7 -191 .07 4-7 -174 .06 3-7 320 .13 MAX LEFLECTICN (span) ' L/999 IN MEM 6-7 (LIVE) Lr- -.02" D= -.02" Z` -.04" Joint Iocatims --- _1 0- 0- 0 5 12- 8-12 1 I 3-4-10 3-1-6 13-1-6 3-1-6 2 3-4-10 6 0- 0- 0 3-4-10 6-6-0 '9-7-6 12-8-12 3 6- 6- 0 7 6- 6- 0 4 9- 7- 6 8 12- 8-12 1 8-1-2 ' I 4-7-10 I 1 2 3 4 5 1� -12.001 4-6 8.6.5 �j pROF 2.5-4 2.5-4 9-2-1 pe` eSH IP F O ; z. �.�. �, ;, n 3-4R3 J0 -R-7 C04. IO -5-3 3-7 0-M 12-8-12 0-3-4 6 '1' 8 STUB 6-66� 6-2� Truswal Systems Plates are 20 ga. unless6.6.-'bwn by "18" (18 11H11(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. 8/14/2001 Scale: 3/16" . 1' �= �7 11 -y U SAR MFG WARNING Read all notes on this sheet and give a copy of it to the Erecting Contra'etor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TBFt 38.7 WT: 60 # tlhk: Ds gnrs #LC . 10 WO: DIPPLE9 Customer Name t DA TC Live 16.00 psf DurFaos L.1.25 P.1.15 y - LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown'is for lateral support of components members only to reduce bucklin length. This component shall not be placed in any environment that TC Dead 12.00 psf Rep I&r Bnd) 1.15 70 will cause the moisture content of the wood to exceed 19% and/or cause connector to corrosion. Fabricate, handle, install and brace this truss in BC Live . 00 psf O. C.Spacingf' 2- 0- 0 I'RU�VALSYSrEtv1F -aa�5 Nortbpark Dr., COVlpru,gs. CO 50907 accordance with the following standards: 'JOINT DETAILS', b Truswal, 'ANSI/ PI 1', 'WTCA 1' -Wood Truss Council of America Standard Design g y Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HTB -91) and 'HIB -91 BC Dead 10.00 sf P Desi fp.. VBC-97, ga SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is looted at 583D' ofrio Drive, Madison, Wisconsin 53719. The American Forest and Den Ratio: I�360 �C: It/480 TpS. 0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Strect, NW, Ste 800, Washington, DC 20016. ITOTAL 38'.00 psf Job Name: DIPPLE9 Truss ID: AX. 1 Drw -006 : EW, X -LCC RE4= SIZE REQ'D TC 2x4 EFL #1 & Btrr. Plati e _ • APBI/`M - 1995 This des' based cndrm'ti bracing aplied feLloaug 1 0- 1-12 534 3.50" 1.50" 2 12- 7- 0 484 3.50" 1.50" BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STAIZY�IIJ THIS LESICi1 I3 THE C24FCGPIE RMW CF n1a7RR 1= Com, per the sdh-Ale: nmc O.C. fran to WEDGE 2>6 DFL #1 & Btr. BFA[UM F EQ=4aM eho m are based 0MY TC 24.00" 6- 6- 0 8- 9- 9 TC FORE AXL IKZ CSI PLATE VAI.IFS PER IC90 REFI REEiiZI' #1607. on the truss material at eadi bearing. This truss is designed usirg the - 1-2 -519 .00 .10 .10 Exterrle9 top d=d requires 2x4 web material. Laad°d for 10 PSF urn -cm a Trent BZIL. LBC -97 C=1e. 2-3 -403 .00 .10 .10 at 48" o.c. nwc. to the did belcia PLATTIZ BASED IN GZMN ILMER VAIM. Bldg R-VICsed = Yes 3-4 -397 .00 .09 .09 4-5 -503 .00 .10 .11 aril attad'red with 1.5-3 min)later or (5)-16 ga. staples, I", 'Truss Lomtion = Nct End 7cne Huzricn-ue/a>eez Line = No B cthers typical. each end. Bldg 80.00 ft, B�d3 4Jicth = 40900 ft ft, 75 DC FLI2CE AXL END CSI 6-7 430 .03 .19 .22 Mean root heiglit = 24.62 nph LBC Surd may, Dead Lcnd = 22.0 psf 7-8 427 .03 .19 .22 WEB FCRCE CSI WEB FSK£ CSI 2-7 -191 .07 4-7 -174 .06 3-7 320 .13 MAX IIFIE CN (span) L/999 IN MEM 6-7 (=) L= -.02" D= -.02" T= -.04" Joint Tomtiazs - 1 0- 0- 0 5 12- 8-12 2 3- 4-10 6 0- 0- 0 3 6- 6- 0 7 6- 6- 0 4 9- 7- 6 8 12- 8-12 9-2-12 3- =0-5-3 3-4-10 3-1-6 3-1-6 i 3-1-6_� 3-4-10 6-6.0 9-7-6 12-8-12 8-9-9 1 3-11-3 1 2 3 4 5 1�0 -12.001 ``-- /DpFOr�cr��,`� ;VI 9-10-R\. SHIP, O. C() i'1' i :-U R31 r � , � 1 - 0-R-7 P 121Z1 /02 0 IL WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 38.7 WT: 61 # _ This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk = in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be "FGverified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this , Dsgnr: #LC . 10 Odesign meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.00 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown.is for lateral support of components members only to reduce bueldi length. This component shall not be placed In any environment that TC Dead 12.00 pef A SY- c will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf auhparkColoj Ings, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI PI 1', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING It)ISTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D' nofrio Drive, Madison, Wisconsin 53719. The American Forest and TpS. 0 Version T6.2.6 Paper Association (AFPA) is locited at 1111 191h Street, NW, Ste 800, Washbigto?0 DC 20036. TOTAL 38..00 psf WO: DIPPLE9 Customer Naate: DA DurFacs L.1.25 P.1.15 Rep T1br Bad 1.15 O.C.Spacing 2-•0- 0 Design pec VBC-97 Defl Patio: LV360 STC: I4/480 0-" -8-12 0-3r-- 4- 6 7 8 STUB 6-6-0 6-2-12 ' 6-6-0 1212-8 8/14/2001 i Truswal Systems Plates are 20 ga. "H"(16 ga.), or "MX"(TWMX 20 ga.), unless shown by "18"(18 ga.), Scale: 5/32" . 11 positioned per Joint Report. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 38.7 WT: 61 # _ This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk = in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be "FGverified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this , Dsgnr: #LC . 10 Odesign meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.00 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown.is for lateral support of components members only to reduce bueldi length. This component shall not be placed In any environment that TC Dead 12.00 pef A SY- c will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf auhparkColoj Ings, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI PI 1', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING It)ISTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D' nofrio Drive, Madison, Wisconsin 53719. The American Forest and TpS. 0 Version T6.2.6 Paper Association (AFPA) is locited at 1111 191h Street, NW, Ste 800, Washbigto?0 DC 20036. TOTAL 38..00 psf WO: DIPPLE9 Customer Naate: DA DurFacs L.1.25 P.1.15 Rep T1br Bad 1.15 O.C.Spacing 2-•0- 0 Design pec VBC-97 Defl Patio: LV360 STC: I4/480 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally Truss ID: A3D. 1 Drw :000IZZ6UIO-UU/ Bim X -IDC REACT SIZE IT'D TC 2x4 DFL #1 & Btr. Platim slcec PISI/IPI - 1995 nus trues is designed using the mc a=1e. 1 0- 1-12 534 3.50 1.50" 2 12- 7- 0 484 3.50" 1.50" BE2x9 DFL #1 & Btr. WFB 2x9 D'FL SIANMIM THIS I iICi1 LS ME �STIE IES= CF' M1L,TLPLE LOAD Cl%SES. -97 Bldg E1rloaed =Yes ncsio: Y1EDC£ 2� DFL' #1 & Btr. EEARII4s 1�Jg.TIIi'�NIS shr are based amy Thies t = Not ErA Zrsle TC I= AXI, a0 CSI PLATE VAIIFS PFR ICB0 RE - M= #1607. M the three tr2tezial at each bearitV. H-mioarn/Ooeen Line - No (�tec�y B ' 1-2 -519 .10 PLATIN3 BASED CN C�IIQ LLIWEER. VALLE,S. Ickled fcr 10 PSF rxn-cm went BOLL. Bldg 80.00 ft, BSci�c>th = a0.00 ft ��9� .00 .10 2-3 -403 .00 .10 .10 Design 1°o UBC -97 1 M� 24.03 ft, nph a 75 3-4 -397 .00 .09 .09 Det? Rabic: L�0 7C: T4080 LBc Starrbxd oaxpm'rcy, Dead Led = 22.0 pef 4-5 -503 .00 .10 .11 Paper Association (APPA) is locatcd at 1111 19th Street, NW, Ste 800, Washingto 20036. TOTAL 38.00 psf E- MKE AXI, EIZ CSI 6-7 430 .03 .19 .22 7-8 427 .03 .19 .22 FM FCRCE CSI V�m Ft7tC£ CSI 2-7 -191 .07 4-7 -174 .06 3-7 320 .13 MAX CEFLF3rIZCN (span) L/999 IN MEM 6-7 (LIVE) L� -.02" D= -.02" T= -.04" t _--_= Joint Lccatims 1 0- 0- 0 5 12- 8-12 3-4-10 3-1-6� 3-1-6 3-1-6 2 3- 4-10 6 0- 0- 0 3 6- 6- 0 7 6- 6- 0 3-4-10 6-6r.0 9-7-6 12-8-12 4 9- 7- 6 8 12- 8-12 7-7-9 I 3-1-3 t 1 2 3 4 5 F12. 00 -12.00 8-0-12 3 I0-5-3 01$ Q 12-5-12 0-3-4 6 6-6-0�7 212 8 STUB 6-6-0 12-8-12 Tr•uawal Systeme Plates are 20 ga. unless shown by "1811(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. 8/14/2001 Scalet 3/16" - 11 0 r1 2-�A1 AVMFG WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TEF: 38.7 WT: 59 # (33-k: Dsgnr: #LC - 10 WO: DIPPLE9 Customer Name: nx ,. . . TC Live 16.00 psf DurFaee IA1.25 P-1.15 ,R ' LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. ength. This component shall not be placed in any environment that Bracing shown is for lateral support of components members only to reduce buckli(,D�C TC Dead 12.00 psf Rep i�r Bad 1.15 TRUSWAL SYSfTMS will cause the moisture content of the wood to exceed 19% and/or cause connectorto corrosion. Fabricate, handle, install and brace this truss in BC Live . 00 of p O.C. a C.;2- 0= 0 -4,445 Northpark Dr., Colo,.Springs. CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/ 1', 'WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf Design 1°o UBC -97 1 SUMMARY SHEET' by TPI. Thg Truss Plate Institute (TPI) is located at 583 D'frio Drive, Madison, Wisconsin 53719. The American Forest and Det? Rabic: L�0 7C: T4080 TpS. 0 Version T6.2 . 6 Paper Association (APPA) is locatcd at 1111 19th Street, NW, Ste 800, Washingto 20036. TOTAL 38.00 psf Job Name: DIPPLE9 TBF: 41.3 WTt 67 # Chk: Degnrs #Le 9 Truss' ID: B 1 Drwg.-CO01226018-008 DurFaCs L.1.25 P.1.15 LSC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. 'IC 2x4 DFL #1 & Btr. Pla*i* spa^ : AMI/TPI- 1995 Mie trues is designed usirz3 the TC Dead 12.00 pef Rep Mbr Brei 1.15 TRUSWAL SYSaf-. S will cause the moisture content of the wood to exceed 19% and/or cause connector to corrosion. Fabricate, handle, install and brace this truss in BC 2x4 LFL #1 & Btr. ($L ELK 2x4 LFL SIAN PM THIS LfSIQ� I3 THE C24PWITEE IU= CNF' n=PLE U70 CASFS. LBC -97 Clock. Bld3 EYxloeed =Yee - ---= Joit t Lcratims PLATE VAUES PER ICBG I=RQI i� #1607. BEARIM IgTLJIId:I4:D7I5 stn az are based CNLY Tives Inc= = Not End Tune 1 0- 0- 0 12 0- 0- 0 <It is assured that one fare of this truss on the twee rratezial at eadi bearirx3. Flwriaxle/Ooean Lime = IIo F (teca7�y0. B - - 2 4- 4- 0 13 4- 4- 0 < is sheathed with pl CSB, vood board sheathed PLATIM BASED IN GEEK UPMR VAUM. Bld3 80.00 ft, B1d3 FTi 1 ft height 23.00 ft, 75 3 5- 8- 0 14 S- 8- 0 < sidirxJ � If rr-t, Mean rood: nph 4 7- 0- 0 15 7- 0- 0 < addit3. loads mast be coasidered on MC Stmx3ard* Iaxi = 22.0 Y?' psf 5 8- 4- 0 16 8- 4- 0 < non xJ�• 6 7 9- 8- 0 11- 0- 0 17 18 9- 8- 0 11- 0- 0 May use adegtaate stades e blo=ks. gabl e shads may lateral �au� Son 8 12- 4- 0 19 12- 4- 0 Trusals 9 10 13- 8- 0 15- 0- 0 20 21 13- 8- 0 15- 0- 0 Lateral loads in with dxxds have rot been ocmidered unless noted otherwise. ll 19- 4- 0 22 19- 4- 0 ,Ilse loads and t1 sir ooarections are the reepa-aibi-lity of the bai.lcdirx3 designer. �4 4-4-0 2-8-0 2-8-0 2-8-0 2-8-0 4-4-0 —{ 4-4-0 7-0-0 9-84 12-4-0 15-0-0 19-4-0 9-8-0 9-8-0 1 2 3 4 5 16 7 8 9 10 it 4-4 0_ 8 5.00 -5.00 0_M 9-4-8 t t 9-4-8 19-4-0 12 13 14 15 16 17 18 19 20 21 22 4-4-0 2-8-0 2-8-0 2-8-0 2-8-0 4-4-0 4-4-0 7-0-0 9-8-0 12-4-0 15-0-0 19-4-0 Truswal Systeme Plates are 20 ga. unless shown by "18"(18 ga.), OVER CONTINUOUS SUPPORT H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. 0005'C3 norE5` Y� —� o. Co ,�3` In I XP. 12/31/02 , qr CNIL FOF CAl(FOR�\. 8/14/2001 Soalet 1/4" - 1' - BCU SA-M �G WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for ah individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TBF: 41.3 WTt 67 # Chk: Degnrs #Le 9 WO: DIPPLE9 Customer Name: DA TC Live 16.00 psf DurFaCs L.1.25 P.1.15 LSC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 12.00 pef Rep Mbr Brei 1.15 TRUSWAL SYSaf-. S will cause the moisture content of the wood to exceed 19% and/or cause connector to corrosion. Fabricate, handle, install and brace this truss in BC Live .00 sf p O.C. aC 2- 0- 0 _g445 Northpark Dr. nolo Springs, CO 80907 t� accordance with the following standards: 'JOINT DETAILS', b Truewal, 'ANSI I 1', 'WTCA I' - Wood Truss Council of America Standard Design g yBC Responsibilities, 'HANDLING I STALLING AND BRACING METAL PLATA CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 Dead 10.00 sf P Desi jPeC UBC -97 Design (- SUMMARY SHEET' by TPI. Th� Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and D d l Natio: It/360 TC: I4/480 TpS. 0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washingtor!; DC 20036. TOTAL 38.00 psf ob Name: DIPPLE9 Truswal Systeme Plates are 20 ga. unless shown by "18"(18 ga.), Scales 1/4" - 1' Truss ID: B1 7 , Drwg.-CO01226018-009 EM X -LOC RE= SIZE RI12'D TC 2x4 DFL #1 & Btr. P e��x AMI/ PI - 1995 'this twee is designed usirg the LBC Qxle. 1 2 0- 1-12 735 3.50 1.50" 19- 2- 4 735 3.50" 1.50" BC 2x4 IFI, #1 & Btr. VM 2x4 IBL SIS =ICiQ r3 ZE SPIE IST CF K=PLE U10 CMS. -97 Blci3 FYtclosed = Yes PLAM VAUES PER ICSO 1=QI FMUQ r #1607. BEARIM F+I1�JM04I5 sly ti are based C NLY TYuss Locatirn = Not Elod tare TC FCRCE AXL END CSI PLATIN BASED CR a= LI74�R VALLFS. m tie truss material at e= bearing. Hi xricmie/Coeatz Line -B Fticlth $0.00 ft 1-2 -2967 .11 .20 .31 Bldg L 80.00 ft, B�d3 m � 2-3 3-4 -2338 .06 .17 .23 -2338 .06 .17 .23 Mean rocf height - 23.00 ft, nph 75 LEC Statrlard ooniparry, Daad Land ' 22.0 pef 4-5 -2967 .11 .20 .31 BC FCF E AXL 13Z CSI 6-7 2702 .35 .14 .50 7-8 2722 .35 .15 .50 8-9 2722 .35 .15 .50 9-10 2702 .35 .14 .50 WEB FCRCE CSI Y,M FCRCE CSI 2-7 76 .02 4-8 -516 .18 2-8 -516 .18 4-9 76 .02 3-8 2035 .83 MAX rEFr=CN (span) L/999 IN MEM 8-9 (=) Lr= -.18" D= -.25" T= -.44" 5-4-4 A 4-3-12 , 4-3-12 5-4-4 - = Joint Zo:atiass = 5-4-4 9-8-0, 13-11-12 19-4-0 1 0- 0- 0 6 0- 0- 0 2 5- 4- 4 7 5- 4- 4 9-8-0 9-8-0 3 9- 8- 0 8 9- 8- 0 1 2 '3 4 5 4 13-11-12 9 13-11-12 5 19- 4- 0 10 19- 4- 0 r 7.00 -7.00 5-11-15 3- =0-4-5 p_ g 5.00 1 -5.00 p -M 9-4-8 ' 9 -a -s PrG� pROFESS/d J N G04,> n /02 �q CNit_ Fvh CALiFt;F \�� 6 7 8 9 10 5-45-4 4 4-34-312 4-3-12 5-45-44 I,zAl 5-4-4 9-8-0 13-11-12 19-4-0 8/14/2001 Truswal Systeme Plates are 20 ga. unless shown by "18"(18 ga.), Scales 1/4" - 1' "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Plates and false frame Plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 41.3 wT: 67 # wo: DIPPLE9 B LQA FG ),LL TRUS\V EA1 •':.., .taus No k r.. Cprings.oQO 80907 +r` TSS . Vere�i, T6.2 . 6 This design is for an individual building component not truss system. It has been bated on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer, must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce bucklin length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 199 and/or cause connector to corrosion. Fabricate, handle, install and brace this truss in aceurdvtce with the following standards: 'JOINT DETAILS', by Ttuswal, 'ANSI/ PI 1'. 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D' ofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Chk i Dsgnr: #LC - 9 Custemter Nam: DA TC Live 16.00 psf TC Dead 12.00 psf BC Live . 00 sf P BC Dead 10.00 psf TOTAL 3 B : 00 pef DurFaes L-1.25 P-1.15 Rep Mbr Bad 1.15 O.C. a 2- 0- 0 `�a Design pea 1)BC-97 , Defl Ratio: 14/360 2C: TW480 J, )ob Name: DIPPLE9 Truss ID: B2 1 Drw : C00122601 S -U] U Bir, X -LDC REACT SIZE REQ'D TC 2x6 DFL #1 for lateral br.?Com '11" trues is desicnAd using the 1 0- 1-12 2759 3.50" 2.94" BC 2x6 I&L #2 ® at mc$ le�. Lateral braati 3 tEC-97 0XIe. 2 19- 2- 4 2770 3.50 2.95" [+EB 2X4 I&L SD*KARD system vbicil irrlude chy 1 cr x -bracing Bld3 Flrcleeecl = Ye& 2X4 DFL #1 & Btr. 1-9, 2-10 are ther�are ibdIity cd the building hose Iaatial Not Ehd 7n'le TC F� AXL EM CSI 3-11, 11-5 delis TYue+al 1�CE-rr may be Huric ane/C�i Idrle - No �j �eq=y B 1-2 -1688 .01 .28 .29 12-6, 13-7 used for orntinrotls ]at�al btacirrl cn B1 2 3 80.00 ft, Sado width ; 40`00 ft 2-3 -4077 .06 .21 .28 Platim epw : ADBI/M - 1995 tnasses woad 24" ac. Altetn ively, use M r�height = 22.83 ft, ttQh 75 3-4 -9295 .34 .63 .96 THLS LBSIIN IS THE C aAFWrIE RFSCII.,T OF scabs cur T-kuaoe�. "am stn a� m TYttr3.a1 L7 Starz rl y Lead Load 22.0 pef 4-5 -9295 .34 .63 .96 PIII,TLPLE Lt]9D CASm. System standard detail 0001003160.----------LL]'tD�#1�>�SIIN IQ'Ll� 5-6 -4092 .06 .22 .28 BEARII�r, IZ3=;D 7I5 sho„m are based CIMY aa'rF' VALLES FFR ICED I REEC>a' #1607. Dir L.Plf L.Icc R.Plf R.Inc II�/`II+ 6-7 -1696 .01 .28 .29 on the truss material at each kearirg. Lrnrly3 for 10 PSF rnrcan=mmant BQL. TIC Vert 322.00 0- 0- 0 210.00 9- 4- 8 .10 Permanaut bracing is (by ctl)erB) to L3aisage must be gZw'aed to avoid pTC Vert 210.00 9- 4- 8 322.00 19- 4- 0 .21 DC I= AXL 1$ID CSI rctati&VtcppLirg. See HID -91 aryl P=43 BASM CN CAIN �� UI)Em VALIFS. BC Vert 20.00 0- 0- 0 20.00 19- 4- 0 .00 8-9 -17 .00 .05 .05 � 1-1995; 10.3.4.5 and 10.3.4.6. f]d verticals designed for axial loads only. 9-10 1997 .26 .06 .32 End verticals that are a tembd above cr 10-11 4819 .63 .17 .80 below the'tttrse profile (if any) may require 11-12 4837 .63 .17 .80 ad3iticnal design ccreideratirn (by ?tiers) 12-13 2006 .26 .06 .32 for lateral fcmee tae to wird cr seismic 13-14 -17 .00 .05 .05 loads on the bd1,dirxj. WEB FCRCE CSI Wry FUZCE CSI 1-8 -2712 .94 5-115188 .68 1-9 2805 .37 5-12 -2986 .43 2-9 -2963 .77 6-122998 .39 2-10 2990 .39 6-13 -2977 .77 1 2 3--1, t 3-2-11 3-2-11 3-2-11 3-10 -2976 .93 7-13 2818 .37 3-2-11 3-2-11 -_� -� .{ 3-11 5205 .68 7-14 -2724 .94 3-2-11 6-5-5 9-8-0 • 12-10-11 16-1-5 19-4-0 4-11 -108 .01 MAX EEF fl"r'rCN ( L/999 IN MEM 10-1-1 (=) 1 2 3 4 5 7 IF -.22" D= -.30" Z` -.52" =--== Joint. Locations = 6-8 5-8 6-10 2.5-4 5-10 • 5-8 6-8 1 0-0-0 8 0-0-0 2 3- 2-11 9 3- 2-11 3 6- 5- 5 10 6- 5- 5 4 9- 8- 0 11 9- 8- 0 5 12-10-11 12 12-10-11 6 16- 1- 5 13 16- 1- 5 7 19- 4- 0 14 19- 4- 0 , 5-7-15 5-7-15 0PRO F E S$�0 6-6 �FS�9�F2 3-10-14 P 8-8 1 N .004 882 a7 3-4 4-4 � p_� 5.00 -5.00 p_g P. 1231/02 9- -8 1 9-4-8' rs CN�L u r 19-4-0 d 8 9 10 11 12 13 14 3-2-11 3-2-11 3-2-11 3-2-11 3-2-11 3-2-11 3-2-11 6-5-5 9-8-0 12-10-11 16-1-5 19-4-0 8/14/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), Saalet 1/4" - 1' pp��•,, "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. ts! Circled later and false frame Plates are positioned as shown above. N, ' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 80.0 WT:141 # WO: DIPPLE9 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: Customer Name t Q �� - U'S A'R MFG in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this �BfL Dog=: #Le - 10 DA design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.00 pef DurFaas L-1.25 f P-1.15 y braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly anached, unless otherwise noted. LC Bracing shown is for lateral support of components members only to reduce bucklin length. This component shall not be placed in any environment that TC Dead 12.00 pef Rep Mbr Bnd 1.60 will cause the moisture content of the wood to exceed 19% and/or cause connector iflate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 pef O.C.Spacing 2- 0- 0 -TRUswtj SYS''WEMS / accordvnce with the following standards: 'JOINT DETAILS', by Tluswal, 'ANSI/ PI I', 'WTCA 1' • Wood Truss Council of America Stand; rd Design �a+s No Dr., colo Springs, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATICONNECPED WOOD TRUSSES' - (HID -91) and 'HID -91 BC Dead 10.00 pef Design pea UBC -97 SUMMARY SHEET' by TPI. Tlts Truss Plate Institute (TPI) is located at 583 D' ofrio Drive, Madison, Wisconsin 53719. The American Forest and IDefl. Ratio: I+/36p 7C: I/480 Tp5.0 Version T6.2 . 6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38:00 pef ]ob Name: DIPPLE9 EM X -IOC RE= SIZE RD�'D 1 0- 1-12 1953 3.50 2.08" 2 19- 2- 4 1953 3.50" 2.08" TC I. AXL EM CSI DurFacs :L -1.2S P -1.1S Rep Mbr Ara 1.00 1-2-871 will cause the moisture content of the wood to exceed 1994 and/or cause connector to corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', b T wal, 'ANSI PI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 8 yBC Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 .01 .77 .77 MC zzooccff Stax dazdhdO� Dead Lid �DESICi1 2-3 -1554 .02 .77 .79 TC Vert 182.00 0- 0- 0 182.00 3-4 -1554 .02 .77 .79 4-5 -871 .01 .77 .77 DC FaYE AXL IRZ CSI 6-7 21 .00 .08 .08 7-8 998 .13 .07 .20 8-9 998 .13 .07 .20 9-10 21 .00 .08 .08 WEB FCFIC£ CSI WEB FCRCE CSI 1-6 -1912 .94 4-8 1045 .42 1-7 1768 .72 4-9 -1805 .85 2-7 -1805 .85 5-9 1768 .72 2-8 1045 .42 5-10 -1912 .94 3-8 -802 .54 MAX 1EFLF>:PiCN (span) L,/999 IN MEIN 8-9 (LIVE) L- -.06" D= -.08" '1-. -.14" ---== Joint LCOat-jajS 1 0- 0- 0 6 0- 0- 0 2 4-10- 0 7 4-10- 0 ; 3 9- 8- 0 8 9- 8- 0 4 14- 6- 0 9 14- 6- 0 5 19- 4- 0 10 19- 4- 0 TC 2x4 rM #1 & Btr. 13C 2x4 EFL #1 & Btr. WEB 2x4 DFL SUZEARD IM LESM9 IS ME CUTE SI'M RM= OF PIILTIPLE Lt'1AD G>.SES. EEARim RBjj1R34 7IS shout are based CNLY on the truss natm- al at each bearinT. Iuade3 for 10 PSF rim-conanxe it BQL. Permanent hracirxj is rewig ee UM -91 to Iit�. See HIB -91 and AMI/IPI 1-1995; 10. .4.5 and 10.3.4.6. 10-3.15 Truss] D: B2A . Qty 111E rs the rec�iirtznsct fcr lateral hmcir� ® at eadi leo-afirn eho�ai. Lateral bracirr3 syatetts which include i cr x -bracing are theXaj hi I ity the hilld LM 2�ei its✓al Sys ERNE -TT my be used fcr catin"rs ]ateeal kracirg cn tr sses spaced 24" oc. Alrermr,vely, use Secy-astbesmctr }rads as shoat cn Tims�a PLATE VAII I 31RE = #1607. Diair� trust be provided to avoid PLAMG BASED IN GUN LIPM Did verticals designed for axial loads only. &rid verticals that are ntazbd above on below the tiuss profile (if arty) tray require additional design, ctzretderation (kyj others) fon lateral fcnces die to wird on seismic I am on the Wilding. 4-10-0 4-10-0 4-10-0 i 4-10-0� 4-10-0 9-8-0• 14-6-0 19-4-0 1 2 3 4 5 10-3-15 2.5-4 2.5-4 0-3r-,8 5.00 1 -5.00 0-:..18 -- --9-4-8 t 1 9-4-8 6 4-10-0 4-10-0 Truswal Systeme Plates are 20 ga. H11(16 ga.), or "MX"(TWMX 20 ga.), Circled nlates and false frame plat 7 8 9 10 4-10-0 4-10-0 4-10-0� 9-8-0 14-6-0 19-4-0 unless shown by "18"(18 ga.), positioned per Joint Report. 1 D MAB trues is dMIgred Using the WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce bucklin length. This component shall not be placed in any environment that me -9'7 Oode. WOt DIPPLE9 Custctner Name t DA ffidg FY:closed - Yes DurFacs :L -1.2S P -1.1S Rep Mbr Ara 1.00 Tltrss Esti& - Nat Bra ZCM will cause the moisture content of the wood to exceed 1994 and/or cause connector to corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', b T wal, 'ANSI PI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 8 yBC Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 Furricam/Gown Line No (te y B � 10`00 ft ooft, B.16 � �cah �z Istgth - 80 75 MC zzooccff Stax dazdhdO� Dead Lid �DESICi1 22.0 pef ---------LC1AD # I1AM ---------------- -lir L.Plf L.I= R.Plf R.Lcc L14/'7I, TC Vert 182.00 0- 0- 0 182.00 3.9- 4- 0 .47 BC Vett 20.00 0- 0- 0 20.00 19- 4- 0 .00 Oo�-O PROFESS/CA,, /CflL M F Sl' Qy A�`� 9 'L T -J 0. C04Sc2 XP• 12/31/02 \CNIL C` CAL!r�� 14/2001 Scales 5/32" - 1' ���+r� Q s Zo C� .tr B L 'R, �� L WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce bucklin length. This component shall not be placed in any environment that TBF: 81.3 WT: 138 # Chk: Dsgar: #LC - 10 WOt DIPPLE9 Custctner Name t DA TC Live 16.00 pef TC Dead 12.00 pef DurFacs :L -1.2S P -1.1S Rep Mbr Ara 1.00 TRUSWAL SYSTEM. -4445 Northpark Dr., Springs, CO 80907 will cause the moisture content of the wood to exceed 1994 and/or cause connector to corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', b T wal, 'ANSI PI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 8 yBC Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Live .00 pef Dead 10.00 of P O.C. Spacing 2- 0- 0 Design c VBC-97 gn Tp5.0 Version T6.2.6 SUMMARY SHEET' by TPI. Thy Truss Plate Institute (TPI) is located at 583 D' ofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 810, Washington; DC 20034. TOTAL 38.00 pef Det1 Ratio: Lt/36U 4C: L�480 job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of .it to the Erecting Contractor. This design is for an individual building component not truss system. It has been base on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this cosign meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally Truss ID: B2B 1 _ DrwB-012 TC Live 16.00 psf BP-- X -IGC FS!iLT SIZE RE2'1) TC 2x4 DFL #1 & Btr. Dgnctes their.Arerent fotr lateral kracirg 'This trues is desicyned using the 1 0- 1-12 1276 3.50" 1.50" B` 2x4 EFL #1 & Btr. ® at a�ciu locat>.on shoHa•1. Lateral ktraeirr3 DBC -97 Code. SYSTEMS 2 19- 2- 4 1276 3.50" 1.50" vm 2x4 DFL Sl y system Ouch irrlude dta,1 or x -bre Bld3 FYtclor�ed = Yee accordance with the following standards: DETAILS', by Truswal, 1', V - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf Platin sic PMI/IPI - 1995 are the re�a i ty oY the buildin3 Tn�ss Incatirn =Not FYtd Zate B TC F= AXL 1U CSI THLS LESIIN IS m -E ancrrm RE= OF PIIZIPLE I1.= CASES. designer. 7Yusa1 BRACE-rr may be � b Fimicam/G�az Lifts = No p e' Bldg 80.00 ft, Bidj WiaQth = 40.00 ft 1-2 -565 .00 .47 .47 2-3 EEARII4; RTIIO�ESIIS based CNLY taeecl acing on trusses 24" oc. Ale rively, use �h Meati znoY height = 25.20 ft, nph - 75 -1003 .01 .47 .48 3-4 -1003 Ol .47 .48 sho.n are on the trace ttatezial at each bearuxj. stake T -woes as eho�t rn'Ih= Lr St�datrl p y Ikaci Load = 22.0 psf 4-5 -565 .00 .47 .47 PLATE VAUM FFR IC90 RESEARCH REE= #1607. System standard detail coo1003160. for BQL. ----------LQAD CASE #1 MIGN LCADS Dir L.Plf L.Iec R.Plf ---------------- R.L c IIfII, Drainage mast bep�•w� tied to avid pmt Ci�EQ I� 10 PSF rnaa-oanauiaat ma¢�t krac is (by to 'IC Vert 112.00 0- 0- 0 112.00 19- 4- 0 By FCR AXL aZ CSI 6-7 22 .00 .08 .09 FLAamG BASED IN LLMEgR VALIE`S End verticals designed for axial loads only. M others) prevent ,.+=t;m/t See HIB -91 and BC Vert 20.00 0- 0- 0 20.00 .50 19- 4- 0 .00 7-8 651 .08 .OS .16 End verticals that are extended above 3 L/rPI 1-1995; 10.3 4. arra 10.3.4.6. 8-9 651 OS .08 .16 below the truss profile (if arty) may require 9-10 22 .00 .08 .09 ad3itio>al design ornsideraticn (by others) for lateral forces the to wind or seismic lAE13 I= CSI VEB FCRCE CSI loads on the buildirrd. 1-6 -1236 .90 4-8 676 .28 1-71154 .47 4-9 -1140 .55 2-7 -1140 .55 5-9 1154 .47 2-8 676 .28 5-10 -1236 .90 3-8 -493 .34 PaX EEFLELr?CN (span) 4-10-0 4-10-0 4-10-0 4-10-0 L/999 IN MEM 7-8 (LIVE) --� -� LF -.04" D= -.05" z` -.091- 4-10-0 9-8-0';' 14-6-0 19-4-0 -__ Joint Locatia-s 1 2 3 4 S 1 0- 0- 0 6 0- 0- 0 2 4-10- 0 7 4-10- 0 3 9- 8- 0 8 9- 8- 0 4 14- 6- 0 9 14- 6- 0 5 19- 4- 0 10 19- 4- 0 10-4-13 2.5-4 2.5-4 0_3,8 5.00 -5.00 0- 8 9- -8 t ; 9-4-8 19-4-0 t 6 7 8 9 10 44-10-00 4-10-0 4-1� 4-10-0 4-10-0 9-8-0 14-6-0 19-4-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Q pROF ESS/Q M QFS`�q�F2 , Q T J 0. Co 50032 M M /EXP. 1231/0? � C` �q\/VIL v�A CAi.iFOa•. 8/14/2001 Scale: 5/32" - 1' �5! �� •.l`�A MFG WARNING Read all notes on this sheet and give a copy of .it to the Erecting Contractor. This design is for an individual building component not truss system. It has been base on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this cosign meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TBF: 81.3 WT: 137 # chk: Dsgnr: #LC - 10 WOt DIPPLE9 Customer Name t DA TC Live 16.00 psf DurFaos L.1.25 P.1.15 ^_ -LLC briced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Y,X Bracing shown is for Literal support of components members only to reduce buckling, length. This component shall not be placed in any environment that to 19% late Fabricate, handle, install brace truss in TC Dead 12.00 psf Rep I&r Bad, 1.00 SYSTEMS will cause the moisture content of the wood exceed and/or cause connector corrosion. and this 'JOINT 'ANSI/'PI 'WTCA BC Live 00 sf P O.C. ao 2- ;0= 0 4445 NVAL 4J45 North{mrk Dr.. Colo Springs, CO 80907 accordance with the following standards: DETAILS', by Truswal, 1', V - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf l r Design .Ypee VBC-97 SUMMARY SHEET' by TPI. The Truss Plate institute (TPI) is located at 583 D'14nofrio Drive, Madison, Wisconsin 53'719. The American Forest and Dan Ratio: L/360, SC: Lk4k 1?5.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. ITOTAL 38:00 psf job Name: DIPPLE9 TBF: 86.7 WTt 153 # C k: Dsgnrt #LC - 10 Truss ID: B3 1 Drw DurFaee L-1.25 ;' P-1.15 Rep bibr Bad 1.00 O. C. Spaoiag 12- 0- 0 Desi pea UBC -97, J= EFr, X -ICC REACT SIZE RB2'D TC 2x4 IFI. #1 & Btr. Daxtes the for lateral brach, m1ie truss is designed ttsirg the 1 0- 1-12 3006 3.50 3.21" BC 2x6 IPL #2 ® at exit locat Lateral bracirg UB C-97 cbde. 2 19- 2- 4 3006 3.50" 3.21" VEB 2x4 EFL SIA113�M system vinich included aa1 or x-bracirrl Bldg Elrlosed =Yee 2x4 IPL #1 & Btr. 1-7, 9-5 are the r ihility of the building Three 7txatt =Net Fled 7cm TC I= AXI, EM GSI Lrnber shear alloAables are per M)S-97. dpi Inismu System BRACE-rr nay be Hurricane/Ccai Line = No } aty B Lez�th 80.00 ft, B�c11 dt'h = �, ft 1-2 -1327 .01 .22 .24 Plat1't� e��ac AMI/'TPI - 1995 used eatinnus lateral braaLnl rn 24" Alternatively, B1d3 Mee recd: bight = 24.36 ft, nph - 75 2-3 -1745 .02 .22 .25 THIS LE5IIN IS THE CavlPCGrIE RFS[II,T OF trusses mooed ac. use TYuswal Iw Star�rd Qty Dead Iced - 22.0 pef 3-4 -1745 4-5 -1327 .02 .01 .22 .25 .22 .24 MJI,TIPLE LOAD G%SES. BFARII�r. RE1 r7U shaan are based 011Y on the truss material at each beanxij. scabs �' T-brac�s as .;1-L cr System surd detail amo03160. PLATE VALLES PFR ICB0 F.ESFlCi REEUC #1607. ----------ICAD a%SE #1 LESICN If] M Dir L.Plf L.Inc R.Plf ---------------- R.Lce 11V'IL 13C MZM AXI, 130 CSI Drainage must be provided to avoidpa�iu B. Loaded for 10 PSF nal-caxzma�CL TC Veli 56.00 0- 0- 0 56.00 19- 4- 0 .57 6-7 0 .00 .60 .60 PLATS BASED CN CRFIIQ ILNER VALLES. permine'g bracing is regdixed (by others) to See HEB-91 BC Vert 255.00 0- 0- 0 255.00 19-.4- 0 .39 7-8 1347 8-9 1347 .17 .17 .60 .78 .60 .78 laid verticals designed fcrr a>dal loads only. End verticals that are extended above cr preverr ratatia3/tcEp iM. and AMI/'TPI 1-1995; 10.3.4.5 and 10.3.4.6. 9-10 0 .00 .60 .60 beloa the truss profile (if any) nay regdre additional design eansideratian (by ctlners) GMB I= GSI [M FCRCE CSI for lateral folies due to wind or seismic 1-6 -2487 .91 4-8 813 .33 lcacis on the building. 1-7 2715 .36 4-9 -1012 .50 2-7 -1012 .50 5-9 2715 .36 2-8 813 .33 5-10 -2487 .91 3-8 -240 .12 MAX M=CN (spin) 4-10-14 4-9-2 1 4-9-2 4-1014 , L/999 IN MEM L= -.0511 Ik 8-9 (LTJE) -.07" T= -.13" t 4-10-14 9-8-0! 14-5-2 19-4-0 _--_= Joirt leaders === 1 2 3 4 5 1 0- 0- 0 6 0- 0- 0 2 4-10-14 7 4-10-14 3 9- 8- 0 8 9- 8- 0 4 14- 5- 2 9 14- 5- 2 5 19- 4- 0 10 19- 4- 0 F -R I -d 7 C -d 1-d F -R 8-8 2.5-4 2.5-4 6 7 8 9 10 bllt 4-10-14 1 4-9-2 4-9-2 4-10-14� 4-10-14 9-8-0 14-5-2 19-4-0 Truswal Systems Plates are 20 ga. unless shown by 111811(18 ga.), "H11(16 ga.), or "MX11(TWMX 20 ga.), positioned per Joint Report. �to ?BOFESS/0 IF! N ' C04$ b2 X Xp 12/31102 :1 8/14/2001 Scalet 3/16" - 11 a Cin Bj (_A .Ub ►/�1l\f M FG LLC TRUSWAL SYCTEMS -4445 Northpark Drj, colo Springs, co 80907 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on spec)fications provided by the component manufacturer and done accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckh length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', b T tswal, 'ANSI PI 1', 'WTCA I' - Wood Truss Council of America Standard Design g yBC Responsibilities, 'HANDLING [INSTALLING AND BRACING METAL PLA CONNECTHD WOOD TRUSSES' -(HIB-91) and 'HIB -91 TBF: 86.7 WTt 153 # C k: Dsgnrt #LC - 10 WOt DIPPLE9 Custcter Ntmte t DA TC Live 16.00 psf TC Dead 12.00 pof BC Live .00 psf Dead 10.00 of P DurFaee L-1.25 ;' P-1.15 Rep bibr Bad 1.00 O. C. Spaoiag 12- 0- 0 Desi pea UBC -97, J= 5.0 Version T6 .2 . 6 SUMMARY SHEET' by TPI. Thp Truss Plate Institute (TPI) is looted at 583 D nofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 I9ih Street, NW, Ste 800, Washington', DC 20036. TOTAL 38.00 psf 11�f1 12atip; It/360 QC: h/480 ,1 Job Name: DIPPLE9 Truss ID: C 2 _ Drw : GVV 1 ZL6V 1 tf-V 1't BJ, X -LCX: FEACT SIZE TC 2x4 rFL #1 & Btr. Plating spec ALSI/'I'PI - 1995 This truss is designed using the 1 0- 1-12 5121 3.50" 13C 2>6 DFL #2 THLS Tse IS E caAPwrIE FM= OF LBC -97 C=1e• 2 31- 3- 4 5148 5.50" DIm 2x4 LFL STAI= K=PLE ICYaD Ci�SES. Bldg F3rcicsed Yes PLT ELK 2x4 LFL #1 & Btr. BEARIM FS JIl�S7IS Tl are basad ONLY Truss =Ctirn - Net. End 7x3ne TC FC12CE AXL HID CSI HATE VALL£S PER IBD RES&*U4 RFS' #1607. cn tl-e t5 anterial at e= bearing. Fia'ric amlflout Lisle = No B 1-2 -8396 .31 .25 .56 Permanent beached is reg -tired (by others) to Loaded for 10 FSF rsn-aruwrz BaL. Rldg - 80.00 ft, Bidr6 41ie3h = 40.00 ft 2-3 -6814 .14 .10 .24 Prevent rctatirn/tclpl' . See HID -91 and PLAMZ BASED CK �Q IIM2ER VAIIES. Mean �1ri_4 24.75 ft, trpd - 75 3-4 -5185 .05 .11 .17 ALBI/'I'PI 1-1995; 10.3.4.5 and 10.3.4.6. 2 -PLY! Nail w/10d BOX, staged MM -97 LBC St rrbxd DE d load = 22.0 pef 4-5 -5184 .05 .11 .17 Sect . 12) in: TC- 2/ft DC- 2/ft DEB9- 2/ft ----LC1ADD # DESIGN LC]ALS ---------------- 5-6 -6839 .15 .09 .23 Dir L.Plf L.Lcc R.Plf R.Ioo LItfII+ 6-7 8519 .31 .32 .63 TC Vat 56.00 0- 0- 0 56.00 31- 6- 0 .57 13` Vert 270.00 0- 0- 0 270.00 31- 6- 0 .39 2C FaKE AXI, EM GSI 8-9 7203 .47 .37 .84 9-10 7173 .47 .25 .72 10-11 5750 .37 .37 .74 11-12 5767 .37 .37 .74 12-13 7283 .47 .29 .77 13-14 7316 .47 .44 .92 WEB FCRCB GSI WEB I= CSI 2-9 1433 .29 5-11 -2170 .32 2-10 -1650 .15 5-12 2286 .46 3-10 2244 .46 6-12 -1761 .16 3-11 -2141 .32 6-13 1520 .31 5-8-11 4-11-11 4-11-11 4-11-11 4-11-11 5-10-11 4-11 4857 .99 a ; ---, 5-8-11 10-8-5 15-8-b 20-7-11 25-7-5 31-6-0 MX E FTc CN (snarl) 15-8-015-10-0 X999 Du_1i7°) -.29" 2 -FLYS t 1 2 3 14 5 6 7 Joint Lo:atias REQUIRED 7. 007 1 0- 0- 0 8 0- 0- 0 2 5- 8-11 9 5- 8-13. 3 10- 8- 5 10 10- 8- 5 4 15- 8- 0 11 15- 8- 0 5 20- 7-11 12 20- 7-11 6 25- 7- 5 13 25- 7- 5 7 31- 6- 0 14 31- 6- 0 3-6 3-6 9-5-15 3-4 4-4 9-5-15 HIP O9ROFE 3 7 6-10 =0-4-5 2.5-4 4-4 8-8 4-4 2.5-4 0-3-2 -J N,-il1r•�! Con, 9a?_ �I1 SAWIN FG So ctc EMS r., Celo CO gs, CO 80907 0 Version T6.2.6 8 9 10 11 12 13 14 5-8-11 4-11-11 4-11-11 4-11-11 4-11-11 5-10-11 5-8-11 10-8-5 15-8-0 20-7-11 25-7-5 31-6-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled elates and false frame Dlates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 95 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: in accordance with the current versions of TPI and APPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr t verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticuiar application. The design assumes that the top chord is laterally TC Live braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral suppnrt of components members only to reduce buck]' length. This component shall not be placed in any environment that TC Dead will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install and brace this truss in BC Live accordance with the following standards: 'JOINT DETAILS', by Tnrswa1' - Wood Truss Council of America Standard Design l, 'ANSI PI 1', 'WTCAResponsibilities, 'HIB BC Dead 'HANDLING INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D nofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 8/14/2001 Scale: 5/32" - 1' 3 WT: 168 # WO: DIPPLE9 Customer Name: #LC - 10 DA 16.00 psf D=Facs L-1.25 P-1.15 12.00 psf Rep Mbr Bncl 1.00 .00 psf O.C.spaaing 2- 0- 0 10.00 psf Design *-a UBC -97, 38:00 psf Defl Ratio: 1t/3E0 !C: L/4$0 Job Name: DIPPLE9 Truss ID: C1 Qty: 2 ^Drwg:COO IZZ6Vlt3-V Ear, X -IX I= SIZE FGJ)'D 1 0- 1-12 1278 3.50 1.50" 2 31- 2- 4 1278 3.50" 1.50" TC FLRCE AXL aZ CSI 1-2 -4053 .14 .34 .48 2-3 -2069 .07 .30 .37 3-4 -1330 .01 .31 .32 4-5 -1547 .02 .18 .20 5-6 -1926 .03 .18 .21 6-7 -1968 .03 .17 .20 DC FCLSE AXI, EM CSI 8-9 3597 .47 .32 .79 9-10 3153 .41 .19 .61 10-11 1933 .25 .18 .43 11-12 998 .10 .21 .31 12-13 1345 .14 .21 .35 13-14 1637 .21 .08 .29 VIM FCRCE CSI 4,FB FLRC£ CSI 2-9 1166 .47 4-12 644 .26 2-10 -1442 .86 5-12 -452 .31 3-10 1005 .41 5-13 438 .18 3-3-1 -1248 .91 6-13 -258 .05 4-11 502 .20 PPX LEFID .TICN (span) L/999 IN MFM 9-10 (LIVE) L= -.17" D= -.23" '1- -.40-- .40"==== ====Joint Locatirns 1 0- 0- 0 8 0- 0- 0 2 4- 1-12 9 4- 3- 8 3 9-10-14 10 10- 4- 0 4 15- 8- 0 11 14- 4- 0 5 20-8-13 12 19-10- 2 6 25-9-10 13 25- 4- 5 7 31- 4- 0 14 31- 4- 0 TC 2x4 DFL #1 & Btr. lx 2x4 EFL #1 & Btr. I'm 2x4 DFL SIPlIIEAM Platirg spec • PMI/TPI - 1995 THIS LEsiai is THE amPxrIE RES[II..T OF MMPLE LCAD CPSFS. EFARIIG ISIS shoAn are based CN[.y cn the truss ttaterial at ead'i bearing. PLATE VALLES PER ICBJ ARCH RE CRI' #1607 PLAMM BFSED CN GEEN IU48ER VALLES. 9-5-15 t = 3 0-4-5 Denotes the xegaitemt. for lateral bracing ® at each logatam shalt. Lateral bracisr3 systems %ouch include or x -brae rg are the reepata lability the hAldiM a'IYus,�a may dUeed fcr crsgin , hraciTT on trusses �d 24" cc. Alre�*svely, use scabs cr T-Ir'aoes as sho n cn Thus l System standard detail (001003160. Laacled for 10 PSF rum-ocri= ent BML. 4-1-12� 5-9-2 i 5-9_-1-.' 5-0-13� 5-0-13 5-6-6 4-1-12 9-10-14 15-8-0 20-8-13 25-9-10 31-4-0 15-8-015-8-0 1 2 3 }4 5 6 7 7.00 4-4 7.001 0-3 r78 4.00 1 -4.00 4-0-0 t 1_ 6-0-8 17-0-0 1_ 31-4-0 8 9 10 11 12 13 14 4-3-8 6-0-8� 4-0-0 5-6-2 t 5-6-25-11-11� 4-3-8 10-4-0 14-4-0 19-10-2 25-4-5 31-4-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. This trues is designed using the LEC -97 C --de. Bldg Etrlosed = Yea Tivse Locatim - Not End Zane limXiaRM/00een Line = I3o q�y B Bldg - 80.00 ft, B�d3 = 10.00 ft Mewl height = 24.75 ft, nph = 75 LBC Star>dar d Goa x y, Dead Lciad = 22.0 pef 10-1-12 SHIP 0-4-5 ? ��HO F c_SSiD� t��rs�� ' 1 N91459C2 P. 12/31/02 8/14/2001 scale: 1/8" - 11 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 92.0 WT: 150 # WOs DIPPLE9 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk i C astcener Name e in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to beDe � s #LC - 10 DA R�i F G verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design imposed by local building The design assumes that the top chord is laterally WBS L bC meet or exceed the loading the code and the paticular application. braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Live 16.00 psf TC Dead 12.00 psf DurFaces L-1.25 P-1.15 Rep Mbr Bad 1.15 length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connectoate corrosion. Fabricate, handle, install and brace this truss in Bracing shown is for lateral support of components members only to reduce bucW*I-', BC Live O. C.Spaeing � 0-' 0 'r�ttts v,th ,ak DIDGrI �44a5 Northpu rk Ur., t In Xpringa, CO riQ907 accordance with the following standards: 'JOINT DETAILS', by Ttuswal, 'ANSII I%'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATCONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 .00 psf BC Dead 10.00 psf Design +ece UBC -97, SUMMARY SHEET' by TPI. Thy Truss Plate Institute (TPI) is located at 583 Dofrio Drive, Madison, Wisconsin 53719. The American Forest and Deft Ratio: 14/369 7C: L/480 Tp5.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washingto, DC 20036. TOTAL 38,00 psf job Name: DIPPLE9 Truss 'ID: C2 2 Drw : LUUI ZZOUI 0-V 19 EFG X -IOC REACT SIZE RD2'D TC 2x4 LPL #1 & Btr. Derxtes th:e re?Are 9rt fcr Lateral bracing ® 1 cn sbanen. Lateral bracdM This truss is ae3icymdvaisg the UC -97 Cx1e• 1 0- 1-12 1278 3.50" 1.50" 2 31- 2- 4 1191 3.50" 1.50" BC 2x4 EFL #1 & Btr. at each F1EB 2x4 LPL SUZZ71RD eyet no vktich include d{ 1 cr X-Taactim Bld3 Enclosed - Yes TC I= AXIL HID CSI Plating spec ADSI/`IPI - 1995 are the n�a ibility al~tin building THIS LESIIN IS � OS7EL6IIE 1�SCd�T Cr d�icyrr tYueval Systets BRAI�IT stay be 'Thies Trxatica - Nyt Enid 79ne I aricar-e/Cbeaai Line = I3c E� Qtec�ay B ft, Bld1j Wic$h s 4000 ft 1-2 -4053 .19 .34 .48 2-3 -2069 NIMPIE LMD CASES. used fca a irlaats lateral ]sacitzJ on BEARIM RE IlEMENIS sho n are based CIILY trusses caped 24" oc. Altenatively, use Bldg 7�h 80.00 Mates roof heigYt - 24.75 ft, nph - 75 Iaad 22.0 .07 .30 .37 3-4 -1330 .32 on the truss material at each bearing. scabs cr T -braces as sin al rn Thta al. LBC Surd O=xpancy, Dead = pef .01 .31 4-5 -1547 .20 PLATE VALIES PER ICBG REMRCH REMU #1607. System stancbrd detail CD01003160. .02 .18 5-6 -1926 .03 .18 .21 PLATIM BASED IN GEEQ LUVIEER VALLES. Tceded for 10 PSF ntn-crnaa'rent BCIL. 6-7 -1968 .03 .17 .20 2C FCRCE AXL aO CSI 8-9 3597 .47 .32 .79 9-10 3153 .41 .19 .61 10-11 1933 .25 .18 .43 11-12 998 .10 .21 .31 12-13 1345 .14 .21 .35 13-14 1637 .21 .08 .29 FPB FORCE CSI FiEB IIIA CSI 2-9 3.166 .47 4-12 644 .26 2-10 -1442 .86 5-12 -452 .31 3-10 1005 .41 5-13 438 .18 4-1-12 5-9-2 5-9-2 5-0-13 5-0-13 5-6-6 3-11 -1248 .91 6-13 -258 .05 4-11 502 .20 ! 4-1-12 9-10-14 15-8-0 20-8-13 25-9-10 31-4-0 KaX EEF CV (span) 15-8-0 t 15-8-0 4 5 6 7 L/999 IN MEM 9-10 (LIVE) 1 2 3 1- -.17" D= -.23" T= -.40" -, r 7.00 =-_= Joint Locations == 1 0- 0- 0 8 0- 0- 0 4-4 2 4- 1-12 9 4- 3- 8 3 9-10-14 10 10- 4- 0 4 15- 8- 0 11 14- 4- 0 5 20-8-3-3 12 19-10- 2 6 25-9-10 13 25- 4- 5 7 31- 4- 0 14 31- 4- 0 3-6 3-4 p�tOFc:g S.. 9-5-15 2.5-4 10-1-1 3-6 ' S CID � Q� UU 4.� �y 3-10 -7 7-10 ! m 3_7 No C 459132 � m� 1-4-0 =0-4-5 2.5-4 =0-4-5 5-6 2.5-4 1 `/,'Kl /02 sl9 C/1" 0_:�8 ,1.00 -4.00 't 4 0 0 op 'Ai 4-0- i i t IFOFN\P 6-0-8 17-0-0 �,. 31-4-0 8 9 10 11 12 13 14 4-3-8 -4 6-0-8 4-0-0 5-6-2 5-6-2 5-1111 , 8/14/2001 4-3-8 10-4-0 14-4-0 19-10-2 25-4-5 31-4-0 Scaler 5/32" - 1' Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), jy7 "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Plates and false frame Plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. �F= 92 • o wTs 149 # wot DIPPLE9 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk r Custcmr Ntmte t in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dog=: #LC - 10 DA r {�(,� A W, U SA`i MFG]braced verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design the loading imposed by the local building code and the application. The design assumes that the top chord is laterally TC Live 16.00 DurFaoe L-1.2,5 P-1.15 -B- -ILL LC meet or exceed paticular by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. psf TC Dead 12.00 pef Rep Mr Bod 1.15 ` Bracing shown is for lateral support of components members only to reduce bucklin length. This component shall not be placed in any environment that a '-TRUSt1'AL will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install and brace this truss in 'JOINT 'ANSI 'WTCA BC Live .00 ps f O.C. Spacing 2-.0- 0 SY�EMS 4445 Northpark Dr., Colorings, CO 80987 accordance with the following standards: DETAILS', by TVswal, PI 1', F - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING WTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dehd 1® DesigII 1 UBC -97 t SUMMARY SHEET' by TPI. Thq Truss Plate Institute (TPI) is located at 583 D nofrio Drive, Madison, Wisconsin 53719. The American Forest and Den i atio: 1./360t' iC: L/480 Tp5.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.00 psf r job Name: DIPPLE9 Truss ID: D Qty: t Drw 22-6018 -O ERG X -IAC REACr SITE REQ' D TC 2x4 DFL #1 & Btr. D3tptes the re for lateral bracing This de?si9 t_ at Ckl�d implied 1 0- 1-12 1218 3.50 1.501- 2x6 DFL #2 6-7 ® at each lo�dxnam. Lateral ming per the f�a11 �di3p: 2 31- 1- 4 4661 5.50" 4.60" 2x6 DFL #1 7-9 systems u hic:include di or x -bracing star O.C. fxan to 3 34-10- 4 1474 3.50" 1.50" BC 2x4 DFL #1 & Btr. axe the ty of -the building TC 24.00" 21- 3- 0 34- 8- 8 2x6 DFL #2 15-18, 18-22 ciesi �Syste s BRACE -Tr may be UPiaFT RS5L=CN(S) - ,� F� AXg,U � y� � DF, or. cortt•�inucus lateral bracing rniss 3 -583 lb 1-2 -5141 .23 .54 .78 2x4 DFL #1 & Btr. 13-3 trusses spaced 24" oc. Altemr!tively, use This is desi9redtsirg the 2-3 -5161 .28 .48 .76 GI, MK 2x4 DFL S1 scabs or )races as shcpn on 7raswal MC -97 Oxi?. 3-4 -1990.03 .30 .33 2x6 DFL #2 2 ,6 ,10 Systems standard detail (001003160. Bldg FYrlosed = Yes 4-5 -1943 .03 .10 .12 14 Plating ppeC MISI/M - 1995 Truss Locetti,cn = Mt End 7cne 5-6 -1218 Ol .16 .17 PLATE VALLE5 PER ICBG REFI RE6CJa' #1607. TIILSL DESIGN IS THE OS�6TiE REaw Cr Il>zzd«�/ � I' a t,�y @ B 6-7 -615 .00 .18 .18 Ltk�c1`ci for 10 PSF nay -cc narerrt PnI I. MII LE ISD CASES• Bldg Lengths 80.00 ft, " = 40.00 ft 7-8 -969 .01 .68 .68 Lo atiah of irnair-r• beatings sha.tld be BE4= 8197 II�IS shoat are based CNLY Mean roof heig = 25.14 ft, mph = 75 8-9 3408 .3y .66 .1.00 clearly narked cn each truss. on the truss material at each bearing LBC Standard O�r Dead Iced = 22.0 psf 9-10 2311 .28 .34 .62 Drainage mist be provided to amid Liter rxr mppctrt or tetporary stxsing mist ----------LCM # L'8S3IN 1011M ---------------- 10-11 1692 .21 .34 .55 F�utanatt braCirg is (by o�)-to be'in place before erecting this truss. Dir L.Plf L.Loc R.Plf R.Iac IL/'II. prevs trotatirn/t p See HIB 91 arylt;a)alble bloecs are 2x 4 O 16.0 in. o.c. MAX. TC Vert 56.00 0- 0- 0 56.00 15- 8- 0 .57 BC FCIiCE AXL gD CSL PDb'I/ FI 1-1995; 10.33 4. ani 10.3.4.6. <It is assured that ane face of this truss TC Vert 71.00 15- 8- 0 131.00 20- 6- 0 .45 12-13 4735 .61 .39 1.00 < is sheathed withPly�ood OSB, wood board TC Vert 131.00 20- 6- 0 131.00 35- 0- 0 .24 13-14 3991 .26 .40 .65 < sidirrj off kar>ihoa siding. If rict, TC Vert 91.00 35- 0- 0 71.31 40-10-14 .35 14-15 1287 .16 .07 .23 < adiitic al loads must be oa>,sidered on TC Vert 15.31 40-10-14 15.00 41- 0- 0 .00 15-16 818 .10 .04 .14 < rn -cont xtrus bearing cables. BC Vert 20.00 0- 0- 0 20.00 31- 0- 0 .00 16-17 817 .09 .17 .25 Ediiffik fcff gable blocks. BC Vert 1]5.00 31- 0- 0 115.00 40-10-14 .00 17-18 -599 .00 .17 .17 lateral bracirx3. See BC Vest 95.00 40-10-14 95.00 41- 0- 0 .00 18-19 -599 .00 .15 .15 ble bracing detail(s)• Type lbs X.Licc l�IIJ 19-20 -598 .00 .38 .38 44-5_4� 8-3-5��J-iTCVert 210.0 36- 0- 0 .42 20-21 -2334 .02 .38 .4121-22 -1547 .01 .38 .40 4-5-4 12-8-9 a ca1ldirig s ar�ti@14 r4 -n- ibil ity � the building t signer. 2-1 FQ� GSI 7-1 F-343 0520 T 17 5 335 0 1s- a e- 6q� 11 2-13 -]30 .04 7-17 -343 .20 ' 3-13 3073 .40 8-17 1477 .602Xy i?Z-e(PLAT4S 2q"p(,--1 .17 8-19 91 .04 00 3-14 -656 �- 5-14 1204 .48 8-20 -4393 .99 7.00 mxl,z i(o -7.00 -4. 5-15 -962 .87 9-20 -1086 .32 . 8- 6-15 613 .25 9-21 1214 .46 6-16 138 .06 10-21 -713 .09 1 .0 6-17 -502 .38 3-6 IMEERECTICN s/999 13-14 spar SVE) 5-1 3 -1 L. -.3011 D= -.41" T= -.71" 10-3-5 3 - 2 3-4 11-1-0 - L/ MX LIE1:I=CN (cant) 2.5 3p110FES L/999 IN MEM 21-22 (LIVE) -8 SiiIP I= -.04" D= -.06" T= -.10"t 4 0-04 (pa(o 8-8 3-10 5=5� 4- 0 -0-0 2.5-4 2.5-4 6 3-1�07 8J 9E O C 4-5'- .4-0-0 5'- 4- - 4-M _ ! 1-F5 Q 4.006-0-81 -4.00 26-911" 5-10-14 � Exp. 12131102 t 40-10-14 h¢ I I- s9�CCVL 12 13 14 15 16 17 18 19 20 21 22 /Z 4-3-8 6-0-8 6-66 -4 11-1-8 6-8-12 6-2-6 4-3-8 10-4-0 16-10-4 27-11-12 34-8-8 40-10-14 r--- 8/14/2001 ICAL PLATE 1.5-3 • Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.), OVER 3 SUPPORTS Scale: 3/32" - 1' "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame plates arepositioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 226.0 WO: DIPPLE9 ,~ This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Wyk; Customer Name: r Cverified in accordance with the current versions of TPI and AFPA design standards. No responsibility is tustrmed for dimensional accuracy. Dimensions are to be by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on thisL Dsgnr:#LC - 19 DA TC Live 16.00 psf DurFaee L-1.25 P-1.15 B* JAil design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally F LC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. be in that TC Dead 12.00 paf Rep Nbr Bnd 1.00 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not placed any environment °" will cause the moisture content of the wood to exceed 19% and/or cause connectorate corrusion. Fabricate, handle, Install and brace this truss in 'ANSI(WI 'WTCA Design BC Live .00 paf O.C.Spaeing 2- 0- 0 USWAL SYSTEMS 5 ivormpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, I', 1' - Wood Thus Council of America Standard Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATIJ CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 pef Design Spec 13BC-97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D' f nofrio Drive, Madison, Wisconsin 53719. The American Forest and D_fl Fa IV360 TC: I►/36 Tp5.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washingtcri, DC 20036. TOTAL 38.00 paf job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Truss ID: D1 2 Drw : 0001 ZZ601 U -V1 t% Bir2 X -LOC RFACP SIZE RF12'D TC 2x4 DFL #1 & Btr. D rt - the for lateral hmcirr3 ® bracing UPLIFT IWGTIIN(S) Stmt 2 -171 lb 1 0- 1-12 1446 3.50" 1.54" BC 2x4 DFL #1 & Btr. at eadi 1�. Lateral include diagonal This is designed ung the 2 34-10- 4 1979 3.50" 1.74" V B 2x4 DFL SIPt� ' =te s vd'iich or x-bracirg iiaility -the buildirrd UC -97 ode. Plat R s��ec • AtSI/'PPI - 1995 IS mE avpcs ZE RFSIII,T c' are the n of dPsi Ihraval Sys BRACE -IT may be Bldg Fhcicsed = Yee TC FCCKE AXL HID CSI THIS LF5ICii for cmtirLxus lateral bracisz3 on h�tee Locatiai = Not Fled Zcne 1-2 2-3 -4594 -4485 .16 .44 .60 1`iILTIPLE LCAD C7a`4E5. BEARIIR3 IEQj1R24aiIS shoat are basad CNLY used trusses woad 24" oc. Alternatively, use Fimiaxne/ooe az Line ' N° F� Catec�c�y B 3-4 -2420 .21 .05 .43 .24 .64 .29 on the truss material at each hearing. scabs or fi-ir a as shorn on 1Yvaatl Bldg 80.00 ft, Bldg Wic�h = 30.00 ft ft, 75 4-5 -2373 .04 .09 .13 PLATE VALIFS PER ICBO IMM41 H R>U #1607. Syatets etartdazd detail C001003160. for BCIL. Mean height = 25.14 nph • UB✓ Surd Oocs4mncy, Dead Iced ' 22.0 pef 5-6 -1587 .02 .13 .14 tars; trust be pzwided to avid parliti7. L 10 PSF rrn-ea current 6-7 -1126 .01 .16 .17 PLATIN BAM) CN CLQ LLM3E t VALLES• 7-8 -1416 .01 .33 .35 8-9 -1578 .01 .47 .48 9-10 709 .09 .35 .43 BC FCRCE AXL HID CSI 11-12 4071 .52 .28 .80 12-13 2326 .29 .33 .63 13-14 1664 .21 .07 .28 14-15 1168 .15 .04 .19 15-16 1166 .12 .20 .32 16-17 1294 .12 .20 .32 17-18 1294 .12 .22 .34 18-19 522 .00 .25 .25 19-20 -625 .05 .22 .27 VM 2-12 F= 137 CSI .04 4,B 6-16 F= CSI -148 .12 4-5-4 8-3-5 8-6-9 6-8-12 6-8-12 6-3-8 � t 3-12 2001 .80 7-16 368 .15 4-5-4 12-8-9 21-3-0 27-11-12 34-8-8 41-0-0 3-13 -628 .19 8-16 -217 .12 5-13 5-14 1308 -1047 .52 .75 8-18 9-18 -343 .2217-0-0 1507 .61 1 2 3 4 13'5-8 t 6-3-8 5 6 7 8 9 10 6-14 568 .23 9-19 -1651 .22 6-15 139 .06 7.00 -7.00 -4.00 MAX rEsrtr• CN (span) L/999 IN MFM 12-13 (LSVE) L� -.23" D= -.31" Z` -.5411 MAX iEFFr't' M (rpt) L/999 IN MEM 19-20 (LIVE) L. .07" D= .09" .16" =--== Joirt LocatiQzs -_ 0- 0- 0 11 0- 0- 0 2 4- 5- 4 12 4- 3- 8 3 8- 5- 3 13 10- 4- 0 4 10- 2-13 14 14- 4- 0 5 12- 8- 9 15 16-10- 4 6 17- 0- 0 16 21- 3- 0 7 21- 3- 0 17 25- 0- 0 8 27-11-12 18 27-11-12 9 34- 8- 8 19 34-10- 4 10 41- 0- 0 20 41- 0- 0 1 10-3-5 0-4-5 4 0 U 1 6-0-8 26-8-0 41-0-0 11 12 13 14 15 4-34-3� 6-0-8 6-66-64 4-3-8 10-4-0 16-10-4 16 17 18 19 20 11-1-8� 6-1� 6-1-12 27-11-12 34-10-4 41-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. 11-0-15 SHIP 0-3- � ?BOFtSs/() Q� �. MFss �'5 N IO.O4 02 _7 1 S 1' 1213 V02 CNIL 8/14/2001 Scales 3/32" - 1' Xi1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done TBP: 130.7 WT:218 # cbk: won DIPPLE9 Cuetemer Name: R" B�/t m /� lP' 1` V C 'rRIJSWAL SYSS aad5 Northpark 444r___eLColo Springs. CO 80907 a Tp5. 0 Version T6.2 . 6 in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this% . design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for Literal support of components members only to reduce buckling length. This component shall not be placed in any environment that will close the moisture content of the wood to exceed 19% and/or cause cottnecto late corrosion. Fabricate, handle, install and brace this truss in accurd.ance with the following standards: 'JOINT DETAILS', by Tntswal, 'ANS PI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING IgSTALLING AND BRACING METAL PLA CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. Tlf Truss PL•ue Institute (TPI) is located at SR t Onofrio Drive, Madison, Wiscons n 51719. The American Forest and Paper Association (APPA) is located at 1111 191h Street, NW, Ste 800, Washingth, DC 20036. Dogs=: #LC . 13 DA TC Live 16.00 pef TC Dead 12.00 pef BC Live .00 paf BC Dead 10.00 pef TOTAL 38.00 pef DurFaee L.1.25 P.1.15 Rep Mbr Brid 1.15 ' O.C.Spaoing 2- 0- 0 Design pea VHC-97 Dell Ratio: L/360 QC: Ii/4B0 Job Name: DIPPLE9 Truss ID: D2 1 Drw :0001 ZZ601 t5-01 Y BIS X -LOC REACT SITE REL2'D TL 2x4 DFL #1 & Btr. Diad es the rtxjtrisetat for liberal bracing UP= RFALTIIN(S) 1 0- 1-12 1446 3.50" 1.54" BC 2x4 DFL #1 & Btr. ® at aril location Biro aa. Lateral bracing 2 -171 1b 2 34-10- 4 1979 3.50" 1.74" 4m 2x4 DFL SIRCARD sytaters 4lic•1 include diagonal or x -bracing This sues is designed using the Plari+•g spec ALSI/TPI - 1995 are tine reep�+e�h+l;ty of the luildug LPC -97 Code. 7C PQ AM 110 CSI THIS LESICiV IS THE CCMPOSITE RE= CF desicy� Ih�s+Eal 5j a BRACE-rr may be Bldg EYt csed = Yee 1-2 -4594 .16 .44 .60 l,=PLE LOAD CAMS. used f.1 clantinr++= latez�al bracing an ZYuss LocaLirn =Not End Zone 2-3 -4485 .21 .43 .64 BEI SIS sha n are based CNLY trusses spaoad 24" oc. Al ra „ar, y use Hinxicane/Cbearl Line -No B material -2420 .05 .24 .29 on the truss aterial at each bearing. scabs cr -braces as shoal on TYusHal Bldg: Length = 80.00 ft, ,d3 Width m 40`00 ft i 4-5 -2373 .04 .09 .13 PIKE VALLES PER ICBO REM*:K RERIU #1607. System standard detail 0001003160. Meal roof heigit- - 25�.14 ft, nph = 75 5-6 -1587 .02 .13 .14 Drainage trust be provided to avoid paxiing. loaded for 10 PSF rr n-corr nraht BCLL. LEC Star�rd Y, Dead Load = 22.0 pef 6-7 -1126 .01 .16 .17 +++++++++.++++++++++++ PLATIIGBASED INCZFIILLNBERVALLES. 7-8 -1416 .01 .33 .35 Designed for 4.1 K lbs drag load implied 'TRPG LOAD PARTIAL I=. BRIE (PRE -BILE) 8-9 -1578 .01 .47 .48 even! alas) the top did to the bcttan F%34: 70: 9-10 709 .09 .35 .43 chard along partial m->tirvaus bearing(s)---------------- irciicated, cahairrahtly with dead loads 0' 0" 23' 0" EC FCRCE AXL END CSI and 0 It live load. D.n- crr--1.33. Partial 11-12 4071 .45 .37 .83 oaatin rsra bearing reaction = 177 Plf Max. 12-13 2326 .29 .33 .63 Onane*iah (by ) mast transfer equal 13-14 1664 .21 .07 .28 load to each ply (or add -ah) &x;, h. 14-15 1381 .17 .02 .19 ++++++++++++++++++++++ 15-16 1992 .25 .10 .35 16-17 1960 .24 .10 .35 1 17-18 1960 .12 .22 .34 18-19 -576 .00 .25 .25 19-20 -625 .05 .22 .27 �m2 k.CSI .16 �6 FC682 6? 4-5-4 8-3-5 8-64 16-8-12 6-8-12 6-3-8 3-12 2001 .80 7-16 368 .15 4-5-4 12-8-9 21-3-0 '27-11-12 34-8-8 41-0-0 3-13 -628 .19 8-16 -664 .37 5-13 1308 .52 8-18 -460 .29 17-0-0 t 4-3-0 t 13-5-8 I 6-3-8 t 5-14 -1047 .97 9-18 1916 .73 rl 2 3 4 5 6 7 8 9 10 6-14 630 .24 9-19 -1651 .22 6-15 139 .06 7.00 -7.00 -4.00 MAX EEF ECITCN (spark : L/999 IN MEM 12-1 ( 5-16 R5-6 L= -.23" D= -.31" T= -.54" KkX r}'erxa" CN (cant) . L/999 IN METH 19-20 (LIVE) 3-6 L= .07" D= .09" T= .16" S=34 4-4 _--_= Joint Locatiahs = 10-3-5 8 8 1 0- 0- 0 11 0- 0- 0 11-0-15 2.5-4 2 9- 5- 9 12 4- 3- 8 6-6 SHIP 3 8- 5- 3 13 10- 4- 0 Pq�FESc• 4 10- 2-13 14 14- 4- 0 = 5-7 2 1-4-� 4.4 5 12- 8- 9 15 16-10- 4 6 17- 0- 0 16 21- 3- D 0-4-5 5-6 3-7 S= 3-4 0-3- ��� `^' 7 21- 3- 0 17 25- D- 0 2.5-4 3-8 2.5 4 8 27-11-12 18 27-11-12 9 34- 8- 8 19 34-10- 4 6.0_0 Q �� 10 41- 0- 0 20 41- 0- 0 0- - 4.00 4.00 tai Co93J NO m q 2 �) i 1 6-0-8 26-8-0 41-0-0 E P• 12/21/02 1 11 12 13 14 15 16 17 18 19 20 '�' T- cpvil `F .. 4-3-8 6-0-8 6-6-4 11-1-8 6-10-8 6-1-12 c q'1• 4-3-8 10-4-0 16-10-4 27-11-12 34-10-4 41-0-0 8/14/2001 1 Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.), Scale: 3/32" = 1' p10�"H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. �1 CN Circled plates and false frame plates are noeitioned as shown above. " " <a B L l SAR FG WA KNiNU Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be desverified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . ign meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TEF: 130.7 wT:21e # cbk; Dsgar, r #LC . 15 coo: DxPPLs9 Custal Name: DA TC Live 16.00 pof DurPaeo L+1.25 P=1.15 LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for !iteml support of components members only t0 reduce buck!' g length. This component shall not be placed in any environment that TC Dead 12.00 pof Rep IHbr Bad 1.15 will cause the moisture content of the wood to exceed 1990 and/or cause co.Z.1 plate corrosion. Fabricate, handle, install and brace this truss inTRU BC Live 00 pof O.C. a 2- 0- 0 a�45 Nonhpark Dr.. Colo Springs, CO 80907 4445 No4L rk Dr... Co accordance with the followin standards: 'JOINT DETAILS', b T swal, 'ANS TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design g yBC Responsibilities, 'HANDLING IMSTALLiNO AND BRACING METAL PLASE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 Dead 10.00 of P Designpec USC -97 , SUMMARY SHEET' by TPI. Thp Trus Plate Institute (TPI) is located at 583 ILOnofrio Drive, Madison, Wisconsin 53719. The American Forest and Dei1 Patio: L/3f0 [C: I/4$0 Tp5.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washingto , DC 20036. TOTAL 38-.00 pof Job Name: DIPPLE9 Truss ID: D3 4 Drwg:C001226018-020 BlK; X -LDC RFACI' SIZE RF12'D TC 2x4 EFL #1 & Btr. P]ating ssppeec AMI/M - 1995 Odin ign stall praride a&gmte 1 5- 7-12 10168 3.50 5.05 BC 2� EFL #2 'IIIi-S LFSIQY IS THE CCMPCSITE RFSLE.T CE -d -age, 2 34-10- 4 6553 3.50" 3.12" 2x8 EFL SS 14-17 MLXZ PL.B LOAD C9+�S'ES. �RIIJ3 AREA Ii�JII�D........... TC FUKB AXE, RU CSI FEB 2>c4 LFL SIPNI]ARD 2x4 DFL #1 . 2-13 )EARon S �al amat � ng YY 1 Bog Size Min 5- 1 -�- 15 � 1-2 -782 .00 .15 .15 Ltxrbes shear alloalbles are per lsm-97. R=VALIES PER ICEO REMVK i REFCRr #1607. M-iis truss is designed using the 2-3 -8267 .41 .08 .49 + + + + + + + + + + + + + + + + + + + + + + L -A -i fcr 10 PSF rrn mianzait BCCL. LBC -97 Code. 3-4 -8142 .41 .17 .58 Nail pattern ehost is for PLF loads rnlyy Drainage trust be provided to avoid pardiir3. Bldg Etrloeed - Yes 4-5 -7976 .19 .11 .30 C> Crated loads MSI b° dietzib>ted to F�irm�at br__,j is ON others) to Truss Lxatim =Not Eti<1 7czre 5-6 -7110 .12 .09 .21 eadz lye�a�� y. Ch multi -ply with p�rreevva�� rrtatirn/tq� See HIB -91 ar><i Iiaricu-je/Oo ari Line - No Fri 4fec7�y B 6-7 -8389 .13 .16 .29 use 3 tra>Te titin. into the PDSI/'IPI 1-1995; 10.3 4. aryl 10.3.4.6. Blci3 80.00 ft, RLdi 4iicth = 10 00 ft 7-8 -7768 .20 .14 .34 Fir more than 2 ply, add nail ustsr frim PIAIMr, BASED CN GREEN LIMBER VALIFS. Mom Tright - 25.14 ft, nph • 75 8-9 -786 .02 .13 .15 additional ply(e) k*cr bolts if shaAn, or 2-PLYI Nail w/lod BM, staggered M-97 LBC Stmxbzd Il�d Lead - 22.0 psf 9-10 -749 .02 .11 -------- 14 use any +cher apprvred+defa�l (]N +ctlrla+.+ lXr Sect. 12) in: IC- 2/ft BC- 3/ft Y1ERS- 2/ft ---- -- L PIC L , D Id I d ---R BC FLFKE AXI, PTID CSI 7C Vit 56.00 0- 0- 0 56.00 41- 0- 0 57 11-12 691 .01 .48 .48 TO PREVENT THE TRUSS MEMBER FROM CRUSHING BC Vert 20.00 0- 0- 0 20.00 5- 6- 0 .00 12-13 848 .02 .54 .56ON A 3•$�� BEARING WALL, ATTACH A 3Q'� VERTICAL BC Vert 388.00 5- 6- 0 388.00 9- 0- 0 .40 13-14 7067 .37 .47 .84 BC Vert 20.00 9- 0- 0 20.00 11- 0- 0 .00 14-15 7067 .21 .16 .38 BLOCK OF THE SAME LUMBER AS WEB # 2-/ Z , TO BC Vert 388.00 11- 0- 0 388.00 17- 0- 0 .00 15-16 6729 .20 .52 .73 EACH FACE WITH26-/Od NAILS@ eRG J- BC Vert 20.00 17- 0- 0 20.00 41- 0- 0 .00 16-17 6952 .21 .52 .73 DISTRIBUTE NAILS EVENLY. TA --lbs X.Lo. c ILVAI 17-18 6952 .36 .40 .76 By Vert 2770.0 10- 0- 0 .42 18-19 5794 .29 .24 .53 BC Vert 1953.0 18- 0- 0 .42 19-20 726 .00 .24 .24 BC Vert 1276.0 20- 0- 0 .42 BC Vert 735.0 22= 0- 0 .42 41EB FLAB CSI [EB FORCE CSI BC Vert 3006.0 23- 0- 0 .42 2-12 -8162 .48 6-16 3934 .79 5-7-12--- 1 5-8-2 5-8-2 8-8_13 8-11-11 6-3-8� 2-13 7636 .48 7-16 853 .14 5-7-12 11-3-14 17-0-0 25-8-13 34-8-8 41-0-0 4-13 556 .09 7-18 -1237 .16 4-15 -409 .07 8-18 1924 .39 17-0-0 4-3-0 l i-5-8 6-3-8 5-15 2852 .57 8-19 -8167 .85 2-PLYS 1 2 3 4 t5 t6 7 8 t9 10 l 5-16 980 .19 9-19 -335 .02 rmx r rFrrrtTl (span) REQUIRED F 00 -7.00 -4.00 X999 0 M(M�16_411(LSV-) -.24" 5-8 5-10 MAX EEF=CN (cal t) L/999 IN MEM 11-12 (LIVE) L- .03" Ek .04" T6- .07" 4.4 4-4 Joint Lrxatiazs S=34 1 0- 0- o 11 0- 0- 0 10-3-5 5-16 �pFOFES�;C 2 5- 7-12 12 5- 7-12 MX/8-12 11-0-15 P�`. MVW l 3 10= 2-13 13 ll= 3=14 5-6 SHIP co Py c5'\`,� 4 11- 3-14 14 16- 0- 0 4.4 5 17- 0- 0 15 17- 0- 0 5-6 4_4 6 21 3 0 16 21 3 0 1 = s 2 y n 7 25- 8-13 17 25- 0- 0 0-4-5 10-12 S= 10-12 4-4in 8 30- 2-11 18 27-11-12 4 4 o -o S=6-8 6• 0-3" SIO. 045 a�� 9 34- 8- 8 19 34- 8-.8 10 41- o- 0 20 41- 0- 0 5-6-0 6-0-0 EX . 12131102 2770N � 1953N � 7+#14#3006# 41-0-0 t eC CALIFC) ., 11 12 13 1415 16 17 18 19 20 5-7-12 t 5-8-2 5-8-2 10-11-12� 6-8-12 i 6-3-8 5-7-12 11-3-14 17-0-0 27-11-12 34-8-8 41-0-0 8/14/2001 Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.), Scalet 3/32" - 1' to "H11(16-ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. ' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 150.7 WT:270 # WOt DIPPLE9 t� :'I BR MFG ' L �� l'RUswAI SYSTEMS 4445 No"bpark DrL Coto Springs, CO 80907 Tp5. 0 Version T6.2.6 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown i,s for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause die moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install and brace this truss in accordance with the followin standards:'JOINT DETAILS', b Truswal, 'ANSI/TPI 1', 'WTCA V - Wocd Truss Council of America Standard Desi n 8 Y g Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAA CONNECTED WOOD TRUSSES' - (14IB-91) and 'HIB -91 Truss SUMMARY SHEET' by TPI. The Trs Plate Institute (TPI) is located at 583 D f)nofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is locate$ at 1111 19th Street, NW, Ste 800, WashingtoM DC 20036. �; Dsgnr: #Le - 21 Customer Name: DA TC Live 16.00 pef TC Dead 12.00 pef BC Live 00 pef BC Dead 10.00 pef TOTAL 38:00 pef DurFacs L-1. 2P P.1.15 r Rep Z&r Bnd 1.00 O. C. Spacing 2- 0- 0 DesignS�iec UBC -97 , LYiZ Ratio: I{/360 1C: It/160 job Name: DIPPLE9 Elm X -IOC REACT SIZE RE12'D 1 5- 7-12 1698 3.50" 1.50" 2 34-10- 4 1787 3.50" 1.53" TC I= AXL 110 CSI 1-2 429 .06 .29 :35 2-3 -1035 .01 .29 .30 3-4 -909 .00 .26 .27 4-5 -1030 .01 .26 .27 5-6 -847 .00 .12 .12 6-7 -1057 .01 .17 .18 7-8 -1246 .00 .17 .18 8-9 693 .08 .20 .28 9-10 676 .08 .29 .37 BC I= AXL 110 CSI 2-1-12 -295 .03 .19 .22 12-13 295 .00 .17 .17 13-14 840 .07 .16 .24 14-15 840 .07 .12 .20 15-16 810 .08 .17 .25 16-17 1000 .09 .17 .26 17-18 1000 .09 .24 .33 18-19 977 .08 .24 .31 19-20 -589 .05 .22 .28 4M FCIRCE CSI 4m FaKE CSI 2-12 -1441 .30 6-16 267 .11 2-13 1050 .41 7-16 -298 .15 4-13 -453 .35 7-18 176 .14 4-15 124 .05 8-18 287 .11 5-15 153 .06 8-19 -1750 .96 5-16 142 .05 9-19 -240 .03 MAX EEF1 TiCN (span) 17- 0- 0 L/999 IN MIM 16-17 (LIVE) 16 L- -.04" D= -.06" T= -.10" MX EEF =CN (amt) • 25- 0- 0 L/999 IN PlEM 19-20 (LIVE) 18 IF .06" D= .09" T-- .15" =--== Joint Locaticns -_- 1 0- 0- 0 11 0- 0- 0 2 5- 7-12 12 5- 7-12 3 10- 2-13 13 11- 3-14 4 11- 3-14 14 16- 0- 0 5 17- 0- 0 15 17- 0- 0 6 21- 3- 0 16 21- 3- 0 7 25- 8-13 17 25- 0- 0 8 30- 2-11 18 27-11-32 9 34- 8- 8 19 34- 8- 8 10 41- 0- 0 20 41- 0- 0 Z 'IC 2X4 DFL #1 & Btr. BC 2x4 rFL #1 & Btr. LAB 2x4 L&L SPAIEAFdJ Plating spec • ANSI/TPI - 1995 71 -IIS IESIGN IS ME SPIE RE= CP nIZIPLE I= CASES. BEARII� FET ZEI IENIS shawl are bssed ONLY cn the truss material at each bearing. PLATE %K= PER ICBG RESEPR H REFiIZI' #1607 Drainage mast be provided to avoid pax1irg. I• 10-3-5 0-4-5 Truss ID: D4 Qty: ®Dsntes the zec2riser fctr lateral tracing at each locatim elronrl. lateral bracing ayr3tate Quch include diagarial or x-laacing are the LMlity the building �l3RAM-TT may be '.�� �g . trusses wed 24" cc. Alt,niativel use scabs or T -braces as sho n ca Ih> l System starrdird detail CD01003160. Loaded fcr 10 PSF non-ozrzrrrent BSI,. PIATRT3 BASED CN GMM LIMBER VAI.I]ES. 5-7-12 5-8-2 5-8-2 8-8-13 8-11-116-3-8 5-7-12 11-3-14 17-0-0 25-8-13 34-8-8 41-0-0 17-0-0 4.3.0 13-5-86-3-8 �1 2 3 4 15 t6 7 8 t9 10 -7.0014.00 11 12 13 1415 5-7-12� 5-8-2 i 5-8-2 5-7-12 11-3-14 17-0-0 16 17 18 19 20 1010-1_� 6-8-12 6-3-8 27-11-12 34-8-8 41-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), H11(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Plates and false frame plates are positioned as shown a 3 D UPLIFT REAMC{7(S) : Sujxat 1 -1851b S� 2 -22nIt, the 'Ilii. tr - designed UBC -97 tide. Bldg Enclosed - Ye. Tnrss Izc aticn - Not Rid 7=e H.srricane/Qoesn Lice - No E� qt y B Bldg 80.00 ft, Bid3 47icth - 40.00 ft Mean roof height - 25.14 ft, nph - 75 UEC standard Oce pansy, Dead Load - 22.0 psf 11-0-15 SHIP 0 -3 - 'jt' V?ROFESS/CN4S A�Qy L. MEss9� A '4 N . C04 172 X 8/14/2001 Scales 3/32" - 1' USS /� a' . ^ JA jt (" V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contrartor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . design meet or exceed the loading Imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TBF: 125.3 WT:208 # Chk: Dsgnr: #LC - 21 140: DIPPLE9 Customer Name: DA TC Live 16.00 pef lh=Faee L-1.25 P-1.15 LC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 12.00 pef Rep bibr Bnd 1.15 Bracing shown is for lateral support of components members only to reduce bucklin length. This component shall not be placed in any environment that " �^t�r' will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install and brace this truss in BC Live .00 pef O.C. Spacing 2- 0- 0 TR LS : Ms near Nonbperk Q ,Colo Spr age, CO 80907 accordance with the Collowing standards: 'JOINT DETAILS', by Tfuswal, 'ANSI PI 1', 'WTCA 1' -Wood Truss Council of America Standard Design 'HANDLING 'HIB BC Dead 10.00 pef Design pec USC -97 Responsibilities, INSTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' -(HIB-91) and -91 SUMMARY SHEET' by TPI. Thy Truss Plate Institute (TPI) is located at 583 D' nofrio Drive, Madison, Wisconsin 53719. The American Forest and Deft Ratio: L�360 'IC: L/480 Tp5.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL, 38.00 pef job Name: DIPPLE9 EM X -LOC RE4= SIZE FS -D 1 5- 1-12 1672 3.50 1.50" 2 34-10- 4 1803 3.50" 1.55" TC F112CB AXL END CSI 1-2387 -1773 .05 .27 .32 2-3 -1105 .01 .27 .28 3-4 -966 .00 .29 .30 . 4-5 -1073 .01 .29 .30' 5-6 -871 .00 .12 .13 6-7 -1084 .01 .17 .18 7-8 -1269 .01 .17 .18 8-9 693 .08 .21 .28 9-10 676 .08 .29 .37 BC I= AXL 110 CSI 11-12 270 .03 .17 .19 12-13 272 .00 .18 .18 13-14 898 .08 .18 .27 14-15 898 .08 .13 .21 15-16 842 .08 .17 .25 16-17 1021 .09 .17 .27 17-18 1021 .09 .24 .33 18-19 994 .08 .24 .32 19-20 -589 .05 .22 .28 Wm FLi2C£ CSI I,M FLRCE tSI 2-12 -1422 .25 6-16 282 .11 2-13 1073 .42 7-16 -291 .15 4-13 -404 .30 7-18 174 .15 4-15 113 .05 8-18 293 .32 5-15 194 .08 8-19 -1773 .98 5-16 112 .04 9-19 -241 .03 MAX rFrFrrrCN (spat) 8 30- 2-11 18 L/999 IN MEM 16-17 (LIVE) 9 34- 8- 8 19 LF -.04" D= -.06" T- -.10" 20 MAX EEFrm"i?CN (cant) Design 1pea SEC -97 L/999 IN MEM 19-20 (LIVE) D�1 Patio: 141' 0 4C: Lt/4130 1- .06" D= .09" T-- .15" TOTAL 38.00 psf =--== Joint Trraricns 1 0- 0- 0 11 0- 0- 0 2 5- 1-12 12 5- 1-12 3 10- 2-13 13 11- 0-14 4 11- 0-14 14 16- 0- 0 5 17- 0- 0 15 17- 0- 0 6 21- 3- 0 16 21- 3- 0 7 25- 8-13 17 25- 0- 0 8 30- 2-11 18 27-11-12 9 34- 8- 8 19 34- 8- 8 10 41- 0- 0 20 41- 0- 0 TC 2>c4 EFL Btr BC 2x4 LFL #1 & Btr. VM 2x4 DFL SIS Plating spec • AISI/'TPI - 1995 THIS L>:,.9 N IS ME Ca46rIE IM= CF 11LTIPLE LOAD CASES. EE*ZIM RF1XIIUVENI5 shoat are based CNLY on the truss material at each bearing. FLA7E VALLFS PER IC PO RE5EARC1-I RE1i.Fa' #1607 Drainage mast be provided to avid paaditrg. t 10-3-5 1= 0-4-5 4 Truss ID: D 4A Qty: ®Dr�tcte� the for lateral hmcing at each tort rn Lex al laacirr3 system ukric}r irclude diagonal or x -bracing are the tl-e building deliy� TYuenca7. systare 1RACE-TT may be �nt used f� tirzas lateral bz tng on tzusses mad 24" cc. Alteera,.. , use scabs orT-kraoes as shoem a 'IYua al System standard cle-tail CD01003160. Lceided for 10 PSF rton-ar:ama>t BCIL. PEA= EASED CR UZEEN I134M 2 VALIES. 5-1-12 5-11-2 i 5-11-2 8-8-13 8-1111 6-3-8 5-1-12 11-0-14 17-0-0 25-8-13 34-8-8 41-0-0 17-0-04 3-0 1'1-5-8 6-3-8 �1 2 34 5 16 7 8 t9 10 �00_� _4 001 1Q 41-0-0 k" t 11 12 13 1415 16 17 18 19 20 5-1-12 5-11-22 5-11-2 10-11-12� 6-8-12 6-3-8 5-1-12 11-0-14 17-0-0 27-11-12 34-8-8 41-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. 1 _ Drwg: LUU1 LL6U1 tf-U; UPLIFT RIMCTICN(S) t 1 -144 lb 2 -218 lb 'Illi.is designeed using the UdC-97 Code. Bldg II -closed - Yes Trtass Location = Not Ehd 7cne H.nricane/0. m Line= No qt y B Bldg - 80.00 ft, B�d3dti1 = 40x00 ft Mean roof height. - 25.14 ft, nph • 75 LV-- stmxbxd Oaxpzncy, Dead Lcad - 22.0 pef 11-0-15 I 0 pRO F ESS/O^ Q.� SHIP ��ct. .� �.. M�ISs Z 0-3- `j ' . CO rn 982 fn * xp' 12134102 c/t 1 CALIFORN 8/14/2001 Scalet 3/32" . 1, WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBFt 124.7 WTt208 # WO: DIPPLE9 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk t Custeuor Name: in accord:ma with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnrt #LC - 21 DA �Pu MFG R verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally Live 16.00 DurFaee ls-1.25 / P-1.15 braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC pef TC Dead 12.00 pef Rep lhrr Enid 1.15 pt�16C Bracing shown is for lateral support of components members only to reduce buckfig length. This component shall not be placed in any environment that 'IT-, TR L SYiMS will cause the moisture content of the wood to exceed 19% and/or cause connecto plate corrosion. Fabricate, handle, Install and brace this truss in 'JOINT 'ANS 'W BC Live .00 pef O.C. Spacing 2- 0= 0 4445 NerWpnrk-Qr., Colo Springs, CO 80907 dards: TPI 1'TCA V - Wood Truss Council of America Standard Design accordance with the following standards: , DETAILS', by Tfuswal, Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAIE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SC Dead 10.00 psf Design 1pea SEC -97 SUMMARY SHEET' by TPI. Thp Truss Plate Institute (TPI) is located at 583 "Onofrio Drive, Madison, Wisconsin 53719. The American Forest and D�1 Patio: 141' 0 4C: Lt/4130 Tp5.0 Version' T6.2 . 6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washingto , DC 20036. TOTAL 38.00 psf ob Name: DIPPLE9 Truss 16: M. 1 Drw -023 EM X -LDC REACT SIZE REJZ'D TC 2x4 DPL #1 & Btr. Denotes the zec2siset�>t fcr lateral bracing UPLZFT IEAMCN(S) 1 0- 1-12 1339 3.50" 1.50" BC 2x4 DFL #1 & Btr. ® at each lc>catirn .bassi. Lateral bracing 2 -171 lb 2 34-10- 4 1979 3.50" 1.74" Im 2x4 DFL STANCARD • systens Quch include cr x-bxacuz3 the ity the building This cuss is designed using the UC -97 0--&. L= -.06" D= -.09" Z` -.15" MAX R=CN (cant) Plating spec ANSI/'IPI - 1995 THIS ME 07�rLE RE KILM OF are oz desic��er��l Sys ERAALE-IT may be Bld3 Fhclosed =Yes TC FQtCE AXL EIIID CSI MSIW IS M LOAD CASES. f ]at�al bracirr3 rn TYuss Irxatirn = I�,t End 7c ne 1-2 2-3 -2242 -1859 .04 .02 .20 .21 .24 .23 JITPLE EEARIM R[R=M"ENM sham n axe based CNLY aced trusses sp��sd 24" oc. Alten'atively, use Hur icmi-/Ooesz Lire = 2b B ft, Width = 40.00 ft 3-4 -1743 .02 .23 .25 cn the truss material at each bearing• sca)a or T -boraces as sho.az on'IYurr.,al Bldg Ism 80.00 Sict3 4-5 5-6 -1457 -1120 .02 .01 .23 .10 .25 .11 BATE VALLES PER ICBO IOORCH FMX1 P #1607. Dt airoge mist be provided to avoid pm dirgg. Systems standard detail 0)01003160. Icerbd for 10 PSF ncn-cmamrrent BSI.,. Mean roof height = 25.14 ft, nph 75 UDC Standard Occupancy, Dead Load = 22.0 psf 6-7 -1375 .01 .17 .18 PL=G BASED CN G;EW LU43ER VALLES. 7-8 -1512 .01 .17 .18 8-9 689 .07 .21 .28 9-10 674 .08 .29 .37 BC FMCS AXI, END GSI ll -12 1868 .24 .08 .31 12-13 1866 .19 .17 .36 13-14 1531 .16 .17 .33 14-15 1531 .16 .11 .27 15-16 1169 .12 .18 .30 16-17 1249 .12 .18 .30 17-18 1249 .12 .23 .35 18-19 1170 .11 .23 .34 19-20 -588 .05 .22 .28 VM FORCE CSI FIB I= CSI 2-12 172 .07 6-16 422 .17 2-13 -395 .29 7-16 -233 .12 4-13 389 .16 7-18 -208 .22 4-15 -565 .30 8-18 359 .15 5-15 544 .22 8-19 -2013 .64 5-16 -173 .15 9-19 -242 .03 MAX EEFIBMCN (span) • W999 INMEM 13-14 (LIVE) L= -.06" D= -.09" Z` -.15" MAX R=CN (cant) L/999 IN MEN 19-20 (LIVE) LF .06" D= .09" T= .15" -- = Joint Location 1 0- 0- 0 11 0- 0- 0 2 5-11-11 12 5-11-11 3 10- 2-13 13 11- 5-14 4 11- 5-14 14 16- 0- 0 5 17-0- 0 15 17- 0- 0 6 21-3- 0 16 21- 3- 0 7 25-8-13 17 25- 0- 0 8 30- 2-11 18 27-11-12 34- 8- 8 17 34- 8- 8 10 41- 0- 0 20 41- 0- 0 B§AR MFG ,LLG' j USWAL SYSTEM4445 Northpark Dr., daq Springs. CO 80907 Tp5.0 Version T6.2.6 t 10-3-5 1 _ 3-7 0-4-5 5-11-11 5-6-2 1 5-6-2_i 8-8-13 8-11-11� 6-3_-8 5-11-11 11-5-14 17-0-0 25-8-13 34-8-8 41-0-0 t 17-0-0 t 4-3-0 t 13-5-8 t 6-3-8 1 2 3 4 5 6 7 8 9 10 F 7.00 -7.001 _4.001 41-0-0 11 12 13 1415 16 17 18 19 20 5-11-11 , 5-6-2 5-6-2 1'0-11-12 6-8-12 6-3-8 5-11-11 11-5-14 17-0-0 27-11-12 34-8-8 41-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . design meet or exceed the load'utg imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Br-acingshown.is for lateral su on of components members only to reduce buckl' length. This component shall not be laced in an environment that PP P Y gI 8 P P Y will cause the moisture content of the wood to exceed 1990 and/or cause connect plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', by Tntswal, 'AN/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAIE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. Tf a Truss Plate Institute (TPI) is located at 583 'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washing , DC 20036. TBF: 124.0 Chk: Dsgnr: TC Live 16.00 psf TC Dead 12.00pof BC Live .00 pof BC Dead 10.00 psf 38.00 psf QRO ESS/pN l C., s y m � m --f No. C 4598 M 17 Exp 12/31/02 �t WT: 207 # #LC - 13 TOTAL 8/14/2001 Scales 3/32" - 1' WO: DIPPLE9 Custmter Name: DA DurFace L-1.25 /P-1.15 Rep 21ar I?hd 1.15 O.C.Spacing 2- 0= 0 Design " `UBC -97, Dan Ratio: 4/360 QC: L/480 Job Name: DIPPLE9 ERG X -LOC REACT SIZE RDQ'D 1 0- 1-12 1045 3.50" 1.50" 2 25- 0- 0 3328 5.50" 3.17" 3 34-10- 4 3230 3.50" 3.07" TC FCRCE AXL ESD CSI 1-2 -1581 .05 .40 .45 2-3 -1000 .01 .42 .43 3-4 -921 .01 .22 .22 4-5 -669 .00 .22 .22 5-6 191 .00 .26 .26 6-7 -701 .00 .35 .35 7-8 1654 .12 .35 .47 8-9 1169 .00 .48 .48 9-10 2159 .27 .67 .94 BC FORCE AXL EZ CSI 11-12 1577 .17 .52 .69 12-13 3572 .17 .20 .37 13-14 1476 .18 .01 .20 14-15 1476 .18 .04 .23 IS -16 1451 .18 .08 .26 16-17 -1774 .11 .07 .18 17-18 -1774 .11 .31 .42 18-19 -1068 .10 .31 .41 19-20 -1339 .01 .70 .71 20-21 -1933 .02 .70 .72 WEB FCRCE CSI 4EB FCRCE CSI 2-12 305 .12 7-16 1472 .60 2-13 -633 .54 7-18 -2434 .88 4-13 423 .17 8-18 -1024 .73 4-15 -696 .80 8-19 423 .16 5-15 729 .28 9-19 1965 .75 5-16 -954 .72 9-20 -2435 .28 6-16 -642 .38 MAX EM Fr CN (span) L/999 IN MEM U-12 (LIVE) 1= -.0711 D= -.09" T= MFX DEFYHT CN (cant) L/826 IN MEM 20-21 (LIVE) 1= -.09" D= -.12" T= -.21" 4-(p TC 2x4 DFL #1 & Btr. 2>05 DFL BC 2x6 DFL #2 5-6, 6-9 WEB 2x4 DFL SDUDARD G13L BLK 2x4 DFL SIAId]TM 2x6 DFL #2 3 , 7 ,10 12 ,15 PlatirtgC ANSI/TPI - 1995 THIIS THE CUICSTIE RE ALT OF nLTTPLE LCRD CASES. BEP( 118=13,ENIS sha n are based (NLY on the truss material at each bearing. Interior st.pport or terporarp shoring trust be in pure before erecting this truss. Gable blocks are 2x 4 W 16.0 an. o. c. MAX. <It is assured that one face of this truss < is sheathed with pl CSB, wood board < addz�or tional loads mist be considered on May non -continuous k trirx3 comes. May u e adequatte�est�aup�l.�es�V;ale block.. cinq. See L3ate�i'c�ble bractngtezal detazl(s) . Lateral in lute with the dxn:ds have Truss ID: D5 Qty: I Drwg; ®i the ze;luirana'rtfor lateral braci-g ++++++++++.+++++++++++ at each location stz;,n. Lateral bracing Designed for 3.3 Kl crag load applied Systmwhich include id�cnal or x-brac0.ng e�arne �verty the dnni to the tom �ty building civnl along partial cont rata bm(s) gnfer. systetts ERACE-IT tray be indicated, ccaxsntly with dead 1 or ea"Uzj-us feral bracing on trussess2aped 24" oc. Alternatively, use seals or -braces as shut on Tntsysl and 0 % live load. Duzatia�1.33. Partial antirTrrta i7`al'rig react = 325 Plf Max. Stens standard detail (D01003160. O�tirn (by hers) mist transfer equal load ld to each ply (or add -an) shover. VXIIESPER ICB0RESEARCH RE#1607. Loaded for 10 PSF rm-ea o-myent BOLL. ++++++++++++++++++++++ This design basedon chord bracing applied Location of irtteri bearings should be per the following schedule: clearly marked on each truss. max O.C. from to Draurage must be proves to avoid pa Per anent bra j is (by otYrss) tn. TC 24.00" 21- 3- 0 34- 8- 8 This truss is designed using the Prevgzt zotatzrn/t- . See HIB -91 a d LBC -97 Off. I/TPI 1-3995; 10.3 4. and 10.3.4.6. PLAIMG BASED IN GREEN Luvem VALUES. Bldg Enalcased = Yes TYusS Location = Nbt Ehd 7Lrte lfazicane/bam Idne = Na Cateq y = B Bldg mean �hei 80=�25.14�ft��� - 40.00 ft = 75 LBC Statd3rd Dead L� = 22.0 psf ------I11aD # DESILid 111r1LS ---------- tbt been considered unless noted otherwise. These lads and t}eir �� � VVHKLVLLV(i Read all notes on this sheet and give a copy of it to the Erecting Contractor. L.Plf L.Loc R. Ru R.Lcc TC Vert 56.00 0- 0- 0 56.00 32- 6- 0 res r a;h;3;ty of the build'- i 11-8 5-0 6 8-7-4 11-0-10 TC Ver 71.00 32- 6- 0 146.00 20- 6- 0 7-3-8 13-3-0 --i 21-3-0 29-10-4 40-10-14 TC Vert 146.00 20- 6- 0 146.00 35- 0- 0 TC Vest 91.00 35- 0- 0 71.31 40-10-14 17-0-0 4.3-0 1 c TC Vert 15.31 40-10-14 15.00 41- 0- 0 1 2 3 4 t I 8 t0 6 2 610 ' 5 6 7 vet 0- 0 1-11 $-'8 3'yg"` _ - BBC 115.00 25- 115.00 40-10-14 Vert 95.00-10X144 95.00 41- 0- 0 f 7.00 7.00 Nft 2X4 WITH Rl.s--3 ALAT65 Z 'OLL. Tr ert 210.0 36- 0- 0 .42 �1. Rep Mbr Bnd 1.00 USwAL SY ,EM 5 Northpark Dtiy to S TT ¢s. CO 80907 and/or cause connector plate corrosion. Fabricate, handle, install and brace this ss in accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/1 PI I', ' WTCA 1' - Wood Truss Council of America Standard Design -Attach secondary top chord (if shown) with O.C.Spaeing 2- 0- 0 T Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 1 -0 I t 2-4 plates (2x4) or 3.6 plates (2x6) at 24" O.C. SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, 9.W, Ste 800, Washington, DC 20036. 4� Lkfl Ratio: 14/360 TC: L/36 -6 + !.; and applied rotated, in addition to the heel 3-4 S=3- plating shown. The secondary top chord may 10-3-5 4_4 be notched for outlookers as needed. 2 11-1-0 DO NOT NOTCH WHERE SHOWN BY or within 12" of the heel plate(s). l _8 0-4 a � 2.5-4 2.� 456 0-0 Q(�0FES$/On._ 4-1 _c I 3-10 c d_7<an 40-10-14 11 12 134 15 16 17 18 19 20 21 7-3-8 i 5-11-8 8-0-0 8-7-4 5-0-0 6-0-10 i 7-3-8 13-3-0 21-3-0 29-10-4 34-10-4 40-10-14. E OErAIL Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), OVIR 3 SUPPORTS "H"(16 ga.), or 11MX"(TWMX 20 ga.), positioned per Joint Report. i,MEs9�� sy t No. 5982 -M Exp. 12/31/02 _I1 .57 .45 - .22 .35 .00 .00 .00 ..00 MA 1 /2001 Scale: 3/32" = 1' VVHKLVLLV(i Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 248.0 WO: DIPPLE9 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Chk: Cttsto�er Name: B I ,� � ( ., F" Lr �j 0 verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building Dsgnre #LC - 21 DA t - code and the paticular application. The design assumes that the top chord is laterally braced by TC Live 16.00 1 L U the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. psf DurFaes L=1.25 P=1.15 Nft Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood. to exceed l9°% TC Dead 12.00 psf Rep Mbr Bnd 1.00 USwAL SY ,EM 5 Northpark Dtiy to S TT ¢s. CO 80907 and/or cause connector plate corrosion. Fabricate, handle, install and brace this ss in accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/1 PI I', ' WTCA 1' - Wood Truss Council of America Standard Design BC Live .00 psf O.C.Spaeing 2- 0- 0 _7V Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf Design Spec UBC -97 Tp5: 0 Version T6.2.6 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, 9.W, Ste 800, Washington, DC 20036. I Lkfl Ratio: 14/360 TC: L/36 TOTAL 38.00 pef Job Name: DIPPLE9 EW, X -LCC I= SIZE RB2'D 1 0- 1-12 1137 3.50 1.50:: 2 24-10- 4 1050 3.50 1.50 TC FUZCS AXL END CSI 1-2 -1663 .02 .38 .40 2-3 -1502 .02 .38 .40 3-4 -1502 .02 .38 .40 4-5 -1663 .02 .38 .40 9C I= AXL, END CSI 6-7 1373 .13 .37 .51 7-8 953 .09 .37 46 8-9 953 .09 .37 46 9-10 1373 .13 .37 51 IIB FCRCE CSI D&B FORCE CSI 2-7 -333 U 3-9 529 .22 3-7 529 .22 4-9 -333 .1.1 TC 2x4 EFL #1 & Btr. PC 2x4 M #1 & Btr. l"M 2x4 EFL SI5*CARD PLATE VAUES PER ICED MSZ*CH FEE= #1607 T carl-A fcr 10 PSF r=-c=rj=m=ent Da T . PLA= n= aT GZEEN LUMEER VALLES. Truss I D: F Qty: 3 at"RST MME Ca4pWI/'m - 9F I fi� rIE RE= CF 14=PLE LCAD 0SES. EEARIm RS;X7IE�lkS7I8 sh�n are based CMY on the truss material at each bear=xj. Dextreri2nt bracing -ed (by cth=B) to pre4ent rctatic HIE -91 arid �VSI/'M 1-1995; 10.3.4.5 - DrwLy: COO I ZZ 6U I tf-UZS This truss is designed using the X13C-97 Cb&. KlEn==2tt R -A ZCne H=aitne/oce-on Line - B Blclj Larnth - 80.00 ftNdM'Zr9T71 q dth 0.00 ft Mem rccf heigbt = 23.83 ft, nph 75 Licad 22.0 pof y, Dead LOAM---------------- Dir L.Plf L.Lcc R. Plf R.I= 114AIL TC Vert 56.00 0- 0- 0 56.00 25- 0- 0 .57 BC Vett 20.00 0- 0- 0 20.00 25- 0- 0 .00 .TA- lbs X.LcC 1141IL TC Vert 100.0 11- 3- 0 .42 TC Vert 100.0 13- 9- 0 .42 MAX LEFT=CN (span) : 14/999 IN MEM 7-8 (LIVE) LF -.07 D= -.09" T`- -.16" Joint Lccaticrm == 6-5-13 6-0-3 6-0--3 6-5-13 1 0- 0- 0 6 0- 0- 0 6-5-13 18-6-3 25-0-0 2 6- 5-13 7 8- 5-14 3 12- 6- 0 8 15- 0- 0 12-6-0 f 12-6-0 4 18- 6- 3 9 16- 6- 2 1 2 3 4 5 5 25- 0- 0 10 25- 0- 0 7.00 100# � 100# 4-4 2.5-4 2.5-4 0 F E S S 7-7-13 8-3-9 S Alp 4-4 4-4 7-0-4-5 1-0-4-5 t 2.5-4 S=34 2.5-4 25-0-0 6 7 8 9 10 8-5-14 8-0-5 8-5-14 8/14/2001 8-5-14 16-6-2 25-0-0 Truswal Systems Plates are 20 ga. unless shown by 111811(18 ga.), '1MX"(TWMX Joint Report. Scale: 3/16" - 11 H"(16 ga.), or 20 ga.), positioned per Circled plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 58.7 WTt 95 # WO: DIPPLE9 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chkt Custcuor Wanis: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be I Dognr: #LC - 10 DA ri d by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this - verified L�_ AR M F G. t or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally design meet TC Live 16.00 pof DurFacs L -1.25 -P-1.15 L braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 12.00 Rep b1br Bzid 1.00 Bracing shown is for lateral support of components members only to reduce b ckli I th 71" component shall not be placed in any environment that ';�Q' pof ti late will cause the moisture content of the wood to exceed 19% and/or cause connector on. Fabricate, handle, install and brace this truss in BC Live .00 pof O.C.Spacing 2'- 0- 0 -_TRUS SYSTEM' 4445 11.9-PSrk Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by T;uswal, 'ANSI PI V, 'WTCA F - Wood Truss Council of America Standard Design 'HIB • BC Dead 10.00 Design PBC -971 Responsibilities, 'HANDLING RiSTALLING AND BRACING METAL PLAT F CONNECTED WOOD TRUSSES' - (HIB -91) and -91 pof fp-0 SUMMARY SHEET" by TPI. The Truss Plate Institute (TPI) is located at 583 DjUnofrio Drive, Madison, Wisconsin 53719. The American Forest and Dela Ratio: L/340 TC: 1#80 TpS.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38-.00 pof Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss'ID: F1 2 Drw "-26 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done )3I, X -LOC REP= SIZE FEQ'D 7C 2x4 DFL #1 & Btr. Plating s��ec Abmi/IPZ - 1995 'II•II.4 IS WE CagKSIZE RES= Cr mlis truss is designad using the LIC -97 �• phe TC Live 16.00 sf TC Dead 12.00 pef DurFace L -1.'p P-1.15 Rep Mbr Bnd 1.00 1 2 0- 1-12 24-10- 4 ll37 3.50 1.50" 1137 3.50" 1.50" BC 2x4 EFL #1 & Btr. 4rEB 2x4 DFL ST RD gSICi�7 =PLE LCAD 0SE4. �d3 lceed a Yee TOTAL 38.00 psf Dan )moo: 4/360 YC: 14/480 PLATE VAIM PFR ICBG Iii RE1iid' #1607. ]3E4RIIT1 } J)%2gSII5 sho al are b (I3LY T.. lo�tim = N t) Yid 7czre TC ECRL£ AXL HID GSI Luded for 10 PSF non-oa'rttrrent BCIL. on the truss maexi=7 at each bearirri. Iizxicircne le/Cbean Li - No B 80.00 ft, Bldg Wcth = 40.00 ft 1-2 2-3 -1663 -1502 .02 .02 .38 .40 .38 .40 PLA= BASED CN C42Ew LIP' m VA=. Feettm'ta'd bracing is (by others) to tcq� see ��l-�1t99V10.3.4. lOF.I3�.4 6.� Bld3 Mean roof = 23.83 ft, - Starxia� c� Dr�ci I� = 75 22.0 psf 3-4 4-5 -1502 -1663 .02 .02 .38 .40 .38 .40 and ----------LO D # =aq IJC,W Dir L.Plf L.Loc R.Plf ---------------- R.Ittc I14M 13C FCFSE AXL RZ CSI 7C Vert 56.00 0- 0- 0 56.00 BC Vert 20.00 0- 0- 0 20.00 25- 0- 0 25- 0- 0 .57 .00 6-7 7-8 1373 953 .13 .37 .51 X.Loc ILflt 8-9 953 .09 .09 .37 .46Typelbs .37 .46 7C Vert 100.0 11- 3- 0 .42 7C Vert 100.0 13- 9- 0 9-10 1373 .13 .37 .51 .42 WEB FCFK£ CSI 4Im FCRCE GSI 2-7 -333 .11 3-9 529 .22 3-7 529 .22 4-9 -333 .11 MAX IFFLWnCN (span) L/999 INMEM 7-8 (LIVE) L= -.07" D= -.09" T= -.16" --== Joint Lc=atims --- 1 0- 0- 0 6 0- 0- 0 2 6- 5-13 7 8- 5-14 3 12- 6- 0 8 15- 0- 0 4 18- 6- 3 9 16- 6- 2 5 25- 0- 0 10 25- 0- 0 7-7-13 =0-4-5 6-5-13 6-0-3 6-0-3 6-5-13 6-5-13 12-612-6=b 18-6-3 25-0-0 12-6-0 12-6-0 tl 2 t3 4 5 100N 100#0 a_a 6 7 8 9 10 8-514 8-0"5� 8-5-14-i 8-5-14 16-6-2 25-0-0 Truswal Systeme Plates are 20 ga. unless shown by "18"(18 ga.), H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled elates and false frame elates are uositioned as shown above. �� pFfOFr;ss/O 8-3-9 S IP �� ��`� 1^'�iss !F J 0. 0 IT1 =0-4-5 5982 xp 12142 1102 C�/IL c O-�CHt tFOR��\P� 8/14/2001 Scaler 3/16" - 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 58.7 wTt 96 # WO: DIPPLE9 r y This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done cb1ct Custcmer Nemo r i B _1� lTbl R1 MfG ]Bracing in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by tcomponent manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. shown -is for lateral support of components members only to reduce buckl• g length. This component shall not be placed in any environment that Dsgnr s #LC . - 10 DA phe TC Live 16.00 sf TC Dead 12.00 pef DurFace L -1.'p P-1.15 Rep Mbr Bnd 1.00 •Z+ TRUSWAL,SYSTEMS v ., 4445 Northpark Dr., Colo Springs, CO .;80907 will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', by Tpswal, 'ANS PI 1' , 'WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLA CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Live .00 pef BC Dead 10.00 pef O. C.Spaeing 2- 0= 0 Design 1pec V C-97 , 5. 0 Version T6.2.6 SUMMARY SHEET' by TPI. Thp Truss Plate Institute (TPI) is located at 583 Dsnofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.00 psf Dan )moo: 4/360 YC: 14/480 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: F2 S _ Drwg.-CO01226018-027 EM X -LOC IZE7 C= SIZE RE1Z�'D TC 2x4 LFL #1 & Btr. D3Ytes the rp%x """'¢ fc r lateral bracing UPLIFT RF7 Cff(S) 1 2 5- 1-12 1403 3.50" 1.50" 24-10- 4 956 3.50" 1.50" BC 2x4 rFL #1 & Btr. FEB 2x4 LFL SZ7*1ARD ® at each locaticn, eh3,n. Lateral bracing include diagaial -92 1b 'Ihi1. isdesigned the TC s S -TaS Plat;,, q AMI/IPI - 1995 syeta[s uhidi or x -ung ate the ihility of -the balding using LBC -97 Code. TRUS North 4aa5 Nertbpart:`Colo�S�ryrga, C080907 FQXE AXL ilID (SI IIIIS IFSIIN IS CII ¢CSIIEE RESCII,T ci��erus.al Syr Eti+�TT may be Bld3 F]rloce3 =Yea 1-2 389 .05 .25 .30 MMPLE LOAD CASES. used 2c crst rlicus ]ateral tracing cn 7n'. Incatirn = Nct Mod late 2-3 3-4 340 .04 -714 .34 .38 BEARIIZ RFWIREME IIS sho n are based t11Ly an the trues material �1 b�rirg. trusses 24" cc. Alternatively, use T TYtienal Hari�ate/Qui Line = No �p �tegc8y B Skid 80.00 ft, Sicbj Flic3h = 40=00 ft 4-5 .00 -1110 .34 .34 at PLATE VALIES PER ICBG REM» REEiIZP #1607. scabs cr -braces as sha n cn Systems staniard detail CDO1003160. Meazz height 23.83 ft, 75 5-6 .01 -1271 .01 .38 .38 .39 .39 R3•ttar>et. bracing is required (by others) to prevent rvtatirn/tcppl�ssg See HIB -91 arra Iaacled for 10 PSP rrn-ccrianxent BCIL. PLATIP� BASF IN CCi�IIQ ILN�R VALIES. LBC Statrlard , Did loud � 22.0 psf ----------IDD #1 I£SIIN ICAM ---------------- EC MICE AXL ErID GSI PNSI/TPZ 1-1995; 10.3.4.5 arab 10.3.4.6. Dir L.Plf L.Iac R.Plf R.Lx IL/'II, 7-8 -265 .03 .16 .19 TC Vert 56.00 0- 0- 0 56.00 25- 0- 0 .57 8-9 375 .01 .28 .30 BC Vert 20.00 0- 0- 0 20.00 25- 0- 0 .00 9-10 10-11 612 .05 612 OS .28 .33 lbs X.IaC IL/7L 11-12 1036 .09 .40 .40 .46 .50 TL VE2t 100.0 11- 3- 0 .42 ?L Vert 100.0 13- 9- 0 .42 1Sm FIIX£ CSI Id$ FCRCE CSI 2-8 -221 .04 4-9 -373 .19 3-8 -1102 .32 4-11 544 .22 3-9 488 .20 5-11 -331 .11 M4X rEGrFY"rTCN (span) • L/999 IN MEN 9-10 (LIVE) 1, -.06" D= -.08" 71- -.14" KNX rETL CN (cant.) L/999 IN MEM 7-8 (LIVE) L- .02" D= .03" T= .06" === Joist Lccaticrs 1 0- 0- 0 7 0- 0- 0 2 5- 1-12 8 5- 1-12 3 6- 5-13 9 8- 5-14 4 12- 6- 0 10 15- 0- 0 5 18- 6- 3 11 16- 6- 2 6 25- 0- 0 12 25- 0- 0 7-7-13 -4-5 5-1-12 7-44 6-0-3 6-5-133 5-1-12 12-6-0 18-6-3 25-0-0 12-6-0 12-6-0 1 2 3 a4 5 6 100= 100# -7.00 4-4 1� 25-0-0 7 8 9 10 11 12 5-1� 3-43-4_-2 8-08-0 5 8-5-14 5-1-12 8-5-14 16-6-2 25-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Dlates and false frame nlates are nna;t;nne8 as m)r ,�0??,OFES /O -� ►do. ors. 82 rn -70 E P• 12/3 %02 sTq��CNIL ��P 8/14/2001 Scaler 5/32" - 1' twj • - � WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBP: 64.7 WT: 105 # WO: DIPPLE9 M This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions TPI AFPA design Qom: Custeater Nano: ]will of and standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally Dsgnr t #LC - 13 DA TC Live 16.00 paf DurPaca L.1.25 P-1.15 braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. s S -TaS Bracing shown is for lateral support of components members only to reduce buckl' length, This component shall not be placed in any environment that cause the moisture content of the wood to exceed 19% and/or cause connector corrosion. Fabricate, handle, install and brace this truss in TC Dead 12.00 paf Rep Mbr Bad 1.00 ' TRUS North 4aa5 Nertbpart:`Colo�S�ryrga, C080907 accordance with the following standards: 'JOINT DETAILS', b Truswal, 'ANSI PI 1', 'WTCA 1' - Wood Tntss Council of America Standard Design g y BC Live . 00 paf O. C.Spaoing 2- 0- 0 .n, Responsibilities, 'HANDLING If�STALLINO AND BRACING METAL PLATCONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB -91 BC Dead 10.00 9£ p Desi ger pec VBC>97 , es •: TpS . 0 Version T6.2.6 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D• nofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located 1111. 19th Street, NW, Ste 800, Washington, t1� Ratio: L/3600 �C: I{/480 at DC 20036. TOTAL 3 B A0 paf Job Name: DIPPLE9• Truss ID: G 1 Drwg:CO01226018-028 Eir. X -IDC REACT SIZE REVD TC 2x6 DFL #2 ** [PK =PLATE MSIITCR USED -See Joint Rep=t** FLRT9S7D�i, RFPClTCI4(S) 1 0- 1-12 1109 3.50" 1.50" 2x4 DFL #1 & Btr. 1-2, 9-10 Plating spec ATSI/TFI - 1995 -pport 1 -475 lb 2 9-10- 4 1226 3.50" 1.50" 3 24-10- 4 1370 3.50" 1.50" 2x6 DFL #1 6-9 Iaa`ed fcr 40 psf in zoan, plus airy other 3 -475 lb Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that BC 2adi DFL #2 MB 2x4 DFL SPAb� additional loads indicat03. Li.e load deflec irrt in matt is 1460. nus is de iq eA aging the LEC -97 Code. TC - FiECE AXL EM CSI TIE BEAM 2x4 DFL SD4qDARD THIS DESLCV IS THE CaVIP SIE RE5TII.,T CF Bldg =Yes 1-2 -1469 .02 .14 .15 ATTIC M 2x4 DFL SU4� Kim= LCAD CASES. Tclosad TYuss Ioratim = Ngt End Zane 2-3 -1199 .00 .20 .20 GEL ffiX 2x4 DFL SD FFARII4; RBWn; I WM shoos are based CNLY 14=oarie/Cbaart Line = 13� . B 3-4 4-5 -982 .00 .84 .84 PLATE VAUI S PER ICED RE�i RFS' #1607. Loatiat interior bearings m the truss ttaterial at each bearirr3. 00 ft, Et{ckJ F21dth = 40.00 ft 5-6 463 .03 383 .02 .84 .13 .86 .16 of shoe tld be clearly mariced m each tniss. Loaded for 10 PSE nar�mh3ht BCCL. Interi,cr 9rport or terrpca:ary shorirr3 mist 25.22 ft, ttph = 75 Dt d Lond e 22.0 psf 9%aRm �LFSlC�I 6-7 200 .00 .34 .34 Drainage mist be provided to avoid ponding. be in place before this truss. # LLFtD6 --------- 7-8 -893 .00 .92 .93 Attic collar tie regtues lateral bracing Clhe row of or briAM (X- )tray be Dir L.Plf L.Iec R.Plf Moo 11:'M 8-9 -1415 .01 .93 .94 shah ppl�us bracing at the panel points of reaxed at centerline of roan per WS -97. TC Vert 64.00 0- 0- 0 64.00 6- 0- 4 .50 9-10 -1831 .02 .23 .26 the ml lar tie (tahless noted otherwise), Cable bloke are 2x 4 ® 16.0 in, O.C. M. TC Vert 84.00 6- 0- 4 84.00 9- 3-11 .38 or rigid sheathing hs<it is assured that one face of this truss TC vert 64.00 9- 3-11 64.00 IS- 8- 5 .50 FIC FCRCE AXL SIT) CSI PLATDG EASED IN L�VALLES. < is sheathed with CSB, Hood board TC Vert 84.00 15- 8- 5 84.00 18-11-12 .38 u-12 1049 u .14 .25 < siding or ending If not, TC vett 64.00 18-11-12 64.00 25- 0- 0 .50 12-13 1054 .09 .37 .46 < additimal Loads mist be camidered m FIC Vert 20.00 0- 0- 0 20.00 6- 0- 4 .00 33-14 782 .05 .37 .42 < nos -ca tir• s bearingc�b d�es. FIC Vert 100.00 6- 0- 4 100.00 18-11-12 .71 14-0 782 .08 .62 .69 hhe�yy use adequate staples i:ca' cyaisle blocks. BC Vert 20.00 18-31-12 20.00 25- 0- 0 .00 14-15 782 .08 .83 .90 Cable stud9 may lateral bracing. See 4-7 V 20.00 9- 3-11 20.00 15- 8- 5 .00 15-16 1402 .14 .58 .72 TrustaL9 a (s ** The X.Loc LZf1I. 16-17 1401 .14 .13 .27 3-0-0 3-0-4 3-5-3 Iater� 73 �7._ i) eat 78.7 6- 0- 4 .00 3-0-0 6-0-4 9-5-7 : - EIC vert 78.7 18-11-12 .00 MB ECRCE CSI WEB F� CSI arra 2-12 444 .14 8-15 577 .28ty 10-0-0 cf the bail pier. 2-13 -502 .11 9-15 -837 .19 _i is ��� 3-13 467 .15 9-16 507 .17 TB I= An ETD CSI 1� F12.00 -12.001 -12.00 4-18 -1322 .46 .00 .46 18-7 -937 .34 .00 .34 AW FORCE CSI PAI I= CSI 4 -4 5-18 478 .15 6-18 278 .09 MAX DEFT=CN (span) 14/675 IN MFM 14-15 (=) LW Lc -.27" D= -.43" T= -.70" 2.5-4 .5-4 �Q p nO r cs C� 10-1-11 8 12 10-9-7 \���P y 1'0I��, F, SE IP 8.8 -8 rnrn 3Fp Xi LD 0-0-4 4 4-4 -4 r, t q� 3 r, i. t r t r r t r t t t 414.4 0-0 XP. 4 'k S- 6 6 3-9 * 9-10-0 *�f gTFO"' 79#j 794 P 7 -AI L � �t p_ GonlT. B1Z6• _ n-8-o_i-6FTMEt- ETy P. 25-0-0 , ` --+ 11 12 13 14 15 16 17 F----3-2-8 ICAL PLAJ -,gS 15-9-4 6-0-4 i 8/ 15/2001 Truswal Systems Plat�3"bare 20 ga. unless shown by "18" (18189_Pl2 25-OtkR 3 SUPPORTS Scale: 5/32" a 1' 1111"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 180.3 WO: DIPPLE9 This design is for an individual building component not thus system. It has been based on specifications provided by the component manufacturer and done in TPI AFPA design No is for Chk: Customer Name: RM ���� accordance with the current versions of and standards. responsibility assumed dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this DHgnr: #LC a 23 DA Live 16.00 Hf p DurFaee L=1.25 P=1.15 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally SYSTEMS braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 16.00 psf Rep Mbr Bn$ 1.15 T.nt will cause the moisture content of the wood to exceed 19% and/or cause connector p to corrosion. Fabricate, handle, install and brace this truss in 'JOINT 'ANSlIT 'WTCA BC Live .00 psf O.C.Spaei.ng 2- 0- 0 4445 Northpark Dr.; Colo Spring CO 80907 accordance with the following standards: DETAILS', by Truswal, 1 1', 1' - Wood Truss Council of America Standard Design •s / i i Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLA ONNECrED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf Design Srpea UBC -97 ' SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D' ofrio Drive, Madison, Wisconsin 53719. The American Forest and Deft Ratid: 1f360 TC: IV36 Tp5.0 Version T6.2.6 Paper Association (AFPA) is locatedpt III 119th Street, NW, Ste 800, Washington C 20036. TOTAL 42.00 psf Job Name: DIPPLE9 1 0- 0- 0 Truss ID: G1 4 _Drw A;UU1LL6V1 t$-UZ7 EM X -LOC FEACP SIZE REQ'D TC 2x4 DFL #1 & Btr. Der -the zequise for lateral bracing ® lomt%n L'ater'al bracing T3is truss is designed rasing the UC -97 Qxle• 4 9- 0- 8 13 1 0- 1-12 2 24-10- 4 1734 3.50" 1.85" 1734 3.50" 1.85" 2x6 EFL SS 2-5, 6-9 BC 2:8 DFL #2 at eaca dt sin��.•az. systere 4tich i„rlxrle or x -bracing Bldg Enoeed ' Yes 15 18-11-32 7 15-11- 8 16 21- 9- 8 8 18-11-12 17 4JEB 2x4 I&Z STPIIDARD are the z�xi ihility oY the Wilding Truss Locatirn - Net F]�d 7ate 12- 6- 0 TC FORCE AXI, END CSI TIE BEhM 2x4 DFL STi desi��er 7h�iaa1 Syste EPACE tray be Fiuricaite/OLS Line = No F �tegmy B Lexjth - 80.00 ft, Bid� Width = 210.00 ft 1-2 2-3 -2106 -2399 .03 .02 .20 .94 .23 .96 A=C Fa 2x4 EFL SIAN� Lumber shsar allaAebles are per NN -97. used for cMtjX1X1a lateral bracing an trusses 24" cc. Alt a., at ,vim use Bldg Mean height m 25.22 ft, trph - rear 75 22.0 3-4 -1326 .00 .91 .92 Platitsg spec : PNSI/I?I - 1995 scabs or kacxe as sho.,ar on Trusnal LBC StandardDpi - akm ## MBICN LCAW pof ---------------- 4-5 536 .03 .80 .83 Lnmded fcr 40 psf in Ivan, plus any cutter sta lard detail 0001003160. 'II S mIIN is THE aTIlZSrIE RFRW CF ---------- LCAD Dir L.Plf L.Loc R.Plf R.Lx UVM 5-6 6-7 680 582 .07 .17 .25 additional loads indicated. Live load deflection in roan is L/360. nmPLE LmD 0SES. 7C Vert 56.00 0- 0- 0 56.00 6- 0- 4 .57 7-8 -1336 .03 .00 .83 .86 .86 .86 PLA VALLES PER ICED RESEARCH REEF #1607. BE4RIIS 1 III IQIS sho at are based ONLY TC Vert 76.00 6- 0- 4 76.00 8-10-12 .42 8-9 9-10 -2379 -2108 .02 .88 .90 Lorded for 10 PSF zncn HQL. Cne rcw of cress bri. (X -bracing) may be on the truss material at each bearing. amirage mist be provided to avoid paidirsg. TC Vert 56.00 8-10-12 56.00 'IC Vert 76.00 16- 1- 4 76.00 16- 1- 4 18-11-12 .57 .42 .03 .19 .22 jirg at oente rlane of roan pp�� NCS -97. Attic eallar tie reqs lateral bracing TC Vat 56.00 18-11-12 56.00 BC Vat 20.00 0- 0- 0 20.00 25- 0- 0 6- 0- 4 .57 DC F= AXI, END CSI P.L mTm BASED CN C12EPN shone pglus hmausig at the panel points of BC Vert 100.00 6- 0- 4 100.00 18-11-12 .00 .71 11-12 1582 .15 .17 .33 the aol.lar tie (unless acted etl�atvnse), 12-13 1574 c>r rigid sheathirg is required. BC Vert 20.00 18-11-12 20.00 25- 0- 0 .00 13-14 14-15 1390 1390 .15 .15 .11 .81 .81 .87 .96 .96 .98Type 4-7 V 20.00 8-10-12 20.00 lies X.Lcc T #AM 16- 1- 4 .00 15-16 1589 BC \Test 85.3 6- 0- 4 .00 16-17 1589 .09 .15 .87 .17 .96 .32 BC Vest 85.3 18-U-12 .00 IIm I= CSI 4&B I= CSI 2-32 -728 .11 8-15 1330 .62 2-13 -427 .12 9-35 -543 .15 3-13 1334 .64 9-16 -889 .14 TB FCRCB AXL END CSI 4-18 -2034 .63 .31 .94 18-7 -2060 .65 .31 .96 AW FCRCE CSI AW FCRCE CSI 5-18 318 .10 6-18 341 .11 MAX rEFrMQQ (span) L/854 IN M4 14-15 (LIVE) LF -.35" D= -.48" '1- -.83" _= Joint. Locations --__ 1 0- 0- 0 10 25- 0- 0 2 3- 0- 0 11 0- 0- 0 3 6- 0- 4 12 3- 2- 8 4 9- 0- 8 13 6- 0- 4 5 10- 0- 0 14 8- 0-. 0 6 15- 0- 0 15 18-11-32 7 15-11- 8 16 21- 9- 8 8 18-11-12 17 25- 0- 0 9 22- 0- 0 18 12- 6- 0 n 10-5-3 4 T()-5-3 3-0-0 �3-0-4 .3-0-4 5-11-8� 3-11-12 3-0-4 R-0-0 t 3-0-0 6-0-4 9-0-8 15-0-0 18-11-12 22-0-0 25-0-0 10-0-0 i 5-0-0 1 10-0-0 1 2 3 4 5 6 7 8 9 10 1� 12. 00 -1 -12.00 854 854 0 -gip 0 -lip 25-0-0 11 12 13 3--2-8 Truswal Systems P As are 20 ga "H"(16 ga.), or "MX"(TWMX 20 ga. 14 15 16 17 15-9-4 6-06-0_ 4 unless shown by "18 "111 ) 25-0-0 positioned per Joint Report. Q PROFESS/O 11-0-15 \�A, M Vf'N9�F sx r 6 F sy?�� I 1 C04, rT' �7 'A 124'31102 8/14/2001 Scale: 5/32" - 1' �J WARNING Read all notes on this sheet and give a copy of it to the Erecting Contrdctor. TBF: 92.7 WT: 170 # W0: DIPPLE9 ti This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done CIk: Customer Name: Iin accordance with the current versions or TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dog=: #LC - 21 DA B4 verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this i J;AR I FG design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.00 psf DurFaee L-1.25 P-1.15 LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Brachtg shown is for lateral support of components members only to reduce buckl' length. This component shall not be placed in any environment that TC Dead 12.00 psf Rep Mbr Bad 1.15 0- will muse the moisture content of the wood to exceed 197. and/or cause coanectorrlate corrosion. Fabricate, handle, install and brace this truss in TRU.&AL SYSTEMS SC Live .00 psf O. C. Spacing 2- 0- 0 4445 Northpark Dr.. Colo Spring:. CO 80907 accordance with the following sondards: 'JOINT DETAILS', by Truswal, 'ANSI PI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATY CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf Desiga " UBC -97, SUMMARY SHEET' by TPI. Thp Truss Plate Institute (TPI) is located at 583 D nofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl Ratio: L/36.0 '!C: L,/480 TpS. 0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38:00 psf Job Name: DIPPLE9 GSI Truss ID: G2 10 _ Drw1226018-030 CSI 2-12 EW. X -IDC RE4Cr SIZE REQ'D TC 2x4 M #1 & Btr. I3mn the-Vireme n- fco lateral bracir'sg This tris: is designed using the .12 9-15 1 0- 1-12 1683 3.50" 1.79" 2X6 LEL SS 2-5, 6-9 ® at sadl loratim sI... Lateral bracingg LW -97 Q�de. -889 .14 2 24-10- 4 1734 3.50" 1.85" BC 2s0 rFL #2 system %hick include or x-]aaciM Bid" F1'sc'loee$ - Yes 4-18 -2034 .63 .31 .94 18-7 I'm 2x4 EFL SD*CARD the the bjildiM �1 W. Era 7 .96 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 DtOnofrio Drive, Madison, Wisconsin 53719. The American Forest and� TC 1-2 FCRCE AXL HID CSI TIE EEPMM 2x4 LFL SIPS ATTIC AB 2x4 F desig�YCnft Styes CE -IT ay be ]ater�al bracirsg Fiaricane/Goan Luse = Nos r7�y B Bldg 80.00 ft, Bid3 Ft 2kh 40.00 ft .10 2-3 -2106 .03 .20 .23 bL SIANaz � Iunber NN ured fcrecrtinsous rn 24 " Alterr>ativel Mss 25.22 ft, - - 75 -2399 .02 .94 96 shear allonables are per -97. tst:sr� oc. y ,use r�heiglt = urph 3-4 -1326 .00 .91 .92 P spec ANSI/`TPI 1995 scabs cr-kttaeee as ghL m IYusAal Lr Staff y Dead Lead - 22.0 psf 4-5 536 .03 .80 .83 I f� 40 psf in ram, plus anyother Sys standard detail Q]01003160. ----------ICY1D (E #1 I�SIIN LaALB ---------------- 5-6 680 .07 .17 .25 additicnal lceris irsdicate3. 'IIi7S�IMIIN IS ME CU4FCSrIE FE= CP Dir L.Plf L.Lcc R.Plf R.Ioc 27�'IL 6-7 582 .03 .83 .86 Live load deflectirn in roan is L/360. ni TIPLE ICAD (05vSE5. TC Vert 56.00 0- 0- 0 56.00 6- 0- 4 .57 7-8 -1336 .00 .86 .86 PLATE VAIM PER ICBJ RESEARCH RaUiT #1607. BE*UM143=0,frNIS eh3,n are based tZVCY TC Vest 76.00 6- 0- 4 76.00 8-10-12 .42 8-9 -2379 .02 .88 .90 Traded fcr 10 PSF nc-n-omarrrent. BCiI,. on the truss ttaterial at each bearing. TC Vert 56.00 8-10-12 56.00 16- 1- 4 .57 9-10 -2108 .03 .19 .22 Che row of cross brid,j (X-bracizr3) may be 13airsage must be Frcwicl°Cl to avt>ld pandirg. TC Vett 76.00 16- 1- 4 76.00 18-11-12 .42 re at centerline of roanper ACS -97. Attic collar tie requires lateral lsacing TC Vert 56.00 18-11-12 56.00 25- 0- 0 .57 BC I. AXL ETM CSI IN CitE BASED N ILF)FSR VAIM. shmn pplus br=M at tl-e pant points of BC Vert 20.00 0- 0- 0 20.00 6- 0- 4 .00 11-12 1582 .15 .17 .33 the collar tie (unless rated otherwise), BC Vert 100.00 6- 0- 4 100.00 18-11-12 .71 12-13 1574 .15 .81 .96 co rigid sh athirr3 is required. BC Vert 20.00 18-11-12 20.00 25- 0- 0 .00 13-14 1390 .15 .81 .96 4-7 V 20.00 8-10-12 20.00 16- 1- 4 .00 14-15 1390 .11 .87 .98 ype The X.Lcc UVM Type... 15-16 1589 .09 .87 .96 BC \fest 85.3 6- 0- 4 .00 16-17 1589 .15 .17 .32 13C Vert 85.3 18-11-12 .00 PIm FCRCE GSI F,M FCRCE CSI 2-12 -728 .11 8-15 1330 .62 2-13 -427 .12 9-15 -543 .15 3-13 1334 .64 9-16 -889 .14 TB FCFKE AXL END CSI will cause the moisture content of the wood to exceed 1970 and/or cause connecto plate corrosion. Fabricate, handle, install and brace this truss in 'IOINT'DBTAILS', 'ANS 4-18 -2034 .63 .31 .94 18-7 -2060 .65 .31 .96 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 DtOnofrio Drive, Madison, Wisconsin 53719. The American Forest and� AW Ft3tCE CSI AW ECRM CSI 5-18 318 .10 6-18 341 .11 MAX t EREC ICN (slam's) L/854 IN MEM 14-15 (LIVE) IF -.35" D= -.48" rD- -.83" ---_= Joint Locations - 1 0- 0- 0 10 25- 0- 0 2 3- 0- 0 11 0- 0- 0 3 6- 0- 4 12 3- 2- 8 4 9- 0- 8 l.t 6- 0- 4 5 10- 0- 0 14 8- 0- 0 6 15- 0- 0 15 18-11-12 7 15-11- 8 16 21- 9- 8 8 18-11-12 17 25- 0- 0 9 22- 0- 0 18 12- 6- 0 10-5-3 4-6 Tl1-5-3 3-0-0 -- 13-0-4 3-0_ 4 5-11-8 1 3-11-1123-0-4 �3-0-0 WO: DIPPLE9 3-0-0 6-0-4 9-0-8 15-0-0 18-11-12 22-0-0 25-0-0 10-0-0 in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be 5-0-0 10-0-0 1 2 3 t 4 5 6 7 8 ; 9 10 F-12. 00 1� -1� -1 8-8 8-8 854 854 11 12 13 3-2-8 Truswal Systeme �M es are 20 ga. 11H11(16 ga.), or "MX"(TWMX 20 ga.), Circled Dlates and false frame nla 14 25-0-0 0 15 15-9-4 unless shown by positioned per Joint Report. 16 17 6-0-4 25-0-0 L. 46 'KIN � v 0. C04� 2 rn \ x� 1/02 8/14/2001 Scales 5/32" - 1' s ro WAKIVIN(T Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 92.0 WTs 169 # WO: DIPPLE9 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done ca k: Custcnter Name: �r c in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be e BL U verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the lands utilized on this Dsgnr: #LC - 21 DA Jl1 -MFG design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by TC Live 16.00 pef DurFaos L-1.25 P-1.15 j, LLC the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing motorial directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckl�g length. This component shall not be placed in any environment that TC Dead 12.00 pef Rep Idtsr Bnd 1.15 TR Lb S 1 will cause the moisture content of the wood to exceed 1970 and/or cause connecto plate corrosion. Fabricate, handle, install and brace this truss in 'IOINT'DBTAILS', 'ANS BC Live 00 pef O. C. Spacing 2- 0- 0 4345 NorWfperk Dr., Colo Springs, CO 30907 5 No. rk Dr., accordance with the follow' standards: b Truswal, TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design y v r_ Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLA'�E CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB -91 BC Dead 10.00 sf p Desi ger �eo UBC -97 , SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 DtOnofrio Drive, Madison, Wisconsin 53719. The American Forest and� Ratio; 1+/360 �C: L/480 T1s5. 0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.00 pef job Name: DIPPLE9 Truss ID: G3 4 Drw : LUUI LZOUI ti -V3 EM X -LCC = SIZE PEQ-D TC 2x4 EM #1 & Btr. P1�ri�� : PNSI/m - 1995 2-PLYI Nail w/lOd BSC, staggered QIS-97 1 0- 1-12 ll61 3.50 1.50" 2x6 I&I, #2 2-5 =for 40 psf in roan, loan �Y other Sect. 12) in: TC- 2/ft BC- 2/ft Fffi- 2/ft 2 3- 2- 8 605 3.50" 1.50" 2x6 I&L #1 6-9 additias3l loads irriirated. M � 2 on d=d b� 4*lied 3 6- 0- 4 1439 3.50" 1.50 BC 2x8 L&L #2 Live lewd deflectim in roan is L/360. per the ��r3 eciredrle: 4 24-10- 4 1982 3.50" 1.50" 4&B 2x4 EFL Sly THIS E SICN IS ME t7�,rm RE= Of trrax o.c. -rout to TIE EEPM 2x4 rFL SI7>I� MLMPLE ICAD 0SES. 7C 24.00" 0- 0- 0 25- 0- 0 TC FCIYE AXL 110 CSI ATTIC PB 2x4 EFL STPZEAM E3aRIIZ rE10IRDWIS shorn are based C(7LY BC 120.00" 0- 0- 0 25- 0- 0 1-2 -1387 .00 .06 .06 PLATE VAUES PER ICBG FESZPRQ3 REi'Sa' #1607. on the truss material at each bearirg. UP1:,II'T REACII7IN(S) 2-3 -2168 .00 .43 .44 1lxatiart of intericr bearings should be Iadsd for 10 PSF rm-ea=zrent BC[L. t 2 -91 1b 3-4 -1449 .00 .84 .84 clearly narked ai each truss. Interior suppcmt or tetpc auy ehoriM mast3 -555 lb 4-5 628 .02 .84 .86 + + + + + + + + + + + + + + + + + + + + + + be in place before aroctim this truss. This is designed a im the 5-6 709 .02 .12 .14 Nail pattern sho.,n is fcr PLF loads ar.1yy Drainage must bep2w1 dad to avoid pmdirxi. LC -97 Qx]e' 6-7 471 .01 .44 .46 Oatoa'itrated loads = be distributed to One rag of cross laMM"a (X -bracing) may be Bldg, Etrlceed = Yes 7-8 -1341 .00 .92 .93 eadi ly u1ly. On multi -ply with wired at ea�lune of roan per NLS -97. Three Lecaticn - Not Erxi 7rne 8-9 -2414 .01 .94 .94 use 3P nai.ls min. irGo the Attic collar tie requires lateral bracing Huricante/0. 1 Lime = No }� �teg�y B 9-10 -2409 .01 .15 .16 For more than 2 ply, add na ustuster frau dxwl plus bracing at the panel paints of Imo: kuei 80.002ft2 BSS Wic3h = 40.00 ft 75 ad3itia�l ply(s) atrl/or bolts if sYru az, the collar tie (unless rated otY�wise) , _ _ BC I= AXI, 130 CSI use any other approved detail (by others) • or rigid thit•� is LHC ------rd Deed Iced = 22.0 psf 11-12 995 .05 .08 .13 + + + + + + + + + + + + + + + + + + + + + + PLATZN; BASEDQQ CAIN IL VALLES. ----- ---ICi4D # rMIIN III�IIS 12-13 967 967 .05 .77 .82 Dir L.Plf L.Lcc R.Plf R.I= IL4L 13-14 1508 .07 .77 .84 TC Vert 71.17 0- 0- 0 71.17 6- 0- 4 .57 5 1508 .07 .73 .80 7C Vat 96.58 6- 0- 4 96.58 8-10-12 .42 14-1 15-15 1983 .04 .18 .22 TC Vat 71.17 8-10-12 71.17 16- 1- 4 .57 16-17 1983 .09 .09 .18 3-0-0 �3-0-4 �3-0-4 5-11-8� 3-11-12 i3-0-4 �3-0-0 _i 7C Vert 96.58 16- 1- 4 96.58 18-11-12 .42 3-0-0 6-0-4 9 0-8 15-0-0 18-11-12 22-0-0 25-0-0 7C Vat 71.17 18-11-12 71.17 25- 0- 0 .57 WES I= CSI l B FORCE CSI BC Vest 25.42 0- 0- 0 25.42 6- 0- 4 .00 2-12 -1283 .07 8-15 1323 .32 10-0-0k;0-0 10-0-0 BC Vert 127.08 6- 0- 4 127.08 18-11-12 .71 2-13 757.13 9-15 -657 .03 F 1 2 3 4 t5 (6 7 8 9 10 BC Vat 25.42 18-11-12 25.42 25- 0- 0 .00 3-13 1431 .23 9-16 -420 .04 2 -FLYS 4-7 V 25.42 8-10-12 25.42 16- 1- 4 .00 Tye lbs X.Lcc 314AM TB I= AXL HID CSI REQUIRE 1lr 2 p0 -12 p -12 00, i) .*Vest 108.4 6- 0- 4 .00 4-18 -2214 .02 .20 .22 BC Vat 108.4 18-11-12 .00 18-7 -1705 .02 .20 .21 8-8 8-8 AW FCF E CSI AW I= CSI 4-4 4-4 5-18 423 .07 6-18 220 103 MAX rEtFr CN (span) • 2.5- L/999 IN MEM 14-15 (LIVE) ` L= -.21" D= -.30" T= -.51" 2,5-4 2.5-4 ===== ,joint Locaticus ==== ?BOFES 1 0- 0- 0 10 25- 0- 0 10-5-3 8-0-12 11-0-15 P�0 SiO� 2 3- 0-0 11 0- 0- 08.8 SHP 3 6- 0- 4 12 3- 2- 8 8-8 4 9- 0- 8 13 6- 0- 4 �� �` �(0 5 10- 0- 0 14 8- 0- 0 6 15- 0- 0 15 18-11-12 <' 7 15-11- 8 16 21 9- 8 4-4 JIV r rr 8 18-11-12 17 25- 0- 0 4-4 C .4; ` `34 f"i l= y 9 22- 0- 0 18 12- 6- 0 20-5-3 4-4 4-4 =0-5-3 x 4- 8-8 S=6-6 ' • ' 2;, , ,p2 3-2-86-0-4�iL 108# 108// 0- J� � 25-0-0 ; f 11 12 13 14 15 16 17 3-2-8 15-9.4 6-0-4 8/14/2001 Truswal Systems t'Mes are 20 ga. unless shown by 11181HA-Ija.) , 25-0-0 OVER 4 SUPPORTS Scale: 5/32^ . 1' ® "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF= 92.0 wT:167 # coo: DIPPLE9 3 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done chk; Customer Naar: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Ds : #LC = 27 DA verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this TC Live 16.00 paf DurFaaa L-1.25 P=1.15 J M FG design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally Mc braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 12.00 paf Rep b br Bnd 1.00 Bracing shown is for lateral support of components members only to reduce bucklin length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector to corrasion. Fabricate, handle, install and brace this truss in BC Live .00 paf O.C.Spacing 2- 6- 8 TRUSWAL SY-cfsp�" s 4445 Northpark r:, Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI 11', 'WTCA V - Wood Truss Council of America Standard Design 'HIB BC Dead 10.00 9£ P Design$uec UBC -97 v Responsibilities, 'HANDLING INISTALLING AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' -(HIB-91) and -91 t SUMMARY SHEET' by TPI. Thy Truss Plate Institute (TPI) is located at 583 D'qpofrio Drive, Madison, Wisconsin 53719. The American Forest and Den Ratio: L/360 7C: W480 TpS.O Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington,'DC 20036. TOTAL 38.00 psf ]ob Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not trues system. It has been based an specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally Truss ID: GG Qty: 1 Drwg: ZZ 018- 032 TC Live 16.00 psf EFU X -LOC BEAU SIZE RE1Q'D TC 2x6 DFL #2 ** (R✓ --PLATE M:DIIILIt LSED-See Joint Repeat** LT= REoCL'ICN(S) Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that 1 0- 1-12 391 3.50" 1.50" 2x4 DFL #1 & Btr. 1-2, 9-10 Plating spec ANSI/IPI -1995t 2 -319 lb O.C. Spacing r 0 2 3- 2- 8 267 3.50 1.50 BC 2x8 DFL #2 Load for 40 psf in room, plus any other 5 -365 lb REnL'TZCN(S) SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 DIhrofrio Drive, Paper Association (AFPA) is located 5t 1111 19th Street, NW, Ste 800, WashingtoV,, DC 20036. 3 6- 0- 4 1556 3.50" 1.50" 4JFB 2x4 DFL SIPfII� adiitiatal loads indicated. Ham 4 18-31-12 1620 3.50 1.50" TIE BEAM 2x4 DFL SB*EA � Live load d9lecti,c ri in roan is Lt/360. t 1 -475 lb 5 21- 9- 8 254 3.50" 1.50" ATTIC NS 2x4 DFL S1AIS� =DESIGN IS THE CCMEOSrIE RES[ILT O 6 -475 lb s 6 24-10- 4 393 3.50" 1.50" C$L ELK 2x4 DFL SD44DAM I+I><-' PLE LOAD CASES. Mi. . des13ied usiM the PLATE VALLES PER ICSO RSI RERW #1607. EEARnu RIUjiFE 4ENIB shown are basad CNLY 113C-97 Code. TC FCR(E AXL EtV CSI Lamed for 10 PSF rrn-ernanzaZt WTI. on the truss material at each Bldg R)a o sed = Yes 1-2 -384 Interior st.tpport or terporary shca=v nest Location of interior bearings should Be Tniss Iocatirn = Not End late 2-3 -536 .01 .01 .05 .07 .12 .13 be in place before er this truss. clearly mm3ued m each truss. Hurricane/LicieE t Lane =Ido E� Cit y 8 �Fhdth = IOa00 ft 3-4 -599 .00 .12 .12 Cne row of Cross brid laaortg) tray be D-inage itust be p2wided to avid pertciirtg. Sld3 Leh 80.00 ft, S hei 25.22 ft, 75 4-5 -311 .00 .10 .10 required at dine of roan per NDS -97. Attic collar tie rrgAres lateral )gig m5an roof = . = LEC Standar' Dead Ind = 22.0 psf 5-6 -308 .00 .11 .11 Cable blocks are 2x 4 W 16.0 in. o.c. W. shorn ppb�us bracing at the pastel points of I ---- ICCAD # �b%SICiI LIITLS -------------'-- -- 6-7 -311 7-8 -599 .00 .10 .10 .12 .12 <It is assured that cyte face of this truss < is sheathed with pl CLSB, oAod 1>a�rd the mi tie (tnless noted otltrwise) , or rigid sheathing is Dir L.Plf L. R.Plf R.Loc IL/`II, 0 56.00 6- 0- 4 8-9 -536 O1 .12 .]3 < c'rI' or ktar�ding. If rtot, PLATnC BASED CN C42EEN I�VAVAUES. TC Vert 56.00 0- 0- TC Vert 76.00 6- 0- 4 76.00 9- 3-11 .57 .42 9-10 -381 .01 .05 .07 < additustal loecls trust be oasidered cn TC Vest 56.00 9- 3-11 56.00 15- 8- 5 .57 < ml-ocri[innm beanng gables. TC Vert 76.00. 15- 8- 5 76.00 18-11-12 .42 BC FCRCE 11-12 355 12-13 350 AXL .03 EDD CSZ .06 .09 .82 =use ante staples for gable blocks. c p1e stubs may lateral bnacin3. See Trwnals ble brad detail(s) . TC Vert 56.00 18-11-12 56.00 25- 0- 0 BC Vert 20.00 0- 0 20.00 6- 0- 4 .57 .00 13-14 385 .01 .81 lateral in lute with the dyads hwme 6- 13C Vert 100.00 6- 0- 4 100.00 18-11-12 .71 14-15 385 .03 .81 .84 not been oatsidei'ed tnles&0&-ed cNit4dse.. 3-5-3 5-6-9 3-11-12 13-04 t3-0-0 BC Vest 20.00 18-11-12 20.00 25- 0- 0 .00 15-16 354 .03 .01 .89 .92 .89 .91 Mese 1and their 9-5-7 15-0-0 18-11-12 22-0-0 25-0-0 4-7 V 20.00 9- 3-11 20.00 15- 8- 5 line X.Lcc Il,'M .00 16-17 354 .03 .06 .09 responsibility Of fire '' 78.7 6- 0- 4 .00 ToM FCRCE CSI NIm FCRCB CSI 10-0-0 5-0-0 10-0-0 _ To BC Vert 13c vert 78.7 18-11-12 .00 2-12 -401 .06 8-15 -373 .17 2-13 219 3-13 -375 .08 .17 9-15 218 .08 9-16 -403 .06 lr 2.00 1� -12.00 -12.00 34 3-4 TB FCI2CE AXL EM CSI 4-18 -211 .00 .14 .15 18-7 -211 .00 .14 .15 4 4 AN I= CSI AW E= (SI 2.518 5-18 220 .07 6-18 220 .07 MAX 1 FL=CN ( ) 1.,/999 IN MEM 14-15 (LIVE) 2.54 •54 LF -.12" D= -.16" T= -.28" 10-1-11 8 12 10-9-7 Joint Lotcatirna = SIH IP PROFESSi3O 1 0- 0- 0 10 25- 0- o 8-8 -g ED 3 6- 0- 4 12 3- 2- 8 L. M,� C'N9<t� 4 9- 5- 7 13 6- 0- 4 3-4 3 4 \�y CSS �y 5 10- 0- 0 6 0- 0 14 15 8- 0- 0 18-11-12 4 4 15- 7 15- 6- 9 16 21- 9- 8 it r <�r < r t I r14 - J r kir rn O. 8 18-11-12 17 25- 0- 0 0-04 0-04 SCsp9 22- o- 0 18 12- 6- 0 4 41 -� * 3- 3-2-8 6-04 8-11-1 ExatG 2 1/02 11 12 3-2-8� Truswal Systems Plate -Bare 20 ga IIH"(16 ga.), or "MX"(TWMX 20 ga. Circled plates and false frame P 13 14 15 15-9-4 unless shown by, "18" (1811-X1.712 positioned per Joint Report. 16 17 66-0=4� 25-01 11 6 SUPPORTS 8/15/2001 Scale: 5/32" - 1' �r•Y Sc °� TR - IU WA, L WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not trues system. It has been based an specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TSF: 180.3 chk; Dsgnr: #LC - 51 WO: DIPPLE9 Customer Name: DA TC Live 16.00 psf DurFacs L-1.25 P-1.15 SYSTEMS braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 12.00 psf Rep Nbr Bnd 1.15 ' Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that ri 1 will cause the moisture content of the wood to exceed 19 % and/or cause connector %late corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf O.C. Spacing r 0 1� 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Trtsswal, 'ANSI/TPI P, 'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATt CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 Madison, Wisconsin 53719. The American Forest and BC Dead 10.00 sf P Desi c UBC -97 Design W360 TC; WX Tp5. 0 Version T6.2.6 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 DIhrofrio Drive, Paper Association (AFPA) is located 5t 1111 19th Street, NW, Ste 800, WashingtoV,, DC 20036. TOTAL 38.00 psf Defl Radjc. job Name: DIPPLE9 Truss ID: H 1 10 _ Drw Blr. X -LCC I= SIZE FE2'D TC 2x4 rFL #1 & Btr. Plating spec • AMI/M - 1995 'This truss is designed rasing the 1 0- 1-12 118 3.50" 1.50" 13✓ 2x4 LFL #1 & Btr. THIS LESIIN is TIE CagPWI'IE RFSId.,T tom' LBC -97 Qxle. 2 2- 5- 2 118 3.50" 1.50" FEB 2X4 IgL S1PMY�RD 14MPlE LCAD CASES. Bldg I3rlcsed = yes RAM VAUES PER IC90 RUMVKH REEiIi?` #1607. Emum I i1J3�ININIS shoat are bard t2II2C Tzuss Locatirn =Not L2rd Zane TC MKE AXL 130 CSI PLA=M BALD IN GEE 1SNISER VA=. rn the truss trate at each bearirr3. Himxlc ane/ocean Line = No B 1-2 -83 .00 .Ol .Ol Bld3 80.00 ft, B�dg c�h = AOa00 ft �heiSht 2-3 -83 .00 .01 .01 Mean = 20.55 ft, nph 75 LBC Stud Oocupazsy, Dead Load = 22.0 pef 13C MZM AXL HID CSI 4-5 63 .01 .00 .01 5-6 63 .01 .00 .01 tI B ECRCE CSI [^M FCRCE CSI 2-5 15 .01 MAX lgLECITCN (span) ' L/999 IN MEN 4-5 (LIVE) L= .0011 D= .00" T= .00t1 ---= Joint Locatims 1 0- 0- 0 4 0- 0- 0 2 1-3-7 5 1-3-7 3 2- 6-14 6 2- 6-14 1-31-37" 1-31-3_ 7 1-3-7 2-6-14 1-3-7 t 1-3-7 t 1 2 3 1-2-14 TSHIP 15 r r 1�. Prjtc�,�4 _ o. 04S902 (Li 2-6-14 CAt IFO�y\? 1-3� 1-3-7 ,t 1-3-7 2-6-14 8/14/2001 Truswal Systems Plates are 20 ga. unless shown by 111811(18 ga.), Scalet 0/32" . 11 H"(16 ga.), or 11MX"(TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TB17: 8.4 WT: 10 # WO: DIPPLE9 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Ch)e t Customer Name t in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be B S � MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . Dsgnr t #LC . 9 DA design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.00 pof DurPaee L.1.25 P.1.15 L� �/1-+ braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. k:\ . Bracing shown is for lateral support of components members only to reduce b"K u' length. This component shall not be placed in any environment that TC Dead 12.00 pef Rep 1Ntrr Bad 1.15 will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install and brace this truss In BC Live .00 pef O.C. Spacing 2- 0- 0 T 45 Nonb uk Dr.& cs accord-vtce with the fallowing standards: 'JOINT DETAILS', by Tltuswal, 'ANSI/ PI 1', 'WTCA V - Wood Truss Council of America Standard Design 11 4.115 Nonhpnrk Dr., Colo Springs. CO 80907 BC Dead 10.00 Bf Desi speer VBC-97 r,. Responsibilities, 'HANDLING Ih}STALLINO AND BRACING METAL PLAT CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB -91 P 4a r 1 SUMMARY SHEET' by TPI. Thy Truss Plate Institute (TPI) is located at 583 D nofrio Drive, Madison, Wisconsin 53719. The American Forest and ran moo; lt/360 !C: It/480 Tp5.0 Version T6.2 . 6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, WashingtoM, DC 20036. TOTAL 38:00 pef Job Name: DIPPLE9 BFr. X -LCC FZFACT SIZE REV D 1 0- 1-12 159 3.50" 1.50" 2 3- 8-12 159 3.50" 1.50" TL FCP E AXL RZ CSI 1-2 -127 .00 .03 .03 2-3 -127 .00 .03 .03 9C FCRCE AXL IIID CSI 4-5 85 .01 .02 .03 5-6 85 .01 .02 .03 AM i. CSI ;1E2 ECRCE CSI 2-5 37 .02 MM rE Fr FrrTCN (span) L/999 IN MEM 5-6 (=) LF .00" 1k .00" T= .00" ===== Joint. Locations --_ 1 0- 0- 0 4 0- 0- 0 2 1-11- 4 5 1-11- 4 3 3-10- 8 6 3-10- 8 1_ ca Truss ID: H3 Qty: 20 _ Drwgr: TC 2x4 r?FL #1 & Btr. P1atim er�ec ALSI/`IPI - 1995 'This ttw�e is desigredusirrg the 13C 2x4 EFL #1 & Btr. IIILS I SIZiI I3 7W CII•1Ftm= lea= cr LBC -97 Cbcle. WrM 2x4 EFL S•I hI.S,TIPLE UDAD C%SM. B1d3 miclosed - Yes PLATE VALLIS PER ICB7 REM*KH REF= #1607. BEAPJM RE¢JIREM[SFIS sho"n am based CNLY 1j ss Location - Nct End Zone PLATIN P SED CN Ci2FFN LIMBER VALLES. on the tnuss material at each bearim. H=icane/C cetyl Line - NoC at -e9 -y B Bld3sB L�th = 80.00 ft, id3ML = 40.00 ft M�a1 zttf heist - 21.19 ft, nph 75 LB✓ Starx±;xd O xy, Lead Lc ad = 22.0 psf 2-4-7 I0-5-3 11-11-44 1-11-4 1-11e4 3-10-8 l 1-11-4 l 1-11-4 l 1 2 3 1� -12.00 0-W3 0-W3 3-10-8 , 4 5 6 1-11-4 1 1-11-4� Truswal Systems Plates are 20 ga. unle6817Wown by "18"(18 A3 91 "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report, 2-6-0 SB IP I0-5-3 �P�p PROFESS ,� 8/14/2001 Scale: 11/16" 1' �� � � N �� �� f" M B �R F ,LLC4 (� i7 •d' TRUSWAL SYSTEMS . l 4445 Northpnrk Dr., Colo Springs, CO 80907 e, Tp5. 0 Version T6.2.6 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done ui accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckl' g length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connectoc�plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: ')DINT DETAILS', by Tntswal, 'ANSI�TPI I', 'WTCA 1• - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING ItySTALLINO AND BRACING METAL PLA CONNECTED WOOD TRUSSES' - (HIB -91) and 'NIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 DWnofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TBF: 9.3 WT: 16 # Chk: Dsgnr: #LC . 9 WO: DIPPLE9 Customer Name: DA TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 sf p BC Dead 10.00 psf TOTAL 38.00 ps f DurFaes L-1.25 P.1.15 Rep bfbr Had 1.15 O.C. ao 2- 0- 0 �4 Design 4pec UBC -97, Defl Ratio: L4/36t0 !C: 14/480 Job Name: DIPPLE9 )IIS X -LCA REACP SIZE RM'D 1 2- 1-12 925 3.50" 1.50" 2 8- 4- 4 938 3.50" 1.50" TC FIIXE AXL END CSI 1-2 306 .03 .22 .25 2-3 -283 .00 .22 .22 3-4 264 .00 .22 .22 4-5 276 .03 .22 .25 13r Fa:KE AXL IIID CSI 6-7 -215 .00 .32 .12 7-8 306 .03 .13 .16 8-9 -177 .00 .13 .13 41•B PUYE CSI TAM KPCE CSI 2-7 -406 .05 3-8 -501 .14 3-7 -491 .14 4-8 -409 .05 KDX EEFL rTTCN (span) L/999 IN MEM 7-8 (LIVE) Ir= -.01" D= -.01" T= -.03" MAX M r'rCN (cant.) L/999, IN MEM 8-9 (LIVE) L= .00" D= -.01" T= -.01" =--== Joint Lccaticns --- 1 _1 0- 0- 0 6 0- 0- 0 2 2- 1-12 7 2- 1-12 3 5- 3- 0 8 8- 4- 4 4 8- 4- 4 9 10- 6- 0 5 10- 6- 0 Z Yr{) TC 2x4 EFL #1 & Btr. BC 2x4 DFL #1 & Btr. Wry 2x4 EFL STPIEARD CEL ELK 2x4 DFL S BATE VALIFB PER IC3J RDMV Si Rauu #1607. Cable bloc]® are 2x 4 Q 16.0 in. o.c. MAX. <It is assixre3 that ane face of this truss < is sheathed with pl CSB, wood board < si4uV or sidirxg. If rrt, < additic al leads nest be acxnsideted on < nal--r"'j- ats bearing ee. May use adequate sta�ules or gable bloc]cs. Cable studs tray lateral braraiYj. See T1ltswals sig' e braciir� deta>1(s) . Lateral 1tri lu>r with the ad. have rrt been mrisidered unless noted otherwise. These leads arrl their aaaiectirns are the 3-1-0 0-0-4 ty of the baildirg designer 2-1-12 2-1-12 Truss ID: �spec ADBIfIPI - 1995 ICId I3 'IIS QW-1IE RE= CP Mi=PLE = OYSES. BFARIM Fa=0q SM sho si are lased aCY on the truss nattwial at each bearirg. s7e7t brac3rg is (by others) to preverit r1-19irn/10. irtg See EM -91 aryl I/`I'PL 1-1995; 10_.3 4.5 aryl 10.3.4.6. PLATIM BASED CN C>idIIQ LLMEER VAIIES. "Attachtcp d>�:d (if Shari) with 2-4 plates (2x4) caY' 3-6 plater (2u6) at 24" o.c. M-Alied rctatec, in ad3itian to the heel sho ai. The seoa7daty tcp chord tray be for aitlonhErs as needed. DD IAP N= Wim SUM BY (***) . 3-13-1_ 4 3-1-4 i 2-1-12 5-3-9: 8-4-4 10-6-0 1 Z-3-0 13 5-3-0 4 5 t _7 0�0 1 •tune truss is clesigg3d using the LBC -97 tide. Bld,3 & closed - Yee Tnms Ix catirn - Not End Zrne aeric are/Ooeen t•;m -No B Blclj tl� 80.00 ft, BictJjckh = 40.00 ft � Mean roof heir - 21.n ft, nph 75 L>EI StarardDead Lc ad = 22.0 psf ---------LCYA #�MSI(N ICAM ----------- Dir L.Plf L.Plf L.Lcc R.Plf R.Lcc LifII, IC Vert 112.00 0- 0- 0 156.00 5- 3- 0 .29 TC Vert 156.00 5- 3- 0 112.00 10- 6- 0 .48 BC Vert 20.00 0- 0- 0 20.00 10- 6- 0 .00 3-L HIP 0-0-4 9 �' Z ? 12 1.12 ' 6-26-2 8 21-12 8/14/2001 TYPIC NULA5 : 1,7--5,3 2-1-12 8-4-4 10-6-0 Truswal Systeme Plates are 20 ga. unless shown by "18''(18 ga.), Scalet 13/32" 1' 0 "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Plates and false frame plates are positioned as shown above. 4' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 40.7 WT: 64 # WO: DIPPLE9 � This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: Ctletomer Nava t in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Ds t #LC . 20 DA B LF A �"�(�� verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this gnr L /� `��� design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.00 pef DurFaee L-1.25 P-1.15 " braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. LLC Bracing shown is for lateral support of components members only to reduce buckl' len th. This component shall not be laced in an environment that TC Dead 12.00 psf Rep Mbr Bad 1.00 r l 8• PP P Y B g P P Y +� will cause the moisture content of the wood to exceed 19% and/or cause cotuucto late corrosion. Fabricate, handle, install and brace this tntss in BC Live .00 pef O.C.Spacing 2- 0- 0 TRUSWAL SYSt'ENI accordance with the following standards: 'JOINT DETAILS', by Tntswal, 'ANS PI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4445 NotSh lk Dr.. Cillo Sprigs. CO 50907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLA CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf Design Ipso UBC -97, SUMMARY SHEET' by TPI. The Tntss Plate Institute (TPI) is looted at 583 Etpnoffio Drive, Madison, Wisconsin 53719. The American Forest and Leff Ratio: IV360 TC: L4/4b0 Tg5. 0 Version T6.2 . 6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38:00 psf Job Name: DIPPLE9 1W, X -LCC REACT SIZE IEQ'D 1 0- 1-12 3155 3.50 3.37" 2 10- 4- 4 3155 3.50" 3.37" TC I= AXE, END CSI 1-2 -4293 .17 .23 .40 2-3 -3113 .07 .08 .16 3-4 -3113 .07 .08 .16 4-5' -4293 .17 .23 .40 LC ICRC£ AXI, END CSI 6-7 3691 .48 .46 .94 7-8 3642 .47 .25 .72 8-9 3642 .47 .25 .72 9-10 3691 .48 .46 .94 VM I= CSI WEB FLRCE GSI 2-7 1245 .51 4-8 -1235 .20 2-8 -1235 .20 4-9 1245 .51 3-8 2927 .38 MAX EEFT rITCN (sin) ' Lt/999 IN MEM 7-8 (LIVE) IF -.04" D= -.06" T�= -.10" _- Joint Lccatirns = 1 0- 0- 0 6 0- 0- 0 2 3-0-0 7 3-0-0 3 5- 3- 0 8 5- 3- 0 4 7- 6- 0 9 7- 6- 0 5 10- 6- 0 10 10- 6- 0 TC 2x4 DFL #1 & Btr. EC 2x6 rFL #2 WEB 2x4 DFL SU*URD 2x4 LFL #1 & Btr. 8-3 Limber shear allo,.ebles are per DES -97. Loaded for 10 PSF nrn-cmairrent BOLL. PLATIN BASED CN G EE:Q LLME R VA=. 3-5-1 3-' D-4-5 Truss ID: KI Qty: plating spec • AISI/IPI - 1995 mw IIN IS ME aNFWrIE 17E= OF M]LTTPLE IJ7D a%SE.S. EE*,LN.� FZE=hI44 M sho m are based ONLY on the truss ttaterial at earn hemary. ELATE VALLES PER ICBO FSI RE6i #1607. FernattErt btacirjg is req.(by others) to rp event rctatirn/tcppl See HIB -91 and PISI/`PPI 1-1995; 10.3.4.5 and 10.3.4.6. I Drwg: LOU l ZZ 6U l is -us this truss is aesigned using the LBC -97 Code. Bldg Ehaosed - Yee Truss Lenora - Nct Etrl Zornt R=-icar7e/Qoaa1 Line Bldg L�r�th Widt 80.00 ft, B1a3 h � ' 00 ft Mean roof height - 21.71 ft, nph m 75 LBC StartedO=1c yy`Dead Ilad 22.0 pef ----- ----100 C ##1IFSIGN I06M ---------------- Dir L.Plf L.Iac R.Plf R.Inc LEM, TC Vat 56.00 0- 0- 0 56.00 10- 6- 0 .57 BC Vert 545.00 0- 0- 0 545.00 10- 6- 0 .41 3-0-0 2-3-0 2-3-0 3-0-0 3-0-0 5-3-0: 7-6-0 10-6-0 5-3-0 , 5-3-0 t 1 2 3 4 5 7.00 _7 00� Z If 6 7 8 9 10 3-0-0 , 2-3- 2-3-0 � 0-0 3-0-0 5-3-0 7-6-0 10-6-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H11(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled elates and false frame elates are nositioned as shown above. 3-5-1 ' S1 lip P�0 PROFESS/o 7 � Z 104-5 _j 1ya �� mIr 2 0 �J Cet Iep;�l,: 8/14/2001 Scales 15/32" 1' ray WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 32.0 WT: 51 # WO: DIPPLE9 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done CEk; Customer Name: Q A L� u'wWr,%_� M 1` ' � LLC i 'fRU.�AL SYS�EMS 4445 Nortbpark,Di., Colo Springs. CO 80907 lb Tp5. 0 Version T6.2 . 6 in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector late corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT -DETAILS', by Tfuswal, 'ANS PI 1', 'WTCA 1' . Wood Truss Council of America Standard Design Responsibilities, 'HANDLING IgSTALLING AND BRACING METAL PL.Af CONNECTED WOOD TRUSSES' - (HIB -91) and '14IB-91 SUMMARY SHEET' by TPI. TI)p Truss PLite Institute (TPI) is located at 583 DI.Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Assoccition (AFPA) is locoed at 1111 19th Street, NW, Ste 800, WashingtM, DC 20036. Ds : #LC . 10 DA TC Live 16.00 psf TC Dead 12.00 pef BC Live .00 pef BC Dead 10.00 pef TOTAL 38.00 pef DurFaes L.1.25 P-1.15 Rep Mbr EAd 1.00 BAA O.C.Spaeing 2- 0- 0 Design �_e VBC-97 Dan Ratio: L,/360 QC: Lt/480 lob Name: DIPPLE9 Truss ID: L Qty: 1 . Drwg: 38 --= Joint Lczations 1 0- 0- 0 10 0- 0- 0 2 1- 0- 0 11 1- 0- 0 3 2- 4- 0 12 2- 4- 0 4 3- 8- 0 13 3- 8- 0 5 5- 0- 0 14 5- 0- 0 6 6- 4- 0 15 6- 4- 0 7 7- 8- 0 16 7- 8- 0 8 9- 0- 0 17 9- 0- 0 9 10- 0- 0 18 10- 0- 0 'rymck'L 2.1574 Mr, ! t IC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. CIL ELK 2x4 DFL STS PIAM VALM PFR IMO MSR FW= #1607. loaded for 10 PSF rrn-cxr-jan:rert BCTL. <It is assured that one fare of this truss < is sheartied with pl CSB, wood b < sidism or sidinoard g. If not, < adiiticrral loads trust be ccmidered on < rr-n-o=± xsucus bearing gables. MMaayy use adequate stiles cr gable blo=ks. Cable studs tray lateral braran3. See TntsMals studs bzacirg detarl(a) . Lateral 1 in line with the chords have rrt been ocmidered unless rated otherwise. There loads aryl their =iectiorrs are the resp—lbility of the bailding designer. 5-5-3 IO -5-3 Plat' � s��ec AtSI/TPI - 1995 II3I.S LESIIN 73 m E O'NposrIE FEgiz tom' MLILTIFLE LCAD Q%SSES. BFARII9; RE¢Jum�a 5 sho az are based aiLY M the truss material at eadi bearing. PLA= BASED IN GEEK IL= VA=- 1-0-0 2-8-0 2-8-0 i 2-8-0 1-0-0 3-8-0 6-4-0 9-0-0 5-0-0 5-0-0 rl 2 3 4 t5 6 7 8 9t F12.00 -1 OF-" OP" 10-0-0 t 10 11 12 13 14 15 16 1718 1-0_-n0 2 -Q8 -n0 2-8-n0 p2-8-0 Truswal Systems Plates' -He 20 ga.3&Las sho6h-15y "18" (198Ola. ) "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame Dlates are positioned as shown abo% mAB truss is desigmd usirr3 the it -97 0=b - Bldg �-i � =Yes 1.1:1 Lxation =Not Fled 2rne Htanic am/O--ern Line = No = B Bldg = 80.00 ft, B� W- = 40.00 ft Mean �beight - 22.72 ft, nph = 75 LBC Stan3ard 0=4oarcy, Dead Icad = 22.0 psf 6-0-15 SB IP IO -5-3 OVER CONTINUOUS SUPPORT V P. 12/311-02 OF CALI�Ci 8/14/2001 Scales 9/32" - 1' -1� ? , , , WARNING /read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is furan individual building component not truss system. It Inas been based on specifications provided by the component manufacturer and done TSF: 34.0 WT: 55 # C hk: WO: DIPPLE9 Custmtier Name r B , � 00 A R FG °JL LC in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to redact buck!' g length. This component shall not be placed in any environment that Dag" #LC - 10 DA TC Live 16.00 pef TC Dead 12.00 psf DurFaea L-1.25 P-1.15 Rep Mbr Bad 1.15 'rttUSwAL SY51'EMS 4445 Nr`rtbpark Ur., C"lo 8priags, CO 80907 will cause the moisture content of the wood to exceed 19% and/or cause connecto late corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANS PI 1', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLA CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Live 00 psf BC Dead 10.00 pef O. C.3paoing 2- 0- 0 Design peo UBC -97, TpS. 0 Version T6.2 . 6 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 nofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washingto , DC 20036. TOTAL 38:00 pef Defl Ratio: LI/360 TC: Iu/480 job Name: DIPPLE9 2.5-4 Truss ID: M1 3 Drwg: COOT 226018--M EM X -LCC FZEP= SIZE FSQ'D TC 2x4 DFL #1 & Btr. D-11-- the ze fcr lateral bracing ® 1.= Lateral bracing UPLIFT R�ICN(S)_8 lb 1 2 3 0- 1-12 6- 1-12 17-10- 4 358 3.50" 1.50" 736 3.50" 1.50" 440 3.50" 1.50" BC 2x4 LFI., #1 & Btr. FEB 2x4 LFL SE*EARD Platin Spec AMI/'I'PI - 1995 at a shaxr. systers vdaich inclvdle or x-bractisg are the ibili'ty at the building be This. is dmigned usirg the U3C-97 Com• Bldg Etlosed - Yes 2.5-4 3-4 �5y THIS EESIGN IS ME ODNECSITE IST OF desigtrr 2Ytaaal Sys ERPCE-1T rtay fctr osJtirsaa�s lateral bracing on IYues Locatirn - Net Eha 7csre TC 1-2 FCRCE -244 AXL HID CSI .00 .09 .09 AILCTIPLE 71]aD 0.�. EEAREG L PIS sha n are based CNLY used trusses sj�oed 24" CC. Alternatively, use Limicane/Q�z Line ft, Skil GYidth = 10.00 ft 2-3 3-4 -193 -376 .00 .09 .10 on the truss material at each bearug. PLA E VALSES PER ICED RESEARCiIr> #1607. scales or T-)= as shr.,n on IYtLse 21 Syst starJdard detail Cp01003160. Blog =1h 80.00 Mean rnoY height = 24.63 ft, nh - 75 -ad 4-5 -98 .00 .32 .32 .00 .32 .32 Location of ix±.ericr bearings should be - Lo3der3 for 10 PSP rna-carat. BCLL. me Stzn±krd O�cy, Dead 1,6 = 22.0 psf CNIL clearly marked ca each truss. Interior support or terpcaary shmarg mast DC MK£ AXL HID CSI PL.AMG BASED CN GREEN UME R VAIIES. be in 21aee before erecting this truss. 6-7 221 .01 .12 .14 C7 EYri ve t>.cals designed fcr axial leads a -ay. 7-8 107 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), OVER 3 SUPPORTS "H"(16 "MX"(TWMX Joint Report. Scales 5/32" - 1' Eai verticals that are exteY3ed abs^•'- or ga.), or 20 ga.), positioned per 8-9 262 .00 .23 .23 .25 Circled plates and false frame plates are positioned as shown above. below the trues profile (if mi') nrLy reqa3xe -'° WARNING Read all notes on this sheet and give a copy of it to the Erecting Contncctor. .03 .23 WT: 86 # additiaaal design cnasidaatiaa (hy others) I+IEB I= CSI WIEB I= CSI fcr lateral fcnces die to wind or seismic '� 2-7 -311 .05 4-8 185 .08 DA loads on the building. verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally 3-7 -503 .07 4-9 -368 .40 LLC by the roof or floor sheathing and the bottom chord is laterally braced by a rigid shpathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckl' length, This component shall not be placed in any environment that TC Dead 3-8 292 .12 5-9 -130 .07 will cause the moisture content of the wood to exceed 19% and/or cause connecto plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf MAX EEFTFTRTCN (span) L/999 IN MEM 8-9 (LIVE) LF -.03" D= -.04" T= -.071- ===== .07" ===== Joint Lccatims 1 0- 0- 0 6 0- 0- 0 2 3- 6-10 7 6- 3- 8 3 6- 3- 8 8 12- 1-12 4 12- 1-12 9 18- 0- 0 5 18- 0- 0 3-6-10 8-7_ 2 5-10-4 3-6-10 12-1-12 18-0-0 6-3-8 t 11-8-8 1 2 3 4 5 F-7. 00 2.5-4 3-4 9-3-1 1 9-3-1 9-10-13 S HIP �Q pROFESc/� 5-6 �, M�`s �FZ 2.5-4 3-4 �5y -3-15 17.1 2.5-4 J No 0045 � 2.5- 2.5-4 2 � 6-1-12 4 72/31/02 CNIL 18-0-0 �a OF CAL I FORK 6 7 8 9 6-318 5-104 5-10-4 2 0 8/14/2001 C7 6-3-s 121- 18- pq 0 M Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), OVER 3 SUPPORTS "H"(16 "MX"(TWMX Joint Report. Scales 5/32" - 1' ga.), or 20 ga.), positioned per Circled plates and false frame plates are positioned as shown above. -'° WARNING Read all notes on this sheet and give a copy of it to the Erecting Contncctor. TBP: 51.3 WT: 86 # w0: DIPPLE9 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done C93_k: Custmier Name t '� in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgar: #LC - 12 DA B LACI L-A,R MFG]braced verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.00 DurPaos L.1.25 P.1.15 LLC by the roof or floor sheathing and the bottom chord is laterally braced by a rigid shpathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckl' length, This component shall not be placed in any environment that TC Dead psf 12.00 psf Rep Mbr Bnd \ 1.15 will cause the moisture content of the wood to exceed 19% and/or cause connecto plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf O.C. Spacing 2- 0- 0 TRIJSWAL SYSTEMS 4445 Northpnrk Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tnnwal, 'ANS TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAIJE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf Design spec UBC -97, SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 EWnofrio Drive, Madison, Wisconsin 53719. The American Forest and ® IkiZ Ratio; L/360 -IC: 14/,480 Tp5.0 Version T6.2.6 Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38:00 psf lob Name: DIPPLE9. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Truss ID: M2 2 Drw : -040 EFS 1 X-F10C 6- 1-12 FSACT SIZE RM'D 450 3.50 1.50" TC 2x4 DFL #1 & Btr. BC 2x4 LFL #1 & Btr. Dorctes thec� for lateral b,am g ® at mead, to sham. Lateral bma LT= MMCN(S) 2 6- 1-12 450 3.50" 1.50" V B 2x4 rFL SZP1� eystett� 4iidl i1r-lu& d� or x-bracttzJ Thie� ie dee gnilad using the mC-97 �' 3 17-10- 4 462 3.50" 1.50" PlatirrJ ArSI/`PPI - 1995 THIS IkSIC�I IS TIH13 07�TwriE 1� OF are the ibiII of the building d�i���1 �g �g E92AL£-IT may be Bldg IIrlased =Yee TYUee IaC2tia1 = Not Find Zone 7L 1-2 FII2l£ 100 AXL HID GSI .01 .34 .36 I�I.B.,TI E LOAD t�S1;S. EE*UM FII2JI 4ENIS shoat are basal CIILY steed fCs caltinr»= ]sterol Jgaaim on. ttttseze 24" cc. Altaztatively, use Htrricane/Coon T T . NO B Bldg Is'�t 80.00 ft, Fi�d3 c�17 = 40600 ft 2-3 -97 .00 .34 .34 on the truss material at each bearit g. PLATE VALIFS PER ICBG =TCH M ' #1607. scabs . T -}races as shci zi ani T1 usNa1 Systems starriard detail 0001003160. Mean root hescl24.46 ft, mph • 75 IBC Standard i:c Did Fred = 22.0 psf 13C FCRCE AXI, 1210 CSI Location, of interior bearulgB shntld be TC&Aed for 10 PSF rxn-concurrent BryL. -y, 4-5 288 clearly n>3�rkel on each truss. Interior a47 Port cs tarl5mary shoring meat 5-6 294 .03 .25 .28 .03 .25 .29 ISATIN RASED CN GEN LIMEER VAI.IFS. be in place before meeting this tntss. Fitd verticals desicS=d for ataal loads only. tqEB F= CSI Vdm FCZtC£ CSI End verticals that are exte,69d above or below the truss profile (if any) may require 1-4 2-4 -131 .02 -393 2-6 -396 .43 3-6 -149 additicral design catsidezatirn Ox others) 2-5 .44 285 .08 for lateral f ones, due to wind or seismic .12 I oads on the building. MAX r•x-Etzt-mrsN (span) • L/999 IN MFM 4-5 (LIME) Lr= -.02" D= -.03" T= -.05" ____= Joint Ltrations === 1 0- 0- 0 4 0- 0- 0 2 6- 1-12 5 6- 1-12 3 12-0-0 6 12-0-0 6-1-12 5-105-104 6-1-12 12-0-0 2 3 F7. 00 9-3-1 2.5-4 T 2-3-1 2.' 0-1-12 2 C -a 9-3-1 12-0-0 6-0-0 STUB 4 5 6 6-1-�1.2f � s -lo -ate Truswal Systems Plates are 20 ga. unleeo-la�•t. by "18"( Qja.), OVER 3 SUPPORTS "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. circled nlates and false frame plates are positioned as shown above. 8/14/2001 Scale: 3/16" . 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done TBF: 41.3 WT: 68 # Cbk: WO: DIPPLE9 Custc car Name t ., in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this De s #LC . 12 9 DA TC Live 16.00 pef DurFaoe L.1.25 P.1.15 B LSU =S'AR MFG design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. be that TC Dead 12.00 psf Rep t9br Bad 1.15 Bracing shown is for lateral support of components members only to reduce buckl• g length. This component shall not placed in any environment will cause the moisture content of the wood to exceed 1996 and/or cause connecto plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 pef O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tfuswal, 'ANS TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLA E CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 of p -_ Desi �o UBC -97 SUMMARY SHEET' by TPI. Thp Truss Plate Institute (TPI) is located at 583 'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and 38.00 Defl moo: LIMP 0 M I�480 TpS.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washingto , DC 20036. TOTAL pef job Name: DIPPLE9 E4. X -LOC REbLT SIZE Fd1Q'D 1 8- 7-12 361 3.50 1.50" 2 17-10- 4 361 3.50" 1.50" TC FCYXE AXL IRZ CSI 1-2 -228 .00 .26 .26 2-3 -94 .00 .26 .26 BC FLRCE AXI, EZID CSI 4-5 -166 .00 .09 .09 5-6 176 .02 .09 .12 W01 FCRCE CSI 4EB F= CSI 1-4 -341 .08 2-6 -246 .27 1-5 249 .10 3-6 -136 .08 2-5 -58 .03 MAX EEFTECTICN (span) ' L/999 IN MEM 5-6 (LIVE) LF -.01" D= -.02" T-- -.03" ===== Joint Locatirns --=== 1 0-0-0 4 0-0-0 2 3- 7-12 5 3- 7-12 3 9- 6- 0 6 9- 6- 0 �3 .d r R`MFG L C �ITRUSWAL SYSTEMS 4445 Northpark Dr.. Colo Spriugs. CO 80907 T95.0 Version T6.2.6 TC 2x4 DFL #1 & Btr. BC 2x4 EFL #1 & Btr. 4•ffB 2x4 LFL SIS Plating Spec • ANSI/'IMI - 1995 THIS EESIGN IS 'IIS Ca4F l3rIE Fd;StII.,T OF I"LLTIPLE LMD CASES. Ez*um RE: Jm� shon are based CNLY on the truss material at each baarirrg. PLATE VALLIS PER IC220 IMRCFI �' #1607 PL� BASED CN aEW LIMBER VAUES. 9-3-1 T 3-8-9 '3-4 Truss ID: M3 Qty: ®D3rctm the roq for lateral hra, rzJ at eardr locatirn Lateral bracing systems vA ch irrlude or x -bracing. are the ibility of the building desigrrr�nshon mc. cn Le ttrectzusseel mooed 24" use soabe or fi-]aaoes a Systems standard detail 0001003160. Lsi+ded for 10 PSF nn-conanxeirt BOLL. Errs verticals designed for axial loads only. End verticals that are eDtencied above or below the truss profile (if any) may require addi.tical design oorlsideratim (by others) for lateral forces due to wind or seismic loads on the buildirV. 3-7-12 5-10-4 3-7-12 9-6-0 1 2 3 7. 00 I c_e 2.5-4 2.5-4 9-3-1 4 _Drwiz: LUUI ZZOU] -V' M3LIFr RlMCN(s) ihia hst i 3 c'�eigned uairg the MC -97 tom. Bldg Errlceed = Yee TISIac2tim =Not Erni late Fin-ricarie/ocean Lifts = No �teq�y B Hld3L� = 80.00 ft, B�d3 = 40.00 ft Mean roof height 24.46 ft, «ph 75 LBC Surd o=qo any, Dread Load = 22.0 Psf 9-6-0 t 8-6-4 STUB 4 S 6 T37-12 5-1.0��-t14 i ruswal Systems Plates are 20 ga. unIt� ll- shown by "1%-6.48 ga.), H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Plates and false frame Plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk i 'b'l'd f d' l Dimionsare to be p PROFESS/U✓ Cpq�-82 M A. 12^/d1 /r,2 NSP 36.7 WT: 59 # m accordance with the current versions of TPI and -1-A design standards. No responsr t try rs assume or tmensrona accur ensiracy. u Dagnr s #LC - 10 verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.00 p8f braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckl�g length. This component shall not be placed in any environment that TC Dead 12.00 p8f will cause the moisture content of the wood to exceed 1970 and/or cause con necto plate corrosion. Fabricate, handle, install and brace this truss inBC Live .00 p8f accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (14IB-91) and 'HIB -91 BC Dead 10.00 p8f SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 W.Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 1 TOTAL 38:00 p8f 8/14/2001 Scales 3/16" - 1' WO: DIPPLE9 Custer Name: DA DurFaos L-1.25 P-1.15 Rep Mbr Bna 1.15 O.C.Spacing 2- 0- 0 Design pec UBC -97, Dan Ratio: W36D TC: I{/480 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: M4 9 -Drwg.-CO01226018-042 EM X -LOC REACT SIZE iEQ'D TC 2x4 DFL #1 & Btr.P1=r' ��ec Amil/ 'PI - 1995 Mus uss is designed using the Ttz 1 0- 1-12 342 3.50" 1.50" DC 2x4 DEFT, #1 & Btr. THIS L N IS THE SPIE RESLW CP UC -97 Cb3e. 2 4-10- 4 190 3.50" 1.50" VEB 2x4 LFL STAiEARD MCII,TII3E ROAD GASES. Bldg Enclosed = Yes TOTAL 38:00 psf P= VAUES FER IC90 R65F TKH REIYiII' #1607. E ARIIZ REQjIRD WIS shoat are based CNLY 71'. Ia2tim = Nct &-A 7rste TC FCRM AXL HID CSI PIAZ= BASED W GZEEN UPEER VAIM. am the truss material at each z-itt�� H.trricn'te/fit Lane = 13� Dcp Ota y B ft, Width = X10.00 ft 1-2 37 .00 .20 .20 f1r1 verticals desigrai for axial lctds rnly. Bld3 80.00 Bldg E rid verticals that are extended ahm e or Mean ronf heir - 20.84 ft, nph 75 BC FCIK£ AXI, 110 CSI belo r the truss profile (if any) may require LBC Starrlard coapatry, Dead Load = 22.0 psf 3-4 47 .00 .14 .14 additirnal design cutsideratiat (by others) for lateral farceei die to wind or seismic 6,B FCRC£ CSI VM ET&2CE CSI loads m the building. 2-4 -126 .02 MX EEFL 'DCN (spate) ' L/999 INMEM 3-4 (LIVE) LF -.02" D= -.02" '1- -.04-- 04"__= === Joint Locations 1 0- 0- 0 3 0- 0- 0 2 5- 0- 0 4 5- 0- 0 5-0-0 5-0-0 1 2 4.00 2-0-0 3 4 5-0-0 —, Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.), 5-0-0 "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. p PROrce�� ` A4 /�D C345S,32 ii EXp• 1'2/31/2 \NIL 8/14/2001 Scale: 21/32" . 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 10.7 WT: 17 # WO: DIPPLE9 �'-�` This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: Cust�ter Name: U ,A�-M FG LLC i TRU4445 Northpark SY Dr.. C rt 4445 Northpark Dr., Colo Springs, CO 80907 in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to beR v°rified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buck]' length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause cones 1plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', by Truswal, 'AN /TPI 1', 'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 Dog=t #LC . 9 DA TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf BC Dead 10.00 psf DurPaee L-1.25 P.1.15 Rep Mr BEA 1.15 O. C. Spaeinq 2- 0-' 0 Design *ec UBC -97, T$5.0 Version T6.2 . 6 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38:00 psf Def] Ratio: W360 2C: 1,/60 job Name: DIPPLE9 2-5-3 Truss ID: M5 6 Drw -001 EM X -LOC REACH' SIZE REIQ'D TC 2x4 DFL #1 & Btr. p1ar;,,� ANSIlm - 1995 THIS L>CSI(14 IS UE �I� LACY C LILIFT �ZIN(S) 1 0- 1-12 2 1-10- 4 126 3.50 1.50" 65 3.50" 1.50" SC 2x4 DFL #1 & Btr. PLATE VALLES Pitt ICH RESEARCH REEtTII' #1607. M(ILTIPLE LOAD CASES. Mii. as designed using the LBC 97 Cxb• 3 1-10- 4 30 3.50" 1.50" Location of MterlCr bearings should be clearly marled on earn truss. BcARBN; raZrm 3NES7IB slronni are }used ONLY on the trimsttaterlal at each bear=y. Blc� FYrlosed =Yes 'IC F� AXL HID CSI Shun bearitz3s (if rteecled) for rraaqq a>yp�t. PLATItT BASED CN (igFIQ IIDC3FI2 VALIFS. Interims suit � tatp�-ary strsirs3 must be in place befare erecting this miss. �rtss r rrar; �, = Nrt Ehd Zcne . B Anz am/Oaeari Lane = DT° �t�y 1-2 -54 2-0 -6 .00 .03 .03 .00 .00 .00 p 80.00 ft, gic 40.00 ft ft, = 75 meat roof heir = 21.01 ttph LB C Stzndard Ocarpm'tcy, Dead Lcad =: 22.0 psf BC F{lam AXL HID CSI 3-4 56 .01 .02 .02 ST4 NAL�CP��P 4-0 0 .00 .00 .00 J" MAX L7UL=CN (Epar) - 3 4 2-0-0 8/30/2001 14/999 IN MIN 3-4 (L•IVE) "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Lr- .00" D= .00" T= .00" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done TBP: 5.3 WT: 7 # Cbk: = Joint Locations = in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgar: #LC 9 DA 1 0- 0- 0 3 0- 0- 0 TC Live 16.00 psf DurFaes L.1.25 P.1.15 LLC 2 2- 0- 0 4 2- 0- 0 R Mbr Pad 1.15 Rep shown is for lateral support of components members only to reduce buckling length. This component shall not placed any environment 2-0-0 2-0-0 1 2 1 00 2-5-3 2-5-3 30-15 Q Fp s E 3 O mEr% `•c �- • � PCZ T 3 4 SH P \�,• �'� 10-5-3 p tr No. C ,53E2 ::0 Exp. 12/31/02 *fi ST4 NAL�CP��P .0-8-0 C J" 3 4 2-0-0 8/30/2001 Truswal Systems Plates are 20 ga. unless shown by 2-P801 (3.8 ga.), OVER 3 SUPPORTS Scale: 9/16" - 1' "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Plates and false frame Plates are ositioned sh�ownabove. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done TBP: 5.3 WT: 7 # Cbk: Wo: DIPPLE9 Customer Name: r in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgar: #LC 9 DA " B SsL^i\� FG]Bracing design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.00 psf DurFaes L.1.25 P.1.15 LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. be in that TC Dead 12.00 e f P R Mbr Pad 1.15 Rep shown is for lateral support of components members only to reduce buckling length. This component shall not placed any environment will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 ps f O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs. CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf Design Spec UBC -97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl Ratio: 1,/360 'IC• 1/480 Tp5.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, -DC 20036. TOTAL 38.00 psf Job Name: DIPPLE9 ^T ... Truss ID: P 1 Drw : LUU1 Y'4YUt$/-UUL . ERG X -IOC REACT SIZE RKQ-D TC 2x4 DFL #1 & Btr. P�'�5 spec : AMItM - 1995 nne desr*yh based rn chord bracin3 applied 1 0- 1-12 1006 3.50 1.50" 2:B DFL #2 2-3 IME S D IIN IS THE t�Sr1E RESCSR' OF per the fill,o�rirrg sdtedale: 2 10-10- 4 1006 3.50" 1.50" BC 2x4 DFL #1 & Btr. nZZ= LOAD CASES. n13X O.C. frim to TRUSWAL SYSTEMS 4445 Northpark Dr., Coto Sprioga, CO 80907 WEB 2x4 DFL S1 BEARM rdajj oBENIS shcum are based CNLY TC 24.00" 2- 3-11 8- 8- 5 TC I= AXI, ISM GSI PLATE VAUES FIER ICBJ RSI RE= #1607. on the truss ttsterial at each bear3xg. 'This truss is designed using the 1-2 -1203 .01 .12 .13 Ra e be lttto avoid perrbrJ. IceAed fcr 10 PSF ter t B�CIL. ck. LBClock. 2-3 -846 .00 .59 .59 �uridsd did requires 2x4 web nutex al apt bracirrJ is re4lired (by others) to B1d1 alolosed = Yea 3-4 -1216 .01 .13 .14 at 48" o.e. neDc. dripped to the did below See HM -91 and TrusB Incatirn = Not Ehd Zrne Line I3c C�tecje:Y = B BC FCRCE and attached with 1.5-3 nun pplates or (5)-16 by I/'IPI 1-1995; 10.3 4. atYl 10.3.4.6. PLATIN EASID IN CCBEIII ISI I2 VAIIFS. Fin ricane/Ct�az = Bldg - 80.00 ft, B�cig dth = 40.00 ft AXL END CSI 5-6 824 ga. staples, cr adequate raiiirr3 typical Flat tcl? dxmd has net been designed few Meati roof h� = 22.97 ft, nph = 75 .11 .18 .29 6-7 824 .11 .15 .26 cthers each end. drzfturg snow unless noted cthawise. T.BC Stamrlaxd 22-0 �------- C #1,DEad DEIIN oadICA= ---------------- 7-8 833 .11 .17 .28 --------- Dir L.Plf L.Lcc R.Plf R.Ioc LL/'II, Dir I'M FCRCE CSI 41EB FCRCE CSI TC Vert 56.00 0- 0- 0 56.00 2- 0- 0 .57 2-6 124 3-7 145 TC Vert 140.00 2- 0- 0 176.00 5- 6- 0 .23 .04 .05 2-7 102 TC Vert 176.00 5- 6- 0 140.00 9- 0- 0 .16 .06 TC Vert 56.00 9- 0- 0 56.00 11- 0- 0 .57 MAX )ZFIF} CN ( BC Vert 30.00 0- 0- 0 30.00 11- 0- 0 .14 Type lbs X.Lcc LL/m L/999 IN MEM 6-T(LTVE) TC vert 125.0 2- 0- 0 LF -.03" D= -.04" T'= -.07" .42 TC Vert 125.0 9- 0- 0 .42 = Join 1ccaticns = 1 0- 0- 0 5 0- 0- 0 2 2- 3-11 6 2- 3- 3 3 8- 8- 5 7 8- 8- 5 4 11- 0- 0 8 11- 0- 0 2 3 4 1� 12.00 3-li 6-6-15 HIP 10-5-3 ^T ... TBF: 46.0 WT: 71 # WO: DIPPLE9 Expr12/31/02 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done ; Custcuor Name: ty r B L U SA MFG]will in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the leads utilized on this Da : #LC 10 DA 16.00 pef TC Dead 12.00 pef OQ 11-0-0 o,$R S'T�TFO �ti �C�a\P e� TRUSWAL SYSTEMS 4445 Northpark Dr., Coto Sprioga, CO 80907 cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Live . 00 e f P BC Dead 10.00 psf O.C. a 2- 0- 0 �a �4 Design Spec UBC -97 f � J SUMMARY SHEET' by TPI. The Tn= Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.. ru 5 6 7 8 M 2-3-3� 6-5� 2-3-11 2-3-3 8- 11-0-0 ��3��2�� 1 Truswal Systems Plates are 20 ga. unless shown by 1818 (18 ga.), "H"(16 ga.), or'"MX"(TWMX 20 ga.), positioned per Joint Report. scales 7/32" . 1' .' Circled Mates and false frame elates are positioned as shown above. WAKNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 46.0 WT: 71 # WO: DIPPLE9 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done ; Custcuor Name: ty r B L U SA MFG]will in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the leads utilized on this Da : #LC 10 DA 16.00 pef TC Dead 12.00 pef DurFaee L.1.25 P=1.15 Rep Mbr Bad 1.00 ® LLC design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TRUSWAL SYSTEMS 4445 Northpark Dr., Coto Sprioga, CO 80907 cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Live . 00 e f P BC Dead 10.00 psf O.C. a 2- 0- 0 �a �4 Design Spec UBC -97 TpS . 0 Version T6.2.6 SUMMARY SHEET' by TPI. The Tn= Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.. T0rm 38.00 ps f Deft Ratio: I4/360 TC: 14/480 job Name: DIPPLE9 Truss ID: P 1 4 Drw : GOV 1 ZZ6V 1 t$-V'h'f BEG X-LOC RFACT SIZE IEQ'D TC 2x4 L&L #1 & Btr. Plating s��ec A-ai"'IPI - 1995 'This trues is designed using the 1 0- 1-32 418 3.50" 1.50" BC 2x4 LFL #1 & Btr. 46 LEST L9 ME CEMP STIE RE= CP LBC-97 a-de. 2 10-10- 4 418 3.50" 1.50" lem 2x4 LFL STAID NLII,TIPLE LOAD CirSES. Bldg En-ed = Yes PLFYIE VALLES PER IBO RESEARCH RE= #1607. PEAPIM F EQ311E NIIS sho n are based aCY IYtass LxaU = ATct Did ZCM 'IC FL cM AXL END CSI Loaded fcr 10 PSF ncn-c axx=er t BCIL. on the tniss material at each beariM. Hr=c ane/Ooeaz Line =No B 1-2 -447 .00 .07 .07 PLATM BASED IN GEEN UM2ER VALIFS. Bldg = 80.00 ft Bldg a0:$h T-%.00 ft 2-3 -351 .00 .07 .07 Meen snci height = 22.97 ft, nph = 75 3-4 -351 .00 .07 .07 LBC St.-mcbxti 0=pat -y, Dead Irad = 22.0 psf 4-5 -447 .00 .07 .07 12C FCRCE AXL EM CSI 6-7 372 .03 .13 .16 7-8 372 .03 .13 .16 WEB FLRCE CSI 4IEB FCRCE CSI 2-7 -159 .04 4-7 -159 .04 3-7 274 .11 KhX Tim' CN (span) L/999 IN MEM 6-7 (LIVE) L= -.01" D= -.01" 'It- -.021- = .02"= Joir>t Lccaticns 1 0- 0- 0 5 11- 0- 0 2-1_ 010 2-7-6 2-7-6 2-10-10 2 2-10-10 6 0- 0- 0 3 5- 6- 0 7 5- 6- 0 2-10-10 5-6,.0 8-1-6 11-0-0 4 8- 1- 6 8 11- 0- 0 5-6-0 5-6-0 1 2 t3 4 5 F12.00 -1 4-4 2.5-4 X2.5-4 r 1:7R-5 5-11-3 5-11-3 DQE S;` SF IP � L. fiid Q� c9 3-4 3-4 Citi �l m IO-5-3 3-7 I0-5-3 x 2 it A. rX i1-0-0 6 7 8 5-6-((0 5-6-0 8/14/2001 Truswal Systems Plates are 20 ga. unle s6a0hown by "18"(18 ga,)11-0-0 Scale: 9/32" - 11 s "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. i/ Circled latee and false frame Plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 30.7 WT: 48 # WO: DIPPLE9 1 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Ch)c: Customer Name: in accordvnre with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be B L S� R FG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Degar: #LC . 10 DA a-. design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is Literally TC Live 16.00 pef DurFaes L•1.25 P.1.15 braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. LLC Bracingshown-is for lateral support of components members only to redure hu length. This component shrill not be laced in an environ Ment that TC Dead 12.00 pef Rep rlbr;Bnd 1.15 • PP P Y B 8 P P Y will cattle the moisture content of the wood to exceed 1970 and/or rause connectf plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf O. C.Spaoisg 2- 0- 0 'rRUS North SYSTEMS accordance with the followin standards: 'JOINT DETAILS', b Tnuswal, 'AN /TPI 1', 'WTCA F - Wood Truss Council of America Standard Design 4aJ5 Northpnrk Dr., Colo Springs, CO 50907 g Y BC Dead 10.00 of Desi �c UBC-97 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL P E CONNECTED WOOD TRUSSES' - (HIB-91) and 'HIB-91 P � SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 58 Onofrio Drive, Madison, Wisconsin 53719. The American Forest and DeQ moo: L/3(;0 HC: Lt/480 5.0 Version T6.2 . 6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washings n, DC 20036. TOTAL 38•.00 pef Job Name: DIPPLE9 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss'ID: P2 1 Drw : C001 ZZ6015-Vgs EM X -LCX: F05LT SIZE REVD 7C 2x4 IBI., #1 & Btr. Plari spec AtBI/`1FI - 1995 'iIiZS E 'IIS �1ZE RE= CP n -AB trues is desicgna acing the UC -97 Qx1e. 1 2 1-10- 4 9- 1-12 288 3.50 1.50 288 3.50" 1.50" BC 2x4 EFL #1 & Btr. FFB 2X4 I&L SPAM Lf IS MLIIII'LPLE ICX1D CPSES. Bld7 II><locecl =Yee 11= TC FCEXE AXL END CSI PLAIT, VALLES PER ICBJ REQ REEF #1607. Leaded for 10 PSF rrn-ea =xerit BQL. E&*U Rq�i7II�NI5 81- are based cNLw cn the trues ttcateeial at each bearitV- Triose . p7ct E d Zcm Hinxicam/Coem Line - I3a E� �eq�y • B 1-2 2-3 -211 -211 .00 .13 .13 .00 .13 .13 End verticals d�Ic fc� me loads rnly. aid verticals that are a rtes iecl above rn PlATRZ BASED QQ C�EQ LIMBER VAUM. Bldg I� 80.00 ft, "Ft.5Ckh = 40.00 ft Mean zart height22.97 ft, nph 75 boagxrr-y, Dead Iaad 22.0 will cause the moisture content of the wood to exceed 19% and/or cause connect plate corrosion. Fabricate, handle, install and brace this truss in BC Live . 00 of p O.C. a 2- 0- 0 �a below the truss profile (if any) tray regluire accordance with the following standards: 'JOINT DETAILS', by Tntswal, 'AN /TPI I', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL P E CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 LBC Standard = pef BC Mr -E AXL HID CSI ad3itia8l design ca�siclerstim (by otlrss) j= Den Rati�I,/360 'IC: 14/480 TpS. 0 Version T6.2.6 4-5 -192 .00 .09 .09 forfcages doe to wind seismic 5-6 192 .00 .09 .09 loads on the building. [,B KRZE CSI V B FCRtCE CSI 1-4 -256 .03 3-5 177 .06 1-5 177 .06 3-6 -256 .03 2-5 77 .03 MAX T' FIPZ!IICN (spare) L/999 IN MEM 5-6 (LIVE) L= .00" D= .00" T= -.01" ===== Joint Lncatirns �== 1 0-0-0 4 0-0-0 2 3- 9- 8 5 3- 9- 8 3 7- 7- 0 6 7- 7- 0 3-9-8 3-9-8� 3-9-$ 7-7-0 3-9-8 3-9-8 tl t2 3 112.00 -12.001 SF IP T ;_l 1 7-7-0 l 1-8-8 1-8r- 8 STUB 4 3-9-R8 5 6 � 3-9-8 STUB Truswal Systeme Plates are 20 ga. unlese9e�hown by "18"(1 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. p PROFESs�p V9� " No co m 982 M .M t�o2 8/14/2001 Scale: 9/32" - 1' IR I Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 25.3 WT: 43 # WO: DIPPLE9 y ' This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: Custcuor Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgasr t #Le - 10 DA B L verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this TC Live 16.00 pef DarFacs L.1.25 Pil.15 USAR MFG design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the'top chord is laterally LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 12.00 Rep Mbr Bad 1.15; Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that pef will cause the moisture content of the wood to exceed 19% and/or cause connect plate corrosion. Fabricate, handle, install and brace this truss in BC Live . 00 of p O.C. a 2- 0- 0 �a TRUSWAL SYSTEMS 4443 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tntswal, 'AN /TPI I', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL P E CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 pef Design c UBC -97 SUMMARY SHEET' by TPI. Th Truss Plate Institute (TPI) is located at 583 'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Den Rati�I,/360 'IC: 14/480 TpS. 0 Version T6.2.6 Paper Association (AFPA) is locatdd at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.00 pef Job Name: DIPPLE9 Truss ID: 35f - Qty: 2 Drw : C:UU1 LL6U1 t%-V3� EM X -LCC FSCF SIZE REQ'D TC 2x4 EFL #1 & Btr. At` itm - 1995 'This truss is designed using the LEC Cbde• 1 2 0- 1-12 2- 9-15 282 3.50" 1.50" 91 3.50" 1.50" BC 2x4 DFL #1 & Btr. PLATE VA= PER ICED RESF*KH REFCFtI` #1607. PIIS ICC�ii7 I3 TFC tSTRiSTIE 1 IE,T CF M]LTIPLE ICAD WSE9. -51 Bld3 Ehclosed =Yee 3 4-10- 4 46 3.50" .1.50" Iccaticn of interior bearings should be EEARIM rdTLJliO4NM sYnai are based CIZY Tzuss Lactim = Not F2r1 2Qle B clearly marked m each truss. rn the truss traterial at ead, bearing. ]imitate/b=ean Line = No E �eg�y Bld3 80.00 ft, BSd3 Wic3h = 10.00 ft TC 1-2 FLRCE 26 AXL HID CSI .00 .10 .10 Shim beams (if neacied) for rreeqq fit. PLATIL� EASm IN CRFIIQ LLM2ER W-11 S. Interior suit or tetpcaary eh=x3ic must be in plats= before erecting this latae. Nleatt �heiq� 20.51 ft, ttph 75 Dead Lead 22.0 2-0 -3 .00 .00 .00 LBC Stanjard ooaTemy, = psf BC FUX AXI, HID CSI 3-4 27 .00 .07 .07 4-0 0 .00 .00 .00 !,AX EEFLEC ICN (spat) L/999 IN PEM 3-4 (LIVE) Lr= -.01" D= -.01" T= -.02" ===== Joint Locatirns 1 0- 0- 0 3 0- 0- 0 2 5- 0- 0 4 5- 0- 0 1 2 4.00 5-0-0 5-0-0 T I 1-3-13 3-4 1-3-13 1-11-9 10-3-15 t 3HIP PROFESS� MF\�0 F 2-9-15 1 J 0. C�4ssg2 rn .m T _i ? 2-0-0 , -P. 1/0 3 4 5-0-0 5-0-0 2001 p1 Truawal Systeme Plates are 20 ga. unless shown by 1118"(18 ga.), OVER 3 SUPPORTS Scalet 23/32" 1' J "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint -Report. Circled Plates and false frame Plates are positioned as shown above. WARNING Rend all notes on this sheet and give a copy of it to the Erecting Contractor. TBFt 8.0 WTt 12 # WO: DIPPLE9 o� This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done �: Custccrer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be e /� l verified by the component manufacturer and/or building designer prior to fabrication. The building designer muxt ascertain that the loads utilized on this Dsgnr s #LC 9 DA _/fir j- design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.00 psf DurPaoe L.1.25 P-1.15 braced by the roof or floor sheath big and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. ®3 L LC Bracht shown is for Literal support of components members only to reduce buck]' len th. This tom onent shall not be laced in an environment that TC Dead 12.00 psf Rep Mbr Bnd 1.15 „ t g• PP P Y B 8 P P Y s% will cause the moisture content of the wood to exceed 19% and/or cause conn ecto late corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf O.C.Spaeing 2- 0- 0 1 Rl1SwAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANS PI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4443 Northpark Dr., Colo Springs, CO 80907 Responsibilities, 'HANDLING IgSTALLINO AND BRACING METAL PLAIF CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 psf Design 9neo UBC -97 11_ � SUMMARY SHEET' by TPI. Thf Truss Plate Institute (TPI) is located at 583 DWnofrio Drive, Madison, Wisconsin 53719. The American Forest and LE!fl Ratio: W360 ZC: L4/480 Tp5.0 Version T6.2 . 6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washingtod, DC 20036. TOTAL 38.00 psf •t ����—'"�' �.•.'�•�'f.�'+�°w,.+.3�1ry''4'�•.'.••• e« :t•...:is� '�� fot. Yr � • • • ••' • i:� �....--..%.:-.• •• Cr W O • J • W mY Z C � < ♦• �� Wes N� r<•� C ` i • C L O h Na r� _ ''< °aa gOE a_ tN —s— ' • 0a090 r • C L O h O m n ''< °aa a_ tN —s— ' • r • C L K. °u Q I� K. .� i' J ,:� r* GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVE., CHICO CA 95926 (916) 894-5719 Structural Calculations For: LOAD SUMMARY Wind Analvsis Normal force method, exposure B, 75 mph wind speed P=CeCgQs WALLS P=.62*1.3*14.5*1.0=.0117 ksf@ 15 ft. P =.67 * 1.3 * 14.5 * 1.0=.0126 ksf' @ 20' ft. P =.72 * 1.3 * 14.5 * 1.0 = .0136 ksf @ 25 ft. P =36 * 1.3 * 14.5 * 1.0 = .0143 ksf @ 30 ft. ROOFS 2:12 TO LESS THAN 9:12 P =.62 * 1.0 * 14.5 * 1.0 =.009 ksf. @ 15 ft. P=.67* 1.0* 14.5* 1.0=.010 ksf @ 20 ft. P =.72 * 1.0 * 14.5 * 1.0 = .O 1 1 ksf. @ 25 ft. P=.76*1.0*14.5*1.0=.011 ksf @ 30 ft. - ROOFS 9:12 TO 12:12 P=.62*1.1*14.5*1.0=.010 ksf @15 ft..• P=.-67* 1.1 * 14.5* 1.0 = .O 11 kst @ 20 ft: P=.72*LI*14.5*1.0=.012 ksf @25 ft.. P=.76* 1.1 * 14.5* 1.0=.012 kst @ 30 ft. Seismic Analysis Static Method V = 2.5 Ca (w) = 2.5 * .36 = .1636 (w) @ plywd. shear walls R 5.5 V = 2.5 Ca (w)', = 2.5 * .36 = .20 (w) @ plaster and gyp. bd. shear walls R 4.5 Gravity Loads ROOF LOADS: 10 psf dead load + 16 psf live load = 26 psf total load FLOOR LOADS: 10 psf dead load + 40 psf. live load = 50 psf total load WALL LOADS: 12 psf @ 3 -coat plaster exterior walls; 8 psf @ interior walls; 10 psf @ exterior walls'with 1 -coat stucco or siding 97 � r� WWin IS W xxi N moo ..r a^a A N H r 7-3 t � r� WWin IS W xxi N moo ..r a^a A N H 7-3 t 1 ?I o I q► ,. Z. I.% :. t, :. ?, . _. 1 7-3 t 1 ?I o I q► ,. Z. I.% :. t, :. ?, . _. rn % , 9 •� � , O � r 1. . Cz, 4!�7,,3'q t J It LT = °v CIN - _ Ti �1 :moi• � � _ __ � � ... - -. - # ' �. -, .a..r { t : t f. - S' _ -� t, .4 O. S: `"� . _ ..:t�.t _2 '�'.;i.".,:i-1�?-�•�•-—..n _ a 'ice.......-:"':..... - . ' ' S. C �i.....s-. _ 4. st• �T mid �' a ..._t.y i- S�� } _�j — _ i'-� �, _ ._ _rte y-, -�' #'.i Lim s.,f+. r �..� ..C!_�I.�-:.� .i.?:.fi i '�� i"r�'►+rfi•��-� -•. �-� :I�• 'C."i !'• �- i l �-' y^. -•�- ;•<:�_ w ��"". amono 22-141 22-142 50 SHEETS 100 SHEETS - 22-144 200 SHEETS It LT = °v CIN - _ Ti �1 :moi• � � _ __ � � ... - -. - # ' �. -, .a..r { t : t f. - S' _ -� t, .4 O. S: `"� . _ ..:t�.t _2 '�'.;i.".,:i-1�?-�•�•-—..n _ a 'ice.......-:"':..... - . ' ' S. C �i.....s-. _ 4. st• �T mid �' a ..._t.y i- S�� } _�j — _ i'-� �, _ ._ _rte y-, -�' #'.i Lim s.,f+. r �..� ..C!_�I.�-:.� .i.?:.fi i '�� i"r�'►+rfi•��-� -•. �-� :I�• 'C."i !'• �- i l �-' y^. -•�- ;•<:�_ w ��"". ' H W � H W W W N N N coo N e C, NNCI CI N M ' ,,� ;:(�1 (i.. �. { �• _ 1�. , . a .� , i «z � P i •r �4 -{�-•r ,� i-�-'f+- � +��: }f t •-} r �-•+' } �` 1 r+•G�.• ,' �.0� .,� �y% � 1 tC = C i� s r i � t t_tr �Y ..� �. ?j . .. fir. `� �- . ;•'J � �S (i � • • ;. � �.�` _, � �'�:.�.'-,.I a,--, .1,,. ' _+�- .,,�.. •1.! V tai ��f r , �w�L O'"�• .._. .(y�i�! i� [ ' �'; "f'"'v/'.j'1"'^ l (/" ' 1 r r �. tyef wl. r:�•�i•eet,V' 9 ..._ I/ .:i !,'• •I`i , 11t � �'1•• z M 416, •} _ � •4 ! • 'r Mme, •/'•�/ I / r •� . �. 1. �.. t .1. :f.'r ,� -x ...it 74 n 1) If - i � "r' } , • �"•of ` ra I .. .� `..R •».. ;� F( -s 7 iii i•t� •: .�..,_ .• '-i..ti, =If.. f. �..r, � r-. ,. LUW� LU W W W W xxx VI IA N coo Y1 OO - N N C H 44C4r I Combination Roof and floor Beamf 97 Uniform Building Code (91 NDS)1 Ver: 5.03 Bv: Gregory Peitz, Gregory A: Peitz Architect on: 08-21-2001 : 10:26:29 AM Proiect: DIPPLE - Location: GARAGE DOOR Summary: 5.125 IN x 13.5 IN x 16.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 38.4% Controlling Factor: Moment of Inertia / Depth Required 12.11 In Deflections: Dead Load: DLD= 0.23 IN Live Load: LLD= 0.36 IN = U548 Total Load: TLD= 0.60 IN = U332 Reactions (Each End): Live. ood: Dea ''Coad: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Camber Reqd.: Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor: Non -Snow Live Load: Roof Loaded Area: Live Load Method: Roof Loading: Roof Live Load -Side One: Roof Dead'Load-Side One: Roof Tributary Width -Side One: Roof Live Load -Side Two: Roof Dead Load -Side Two: Roof Tributary Width -Side Two: Roof Duration Factor: Floor Loading: Floor Live Load -Side One: Floor Dead Load -Side One: Floor Tributary Width -Side One: Floor Live Load -Side Two: Floor Dead Load -Side Two: Floor Tributary Width -Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load:. . Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: 241744- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adiustment Factors: Cd=1.25 CI=1.00 FV: Adiustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 8.25 ft from left support Critical moment created by combining all'dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. ComparisonsWith Required Sections: Section Modulus (Moment): Area (Shear): Moment of. Inertia (Deflection): LL-Rxn= 3383 LB DL-Rxn= 2195 LB TL-Rxn= .13:'5578 " LB BL= 1.67 IN C= 0.35 IN L= 16.5 FT Lu= 2.0 FT U 360 U 240 CAF= 1.5 X DLD RLA= 217.3 SF Method = One RLL1= 12.0 PSF RDL1= 10.0 PSF RTW1= 12.5 FT RLL2= 12.0 PSF RDL2= 10.0 PSF RTW2= 0.67 FT Cd -roof= 1.25 FLL1= 40.0 PSF FDL1= 10.0 PSF •FTW1= 6.3 FT FLL2= 40.0 PSF FDL2= 10.0 PSF FTW2= .... 0.0 FT Cd -floor- 1.00 WALL= 0 PLF wL-rodf= 158 PLF wD-roof= 186 PLF WL -floor= 252 PLF wD-floor= 63 PLF BSW= 17 PLF wL= 410 PLF WD=, ._: 249 PLF wT= 676 PLF wT-cont= 676 PLF Fb= 2400 PSI Fv= 190 PSI Ex= 1800000 PSI Ev= 1600000 PSI Fc perp= 650 PSI Fb_cpr- 1200 PSI Fb'= 2989 PSI FV= 238. PSI M= 23009 FT -LB V= 5578 LB Sreq= 92.4 IN3 S= 155.6 IN3 Areq= 35.3 IN2 A= 69.1 IN2 Ireq= 759.2 AN4 = ... /B�•7 1 wt Multi -Loaded Beamf 97 Uniform Building Code (91 NDS)1 Ver: 5.03 By: Gregory Peitz, Gregory A. Peitz Architect on: 08-21-2001 : 10:41:26 AM Project: DIPPLE - Location: REAR PATIO COVER Summary: 5.5 IN x 11.5 IN x 19.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 53.1%' Controlling Factor: Section Modulus / Depth Required 9.29 In Center Span Deflections: Dead Load: DLD-Center= 0.19 IN Live Load: LLD -Center= 0.24 IN = U968 Total Load• TLD -Center= 0.42 IN= U539 Center Span Left End Reactions (Support A): PL1-2= Dead Load: Live Load: LL-Rxn-A= 532 Dead Load: DL-Rxn-A= 479 Total Load: TL-Rxn-A= 1011 Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.29 Center Span Right End Reactions (Support B): Adjusted Properties Live Load: LL-Rxn-B= 532 Dead Load: DL-Rxn-B= 479 Total Load:, TL-Rxn-B= 1011 Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.29 Beam Critical moment created by combining all dead loads and live .Data: Center Span Length: L2= 19.0 Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 19.0 Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Tgtal_ Load: Point Load 1 wL-2= wD-2= BSW= wT-2= Live Load: PL1-2= Dead Load: PD1 -2= Location (From left end of span): X1-2= Properties For: #1- Douglas Fir -Larch LB Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 Cf=1.00 FV: Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 9.5 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Moment of Inertia (Deflection): S= Areq= A= Ireq= 1= 0 0 15 15 1064 665 9.5 1350 85 1600000 625 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB 413 FT PSI PSI PSI PSI 1350 PSI 85 PSI 8906 FT -LB 1011 LB 79.2 IN3 121.2 IN3 17.9 IN2 63.2 IN2 310.5 IN4 " 697.0 IN4 V ign sistance Monte Call - 193 Camellia (570) 611-4132 Office Truss Take -off Design & Sales Dr - Paradise, CA 95969 (530) 811-4732 FAX TRUSS ENGINEERING SUBMITTALS Dipple Residence Western Wood Fabricators (916) 991-4400 Truswal Systems (800) 332-4045 �&15ea Tr�� a. 02- 0 M 0 c- o 0 v W DESIGNED BY: JOB DESCRIPTION: JOB LOCATION: m m v Z m o JIM RIPPLE LOT 9 DURHAM 0 to Job'Name: DIPPLE9 Truss ID: A Drwg: TC 2x4 DFL #1 Plati' j spec ANSI/TPI - 1995 This truss is designed using the BC 2x4 DFL #1 " all, BLK 2x4 DFL SD*UM TILLS D SICXI IS UE 034)OSPIE REST OF nxTIPLB LOAD CASES. UBC -97 007e. Bldg Enclosed = Yes PLATE VALUES PER ICBG RFSMRCH REP' #1607. BE IRIN,' RIIIJIRII�TIS shcvm are bastacl QII Truss Location = Dbt. End Y[8te Loaded far 10 PSF rrat-Gcaxtn-r>�t B(3 L. <It is assured that one face of this truss on the truss tmterial at aac3i bearing. PLATIM B�SID CN ($2F�D7 IiltIDFIt VALUES. Hurricane/Ocean Lim = No Exp Category = B Bldg Leh = 80.00 ft, Hidg Width = 40.00 ft < is sheathed with cal OSB, w:cd board hardb�i g. 3700 Riego Road, Elverta, CA 95626 Mean roof herd 23.47 ft, nph = 75 boa> Dead Laid 22.0 < siding or s'�' If rot, SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper UBC Standard cy, = psf < additional 1r-0 trust be cionsidered on < non-03ttinuous eS. may blacks. use adequate staples gable (able studs tttay lateral ksacirrj. See TrusVals gable bracing t9etarl(s) . Lateral in line with the drnds have not been asusidert3i unless noted otherwise. These loads and their conutections are the ,vary nihility of the building designer. C—y in 10-5-3 v a 6-6-0 6-6-0 12 00 I -A _12.00 7-6-15 SH IP 10-5-3 00— 0-I" 13-0-0 L Pe. S LA 201Sage Truswal Connectors unless preceded by 1118" for 18 gauge or ,H„ for 16 gauge. OVER OaqrDLUZ SUP= = Joint Locations 1 0- 0- 0 12 0- 0- 0 2 1- 7- 4 13 1- 7- 4 3 2-11- 4 14 2-11- 4 4 4- 3- 4 15 4- 3- 4 5 5- 7- 4 16 5- 7- 4 6 6- 6- 0 17 7- 4-12 7 7- 4-12 18 8- 5-12 8 8- 8-12 19 10- 0-12 9 10- 0-12 20 11- 4-12 10 11- 4-12 21 13- 0- 0 11 13- 0- 0 Truss ID: A Eng. Job: .EJ. Job#: J1678 Chk: CM Dsgnr: CM Date: 12/18/2001 TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 12.00 psf Rep Mbr Bnd 1.15 BC Live .00 psf O.C.Spacing 2- 0- 0 SC Dead 10.00 psf Design Spec UBC -97 TOTAL 38.00 psf jSegn T6.2.5 - 6599 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In ® accordance wltlt the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will rause the moisture ® Fabricators content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington, DC 20036. = Joint Locations 1 0- 0- 0 12 0- 0- 0 2 1- 7- 4 13 1- 7- 4 3 2-11- 4 14 2-11- 4 4 4- 3- 4 15 4- 3- 4 5 5- 7- 4 16 5- 7- 4 6 6- 6- 0 17 7- 4-12 7 7- 4-12 18 8- 5-12 8 8- 8-12 19 10- 0-12 9 10- 0-12 20 11- 4-12 10 11- 4-12 21 13- 0- 0 11 13- 0- 0 Truss ID: A Eng. Job: .EJ. Job#: J1678 Chk: CM Dsgnr: CM Date: 12/18/2001 TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 12.00 psf Rep Mbr Bnd 1.15 BC Live .00 psf O.C.Spacing 2- 0- 0 SC Dead 10.00 psf Design Spec UBC -97 TOTAL 38.00 psf jSegn T6.2.5 - 6599 job -Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: Al Drwg: BFB., 1 X -LDC 0- 1-12 PZ`iCT SIZE RB?'D 545 3.50" 1.50" TC 2x4 DFL #1 Plating sic • ANSI/TPI - 1995 E%RIZG 4IAL REAMCN(S) Dsgnr: CM Date: 12/18/2001 TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf BC 2x4 DFL #1 THIS DESIC�I IS MME SIE RESULT OF support 1 324 lb 2 1 A-10- 4 545 3.50" 1.50" WEB 2x4 DFL S�F� nJLTIPLE LOAD CASES. �o� t 2 -324 lb TOTAL 38.00 psf Seqn T6.2 . 5 - 6600 PLATE VALUES PER ICEC) RFSEAR M= #1607. HK)R= RBUTLRFvM S shoal are based CNLI This s is designed using the TC FORCE AXL EM CSI Loaded for 10 PSF nal -o xicUrmnt BOLL. on. the truss naterial at each bearing. UBC -97 Cbde. 1-2 -537 .00 .12 .12 PLA= HOSED (N GZEQV UMBER VALUES. Bldg Enclosed = Yes 2-3 -420 .00 .12 .12 Truss Location = Not End Zone 3-4 -420 .00 .12 .12 Hm:ricane/Ocean Line = No Category = B 4-5 -537 .00 .12 .12 LB�gt� 40.00 ft Bldg 80.00 ft, H g Width = BC FUZCE AXL END CSI Meant roof heigtt 23.47 ft, Rph = 75 Ustandard �y, Dead Load = 22.0 BC 6-7 445 .04 .24 .28 psf 7-8 445 .04 .24 .28 AEEI FORCE CSI WEB FCRCE CSI 2-7 -190 .07 4-7 -190 .07 3-7 345 .14 2t 1p� s 6-11-3 j - c 10-5-3 1 z 13-0-0 20 auge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. law MAX DEFLE t'rCN (span) • L/999 IN MEM 7-8 (LIVE) L- -.02" D= -.02" T= -.04' = Joint Locations ations 1 0- 0- 0 5 13- 0- 0 6-6-0 6-6-0 2 3- 4-10 6 0- 0- 0 3 6- 6- 0 7 6- 6- 0 4 9-7-6 8 13-0-0 _12 l00 1 C A 7-6-15 SH 10-5-3 Truss ID: Al WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are lobe verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: CM Date: 12/18/2001 TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf DurFacs L=1.25 P=1.15 Rep Mr Bnd 1.15 O.C. Spacing 2- 0- 0 Western Wood ® Fabricators this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following 3700 Riego Road, Elverta, CA 95626 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMErAL PLATE CONNECTED WOOD TRUSSES' - (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington. DC 20036. TOTAL 38.00 psf Seqn T6.2 . 5 - 6600 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A2 Drwg: BRG X -LOC REACT SIZE RD2'D TC 2x4 DFL #1 Plaingt• PNSI/TPI - 1995 F$ MMAL REACPICN(S) 1 0- 1-12 534 3.50" 1.50" BC 2x4 DFL #1 THIS DESICiQ IS THE 014FOS IE RESULT OF support 1 318 lb 2 12- 7- 0 484 3.50" 1.50" WEB 2x4 DFL SD*I AM nMTIPIE LOAD C4SES,� 2 318 lb this design meet or exceed the loading imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators W= 2x4 DFL #1 BEMUM RB2YnZEvENIS sham are based CNLY Thiss st us is designed using the - IC F= AXL END CSI PLATE VAUIES PER ICB3 RESUTCH REP' #1607. cat the truss Rateriad, at ea bearing. UC -97 Code. 1-2 -519 .00 .12 .12 PLA= BASED CN GZEEN LUMBER VALUES. Loaded for 10 PSF nm -am cUrrent BCLL. aicig Rmlosed = Yes 2-3 -403 .00 .12 .12 Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. Truss Location = Not End 7ca1e 3-4 -397 .00 .10 .10 HtAricane/Coeart Line = Tb Category = B 4-5 -503 .00 .12 .12 Bldg Lith = 80.00 ft, Hid9 Width = 40.00 ft BC F= AXL BND CSI Meat roof beigqbhtt23.47 ft, nph = 75 UBC Standard Ztoat�y, Dead Load = 22.0 psf 6-7 430 .04 .22 .26 7-8 ' 427 .03 .22 .26 WEB FMM CSI WEB FaRM CSI 2-7 -191 .07 4-7 -174 .06 3-7 320 .13 a'w'' 114N) 6-6-0 6-2-12 1�2 00 z Q-A -12.00 7-6-15 SH IP R3 -JO -8-7 l V °-- 70� 12.8-12 SIR.����yy�f,,rr,,e,,,, 00-3- 1 p a Zuge Truswal Connectors unless preceded by 18" for 18 gauge or H" for 16 gauge. STUB MSX DEFLFI.TICN (span) L/999 IN MEM 6-7 (LIVE) L- -.02" D= -.03" T= - Joint Locations 1 0- 0- 0 5 12- 8-12 2 3- 4-10 6 0- 0- 0 3 6- 6- 0 7 6- 6- 0 4 9- 7- 6 8 12- 8-12 1 CUSS w: A2 "o, WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component It has been based on specifications provided by the component manufacturer and done In Chk: CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dt3gnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFaes L=1.25 P=1.15 Western Wood this design meet or exceed the loading imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.15 O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal,'9UALI Y CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf 10.00 Design Spec UBC -97 3700 Riego Road, Eiverta, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead psf SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The Amerlmn Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. TOTAL 38.00 psf jSeqn T6.2.5 - 6601 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A3A Drwg: EIRGI 1 X -LOC RFPLT SIZE REJ)'D 0- 1-12 534 3.50" TC 2X4 DFL #1Platq spec ANSI/TPI - 1995 'II�IIS F)L32I7Cgm RFPL cws) lb 2 1.50" 127 7- 0 484 3.50" 1.50" BC 2x4 DFL #1 VIM 2X4 DFL SUMARD D) C37 IS m 01vTOSTIE RE:S= OF MILTIPLB Lcm CAaSES.2 Support 1 318 - 318 lb TC Live 16.00 psf - WED2E 2X4 DFL #1 MRDU REIXIR2v1ENM shoat axe based CNLY lids truss is designed using the TC FCRCE AXL END CSI PLATE VAU ES PER IC80 RESEARCH R= #1607. on the truss ttaterial at eadi bearirx3. UBC -97 0:)de. 1-2 -519 .00 .12 .12 PLATIIW. HOSED IN GREEN MEER VALLIES. Toaaded for 10 PSF rXn-CMo=erIt BOLL. Bldg F7rlosed = Yes 2-3 -403 .00 .12 .12 (9ST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY psf Truss Location = Not Ehd 7cne 3-4 -397 .00 .10 .10 Hurricane/Ocean Line = No C�tegary = B 4-5 -503 .00 .12 .12 Seqn T6 . 2 . 5 - 6602 Bldg length - 880.00 ft, B�d3 .dth = 40.00 ft Mem 75 BC FCY� AM HO CSI U13C Statmdard��Zgatxyea.73 d , DLoaadd = 22.0 psf 6-7 430 .04 .22 .26 7-8 427 .03 .22 .26 4gB FME CSI VM FCRCE CSI 2-7 -191 .07 4-7 -174 .06 3-7 320 .13 7-5-10 Q. 10-5-3 r 7-0-7 1 5-8-5 8-1-6 SH IP 83- 0-8-7 �, o-s� 1` � 12-8-12 00-3� 1 plate�re g gaZ(e Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gaugeSTUB W KV DEFLEIMCN (span) L/999 IN MEM 6-7 ( Lr= -.02" D= -.03" T= - = Saint Locations 1 0- 0- 0 5 12- 8-12 2 3- 4-10 6 0- 0- 0 3 6-6-0 7 6-6-0 4 9- 7- 6 8 12- 8-12 R F2c\ GOF 2F .1336 9 6130103 „� CIV�� Off/ a F G Truss ID: A3A WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component It has been based on specifications provided by the component manufacturer and done In Cbk: CM ® accordance with the current versions ofTP1 and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CK Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFaes L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral to buckling length. This be In that will the TC Dead 12.00 psf Rep Mbr Bnd 1.15 ® Fabricators support of components members only reduce component shall not placed any environment cause moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss In accordance with the following BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL'. by Truswal. *QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Dead 10.00 Design Spec UBC -97 3700 Riego Road, Elverta, CA 95626 (9ST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY psf SHEEP" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper Assoclation (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington. DC 20036. ITOTAL 38.00 psf Seqn T6 . 2 . 5 - 6602 Job Name: DIPPLE9 Truss ID: A3B Drwg: BRG X -LOC REPLT SIZE REI 'D TC 2x4 DFL #1 Plating spec • ANSI/TPI - 1995 M U NPAL RFP=CN(S) 1 0- 1-12 534 3.50" 1.50" BC 2x4 DFL #1 THIS DFSTC�1 7S THE SPIE RESLII,T OF Support 1 318 lb 2 12- 7- 0 484 3.50" 1.50" VEB 2x4 DFL MMARD MIIHTPLE ICCASES. stl� 2 318 l - VED2x4 DFL #1 CB BEARM Rq�JIRII E TIS shorn are based CNCS L This is designed using the TC FCRCE AXL RM CSI PLATE VALUES PER ICBG RESEARCH RE= #1607. On. the truss tlaterial at each hearing. UBC -97 Bode. 1-2 -519 .00 .12 .12 PLA= BASED CN GREEN LUvM R VALUES. Toaded for 10 PSF ncri-grant PITT - Bldg E]x1ae1 = Yes 2-3 -403 .00 .12 .12 Truss Location = Not End 7ca�e 3-4 -397 .00 .10 .10 HuxriCane/(bean L,irw = Db Categcny = 8 4-5 -503 .00 .12 .12 Bldg Lth 80.00 ft, BldgFfidtI = 40.00 ft � BC FCAXL BND CSI Msm rcof lei 24.23 ft, aph = 75 UBC Standard �y, Dead Inad = 22.0 psf 6-7 430 .04 .22 .26 7-8 427 .03 .22 .26 VES FCRCE CST YgB ECRCE CSI 2-7 -191 .07 4-7 -174 .06 3-7 320 .13 pl 8-5-7 I0-5-3 3 MAX DEFLFLTICN (Span) : L/999 IN MEM 6 -'TT (( I= -.02" D= -.03" T= - = Joint Locations = 1 0- 0- 0 5 12- 8-12 8-04 4-8-8 2 3- 4-10 6 0- 0- 0 3 6- 6- 0 7 6- 6- 0 4 9- 7- 6 8 12- 8-12 r12 00 _12 00 1 9-1-3 SH EP 83- 0-8-7 12-8-12 0-3r 4 Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 ga>f§W.� WARNING Read all notes on this sheet and give a copy o/ it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor WesternWood sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture ® Fabricators content of the wood exceed 19% and/or cause connector plate corrasion. Fabricate. handle, Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal. 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -9l SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200. Washington, DC 20036. Truss ID: A3B Eng. Job: W. Job#: J1678 Chk: CM Dsgnr: CM Date: 12/18/2001 TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 12.00 psf Rep Mbr Bnd 1.15 BC Live .00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 38.00 psf Seqn T6.2.5 - 6603 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Truss ID: AX Drwg: EW. X -IOC REACT SIZE REf2'D Tr 2x4 DFL #1 Plat' PNSZ/TF1 - 1995 This design Used on Chord bracing applied 1 0- 1-12 534 3.50" 1.50" BC 2x4 DFL #1 II S SSD ICN IS ME O1yM= RESMT OF- 1 the f�ittuc �fran 2 12- 7- 0 484 3.50" 1.50" WES 2x4 DFL SMIDAM nlarI E LCAD CASES. oc to - WEDGE 2x4 DEI, #1 EEApim RB2j=aim sho+m are based ONLY TC 24.00" 6- 6- 0 8- 8-11 TC F= AXL BND CSI PLATE VALUES PER IC SO RESE1MZCi REQ #1607. on the truss material at each bearing. ISL REPLTICN (S) 1-2 -519 .00 .12 .12 Etaxied top chord requires 2x4 up -b Rater -al Loaded for 10 PSF >xxi-concurrent BOIL. support 1 318 lb 2-3 -403 .00 .12 .12 at 4811 D.C. max. dxcpped to the lord below PLAT= BASED CN Cl2EFN U34M VALUES. support 2 318 lb 3-4 4-5 -397 -503 .00 .10 .10 and attached with 1.5-3 min. plates or (5)-16 staples, or ariellkate nai`Lu1g by This truss is designed using the UBC -97 Code. .00 .12 .12 others ypiCal each end. Bldg Enclosed = Yes BC EUKE AXL BND CSI Truss Location = Not End 7cine 6-7 7-8 430 427 .04 .22 .26 .03 .22 .26 Hmmcane/Ocean Line = IgoCategory = B Bldg Length 40.00 ft 80_002 WEB F� CSI WEB FCatCS CSI mean 75 UBC Standardh Occupancy, Dead Lod = 22.0 psf 2-7 -191 .07 4-7 -174 .06 3-7 320 .13 ti C n plat�are1"20 Aa r; I 8-8-11 4-0-1 9-9-10 SH EP 83- 0-8-7 0-r-1 12-8-12 0-30-34 Truswal Connectors unless preceded by"18" for 18 gauge or 11H11 for 16 g9ii0P. NPX DEF'LOMCN (span) L/999 IN MEM 6-7 (LIVE) L= -.02" D= -.03" T= - Joint Locations = 1 0- 0- 0 5 12- 8-12 2 3- 4-10 6 0- 0- 0 3 6- 6- 0 7 6- 6- 0 4 9- 7- 6 8 12- 8-12 Truss ID: A3C Job#: J1678 Date: 12/18/2001 16.00 psf DurFacS L=1.25 P=1.15 12.00 psf Rep Hbr Bnd 1.15 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec UBC -97 38.00 psf Seqn T6.2.5 - 6604 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Eng. Job: .EJ Chk: CM accordance with the current versions of TPI and AFPA design standards. No responslblllty Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr : CM TC Live TC Dead BC LiVe BC Dead Western Wood ® Fabricators 3700 Riego Road, Elverta, CA 95626 this design meet or exceed the loading Imposed by the local building code. It 1s assumed that the top chord Is laterally braced by the roof or floor otherwisesheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shmm Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, '9UALrfY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200. Washington. DC 20036. TOTAL Truss ID: A3C Job#: J1678 Date: 12/18/2001 16.00 psf DurFacS L=1.25 P=1.15 12.00 psf Rep Hbr Bnd 1.15 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec UBC -97 38.00 psf Seqn T6.2.5 - 6604 )ob Name: DIPPLE9 L/999 IN MEM Truss ID: A3D Drwg: ERG X -IOC REPLT SIZE REQ -D TC 2x4 DFL #1 plaY��m spec At15I/TPI - 1995 I 2I7QVPAL RFPCTICN(S) 1 0- 1-12 534 3.50 1.50" BC 2x4 DFL #1 S DlSIQJ IS IHE d1vTCSTIE RESLII,T OF Suppatt 1 318 lb - 2 12- 7- 0 484 3.50" 1.50" WEB 2x4 DFL S MTfa= LOAD CASES.2 318 lb this deslgn meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators WEDGE 2x4 DFL #1 BFARIIU RE]�TLREI�NIB shcmn are based CNLY 1his nils is designed using the TC EC&iCE AXL EM CSI PLATE VALUES PER ICEO RESEARCH REEF #1607. on the truss traterial at ea bearing. UBC -97 Code. 1-2 -519 .00 .12 .12 PLAMM BIASED CN CSI UMBER VASUES. Trxx d for 10 PSF nit-conctn-lent BC X . Bldg Enclosed = Yes 2-3 -403 .00 .12 .12 Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200, Washington, DC 20036. Truss Locc2ition = Not End Zone 3-4 -397 .00 .10 .10 Hurricane/Ocean Line =category = B 4-5 -503 .00 .12 .12 BldgLth 80.00 ft, B`ld3 FTidtt = 40.00 ft � BC FCS AXL END CSI mean = 24.00 ft,75 iDead od = 22.0 psf 6-7 430 .04 .22 .26 7-8 427 .03 .22 .26 6gB FCRCE CSI 4EB FCI CE CST 2-7 -191 .07 4-7 -174 .06 3-7 320 .13 3 7-6-11 5-2-1 F12. 00 11 3-2.00 8-7-10 SH IP 83- 0-8-7 Q7 0-M 12-8-12 a'R .0-3-4 ga ae Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauj.B MSX DEFLEMCN ( L/999 IN MEM 6-T(LVE) LF= -.02" D= -.03" T= -.04' = Joint Locations = 1 0- 0- 0 5 12- 8-12 2 3- 4-10 6 0- 0- 0 3 6- 6- 0 7 6- 6- 0 4 9- 7- 6 8 12- 8-12 i russ iu: AM WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordancewith Ute current verslons of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this deslgn meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss in accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.15 'QUALITY BC Live .00 psf O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 standards: TRUSCOM MANUAL', by Truswal, CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST -881. 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The Amerlcan Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6.2.5 - 6605 Job Name: DIPPLE9 Truss ID: B Drwg: TC 2x4 DFL #1 BC 2x4 DFL Platin spec • ANSI/TPI - 1995 9hi.s truss is designed using the #1 _ CEL ELK 2x4 DET, SMEAFD THLS DESIQJ IS THE OMC= RESULT OF MZT= LCAD CASES. UBC -97 Ocde. F1dg a losed = Yes - PLATE VP M PER IC30 RESFDOCH REMU #1607. BEARING REWIFEvERM shcvn are based CNLY Truss Location = Not E'Id 7ctne <It is asstned that one face of this truss on.. the truss flaterleal at each bearing. Hurricane/OGam Line = I Category = B < is shssthed with plywood, C6$, wood board PLATIN; BASED CPI �I AMBER VAILES. Bldg - 80.00 ft, H�d3 Flidth = 40.00 ft < siding < or har�siding. If mt, loads mist be considered on 19- 4- 0 18 19- 4- 0 Mean roof hei 23.00 ft, nph = 75 UBC Standard pur-y, Dead Lascl = 22.0 psf < rr n-ccatt� bearing es. May use adeclLlate for blocks. support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf BC Live .00 psf staples gable Gable studs fllay lateral brac-irsg. See standards: TRUSCOM MANUAL', by Truswal. 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - Iruscels gable it detail(s). 3700 Riego Road, Elverta, CA 95626 Lateral in line with the drrrds have BC Dead 10.00 psf Design Spec UBC -97 not bar considered unless rioted otberodse. SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper These loads and their ca xxectiols are the Association (AFPA) Is located at 1250 Connecticut Ave, NW Ste 200. Washington. DC 20036. responsibility of the building designer. ISeqn T6 . 2 . 5 - 6606 = Joint Locations 1 0- 0- 0 10 0- 0- 0 2 5- 8- 0 11 5- 8- 0 3 7- 0- 0 12 7- 0- 0 4 8- 4- 0 13 8- 4- 0 5 9- 8- 0 14 9- 8- 0 9-8-0 9-8-0 6 11- 0- 0 15 11- 0- 0 7 12- 4- 0 16 12- 4- 0 8 13- 8- 0 17 13- 8- 0 -- 9 19- 4- 0 18 19- 4- 0 Ills design meet or exceed the loading Imposed by the local building code. it Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless othenvise noted. Bracing shown Is for lateral ® Fabricators 3.5-4 p_g 5. - oo -5.00 p_8 i 9 4 t 9-4-8 5-11-15 S �pFESS'J�;c ec ��QNF.rt �•. �G��C� 104-5 Z �. A. 6 \ or t cP 13' J3 �l T- OF 11 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. v V Truss ID: B TYPICAL PLATE : 1.54 OVER OSTrlN= SUPPCIa' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design is for an individual building component. It has been based on specifications provided by the component manufacturer and done In Cbk: CM ® accordance with the current versions ofTP1 and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood Ills design meet or exceed the loading Imposed by the local building code. it Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless othenvise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf BC Live .00 psf Rep Mbr Bnd 1.15 O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal. 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST -88), 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW Ste 200. Washington. DC 20036. TOTAL 38.00 psf ISeqn T6 . 2 . 5 - 6606 job'Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: B1 Drwg• EM X -LOC MCT SIZE RE)Q'D TC 2x4 DFL #1 Platin)s'�c • ANSI/TPI - 1995 r.M. This truss is designed using the 1 0- 1-12 735 3.50" 1.50" BC 2x4 DFL #1 THIS 3I IS THE CDECISITE RESMT OF LBC -97 Code. 2 19- 2- 4 735 3.50" 1.50" WEB 2x4 DFL STS M]LTIPLB = CASES. Bldg E2rlosed =Yes PLATE VALLTES PER ICBG RESESRCH REPCRT #1607. SFARim PzUjT2IIab7Is Shen are based CNLY TYuss Locaticat = Not End 7cate TC Eta AXL END CSI PLATIl\(3 BASED CN GZEEN NEER VALUES. cat the truss Material at each bear:Lng. Htnricane/Crean Line = NoCategory = B 1-2 -2970 .12 .24 .35 Bldg IEnqth 80.00 ft, Bldg Flidth = 40.00 ft 2-3 3-4 -2340 .07 .20 .26 -2340 .07 .20 .26 Mean mof bei 23.00 ft, Mph = 75 UBC Standard occupancy, Dead Load = 22.0 psf 4-5 -2970 .12 .24 .35 BC FC%CE AXL END CSI 6-7 2704 .41 .16 .57 7-8 2725 .41 .17 .58 8-9 2725 .41 .17 .58 9-10 2704 .41 .16 .57 YEB FCRCE CSI 4EB FCRCE (SI 2-7 76 .02 4-8 -517 .18 2-8 -517 .18 4-9 76 .02 3-8 2037 .83 1 pl M4X DEE ECTICN (span) • L/999 IN MEM 7-8 (LIVE) L= -.19" D= -.27" T= - = Joint Locations 1 0- 0- 0 6 0- 0- 0 2 5- 4- 4 7 5- 4- 4 9-8-0 9-8-0 3 9- 8- 0 8 9- 8- 0 4 13-11-12 9 13-11-12 5 19- 4- 0 10 19- 4- 0 5-5 3-4 3-4 5-11-15 5-11-15 S1 IIEP 1.54 3-10-14 pFE�� QW.ONI-� �O :R G %s 3-7 3-7JW 10-4-5 104-5 �2LU Q "' VOr Exf t)J 0-M 5.00 -s.00 0 -fig 19-4 0 9-4-8 I i S)\T 0 rn es%ar,�20 Fuge Truswal Connectors unless preceded by"18" for 18 gauge or 1111 for 16 gauge. TCUSS ID: B t -F,. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: FJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are lobe verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on DS CM �r Date: 12/18/2001 TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf BC Dead 10.00 psf DurFacs L=1.25 P=1.15 Rep Mbr Bind 1.15 O.C. Spacing 2- 0- 0 Design Spec UBC -97 Western Wood ® Fabricators 3700 Riego Road, Elverta, CA 95626 this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othenvise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood exceed 1996 and/or ause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance whh the following standards: TRUSCOM MANUAL', by Truswal, 'gUALrIY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET" by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200, Washington. DC 20036. TOTAL 38.00 psf Seqn T6.2 . 5 - 6607 ]ob'dame: DIPPLE9 BR X -LOC REACT SIZE RBQ'D TC 1 0- 1-12 2759 3.50" 2.94" BC 2 19- 2- 4 2770 3.50" 2.95" WEB 'IC FORCE AXL BIFID CSI 3- 2-11 1-2 -1686 .01 .20 .20 Mean roof = x222.83 nph UBC Standard O Ind Load = 2-3 -4079 .04 .15 .19 TC Vert 322.00 0- 0- 0 210.00 3-4 -9250 .24 .47 .71 16- 1- 5 4-5 -9250 .24 .47 .71 -97 5-6 -4093 .05 .15 .20 Association (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200. Washington. DC 20036. 6-7 -1693 01 .20 .20 BC FCRCE AXL SO CSI 8-9 -16 .00 .05 .05 9-10 1995 .26 .06 .32 10-11 4822 .63 .16 .79 11-12 4840 .63 .16 .79 12-13 2003 .26 .06 .32 13-14 -17 .00 .05 .05 WEB FCRCE GSI WEB F CSI 1-8 -2713 .94 5-11 5137 .77 1-9 2801 .42 5-12 -2992 .43 2-9 -2960 .77 6-12 3003 .45 2-10 2995 .45 6-13 -2973 .77 3-10 -2982 .43 7-13 2814 .42 3-11 5154 .78 7-14 -2724 .94 4-11 -67 .01 2x6 DFL SS 2x6 DFL #2 2x4 DFL SMEARD 2x4 DFL #1 1-9, 2-10 3-11, 11-5 12-6. 13-7 Mu�q spec PD15I/TPI - 1995 D 5TC�7 IS 'II -IE CaVKK 1E RESULT OF MULTIPLE LC1AD CASES. BEWDU RE2JIRE )E IM show' are based QTY an the trIhuss naterial at each bearing. Feprevent roEL tat En/ts r ir S others) 1-1995; 10. 4. and antod 10.3.4.6. 5-7-15 Truss ID: B2 ®Derx>tas the xe uisei�it for lateral h7dabi3 at each ]ocaticai sbiam. Lateral bracing system Qudz include or x-bracirx3 arethe rests ty th'e blildi � de 9,.er. BastaSystem BRACE -IT ITey be L1.Sed far continuous lateral bracing a ri trusses arZ 24" oc. Alternatively, use scall Tfi-braces as sho;Nn on Trust al alstels standard detail OD01003160. PLAM VAUSUES PER ICB3 RFSE VKH RM:CFd' #1607. Loaded for 10 PSF rxxxi-cont uzent BCLL. Drainage mist be provided d ponding. CN GEEK LIDEER N&L .9m . Did verticals designed for axial load s only. End verticals that are emended above or below the truss profile (if any) ffey regme addit=ial design consideration (b y others) for lateral forces due to wind or seismic loads an the building. L7 this truss is designed using the 0- 0- 0 UBC -97 Cade. 0- 0- 0 BIcY3 Enclosed =Yes 3- 2-11 Tniss Laxaticsi = Nat End z�,rie 3- 2-11 anriame/Ocean Line =Igo F Cats�y ft, B�d3 GYidPh = B = 40.00 ft B1a33 = 80.00 beigtit ft, = 75 Mean roof = x222.83 nph UBC Standard O Ind Load = 22.0 psf ---LOAD CASE #1 DESICN ICIAAS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 322.00 0- 0- 0 210.00 9- 4- 8 .10 TC Vest 210.00 9- 4- 8 322.00 19-4- 0 .21 BC Vert 20.00 0- 0- 0 20.00 19- 4- 0 .00 p_g 5.00 -5.00 p-08 1 9-4-8 S� 1 plaes are`0 gauge Truswal Connectors unless preceded by"1811 for 18 gauge or 11H1' for 16 gauge. ra r 7-15 MAX DEE1=CN (span) M L/999 IN Y 10-1 (LIVE LF -.21" D= -.29" T- 1 0- 0- 0 8 0- 0- 0 2 3- 2-11 9 3- 2-11 3 6- 5- 5 10 6- 5- 5 4 9- 8- 0 11 9- 8- 0 5 12-10-11 12 12-10-11 6 16- 1- 5 13 16- 1- 5 7 19- 4- 0 14 19- 4- 0 2 +� WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building ode. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless othenvlse noted. Bracing shmvn Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wool exceed 19% and/or cause connector plate corrosion. Fabricate. handle, Install and brace this truss In accordance with the follmving TC Dead 12.00 psf BC Live .00 psf Rep Mbr Bnd 1.00 O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal. 'QUALff Y CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 10.00 Design Spec UBC 3700 Riego Road, Elverla, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead psf -97 SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison, Wisconslr•. 33719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200. Washington. DC 20036. TOTAL 38.00 psf Seqn T6 . 2 . 5 - 6608 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: B2A Drwg: t BFG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 D3Y)teS the mit for lateral bracing 'This truss is designed using the Dsgnr: CM 1 2 0- 1-32 1953 3.50" 2.08" 19- 2- 4 1953 3.50" 2.08" BC 2x4 DFL #1 WEB 2x4 DFL SDUMARD Lutber shaar a]lawables are per NDS -97. ® at eat3t ]ocatucst shC4at. Lateral bracing systels chiidi include diagcalal or x-baac�ang are the res&g ilit ' of the br,;ir�;rU LlBC-97 Axle. BlckJ Fhclosed =Yes Tivss Location = Not End 7Orte - TC 1-2 FL&� AXL B[ID (SI Plat, AI15I/TPI - 1995 desigtps lhu5cal Stets ffitI(E-TT rtay be Ht�ricane/Crean line = 23o Categuy = B E� Rep Mbr Bnd 1.00 2-3 -871 .01 -1555 .89 .89 MS D1 msC IS THE CJvTOS LE RESiILT OF MI Z= Ll1AD CASES. used for continuous lateral on Flld3 = 80.00 ft, Bid] ididth = 40.00 ft BC Dead 10.00 psf 3-4 .02 -1555 .02 .89 .91 .89 .91 BEARIIU RIIZTI0YENIS shoat are based aMY mus rnativ Spaced 24" oc. Altemativ2ly, use scabs or T -braces as sbcFAn on TYus-al Mean rood` hei = 25.16 ft, ltQh = 75 UBC Statidaxd Dred La3c1 = 22.0 psf Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington, DC 20036. 4-5 -871 .01 .89 .89 az the truss ttaterial at each bearing. Toaded for 10 PSF s5yyrs Standard detail 0001003160. P[AM ----------If1AU # DFSIIN ICY�DS ---------------- BC 6-7 F= AXL 21 .00 HND CSI .09 .10 non-conAn 3a= BOLL. pen[mte it braCll'r3 is ra� (by others) to rotation/ olp3 See HIB -91 and VALUES PER ICBG RES�I RER�LI' #1607. trust be provided to avoid p�imq MFBFLSED CN 992 LINIDER VALUES. - Dir L.Plf L. LOC R.Plf R.LoC TC Vest 182.00 0- 0- 0 182.00 19- 4- 0 BC Vert 20.00 0- 0- 0 20.00 19- 4- 0 LS,/TL .47 .00 7-8 998 .14 .09 .23 � 1-1995; 10. 4. and 10.3.4.6. End verticals designed for axial leads only. 8-9 998 .14 .09 .23 Ehd verticals that are extended above or 9-10 21 .00 .09 .10 belay the truss profile (if any) tray require additional ) WEB F� CSI WEB F� CSI lateral fares dueamaslttowirri or mini do 1-6 -1912 .94 4-8 1045 .42 loads On the building. 1-7 1768 .72 4-9 -1806 .85 2-7 -1806 .85 5-9 1768 .72 2-8 1045 .42 5-10 -1912 .94 3-8 -802 .54 MAX DEFLFL.TIIN (span) . L/999 IN HEM 8-9 (LIVE) L- -.06" D= -.08" 'LL -.14' = Joint Locations 1 0- 0- 0 6 = 0- 0- 0 2 4-10- 0 7 4-10- 0 3 9- 8- 0 8 9- 8- 0 4 14- 6- 0 9 14- 6- 0 5 19- 4- 0 10 19- 4- 0 10-3-15 10-3-15 5-5 3-10-14 r� 1 9 2.5-4 2.5-4 0-3,8 5.00 -5.00 0-:L-8 C I '�- 1 I 'f 9-4-8 19-4-0 1 e tes aie 2q gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. ZA WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 t This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Clik: CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral TC Live 16.00 psf DurFacS L=1.25 P=1.15 ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.00 standards: TRUSCOM MANUAL', by Truswal, 'cJ. UALITY CONTROL STANDARD FORMEPAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 QST -881, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEEP' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington, DC 20036. TOTAL 38.00 psf Segn T6.2.5 - 6609 job -Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: B2B Drwg: ERG X -LCA REaCr SIZE REQ'D TC 2x4 DFL #1 D3ntes the reguisatart for lateral bracirs3 This truss is designed using the 1 0- 1-12 1276 3.50" 1.50" BC 2x4 DFL #1 ® at lo�ticsl Sbn . Lateral bracing UBC -97 Code. - 2 19- 2- 4 1276 3.50" 1.50" WEB 2x4 DFL SIUMARD systetts troch u.-clude dy or x-braELng Bldg E1ilosed =Yes TC FCRCE AXL TC Dead 12.00 psf Yam spec ANSI/TPI - 1995 are the r palsih�ility of the- ,;1r3;.a TYuss Locatical = Not Ehd Zcne 1-2 -565 END CSI IIIL9 DESIGN IS THE ME RESULT OF MTfTfPfR LOAD CASES. designer'. hw�sl. qj: BRPIE-rr trey be l Hurricane/C n Line = No Exp Category = B ft 2-3 .00 -1003 .54 .55 EUMUM REITB04NM based CNLY used for mnYimlcus ]ater b�riw - 24" B.ld3 �th 80.00 ft, B� Width = 40.00 height 25.20 ft, 75 3-4 .01 -1003 .01 .54 .55 .54 .55 shovn are on the truss naterial at each bearing. trusses spaced oc. Alternatively, use scalls or T-ynoes as shovel on Trumhal Mean roof = rtph = LMC Standar' Dead Iced = 22.0 psf 4-5 -565 .00 .54 .55 PLATE VALIES PER ICB0 REM417LH REIU #1607. Systems standard detail CC01003160. ----------ICAD CASE #1 DESIGN LOAM ---------------- BC F= Drainagetrust be provided to avoid paxbncl. L0.�1 for 10 PSF nal-�alrmnt R -Tx. Dir L. PH L.Loc R.Plf R.Iec LL/TL 6-7 AXL 22 .00 END CSI .10 .10 BASED GN GUIN UNBER VALUES. End verticals designed for axial loads only. Penrnent bracing is required (by others) to Prevef3t rotation/3. . See HIB -91 aryl TC Vest 112.00 0- 0- 0 112.00 19- 4- 0 .50 BC Vert 20.00 0- 0- 0 20.00 19- 4- 0 .00 7-8 652 .09 .09 .19 End verticals that are emended above or ANSI/TPI L/TPI 1-1995; 10. 4. arra 10.3.4.6. 8-9 652 .09 .09 .19 below the truss profile (if any) nay requi 9-10 22 .00 .10 .10 additional design consideration (by ethPxs) for lateral forces due to wird or seistllic WEB F= CSI WEB F� CSI loads on the building. 1-6 -1236 .90 4-8 677 .28 1-7 1154 .47 4-9 -1140 .55 2-7 -1140 .55 5-9 1154 .47 2-8 677 .28 5-10 -1236 .90 3-8 -493 .34 M4X DE&'IEMCN (span) L/999 IN MEM 8-9 (LIVE) LF -.04" D= -.05" T= -.09' Joint Locations = 1 0- 0- 0 6 0- 0- 0 2 4-10- 0 7 4-10- 0 3 9- 8- 0 8 9- 8- 0 4 14- 6- 0 9 14- 6- 0 5 19- 4- 0 10 19- 4- 0 10-4-13 10-4-13 j�v 'S';uIV41 R 3.5-4 3-10-14 �O Q�',t 1 _ r No. al 3 ^ fh (, 2-4 2-4 � ExP F I �c L--- s �.. S �J 7 194-0 9-4-8 Ti LC 1 pates are 2gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. Truss ID: B2B WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. it has been based on specifications provided by the component manufacturer and done In Chk: CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads uUlized on TC Live 16.00 psf DurFaes L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace Uils truss In accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.00 BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. TOTAL 38.00 psf Seqn T6.2 . 5 - 6610 Job -Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: B3 Drwg: BRG 1 X -IOC RFPLT SIZE RDQ'D TC 2x4 DFL #1 D3ntes the re�uirsr�lt far lateral bracirr3 This truss is designed using the accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions arc to be 0- 1-12 3006 3.50" 3.21° BC 2x6 DFL #2 ® at aadl lo�t>at sYrJ Lateral bracing LIBC-97 Code. - 2 19- 2- 4 3006 3.50" 3.21" WEB 2x4 DFL SUM ARD system uhich include diagoa1 or x-luacing Blcl3 E]xlosecl = Yes TC FIXCE AM psf 2.00 TC Dead 1 P 2x4 DFL #1 1-7, 9-5 are the responsibility of the building Truss Iaaticn =Plat aid Zaie 1-2 -1309 2ND CSI GEL BLK 2x4 DFL SUVDARD LLrrber shear allo biles are N�-97. designer. ttus�ai Systers BRPOR-IT trey be for lateral bracing I�rricarn/min Line = No F� Cat�o�y B Bldg 80.00 ft, B Flidth = AO 00 ft 2-3 .01 -1721 .26 .27 per Plat�'r� spec : ANSI/TPI - 1995 used �rg7tirnr�ra CB1 trusses temativEly, j hei = 24,4 3-4 .03 -1721 .26 .28 THLS DPSICN IS THE LIMP RERZJT OF s use T- 'Tlii s ilBCr mor = 22 0 4-5 .03 -1309 .01 .26 .28 .26 .27 SME n T= LVAD CASES. BEARIM R92JIRIIVIENIS based re24s" scabs or tss't�.aLl1 Sys standard detail CID01003160. Fsf ----------If1AD # DE5IC3J Lf1ADS--------- LL/TL BC FORCE AXL END CSI etre n are CNLY on the truss material at each bearing. PME VAVAUIS PER ICBO RESEARCH REEiR1' #1607. Loaded for 10 PSF rrn-�nrent BOLL. Dir L. PH L.LOC R.Plf R.Lac TC Vert 56.00 0- 0- 0 56.00 19- 4- 0 .57 6-7 7-8 0 .00 1329 .60 .60 �ttrB7)<'11t bracing is 00y others) to mast be to avoid paxbr3. BC Vest 255.00 0- 0- 0 255.00 19- 4- 0 .39 8-9 .17 1329 .17 .60 .77 .60 .77 1 and 0 r9 10. .4. arra 10.See 3.496. Gable <It is asslrred that one face of this truss 9-10 0 .00 .60 .60 PLAnM BASED CN CREST LUABFR VALUES. < is sheathed with pl����"^'�^^- OSB, mood board Ehd verticals designed for axial loads only. < sidirx4 or YklrCjtQarII Sidirg. If not, WEB FORCE CSI WEB EORCE CSI aid verticals that are ED� above or < additimal loads mist be aalsidered ai 1-6 -2486 .94 4-8 811 .33 below the truss profile (if any) tray require bearirxJ les. 13 .51 ) awind N<�ryrn-caitinuous adequate staples far c;hle blocks. 2-7 1013 .51 5-9 2005 .41 far lateral forres cbie two ar ser &use �C tray lateral bracing. See 2-8 811 .33 5-10 -2486 .94 loads m the building. Trus als l'� a bracing detail (s) . 3-8 -241 .12 Lateral 1 in lane with the claords have hAX r rFr•TTtN (span) not been considered unless noted otherwise. L/999 IN MEM 7-8 (LIVE) These loads arra their axutectians are the L- -.06" D= -.08" 'I"- -.13' respcnqi hi 1 i ty of the building designer. = Joint Locations - 1 0- 0- 0 6 0- 0- 0 2 4-10-14 7 4-10-14 3 9- 8- 0 8 9- 8- 0 4 14- 5- 2 9 14- 5- 2 5 19- 4- 0 10 19- 4- 0 1 plat'y`s et 20': daua 2.s 19-4-0 Truswal Connectors unless preceded by 11181, for 18 gauge or 11H" for 16 gauge. Truss ID: B3 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Jab: .EJ. Jab#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM l accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions arc to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFaes L=1.25 P=1.15 Western WoodRe this design meet or exceed the loading Imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss in accordance with the following psf 2.00 TC Dead 1 P P Mbr Bnd 1.00 BC Live .00 psf O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 standards: TRUSCOM MANUAL', by Truswal,'9UALrlY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (9ST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200. Washington, DC 20036. TOTAL 38.00 psf Seqn T6 . 2 . 5 - 6611 Job dame: DIPPLE9 En Job: .EJ. g Truss ID: C Drwg: ERG X -LOC MLT SIZE REQ 'D TC 2x4 DFL #1 Platin spec PNSI/TPI - 1995 'This truss is designed using the 1 0- 1-12 5093 3.50" 2.72" BC 2a� DFL #2 �S D SILiI IS UE 0a4:OSTIE RESi= OF iIDC-97 Ctde. 2 31- 1- 4 5121 5.50" 2.73" WEB 2x4 DFL SPS MULTIPLE LCAD CASES. Bldg Enclosed = Yes support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following - Rep Mbr Bnd 1.00 PLATE UALUES PER ICED RESEARCH REQ #1607. B94ZUZ REt:IIR� shmn are based CNLY Truss Location = Not End Zone TC ECRCB XM RZ CSI Loaded for 10 PSF non-o>ncurrent Baa. m the mass ttaterial at each bearing. Cba�l Lime = Ab Ewa (�te�3rary = B HurOL, 1-2 2-3 -8342 -6760 .33 .29 .62 WA= BASECI CN C32EEN UN18ER VAUM. �ltanent bracirrJ is ON others) to p B1cY= 80.00 ft, � Y�dth = 40.00 ft 3-4 -5130 .15 .05 .11 .26 .13 .18 2 -PLY! Nail w/10d CCNPW, (AIDS -97 Sect. 12) in: TC- 2/ft BC- WEBS- 2/ft rotation/tc ung. See HIB -91 and TPI 1-1995; 10.3.4.5 and 10.3.4.6..psf- 4-5 -5130 OS .13 .18 ----IpAD # DESICiII11AL5--------------- 5-6 -6734 .16 .13 .28 Dir L.Plf L.Lcc R.Plf R.Loc LL/TL 6-7 -8221 .28 .20 .48 TC Vert 56.00 0- 0- 0 56.00 31- 4- 0 .57 BC Vert 270.00 0- 0- 0 270.00 31- 4- 0 .39 BC FCRCE AXL EM CSI 8-9 7156 .46 .38 .84 9-10 7126 .46 .25 .71 10-11 5704 .37 .36 .73 11-12 5686 .37 .36 .73 12-13 7013 .46 .25 .71 13-14 7042 .46 .31 .77 WEB EC% CSI WEB ECRCE CSI 2-9 2-10 1433 -1648 .29 .15 5-11 -2116 .31 5-12 2204 .45 FAX DERFXTICN (span) L/999 IN MEM 10-11 (LIVE) 3-10 2246 .46 6-12 -1535 .14 LF -.12" D= -.17" T1- -.29' 3-11 -2145 .32 6-13 1342 .27 4-11 4806 .98 = Joint Locations = 1 0- 0- 0 8 0- 0- 0 15-8-0 15-8-0 2 5- 8-11 9 5- 8-11 3 10- 8- 5 10 10- 8- 5 1 4 15- 8- 0 11 15- 8- 0 2-PLYS 5 20- 7-11 12 20- 7-1-1 REQUIRED F -7.00 6 25- 7- 5 13 25- 7- 5 00' 7 31- 4- 0 14 31- 4- 0 9-5-15 4-5 'A=0-4-5 1 5-7 31-4-0 ��,'a' Y7% 1 i�a.�l'�_rtes'a.re gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. ice' I ��1!!'' 9-5-15 5 t-5 Pt =04-5 �Z 4'3�s CFICF����Q Truss ID: C WARNING Read aU notes on this sheet and give a co g g' copy of it to the Erecting Contractor. En Job: .EJ. g Job#: J1678 This design Is for an Individual building component. it has been based on specifications provided by the component manufacturer and done In Chk: CM accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be DSgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.00 BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal. 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'. (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6. 2 . 5 - 6612 Job Name: DIPPLE9 FORCE Truss ID: C1 Drwg: ERG 1 X -IOC 0- 1-12 REACT SIZE M -D TC 2x4 DFL #1 D3lotes the re Lr f nt for lateral br *g This truss is designed using the 2 31- 2- 4 1278 3.50' 1.50" 1278 3.50" 1.50" BC 2x4 DFL #1 [AFB 2x4 DFL SES ® at eatd'1 loc2ticn shd+a7. Lateral kuacirz3�� system vkdch include diagonal or x- �97Fnr1� _yes W FORCE AXL Platar� spec • ANSI/TPI - 1995 are the respaasibility of the ba bairn Tis Lp�ty� = Ty�t pyla Zig) 1-2 -4061 FID CST THIS DFSIQV IS THE RESULT OF MJLT'1PIE LCAD CASES. designer. TYuz Tal item BRACE -IT nay be for r�ra lateral bracing Hurricane/Oae-m Line =230 �q� Cate or y = B Bldg I�q� 80.00 ft, H Width 2 40.00 ft 2-3 -2062 .15 .38 .53 Hz*- Q; REWIREvlENIS sham are based ONLY used oontirn an trusses 24" Alternatively, Mean height 24.75 ft, = 75 3-4 -1328 .08 .38 .47 .02 .35 .37 on the truss rraterial at each beara-ig. spaced oc. use scabs or T)races as sh3An on 'IYusuA l roof = aph TIBC Standard OocUpancy, Dead Load = 22.0 psf 4-5 -1549 .02 .22 .24 PLATE VALUES PER ICBO RFSFARC14 REEF #1607. System standard detail 0001003160. WEB 5-6 -1955 .03 .22 .25 PLATM HASID CN GREEN LUMBER VAII)ES. Iaaded for 10 PSF nct-ccincurrent BCLL. 4-12 6-7 -1972 .03 .20 .24 -1465 .87 5-12 BC FORCE AXL HID CSI This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In 8-9 3607 .54 .37 .91 Date: 12/18/2001 9-10 3163 .48 .23 .70 DurFacs L=1.25 P=1.15 10-11 1851 .28 .19 .47 Rep Mbr Bnd 1.15 11-12 998 .12 .25 .37 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMEIAL PLATE CONNECTED WOOD TRUSSES' - 12-13 1346 .16 .25 .41 Design Spec UBC -97 13-14 1639 .25 .08 .33 Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200, Washington, DC 20036. AIEEI FORCE CSI WEB FCS CST 2-9 1164 .47 4-12 645 .26 2-10 -1465 .87 5-12 -451 .31 3-10 983 .40 5-13 462 .19 3-11 -1190 .85 6-13 -267 .05 4-11 513 .21 9-5-15 =0-4-5 4-4 Q_g 4.00 -4.00 1 0" 1 1- 6-0-8 .. 17-0-0 1- Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. MSX DEFLECTION (span) L/999 IN M9-10 jr) LG -.18" D= -.24" T= -.42' Joint Locations 1 0- 0- 0 8 0- 0- 0 2 4- 1-12 9 4- 3- 8 3 10- 4- 0 10 10- 4- 0 4 15- 8- 0 11 14- 4- 0 5 20- 8-13 12 19-10- 2 6 25- 9-10 13 25- 9-10 7 31- 4- 0 14 31- 4- 0 =0-4-5 .1 r WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng • Job: . EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be DS CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on gnr TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design It or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shmvn Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance vlth the follmving TC Dead 12.00 psf Rep Mbr Bnd 1.15 BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMEIAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Eiverla, CA 95626 (QST -88), 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6.2 . 5 - 6613 )ob Name: DIPPLE9 BFG X -ICS REACT SIZE REQ -D 1 0- 1-12 1278 3.50" 1.50" 2 31- 2- 4 1191 3.50" 1.50" TC FC RCE AXL END CSI 1-2 -4061 .15 .38 .53 2-3 -2062 .08 .38 .47 3-4 -1328 .02 .35 .37 4-5 -1549 .02 .22 .24 5-6 -1955 .03 .22 .25 6-7 -1972 .03 .20 .24 TIC 2X4 DEL #1 BC 2x4 DFL #1 VIB 2x4 DFL SDVZAM Plating gc • ANSI/TPI - 1995 THIS DESIC�I IS THE pPOSME RESULT OF NULT= LCAD CASES. BEAR= REIWIRRUIEN S shxvn are based CNLY on the truss ffeterial at eadi bearing. PLATE VALUES PER ICED RESEARCH REPC%a #1607 PLA BASED CH GREEN LLMBER VALLIES. Truss ID: C2 ®jatntes the r „rr-fefit for lateral bracing eadi ]aatiaf sho�rtl. Lateral bracing. System %dud, include di?w or x -bracing are therelity of the building designer.BRACE-LT tray be used for oast fiucus lateral al bran' xg on trusses spaced 24" oc. Altematively, use stabs or braces as shorn on Trust al System standard detail OD01003160. Loaded for 10 PSF nsf-con urient BCLL. This truss is designed using the L13C-97 Code. Bldg Enclosed = Yes Truss Location = Bbt aid 7�e airricane/ocean Lyne = Db Exp Category = B Bldg Length = 80.00 ft, Bldg Width = 40.00 ft Mean roof hei 24.75 ft, nph = 75 UBC Standard Occupancy, Dead Lced = 22.0 psf BC F= AXL BID CSI 8-9 3607 .54 .37 .91 9-10 3163 .48 .23 .70 10-11 1851 .28 .19 .47 11-12 998 .12 .25 .37 12-13 1346 .16 .25 .41 13-14 1639 .25 .08 .33 WEB FCS CSI WEB FC RCE CSI 2-9 1164 .47 4-12 645 .26 vX DWUr MCN (span) 2-10 -1465 .87 5-12 -451 .31 L� MFM 9-1 (ESTE) 3-10 983 .40 5-13 462 .19 L -- .1188 " D -.24" T= - 3-11 -1190 .85 6-13 -267 .05 4-11 513 .21 -- Joint La2ticns - 1 0- 0- 0 8 0- 0- 0 2 4- 1-12 9 4- 3- 8 15-8-0 15-8-0 3 10- 4- 0 10 10- 4- 0 4 15- 8- 0 11 14- 4- 0 5 20- 8-13 12 19-10- 2 7 31- 4-10 4 31- 4-10 4-4 2.5-6 3-4 9-5-15 1.5-4 10-1-12 3-6 S1 111P ss(�' E 3-10 -12 14-0 7-10 4-5 QQ� J q F h =0-4-5 =0-4-5 5-5 2.5-4 2.5-4 r 0_g 4.00 w -4.00 i t t 0 rn N7 1-1-1 6-0-8 17-0-0 31-4-0 � CIJ1L OP��P 20r Of CP��F 11 plates afe ggeswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. Truss ID: C2 ,s. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 ® % This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Cbk: CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr. CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor TC Live 16.00 psf DurFacs L=1. 25 P=1. 15 Western Wood sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture TC Dead 12.00 psf Rep Mbr Bind 1.15 ® Fabricators enntrnt of the wood exceed 19% and/or cause connector plate wrruslun. Fabricate, handle, install and brace this truss In accordance with the following BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal. 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- 3700 RUSSES'-3700 Riego Road, Elverta, CA 95626 QST -88), 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200. Washington, DC 20036. TOTAL 38.00 psf Seqn T6 . 2 .5 - 6614 Job Name: DIPPLE9 Truss ID: D Drwg: BEG x-LOC REACT SIZE REI�)'D TC 2x4 DFL #1 Derntes the regtrirst�lt for lateral bracing This deli based on d=d brace applies 1 0- 1-12 1176 3.50" 1.50° 2� DFL #2 6-7 ® at each lOcatiar sham. Lateral bracirsg per the followuxJ sc3rechule: 2 31- 1- 4 4854 5.50° 4.80° 2x6 DFL SS 7-9 system Quch include dipgl Or x-bracing Rax O.C. fran to 3 X-10- 4 1418 3.50" 1.50" BC 2:6 DFL #2 arethe responsibility of the- building TC 24.00" 21- 3- 0 34- 8- 8 2x4 DFL 2100F-1.8E 12-13 designPs� System, BBA -IT Riay be UPLIFT REoCTICN(S) • TC FOICE AXI, LAID (SI 2x4 DFL #1 13-14, 14-15 used for Continuous lateral bracing - Start 3-744 1-2 -5030 .24 .61 .85 WEB 2x4 DFL SIPI�➢lARD trusses b 24" oc. Alternatively, use This truss is designed using � the 2-3 -5050 .29 .55 .83 2x4 DFL #1 13-3 scabs or T-braces as shoal on 'IY mAel LMC-97 Code. 3-4 -1932 .03 .34 .37 GEL BIK 2x4 DFL SUMARD Systems standard detail C001003160. Bldg EDClosed = Yes 4-5 -1885 .03 .11 .14 THIS DESIGN IS THE LTTE RESULT OF Plat,m spec : PNSI/TPI - 1995 Truss Locatim = Not RYrl 7rne 5-6 -1173 .01 .19 .20 MULTIPLE LC AD CASES. PLATE VALEW PER ICBG RSI REEF #1607. FHXXia:n1--/O05M Line = No E Cates tty = B6-7 -566 .00 .18 .18 BEARIM RB�RRIIiEINIS she m are based Q7IY Loaded for 10 PSF rnn-Csloment BCLL. .00ft 7-8 -911 .00 .47 .47 on the truss ttaterial at each bearing. Location of interior bearings should bef he8-9 3614 .27 .45 .72 Interior support or teiTorary s -jig Rust clearly marked cn each truss. tarria_+Tr I)r d Load = 22.0 psf 9-10 2343 .33 .40 .73 be in place before erecting this truss. Drainage Rust be pmuAded to avoid ----------InAD # I>FSIQN LC1At]S ---------------- 30-11 1703 .25 .40 .65 (able blodcs are 2x 4 O 16.0 in. o. c. MAX. Far[[atelt bracurJ is Ory �to Dir L.Plf L.Loc R.Plf R.Icc LL/TZ <It is assunad that one face of this truss �e rotatitn/tq� See HIB-91 aryl TC Vert 56.00 0- 0- 0 56.00 15- 8- 0 .57 BC F= AXL 1� CSI < is sheathed with pl CSB, nod board PINSSI 1-1995; 10. 4. and 10.3.4.6. TC Vert 71.00 15- 8- 0 131.00 20- 6- 0 .45 12-13 4633 .44 .53 .97 < siding or siding. If not, PLA= BASED CN GREEN LiP'IDRR VALUES. 7C Vert 131.00 20- 6- 0 131.00 35- 0- 0 .24 13-14 1937 .29 .45 .73 < additional lands mast be axlsidesed el TC Vert 91.00 35- 0- 0 71.00 41- 0- 0 .35 14-15 1244 .15 .10 .26 < rnn-cxit; sus bearim cpbles. BC Vert 20.00 0- 0- 0 20.00 31- 0- 0 .00 15-16 780 .10 .04 .13 13C Vert 115.00 31- 0- 0 115.00 41- 0- 0 .00 16-17 779 .08 .17 .25 TA-lbs X. Lac Id,/'IY, 17-18 -709 .00 .17 .17 TC Vest 210.0 36- 0- 0 .42 18-19 -709 .00 .15 .15 19-20 -708 .00 .38 .38 20-21 -2424 .02 .40 .42 [�Y1XDEFLFX:LTQN (span)pan) �99 21-22 -1556 Ol .40 .41 1- -.30" D= -.42" T= -.72' MM EMM CSI WEB F'YZCE CSIMAX r7F'F1Ft-' C N (Cant) 2-13 -130 .04 7-17 -369 .22 17-0-0 4-3-0 13-5-8 6-3-8 L/999 IN MEM 21-22 (LIVE) 3-13 3020 .45 8-17 1556 .63 I I L� -.05" D= -.06" T= -.11' 3-14 -648 .17 8-19 91 .04 5-14 1181 .47 8-20 -4533 .77 - Joint Locations 5-15 -948 .86 9-20 -1195 .35 7 00 -7.00 -4.00 1 0- 0- 0 12 0- 0- 0 6-15 61.2 .25 9-21 1396 .53 3 3 2 4- 5- 4 13 4- 3- 8 6-16 137 .06 10-21 -729 .10 18 8 6 6 4 3 8- 5- 3 14 10- 4- 0 6-17 -527 .40 4 10- 2-13 15 14- 4- 0 5 12- 8- 9 16 16-10- 4 3-4 3-4 1 _p 6 17- 0- 0 17 21- 3- 0 3 3-6 7 21- 3- 0 18 25- 0- 0 S = 3 -lq 8 27-11-12 19 27-11-12 9 34- 8- 8 20 31- 1- 4 10-3-5 4-12 10 36- 8-13 21 34- 8- 8 2 10-11-1 11 41- 0- 0 41- 0- 0 3-4 3 8 SHIP 3-12 37 6- -5 ',. _ 1-4-0 _ eta; 0-0-4 7-8 2.54 3-10 S=5-5 0-0-4 "/e oQ��R r, o� 3_ 2.5-4 7- 6- 4 p_ 84-UT -4.00 6-0-0 31-14 q1 S6 ivJ � ��p- 6-0-8 26-8-0 41-0-0 Tti jr ,� F All ptat21 ar ge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. TYPICAaT l �a Truss ID: D 1�h wr OVER 3 SUPFIXTS WARNING Read all notes on this sheet and give O copy of It to the Electing Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions ofTPi and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. Il Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support to buckling length. This be In that TC Dead 12.00 psf: Rep lar End 1.00 ® Fabricators of components members only reduce component shall not Placed any environment wlll cause the moisture content of the wood exceed k 94 and/or cause connector plate corrosion. Fabrlcate, handle. Install and brace this truss In accordance with the foltaNng BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal,'9UALI Y CONTROL STANDARD FORMErAL PLATE CONNECTED WOOD TRUSSES' - 10.00 Design Spec UBC -97 3700 Riego Road, Elverta, CA 95626 (9ST-881• 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead psf SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington. DC 20036. TOTAL 38.00 psf Seqn T6.2 . 5 - 6651 Job - lame: DIPPLE9 Truss ID: D1 Drwg: ERG X -LOC R r SIZE REQ'D TO 2x4 DFL #1 Dotes the xegturetent far lateral bm ing UPLIFT REACTION(S) 1 0- 1-12 1426 3.50" 1.52" BC 2x4 DFL #1 ® at eadi locati�t shoam. Lateral bracing. 2 -171 lb 2 34-10- 4 1980 3.50" 1.74" TAM 2x4 DFL S systems uhich include diagxial ar x -bracing his xuss is designed using the t1 spec ANSI/TPI - 1995 are the ihility of the building UBC -97 Code. TO FC%� AXL SM CSI P71�S D) SIGN IS ME QS'�TIE R� OF designer- Systems BRPLE-TT may be Bldg FYrlosed = Yes 1-2 -4597 .18 .50 .68 MRTrPfF. LQnD (pgj, used for rrmrirnrua lateral braciM - Truss Location = Not End Zone 2-3 -4489 .23 .49 .72 EwMG REQ Zs,2NP5 shomi are based aSMY trusses sparpH 24" oc. Alternatively, use n=Gaue/Ooean Line = NuCategory = B 3-4 -2421 .05 .28 .33 on the truss material at eadi bearing. scats or T -braces as sbo+aion M19 ai l Bldg Lth = 80.00 ft, Bldg Width = 40.00 ft 4-5 -2374 .04 .10 .14 PLATE VALUES PER ICBG RESEARCH REPORT #1607. Systems starrlard detail CD01003160. mean roof height25.14 ft, nyh = 75 5-6 -1587 .02 .15 .16 Drainage Rust be pxovidsi to avoid poring. Loaded far x 10 PSF non-axxamExt BCL.UB . C Starriard y, Dead Load = 22.0 psf 6-7 -1126 .01 .19 .20 PLATIM HOSED CN GZEEN LIMBER VALUES. 7-8 -1416 .02 .38 .40 8-9 -1579 .02 .54 .56 9-10 708 .10 .40 .50 BC FORCE AXL HID CST 11-12 4073 .59 .33 .92 12-13 2326 .34 .38 .72 23-14 1665 .24 .08 .32 14-15 1169 .17 .05 .22 15-16 1167 .14 .23 .37 16-17 1294 .14 .23 .37 MAX DEFLECTION (Nu 17-18 1294 .14 .26 .39 NEM 13 (LIVE) 18-19 522 .00 .28 .28 1. - . IN"D= -.3311 T`= -.571 19-20 -624 .06 .25 .31 MAX DEFUMCN (cant) : VS20 B FORCE CST MM FORCE CSI X999 O07711 MEND= .10 (LIVE) .17' 2-12 136 .04 6-16 -148 .12 3-12 2004 .80 7-16 368 .15 Jcdxt Locations - 3-13 -627 .19 8-16 -217 .12 1 0- 0- 0 11 0- 0- 0 5-13 1309 .52 8-18 -342 .22 17-0-0 4-3-0 13-5-8 6-3-8 2 4- 5- 4 12 4- 3- 8 5-14 -1048 .75 9-18 1507 .61 I I I 3 8- 5- 3 13 10- 4- 0 6-14 568 .23 9-19 -1651 .22 4 10- 2-13 14 14- 4- 0 6-15 139 .06 , 5 12- 8- 9 15 16-10- 4 7.00 -7.00 4.00 6 17- 0- 0 16 21- 3- 0 7 21- 3- 0 17 25- 0- 0 5-16 R4-5 8 27-11-12 18 27-11-12 9 34- 8- 8 19 34-10- 4 10 41- 0- 0 20 41- 0- 0 3-6 S=34 3.5-4 10-3-5 7-8 10-11-1 1.5-4 6-6 SHIP = 3.5-10 25 14.0 6_ 3.5-4 = 1 t, 0-4-5 5-6 1.5-4 3-7 S=34 3-6 2- 0-3-1 Q cE 0N 1 PE ),"! - �cp SER G �( 0_�- 8 4.00 1 1 4.00 6-0-0 6-0-8 26-8-07 Uol c� No. C) tr 41-0-0 - Cr_ Ex,. 1 J! ,f i7 All plates42�gauge'Truswal Connectors unless preceded by 1118" for 18 gauge or "H11 for 16 gauge. D: DI 11.4 WARNING Read an notes on this sheet and give a copy of it to the Erecting Contractor. Eng • Job: • EJ- Job# : J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TO Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral to buckling length. This be In that will cause the moisture TO Dead 12.00 psf Rep Nbr Bnd 1.15 ® Fabricators support of components members only reduce component shall not placed any environment content of the wood exceed 19% and/or muse connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 'HANDLING BC Dead 10.00 psf Design Spec UBC -97 3700 Riego Road, Elverta, CA 95626 (QST -88). INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Assoclatlon (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington. DC 20036. ITOTAL 38.00 psf Seqn T6 . 2 . 5 - 6616 Job Name: DIPPLE9 Truss ID: D2 Drwg: BRG 1 X-ICC REACT SIZE RB�'D 0- 1-12 1426 3.50" 1.52" TC 2X4 DFL #1 Denotes the rwn,ira 21 far lateral bracing BC 2x4 ® UP= RE]A TTICN(S) 2 34-10- DFL #1 at astir location shoom. Lateral bracing 2 -171 lb 4 1980 3.50" 1.74° WEB 2x4 DFL SMEARD systtsts uhich include dual ar x-bracing Thi is designed using the TC EORCE AM HID Pla spec ANSI/TPI - 1995 are the ability of the building TIBC-97 Code. CSI THIS (iI I3iFE bava E RESULT OF desigtYs� �st� BRACE-IT aey be Hld3 FYIClosed = Yes 1-2 -4597 .18 .50 .68 MtfTTpfF LOAD CASES. USEd far contiratCus lateral bear ng on TYuss location =Not Err3 Zone 2-3 3-4 -4489 .23 .49 .72 -2421 OS BE4RUG RS2JIRS�EIIS sbmal are based CNEY trusses 24" OC. Alternatively, use the truss bearing. 'IYus�nel Haxicane/Oc can Line = NO Category = B W' 40.00 ft 4-5 .26 .33 -2374 tai material at each T- scabs ar braces as shv+m on PLATE VALUES PER ICBG RESEARCH REP= #1607. Systats detail 0001003160. Bldg 80.00 ft, B� kith = her 25.14 ft, 75 5-6 .04 .10 .14 -1587 .02 .15 .16 standard Diairage must be provided to avoid ponding. Toaded far 10 PSF rxm-cotx r-renr BOX . Mean roof nr-h = UBC Standard �y, Dead Lcaad = 22.0 psf 6-7 -1126 .01 .19 .20 + + + + + + + + + + + + + + + + + + + + + + PLATIM BASED CN GREEN ILMBER VALL)FS. 7-8 -1416 .02 .38 .40 Designed for 4.1 K lbs drag load mal ed 8-9 9-10 -1579 .02 .54 .56 708 .10 .40 .50 event, along the,tcp chard to the bonen dnrd along partial cnttirnz7lys bearing(s) BC FORCE AXL EM CSI irrlicated, go an Teri ly with dead ioaa aryl 0 % live load. Dlrtatica-1.33. Partial 11-12 4073 .52 .43 .95 acr±i uous s� reaction = 177 Plf Max. 12-13 2326 .34 .38 .72 Osmection (botY�-s) must transfer equal 13-14 1665 .24 .08 .32 load to each ply (or add-<n) shxn. 14-15 1381 .19 .03 .22 ++++++++++++++++++++++ 15-16 1993 .28 .12 .40 16-17 1960 .28 .12 .40 MAX DF�YF>rITCN (13 sir )SVE) 17-18 1960 .14 .26 .39 L/999 IN MEM 12_ 18-19 -575 .00 .28 .28 LF -.24" D= -.33" T'= -.57' 19-20 -624 .06 .25 .31 MAX DEFU CN (cant) : WEB E CSI WEB FORf� CSI L/999 IN MEN 19-20 (LIVE) IF 07" D 10" Z` 17' 2-12 419 .16 6-16 -682 .57 3-12 2004 .80 7-16 368 .15 Joint Locations - 3-13 5-13 -627 .19 8-16 -663 .37 1309 .52 B-18 -460 .29 17-0-0 13-5-8 6-3-8 1 0- 0- 0 11 0- 0- 0 5-14 6-14 -1048 .97 9-18 1916 .73 630 9-19 -1651 14-3-0 I 1 ' 3 8- 5- 3 13 10- 4- 0 6-15 .24 .22 139 4 10- 2-13 14 14- 4- 0 .065 F-7.00-:7.007 , 12- 8- 9 15 16-10- 4 -4.00 6 17- 0- 0 16 21- 3- 0 7 21- 3- 0 17 25- 0- 0 5-16 R4-5 8 27-11-12 18 27-11-12 9 34- 8- 8 19 34-10- 4 3-6 10 41- 0- 0 20 41- 0- 0 S=34 10-3-5 7-8 3.5-4 10-11-1 1.5-4 6-6 SHIP = 3.5-10 25 1-4-0 6- 3.5-4 = 0 4-5 5-6 1.5 4 3-7 5=3-4 3-8 2- 0-3-1 �J10tz / V 0- PTFE 'R �R :q 0-fi8 4.00 1 -4.00 6-0-0dorm ; ,sf A, ' 6 1_ 6-0-8 26-8-0� cD N -0 41 0 � Cr_3s 411 plat gs Aregauge Truswal Connectors unless preceded by"18" for 18 gauge or "H" for 16 gauge. ID: D2 WAR I G Read all Motes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be LIS CM Date: 12/18/2001 verilled by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral TC Live 16.00 psf DurFacs L=1.25 P=1.15 support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture TC Dead 12.00 psf Rep Mbr Bnd 1.15 ® Fabricators content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate. handle, Install and brace this truss In accordance with the following BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- 3700 Riego Road, Elverta, CA 95626 (QST-88),'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC-97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington. DC 20036. ITOTAL 38.00 psf jSeqn T6.2.5 - 6617 ]ob Tlame: DIPPLE9 EM X -IDC REACT SIZE REED 1 5- 7-12 10061 3.50" 4.99" 2 34-10- 4 6553 3.50" 3.12" 7C ECRCE AXL END CSI 1-2 -786 .00 .18 .18 2-3 -8264 .45 .10 .56 3-4 -8139 .45 .22 .67 4-5 -7976 .21 .14 .35 5-6 -7109 .14 .11 .25 6-7 -8388 .15 .19 .34 7-8 -7768 .22 .17 .39 8-9 -783 .02 .16 .18 9-10 -747 .03 .14 .17 EC F= AXL HID CSI 11-12 695 .01 .50 .50 12-13 852 .02 .56 .58 13-14 7065 .37 .48 .85 14-15 7065 .21 .17 .38 15-16 6729 .20 .54 .74 16-17 6951 .21 .54 .75 17-18 6951 .36 .42 .78 18-19 5793 .29 .25 .54 19-20 724 .00 .25 .25 PEB FCRCE CSI WEB F= CST 2-12 -8152 .49 6-16 3935 .79 2-13 7627 .57 7-16 853 .14 4-13 552 .09 7-18 -1237 .16 4-15 -405 .07 8-18 1923 .39 5-15 2853 .57 8-19 -8166 .85 5-16 979 .19 9-19 -333 .02 'IC 2x4 DFL #1 BC 2>0 DFL #2 2X8 DFL SS 14-17 WEB 2x4 DFL SME ARD 2X4 DFL #1 2-13 Iurber shear allmebles are per NDS -97. ++++++++++++++++++++++ Nail pattern sham is for PLP Irm oily. Ctrcentrrate�d load MIST be distributed to each plyuse 3-1 aN. otin. into the �y �� a�s For rtore than 2 ply, add nail J ster frau or use any otheradditianaya Ia�ed detailor s (x otherif s) . + + + + + + + + + + + + + + + + + + + + + + 10-3-5 Truss ID: D3 Plating spec AI15I/TPI - 1995 'II -ILS DESIGN IS 'II -IE 0aVTO3IZE REST OF nza= I,MD CtSES, EEVM RIITTIRIIYMNPS shown are based ONLY on the truss nutterial at each bearing. PLATE VALUES PFR ICRC RESEARCH REE(d' #1607. Tofor 10 PSF nsl-=x» nt BCT L . VEr /' PI 1-1995; 10. 4. and 10.3.4.6. PLA= a%= ON GREEN LIMBER VALUES. 2 -PLY! Nail w/10d OM42% stir M-97 Sect. 12) in: 'IC- 2/ft BC- 3/ft MMS- 2/ft 17-0-0 14-3-0 f 13-5-8 i 6-3-8 2-PLYS REQUIRED 6-6 r = `L 0-4-5 C =� 2770# 1953# t t 1216#33000 _T 41-0-0 t plate axr!ry20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" 5-8 5-10 v■ Vrb• WARNING Read all Votes on this sheet and give O copy Of If to the Erecting Contractor. Building Designer shall provide adeglate Job#: J1678 bearing area arxh=aZE]Z ARdQ� This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In B ARk ......... ID Brg Sh.ze Min Size -or- Min Area 1 0- 3- 8 0- 5- 0 15.Osgin accordance with the current versions of TPI and APPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be This truss is.designed using the Date: 12/18/2001 UBC -97 Clode. verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Bldg Enclosed = Yes Truss Location = Not End 7tne DurFaes L=1.25 P=1.15 Fluriicane/Ocean Idxie = No ,Cite ry = B Bldg tai - 80.00 ft, Bldg Width 40.00 ft = Mean roof hei9 = 25.14 ft, aQh = 75 ® Fabricators UBC Standard O� Dead Load = 22.0 psf TC Dead 12.00 psf BC LiVe .00 psf ---ILIAD # DESIGN LQAW ---------------- Dir L.Plf L.Loc R. PH R.Loc LL/TL TC Vert 56.00 0- 0- 0 56.00 41- 0- 0 .57 EC Vert 20.00 0- 0- 0 20.00 5- 6- 0 .00 EC Vert 388.00 5- 6- 0 388.00 9- 0- 0 .40 BC Vest 20.00 9- 0- 0 20.00 11- 0- 0 .00 BC Vert 388.00 11- 0- 0 388.00 17- 0- 0 .00 EC Vest 20.00 17- 0- 0 20.00 41- 0- 0 .00 r1\M.pRe lbs X.Loc L v"M BC Lfert 2770.0 10- 0- 0 .42 BC Vest 1953.0 18- 0- 0 .42 BC Vest 1276.0 20- 0- 0 .42 BC Vest 735.0 22- 0- 0 .42 EC Vest 3006.0 23- 0- 0 .42 MAX EEFLB rrCN (soh) L/999 124 MEM 16-17 (LIVE) LF -.11" D= -.14" T= - WX DEELEMCN (cant) : L/999 IN MEM 11-12 (LIVE) 1- .03" D= .04" T= Joint Locations = 1 0- 0- 0 11 0- 0- 0 2 5- 7-12 12 5- 7-12 3 10- 2-13 13 11- 3-14 4 ll- 3-14 14 16- 0- 0 5 17- 0- 0 15 17- 0- 0 6 21- 3- 0 16 21- 3- 0 7 25- 8-13 17 25- 0- 0 10-11-1 8 30- 2-11 18 27-11-12 Stop�.+•-� 9 34- 8- 8 19 34- 8- 8 10�41 0- 0 'NO 41- 0- 0 for 16 gauge. 1�1 Truss ID: D3 WARNING Read all Votes on this sheet and give O copy Of If to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM �+ accordance with the current versions of TPI and APPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC LIVE? 16.00 psf DurFaes L=1.25 P=1.15 Western Wood Its design meet or exceed the loading Imposed by the local building code. it Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material dlrectiy attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture conlenl of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss In accordancewith the following TC Dead 12.00 psf BC LiVe .00 psf Rep Mbr Bnd 1.00 O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'gUALrrY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- RUSSES'-3700 3700Riego Road, Elverta, CA 95626 (QST-88),'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOODTRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200. Washington, DC 20036. TOTAL 38.00 psf Seqn T6.2 . 5 - 6618 job'Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy o1° it to the Erecting Contractor. Truss ID: D4 Drwg: BRG X -IOC REKT SIZE RE'D TC 2x4 DFL #1 Dentes the � ri rrin=ni- for lateral bracing UPLaFT REPC CN (S) 1 5- 7-12 1678 3.50° 1.50° BC 2x4 DFL #1 ® at each locat>rxt sham. Lateral bracing Support 1 -183 lb 2 34-10- 4 1787 3.50" 1.53" 'AM 2x4 DFL STPDN90 systeas Oddi ixiclu a Or x-briaang Support 2 -224 lb TC FORCE AXL Platirrl spec : PNSI/TPI - 1995 are the respnncib;l,ty of-hii1diM mlis truss is designed using the 1-2 BND (SI 430 THIS DESICPI IS THE TIE RESULT OF MLUI vrF LOAD CASES, design.. YYusnal Sys BRTT nay be for lateral bracing U3C-97 Code. Bldg Enclosed Yes 2-3 .06 .34 .40 -1034 .01 .34 .34 BWJM R92JD EMRM sham are based ONLY used ccntisaious to trusses spaced 24" oc. Alternatively, use = Truss Iccation = Not Rid 7rste 3-4 4-5 -909 .00 .30 .31 -1030 on the truss material at each, beating. PLATE VAIUFS PER IC80 RESEXXH st ^'r or T -braces as shawl On artisHal Rnxicane/Qoean line = 1 Cate�rcy = B ft 5-6 .01 .30 .31 -847 REQ #1607. D�;*� mast be to Systets standard detail 0001003160. Lc aded for 10 BOLL. bbc �880.0025.14�ftt,, 40.00 � 75 6-7 .00 .14 .14 -1057 .01 .20 .21 provided avoid parting. PSF non-corlct rent PLATTrT BASED IN � UMBER VALUES. rcof nr-h = UBC Standard Ooat�tcy, Dead Itad = 22.0 psf 7-8 -1246 .01 .20 .21 8-9 692 .09 .24 .33 9-10 .675 .09 .33 .42 BC FORE AXL EM CSI 11-12 -295 .03 .22 .26 12-13 295 .00 .19 .19 13-14 840 .08 .19 .27 14-15 840 .08 .14 .23 15-16 810 .09 .20 .29 16-17 17-18 1000 .10 .20 .30 1000 .10 .27 .38 MAX DEFLF CN (span) L/999 IN NN 16-17 (LIVE) 18-19 19-20 977 .09 .27 .36 -589 Lr= -.04" D= -.06" T-• -.10' .06 .26 .32 [pX DEEL=CN ( ) : FIIB F CSI WEB FORCE CSI L/999 IN MEM 19-20 (LIVE) 2-12 -1441 .30 6-16 267 .11 I- .07" D= .09" TL- .16' 2-13 1050 .41 7-16 -298 .15 Joint Locations 4-13 4-15 -453 .35 7-18 176 .14 124 .05 8-18 287 .11 17-0-0 13-5-8 6-3-8 1 0- 0- 0 11 0- 0- 0 5-15 153 .06 8-19 -1749 .96 14-3-0 I I 2 5- 7-12 12 5- 7-12 3 10- 2-13 13 11- 3-14 5-16 142 OS 9-19 -240 .03 4 11- 3-14 14 16- 0- 0 F-7.00 -7.00 -4.00 6 21- 3- 0 6 21- 3- 0 7 25- 8-13 17 25- 0- 0 R4-5 R4-5 8 30- 2-11 18 27-11-12 9 34- 8- 8 19 34- 8- 8 3.5-4 3.5-4 10 41- 0- 0 20 41- 0- 0 S=3-4 10-3-5 2.5-6 3-8 10-11-1 5-5 SHIP = 3.5-4 3.5-4 =S� a ;•,r 04-5 3.5 4 S=3 4 3-7 S=34 34 0-3-1 IR - 2 2.5-4 3- �cc0 JQNER ' 5-6-0 .,,�I1? No. 1?�6 cc E 6's0 's �j 41-0-0 . q ' OF CA��FO 411 pla e are 20 � ge Truswal Connectors unless preceded by "18'1 for 18 gauge or "H" for 16 gauge. �ruSS ID: D4 ter. - u-rq .�M WARNING Read all notes on this sheet and give a copy o1° it to the Erecting Contractor. Eng. Job: . EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions arc Lobe Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor heathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral -support ® Fabricators of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or rause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.15 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington. DC 20036. TOTAL 38.00 psf Seqn T6.2.5 - 6619 ]ob'Name: DIPPLE9 Truss 1D: MA Drwg: ERS X -LOC REACT SIZE RETD TC 2x4 DFL #1 it for lateral bracit'n UPLIFT REdLTIQQ(S) 1 5- 1-12 1651 3.50" 1.50" BC 2x4 DFL #1 ® at eadl lOCatiori shcMn. Lateral bracing a pport 1 -142 lb 2 34-10- 4 1803 3.50" 1.55" WEB 2x4 DFL STS systans uhidl include del or x-b-ang Sg4)=t 2 -218 lb TC FMCS P1at,'m spec • AI3SI/M - 1995 are the xespcalsibility of -the building 'II This truss is designed using the AXL BIM GSI S D)SIGN IS Tim QOVIPOSTLE RESULT OF designer. IYtlscal System BRACE -Tr 1118Y be LMC -97 Axle. 1-2 388 .06 .31 .37 MJLTIPLE LOAD CASES. usai forGDrltinucLis lateral bracirx3 an Hldg EYrrlosed = Yes 2-3 -1105 .01 .31 .32 BEPRM RBXIIR2v0M shun are based QTY trusses 24" oc. Altem3tively, use Truss Locatim = Not End Zee 3-4 -966 .01 .33 .34 on the truss material at each bearing. scabs or -braces as shovn on Trust+al Hurric na/0-Line = No E p Category = B 4-5 5-6 -1073 .01 .33 .34 PLATE VALUES PER ICBG 1�CH RER� 41607. system standard detail CID01003160. Bldg Length- 80.00 ft, B� Width = 40.00 ft 6-7 -871 .00 .14 .15 -1084 .01 .20 .21 Drainage mist be provided to avid ponding. Landed for 10 PSF ncil-cmourtent BC1d. PLAMG BASED Q4 UMBER VAL IES. CEIN Mean roof height= 25.14ft, UBC 4 I � - 22 70 psf 7-8 -1270 .01 .20 .21 8-9 692 .09 .24 .33 9-10 675 .09 .33 .42 BC ECRCE AXL RU CSI 11-12 270 .03 .19 .22 12-13 272 .00 .21 .21 13-14 898 .09 .21 .31 14-15 898 .09 .15 .25 15-16 842 .09 .20 .29 16-17 17-18 1021 .11 .20 .30 1021 MAX DE&�CN (span) .11 .27 .38 L/999 IN MEM 16-17 (LIVE) 18-19 994 .09 .27 .36 L= -.04" D= -.06" 71- -.10- 19-20 -589 .06 .26 .32 MX DET- CN (cant) : WEB FCRCE CSI WEB FMM CSI L/999 IN MEM 19-20 (LIVE) L- D= .09" T= .16' 2-12 -1422 .25 6-16 282 .11 .07" 2-13 1074 .42 7-16 -291 .15 - Joie Locaticns = 4-13 -404 .30 7-18 174 .15 1 0- 0- 0 11 0- 0- 0 4-15 5-15 113 .05 8-18 294 .12 194 8-19 -1772 17-0-0 1 4-3-0 1 13-5-8 1 6-3-8 ' 2 5- 1-12 12 5- 1-12 5-16 .08 .98 111 .049-19 -240 .03 3 10- 2-13 13 11- 0-14 4 11- 0-14 14 16- 0- 0 r 7.00 -7.00 6 21- 3- 0 6 21- 3- 0 7 25- 8-13 17 25- 0- 0 R4-5 R4-5 8 30- 2-11 18 27-11-12 11 9 34- 8- 8 19 34- 8- 8 3.5-4 10 41- 0- 0 20 41- 0- 0 10-3-53-8 10-11-1 5-5 SHIP /V, �JI; ` 3.5-44 3.5-4 O _ 0 4-5 3-7 S=3 4 3 4 0-3-1 0 �iA 4. 3 ? 6 No. `= 6-0-0 E , c;3 3 �; 41-0-0 F � l 'gauge 111 plates a 20 Truswal Connectors unless preceded by 11181- for 18 gauge or "H" for 16 gauge. Truss ID: D 4A D�TT�7 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are lobe Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet ar exceed the loading Imposed by the local building code. Itis assumed that the lop chord Is laterally braced by the rooror floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or muse connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.15 2- 0- 0 standards: TRUSCOM MANUAL', by Trusval,'9UALI TY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf O.C. Spacing 3700 Riego Road, Elverta, CA 95626 (9ST-881. 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET" by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200. Washington. DC 20036. TOTAL 38.00 psf Seqn T6.2.5 - 6620 Job Name: DIPPLE9 Pr, X -IOC REXT SIZE REQ 1 D 1 0- 1-12 1339 3.50" 1.50" 2 14-10- 4 1979 3.50" 1.741- .74"7C 7C FtRCE AXL RD CST 1-2 -2242 .04 .23 .28 2-3 -1860 .03 .24 .26 3-4 -1743 .02 .27 .29 4-5 -1457 .02 .27 .28 5-6 -1120 .01 .12 .13 6-7 -1375 .01 .19 .21 7-8 -1512 .01 .19 .20 8-9 688 .09 .24 .33 9-10 674 .09 .33 .42 BC FLRCE AXL END CSI 11-12 1868 .27 .09 .36 12-13 1866 .22 .19 .41 13-14 1531 .18 .19 .38 14-15 1531 .18 .13 .31 15-16 1170 .14 .21 .35 16-17 1250 .14 .21 .35 17-18 1250 .14 .27 .41 18-19 1171 .13 .26 .39 19-20 -587 .06 .26 .32 WEB FMCE CSI WEB FCRCE CSI 2-12 172 .07 6-16 422 .17 2-13 -395 .29 7-16 -233 .12 4-13 389 .16 7-18 -207 .22 4-15 -565 .30 8-18 360 .15 5-15 544 .22 8-19 -2012 .64 5-16 -174 .15 9-19 -242 .03 TIC 2K4 DEL #1 BC 2x4 DFL #1 I'm spec 2x4 DFL SLMAM IIffSD15I5QVISME 03VACSMRESMTOF Mffa R LMD CASES. EEMU , RE<ZITIE2Elv]ENPS sham are based CNLY on the truss itaterial at each bearing. = WM PER ICBG RES]EARC11 REFC Rr #1607 Drainage trust be pmvide3 to avoid palding. 10-3-5 _ 3-7 0-4-5 Truss ID: D4B Defntes the regal x,atent for lateral bracing ® at each locatral shoum. Lateral bracing, systets which include diagonal or x -brace g are the sibility of the building designer. 'lYus ll Systems BRACE -IT aey be used for cmtin cus lateral bracing an trusses spaced 24" oc. Alternatively, use scabs or T -braces as shoom on Trusti al Systels Standard detail CD01003160. Loaded for 10 PSF non-omcurrent BCLL. PEA= BASED CN GZEEN LIMBER VALUES. 17-0-0 1 4-3-0 I 13-5-8 I 6-3-8 F 7-00 R4-5 R4-5 awn VV6. UP= REACMCN(S) This�pov 2 -171 lb truss is designed using the UBC -97 Code. Bldg Enclosed =Yes Truss Laation = Not End Zone H=itale/Ocean Line = NoCategory = B � Bldg Iqth 80.00 ft, Bldj Width = 40.00 ft Mean roof hen 25.14 ft, nph = 75 UBC Standard gtany, Dead Lam = 22.0 psf 11-Y rQI 41-0-0 t7 C. 1 p J, a?�20 auge Truswal Connectors unless preceded by 111811 for 18 gauge or "H11 for 16 gauge. ilMw Y 10-11-1 SHIP 0 -3 -15 -- Eng. -3-1 Eng. Job: .EJ Chk: CM Dsgnr: CM TC Live TC Dead BC Live BC Dead TOTAL M4X DEF EMCN (span) WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be nF:P'rFMCN verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utillzed on Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced raced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following .09" T-- =Joint standards: TRUSCOM MANUAL', by Truswal,'QUALrrY CONTROL STANDARD FORMEPAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY 1 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper 11 0- 0- 0 Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200, Washington, DC 20036. 10-11-1 SHIP 0 -3 -15 -- Eng. -3-1 Eng. Job: .EJ Chk: CM Dsgnr: CM TC Live TC Dead BC Live BC Dead TOTAL M4X DEF EMCN (span) X999 IN M DL3 109(LIVE) 0 - M4X nF:P'rFMCN (cant) : L/999 IN MEM 19-20 (LIVE) L- .07" D= .09" T-- =Joint JointLocations = 1 0- 0- 0 11 0- 0- 0 2 5-11-11 12 5-11-11 3 10- 2-13 13 11- 5-14 4 11-5-14 14 16- 0- 0 5 17- 0- 0 15 17- 0- 0 6 21- 3- 0 16 21- 3- 0 7 25- 8-13 17 25- 0- 0 8 30- 2-11 18 27-11-12 9 34- 8- 8 19 34- 8- 8 10 41- 0- 0 20 41- 0- 0 �Ht , F2 6 rn m )F CNJ Truss ID: M Job#: J1678 Date: 12/18/2001 16.00 psf DurFacs L=1.25 P=1.15 12.00 psf Rep Mbr Bnd 1.15 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec UBC -97 38.00 psf Seqn T6.2.5 - 6621 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of It to the Erecting.Contractor. Truss ID: D5 Drwg: BIG X -LCC PEAU SIZE REQ'D TL 2X6 DFL #2 motes the re rir>Fa' for lateral bracing + + + + + + + + + + + + + + + + + + + + + + 1 2 0- 1-12 1023 3.50" 1.50" 25- 0- 0 3325 2x4 DFL #1 1-3, 3-5 ® at aadn location anw n. Lateral bracing. Designed for 3.3 K lbs drag load amlied 5.50" 3.17" 2x4 DFL 2100F -1.8E 9-10 system cdnich include diagonal or x -bracing 'vont along the top Chord to the tan 3 34-10- 4 3272 3.50" 3.11" BC 2XG DFL #2 ail the orLcib�lityystoaf� the builduiig dnord along partial eontinimus bearing(s) TL IND FLiuE AXL BDID CSI DFL SMMARD�forrnfeusSlateralBFiFf�-IT CBL ELK 2x4 DFL SIP1 CEL ELK used2>c4 fftay be lateral bracing cyst indicated, oanirrf�ftly with dead loads aryl 0 � live load. Dllraticrr1.33. Partial 1-2 2-3 -1578 .OS .51 -996 .01 .48 .49 spec ply IIiiS L 5IC3I IS UE OMCSI E9RE= OF use scabs c¢ ixaees as shawnc. taf T=%,al CCr±irLX:uS bearin 325 lf Max. g reaction Connection ( others) (fust transfer, equal 3-4 -917 .01 .25 .26 MffTTPfF LOAD CASES. standard detail 0301003160. load to each +�+ 4-5 -666 .00 .25 .25 BESRM RB�JII2FS�NPS shown axe based CNLY Meng VARIES PER ICED RE3FARCH REPaU #1607. + + + + + + + +�+ +.+-.+ +.+ + + + + 5-6 196 .00 .26 .26 an the truss ffaterial at a3dn bearing. Iax]ed for 10 PSF non -concurrent BOLL. finis deli based of chord bracing applied 6-7 -716 .00 .35 .36 Interior' suppaxt or tefpoxaxy shoring (fust Location of interior bearings should be per the of�llv�uirr3 schiedu e: 7-8 1667 .12 .35 .47 this truss. be in place beforeW.4.nd clearly ((arcked of each truss. flax 0. C. fnsfl to 8-9 1191 .00 .50 .50 bracing isQ others) to mist be p�vvided to avoid ponding. TC 24.00" 21- 3- 0 34- 8- 8 9-10 2221 .20 .57 .77 pre rotatiaf/See HIB -91 and Cable blocks are 9c 4 a 16.0 in. o. c. MAX. anis truss is designed using the AN.S /M 1-1995; 1 10.3.4.6. <It is assu¢e3 that one face of this truss UBC -97 Code. BC FORCE AXL END CSI PLA= BASED CN GZEEN L PEER VALUES. < is sheathed with pl OSB, ucod board Bldg Enclosed = Yes 11-12 1568 .17 .53 .69 < siding or hardb ' xg. If not, Truss Location = Not End 7rafe 12-13 1563 .17 .21 .37 < additional loads mist be aonsidexed On. Hurricane/Ooean Line = Tb ( tory = B 73-14 1467 .18 .02 .19 < no1-mntirnr�ta byy3 cables. Bldg 80.00 ft, B'Ld3 Wi = 40.00 ft 14-15 1467 .18 .04 .22 use adequate staples Vor c;hle blocks. IC��by).e y h gg = 25.14 ft, ffph = 75 15-16 16-17 1442 .18 .08 .26 -1750 .11 .31 .42 studs flay r�lire lateral brad. See Tr=,als c hie Ysar;rn detail(s). UBC Standard 0� Dead load = 22.0 psf ----------LOAD # DESIGN LC]� --------------- 17-18 -1060 .10 .31 .41 jested Lateral 1 fds in lino with the chards have Dir L.Plf L.Loc R.Plf R. Loc LL/TL 18-19 -1060 .10 .10 .20 not been considered unless noted otherwise. IC Vest 56.00 0- 0- 0 56.00 12- 6- 0 .57 19-20 -1363 .01 .70 .71 - TC Vert 71.00 12- 6- 0 146.00 20- 6- 0 .45 20-21 -1989 .02 .70 .72 TC Vert 146.00 20- 6- 0 146.00 35- 0- 0 .22 TC Vest 91.00 35- 0- 0 71.00 41- 0- 0 .35 DAB Emm CSI vEB FORCE CSI BC Vert 20.00 0- 0- 0 20.00 25- 0- 0 .00 2-12 306 .12 7-16 1472 .60 BC Vest 115.00 25- 0- 0 115.00 41- 0- 0 .00 2-13 -633 .54 7-17 -2435 1.00 17-0-0 4-3-0 13-5-8 6-3-87A-. lbs X. Loc LL/IL 4-13 423 .17 8-17 -1006 .71 1 I 1 I ilC Vert 210.0 36- 0- 0 .42 4-15 -695 .80 8-19 414 .16 5-15 728 .28 9-19 1967 .75 5-16 6-16 -954 .72 9-20 -2491 .287 -645 .383 00 -7.00 -4.00 MAX DEFUrI'r(N (span) L/999 IN MFM 11-12 _ L= -.07" D= -.0911 Z-- -.16' 6-4 MAX DEFLECTION (cant) 3-4 34 1 -0 L/829 IN MQN 20-21 (LIVE) 3.5 4 6 L- -.09" D= -.12" T= -.21' = 3 Joint Locatials = S 1 0- 0- 0 12 7- 3- 8 10-3-5 3.5-4 .5-4 2 7- 3- 8 13 13- 3- 0 10-11-1 3 10- 2-13 14 14- 0- 0 3-4 2 3- SHIP - '4-1-3::. _ 0 15 17- 0- 0 8 7�3. 4 18 29- 0- o 5-5 _5 ���V�OP29-10- 4 0-0-4 2.5-4 2.g 4 3-4 4-10 S = 5-5 CO 9 - 34-10- 4 0-0-4 cW 0- 0 3 S- 5-5 4 4 3.5-8 2.5 4 U l0 '41- 0 m 41- �} '' ` = 2cc 5-0-0 6-0-0 Ex41-0-0 All la�ties 20 Truswal 11H" TMCAL),PLATE ate uge :(1-5-4 Connectors unless preceded by"181' for 18 gauge or for 16 gauge. Truss ID: D5 WARNING Read all notes on this sheet and give a copy of It to the Erecting.Contractor. Eng- Job: .EJ. Job#: J1678 ' This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood thls design meet or exceed the loading imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shmvn Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will rause Ihr molsture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate. handle, Install and brace this truss In accordance %vith the following TC Dead 12.00 psf Rep Mbr Bnd 1.00 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 I9ST-881.'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. MV. Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6. 2 . 5 - 6622 job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: F Drwg: ERG 1 X -ILC REACT 0- 1-12 1050 SIZE REQ'D 3.50" TC 2x4 DFL #1 Pia • PNSI/TPI - 1995 'This truss is designed using the Date: 12/18/2001 2 1.50" 24-10- 4 1050 3.50" 1.50" BC 2x4 DFL #1 WEB 2x4 DFL SPAIN IIIIS�IS THE Q7qPOSITE RES = OF MANE IGAD CASES. UBC -97 Oode. Bldg Enclosed = yes this design meet or exceed the loading Imposed by the local building code. it Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 199h and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf BC Live .00 psf PLATE VALUES PER ICBG RESEARM REFC Rr #1607. Bg*mG RaXjR `0TM sho n axe based QTLY Truss Locatim = Not End 7Gate TC FC&CE AXL RID CSI Loaded for 10 PSF rm-rrxx-tmyear R'ff. on the truss material at each bearing. Hurricane/Ocean Line = No Category = B 1-2 2-3 -1663 .02 .43 .45 PLATJI� BASED CN C12Ek1I LII�R VALUES. Fzstlar>ent bxacirrJ is (by others) to Bldg Length = 80.00 ft, B3 Width = 40.00 ft 75 3-4 -1502 .02 -1502 .02 .43 .45 .43 .45 prevent rotation/t� See HIB -91 arra ANSI%TPI 1-1995; 10. .4. airs 10.3.4.6. Mean roof height -23.83 ft, � = Dead UBC Standard C Dead Load = ' 22.0 psf 4-5 -1663 .02 .43 .45 ----------LOAD # LDADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL BC FC%tCE AXL EM CSI TC Vert 56.00 0- 0- 0 56.00 25- 0- 0 .57 6-7 1373 .15 .43 .58 BC Vert 20.00 0- 0- 0 20.00 25- 0- 0 .00 7-8 953 .11 .43 .53Type lbs X. Loc LL/TL 8-9 953 .11 .43 .53 TC Vert 100.0 11- 3- 0 .42 9-10 1373 .15 .43 .58 TC Vert 100.0 13- 9- 0 .42 4EB MC CE CSI DEB FORCE CSI 2-7 -333 .11 3-9 529 .22 3-7 529 .22 4-9 -333 .11 12-6-0 1 12-6-0 F 7.00 100# 100# 3 - -4 s Cre 2OaZ6a 25-0-0 L.b-4 Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. t-4 TO -4-5 7-7-1; S VM M=CN (span) ' L/999 IN MEM 7-8 (LIVE) L- -.07 D= -.10" T-- -.1 = Joint Locations = 1 0- 0- 0 6 0- 0- 0 2 6- 5-13 7 8- 5-14 3 12- 6- 0 8 15- 0- 0 4 18- 6- 3 9 16- 6- 2 5 25- 0- 0 10 25- 0- 0 Truss ID: F WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: . EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM `i..'�iD accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. it Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 199h and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf BC Live .00 psf Rep Mbr Bnd 1.00 O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal,'QUALITY CONTROL STANDARD FORMEI'AL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6.2.5 - 6623 fob Name: DIPPLE9 Truss ID: F1 D M X -IDC REtDT SIZE D B 1 0- 1-12 1137 3.50" " 150 BC 2K4 DFL #1 2 24-10- 4 1137 3.50" 1.50" VEB 2x4 DFL SD40ARD 22.0 Fsf ---IClaD # DESICN LL1� 5 25- 0- 0 F= VALUES PER ICBO REMRM REQ #1607 TC FCRCE AXL RM CSI Loaded for 10 PSE' not-canamrent BOLL. 1-2 -1663 .02 .43 .45 PIA= BASED CN GREEN LLMEIER VALiIES. 2-3 -1502 .02 .43 .45 3-4 -1502 .02 .43 .45 4-5 -1663 .02 .43 .45 BC FC RCE AXL END CSI 6-7 1373 .15 .43 .58 7-8 953 .11 .43 .53 8-9 953 .11 .43 .53 9-10 1373 .15 .43 .58 4,B F= CSI VEB FCRCE CST 2-7 -333 .11 3-9 529 .22 3-7 529 .22 4-9 -333 .11 7-7-13 =0-4-5 aZ. Plating Spec • PNSI/TPI - 1995 IIITS DESIC�1 IS 'M CMUSM RESULT OF MLLTIPIE WAD CAMS. BEP,RIM REZJIR 14ENM shoat are based OILY cn the truss rraterial at each beam xg. F,Pr[tar>ertt bracisrj is ON others) to Mprev rctatic /tcp See HIB-91.and PI1SI%TPI 1-1995; 10. 4.5 and 10.3.4.6. 12-6-0 1 12-6-0 1 100#100# 3. -4 This truss is designed using the L/999 IN MEM UBC -97 Ctzde. LF -.07" D= Bldg Ri losed = Yes = Joint Locations = Truss LOMt3.M = Not Errs 2cale 6 0-0-0 Hurric�le/0.�art L,irP = No E� Cate3ory = B Bldg = 80.00 ft, Bid3 Width = 40.00 ft 75 Mean rood hei = 23.83 ft, lfQkt = UBC Standard Ikaad IOad = 22.0 Fsf ---IClaD # DESICN LL1� 5 25- 0- 0 Dir L. L.Plf L. Loc R.Plf R.Loc LL/IL IC Vert 56.00 0- 0- 0 56.00 25- 0- 0 .57 BC Vert 20.00 0- 0- 0 20.00 25- 0- 0 .00 T�yy_�ee lis X. Loc LL/TL 'IC siert 100.0 11- 3- 0 .42 'IC Vert 100.0 13- 9- 0 .42 25-0-0 1 plate 'antis 2,0 gaug�e'Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. MSX DEn=CN (span) • L/999 IN MEM 7-8 (LIVE) LF -.07" D= -.10" T= -. = Joint Locations = 1 0-0-0 6 0-0-0 2 6- 5-13 7 8- 5-14 3 12- 6- 0 8 15- 0- 0 4 18- 6- 3 9 16- 6- 2 5 25- 0- 0 10 25- 0- 0 8-3-9 S IP So pR0 QHS =0-4-5 qTF 41 Truss ID: F1 �- WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component It has been based on specifications provided by the component manufacturer and done In Eng. Job: .EJ. Chk: Cbl Job#: J1678 ®a2w accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: CM Date: 12/18/2001 TC Live 16.00 psf TC Dead 12.00 psf P BC Live .00 psf BC Dead 10.00 psf DurFacs L=1.25 P=1.15 Re Ibr Bnd 1.00 P O.C. Spacing 2- 0- 0 Design Spec UBC -97 Western Wood ® Fabricators 3700 Riego Road, Elveria, CA 95626 this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling len pp p y g glh. This component shall not be placed In any environment that will cause the moisture mntent of the wood exceed 19% and/or muse connector plate Axl iwiuu. Fabrlwte, handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal.'gUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (gST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute fTPO Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200. Washington, DC 20036. TOTAL 38.00 psf Seqn T6. 2 . 5 - 6624 job -Name: DIPPLE9 BEG X -IOC REACT SIZE FM:)'D 1 5- 1-12 1403 3.50" 1.50" 2 24-10- 4 933 3.50" 1.50" TC FC RCE AXL SO CSI 1-2 443 .07 .54 .61 2-3 -711 .00 .54 .54 3-4 -1110 .01 .44 .45 4-5 -1271 .01 .44 .45 BC FC52CE AXL END CSI 6-7 -304 .03 .20 .23 7-8 362 .02 .32 .34 8-9 613 .06 .32 .38 9-10 613 .06 .47 .53 10-11 1035 .11 .47 .57 VES FMCE CSI VXB FCRCE CSI 2-7 -1259 .35 3-10 547 .22 2-8 470 .19 4-10 -333 .11 3-8 -357 .18 1 pla TC 2x4 DFL #1 BC 2x4 DFL #1 WIM 2x4 DFL STPD Plating spec : AMI/TPI - 1995 THIS DFSTQV IS THE 0I4= RE= OF M1fTfPfF LCM CASES. BEARM REWIRDMIS sham are based CNLY on the truss naterial at each bearing. PLATE VALUES PER ICBO RFSEn REPW #1607. F>✓prevent ent -tat r&Vt I�irag � othersBIB-91 � 1-1995; 10. 4. and 10.3.4.6. 7-7-13 =04-5 Truss ID: F2 Denotes the rFxntirmnf for lateral bracing ® at eadi location sham. lateral bracing, systets Ma'ria'n include diagonal or x -bracing are the ihiI ity of the building desigTeXlx. usvRl SVstEns BRACE-rrnay be used for continuous lateral brarirn on trusses spape3 24" oc. Alteunatively, use sc or T -}races as shoal on Trusval System standard detail a)01003160. Loaded for 10 PSF r>oi'1-con wrrent BUT. PLATIN; BASED CN GREEN LIMBER VALUES. 7.00 100#1006 7.00 3.L Drwg• WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. UPLIFT REAMCN(S) Job#: x1678 -92 lb This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In is designed using the 111is1 UBC -97 Cbde. accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are Lobe Bldg Enclosed = Yes Truss Location = Not End 7f%nC Date: 12/18/2001 ; carte/Clo ali Line = I3� Fin Cbte3ory = B Bldg ��n 80.00 ft, El�j Widtkn = 40.00 ft Meath roo3 hei.83 UBC Standard Dead Itad = 22.0 psf ---IC1nD # DFSIC3V ICI Dir L.Plf L.LoC R.Plf ---------------- R. Loc LL/TL TC Vert 56.00 0- 0- 0 56.00 25- 0- 0 .57 BC Vert 20.00 0- 0- 0 20.00 11yyPe lbs X.Loc LL/rfL TC Vert 100.0 11- 3- 0 .42 25- 0- 0 .00 TC Vest 100.0 13- 9- 0 .42 TC Dead 12.00 psf /17 25-0-0 r 0 g.&- e Truswal Connectors unless preceded by"18" for 18 gauge or "H" for 16 gauge. we --W =0-4-5 8-3-9 SHM MAX EEFL f'fCN (span) L/999 IN MEM 8-9 (LUNE) Lr= -.06" D= -.09" T= -.15' DIAX DE&IMICN (tarn") : L/999 7N MEM 6-7 (LIVE) L- .03" D= .04" T= .07' = Joint Locations 1 0- 0- 0 7 5- 1-12 2 6- 5-13 8 8- 5-14 3 12- 6- 0 9 15- 0- 0 4 18- 6- 3 10 16- 6- 2 5 25- 0- 0 11 25- 0- 0 6 0- 0- 0 Truss ID: F2 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng • Job: .EJ. Job#: x1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: (;M accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are Lobe DS CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Jnr: TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 1996 and/or cause ou(u,cvlur corrosion. Fabricate, handle, install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.00 plate BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal,'QUALI TY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- RUSSES'.3700 3700Riego Road, Elverta, CA 95626 (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) Is located at 1250 Connecticut Ave, NW, Ste 200. Washington, DC 20036. TOTAL 38.00 psf Seqn T6.2 . 5 - 6625 Job Name: DIPPLE9 BRG X -LCC RFPLT SIZE REQ'D 1 5- 1-12 1316 3.50" 1.50" 2 24-10- 4 845 3.50" 1.50" TC FCRCE AXL EM CSI 1-2 443 .07 .54 .61 2-3 -711 .00 .54 .54 3-4 -1110 .01 .44 .45 4-5 -1271 .01 .44 .45 BC FCRCE AXL END CSI 6-7 -304 .03 .20 .23 7-8 362 .02 .32 .34 8-9 613 .06 .32 .38 9-10 613 .06 .47 .53 10-11 1035 .11 .47 .57 [EB FCRCE CSI WEB FCRC E CSI 2-7 -1259 .35 3-10 547 .22 2-8 470 .19 4-10 -333 .11 3-8 -357 .18 7-7-13 + ` 3-4 =0-4-5 X- 0 0 f 1 plater 2b :gau`gp Truswal Connectors unless preceded by 111811 TC 2x4 DFL #1 BC 2x4 DFL #1 [EB 2x4 DFL SPA EPM Hl spIS AIZI/TPI - 1995 THE QavTOSTIE RESULT OF M7f T PLL LC AD CASES. BFAIUM REW R vIENI5 sbnam are based CNLY on the truss naterial at each bearing. PLATE VARIES PER ICEO RESE*I REP= #1607. pr�rt rotatig i See others) to prevent rotation/ See HIB -91 atYb NZI/TPI 1-1995; 10. 4. arra 10.3.4.6. Truss ID: F3 ®D31Dtes the *,;++� forr lateral bracing at each location shear. Lateral bracing systems chick include dial or x -bracing are the ��pp'sls; ; i - hr of the t�,i l dirsg designer�IYuscal Stell BRACE -TT nay be used for osltirnnus lateral bracing on trusses 24" oc. Alternatively, use scats or T -braces s as shoal on TYus�l Systems standard detail 0001003160. Loaded for 10 PSF rrar-conalrrent BCLL. PLA= BASED IN C32E1:f1 U142ER VALUES. F 7.00 -7 00 100N � 100/i 3. -4 UPLIFT RE CMN(S) • WARNING Read all Boles on this sheet and give a Copy o/1/ to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In 1 -85 lb Job#: J1678 This Eniss is designed using the LIBC-97 Code. accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslons are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Bldg Enclosed = Yes Truss Location = Not End Z�1e Date: 12/18/2001 rcOxar1 Lir1e = Db C13tegary B 0ft C Dead Load = 22.0 psf .tandard ----ICY1D # DESIIN IC1T�L5 ----Dir L.Plf L.Loc R.P3.f - --------------- R. Loc LL/TL TC Vest 56.00 0- 0- 0 56.00 25- 0- 0 .57 BC Vert 20.00 0- 0- 0 20.00 25- 0- 0 .00 hype lbs X.Loc LL/TL TC Vest 100.0 11- 3- 0 .42 TOTAL 38.00 psf TC Vert 100.0 13- 9- 0 .42 for 18 gauge or "H" for 16 gauge. =0-4-5 MX DEFL T'rCN (span) • L/999 IN MEM 8-9 (LIVE L- -.06" D= -.09" T= MAX DEFLFNITCN (cant) : L/999 IN HEM 6-7 (LIVE LF .03" D= .04" T= = Joint Locations = 1 0- 0- 0 7 5- 1-12 2 6- 5-13 8 8- 5-14 3 12- 6- 0 9 15- 0- 0 4 18- 6- 3 10 16- 6- 2 5 25- 0- 0 11 25- 0- 0 6 0- 0- 0 Truss ID: F3 -vP- i WARNING Read all Boles on this sheet and give a Copy o/1/ to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Eng. Job: .EJ. Chk: CM Job#: J1678 ®/ accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslons are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on DS Jnr: CM Date: 12/18/2001 TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf BC Dead 10.00 psf DurFacs L=1.25 P=1.15 Rep Mbr Bind 1.00 O.C. Spacing 2- 0- 0 Design Spec UBC -97 Western Wood ® Fabricators 3700 Riego Road, Elverta, CA 95626 this design-ee, or exceed the loading Imposed by the local building code. It is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture vnlcnt of the wood exceed 19% and/or cause connector plate corrosion. Fabricate. handle. Install and brace this truss in accordance with the following standards: TRUSCOM MANUAL', by Truswal, '9UALIY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington. DC 20036. TOTAL 38.00 psf Sega. T6.2.5 - 6626 Job Name: DIPPLE9 Truss ID: G Drwg: BFU X -LOC REST SIZE REQ'D TC 2n6 DFL #2 ** (RHI =PLATE MNTIiR vsm-see Joint Rpt** H3IzagML REACTIC J(S) 1 0- 1-12 1022 3.50" 1.50" 2x4 DFL #1 1-2, 9-10 P]atirn3 spec : ANSI/TPI - 1995 t 1 -475 lb 2 -9-10- 4 1226 3.50" 1.50" 2>6 DFL #1 6-9 Loaded far 40 f in >mn, us other sir 3 -475 lb 3 24-10- 4 1275 3.50" 1.50" BC ZCS DFL #2 additional los indicate Y This truss is designed using the 4EB 2x4 DFL SI MMM Live load deflection in roan is L/360. LBC -97 Olde. TC ECY2CE AXL END (SI TIE BEPM 2x4 DFL SPANDARD THIS DESICN IS THE 034U.TIE RESULT OF aldg Enclosed = Yes 1-2 -1355 .02 .15 .17 ATTIC WB 2X4 DFL SMEARD MJITIME LOAD CASES. Truss Location = Not End ZCne 2-3 -1114 .00 .19 .19 GEL SCLC 2x4 DFL SMOAM BEva ., RFUrLRFImrs shcr n are based CMY Fh>Yricatle/Oo�n Line = Tb Cbte3ory = B 3-4 -906 .00 .83 .83 PLATE VALUES PER IC80 RESUTC i RE MU #1607. an the truss rtaterial at each bearing. Bld3 Lith - 80.00 ft, B'1d3 Width = 40.00 ft 4-5 463 .03 .83 .86 Location of interior bearings should be Loaded for 10 PSF non-crmmslt Ea,L. Nin rood hen = 25.22 ft, tlph = 75 5-6 383 .02 .12 .14 clearly narked on each truss. Interior stRxrt or terporary &- n3 Rust i)BC Stan9ard Da3d Ioad = 22.0 psf 6-7 199 .01 .32 .33 Drairk Rust be prwtde3 to avand porr]uxJ. be in platb before this truss.----------ICY�D # DESIC3I IIIALS ---------------- 7-8 -819 .00 .90 .90 Attic collar tie requires lateral biacing One stow of cross brid3>r1g (X- ) Ray be Dir L. PH L.LOC R. PH R.LOC LVIL 8-9 -1324 .01 .91 .91 shorn plus bran; j at the panel points of required at centerline of man per NDS -97. TC Vest 56.00 0- 0- 0 56.00 6- 0- 4 .57 9-10 -1707 .02 .26 .28 the collar tie (unless rated otherwise), (moble blocks are 2x 4 @ 16.0 in. 0. C. MAX. TC Vest 76.00 6- 0- 4 76.00 9- 3-11 .42 or rigid shea is req -at is assuaon ed that e face of this truss TC Vest 56.00 9- 3-11 56.00 15- 8- 5 .57 BC F= AXL END CSI PLAI'M FASFD CN Q2FaIV LIIvIDEI2� VAUES. < is sheathed with pl ocl, 0.58, wood board TC Vest 76.00 15- 8- 5 76.00 18-11-12 .42 11-12 969 .10 .73 .23 < sitiiuxJ or hart3baart c'�' If not, TC Vert 56.00 18-11-12 56.00 25- 0- 0 .57 12-13 973 .07 .39 .46 < additional loads Rust be considered a. BC Vert 20.00 0- 0- 0 20.00 6- 0- 4 .00 13-14 771 .04 .39 .43 < non -cont n cis be<umig crbbles. BC Vert 100.00 6- 0- 4 100.00 18-11-12 .71 14-0 771 .07 .61 .68 NNa�yy gt Muse adeats staples far gable blocks. BC Vert 20.00 18-11-12 20.00 25- 0- 0 .00 14-15 771 .07 .83 .91 Gable studsRay lateral bracin3. See 4-7 V 20.00 9- 3-1.1 20.00 15- 8- 5 .00 15-16 1400 .13 .56 .69 Trusnals gable bracing detail.(s). lbs X. Loc LL/TL 16-17 1400 .13 .13 .26 Lateral in l;rw with the dards have BC \/est 78.7 6- 0- 4 .00 rot been acmider'ed unless noted otherwise. EIC Vest 78.7 18-11-12 .00 WEB FCRCE CSI WEB EMM CSI 'Deese loads and their eonflectims are the 2-12 445 .14 8-15 576 .28 resp. on sihility of the building designer. s 1 3-13 466 .15 9-16 0 L/6100 IN 7 .16 10-0-0 I 5-0-0 1 10-0-0 MAX MEM 14- (13 (LIVE) IN MEM 1 L= -.30" D= -.41" T= -.70' 4-118 � 46 .00 .4466 -� - Joint Locations = 18-7 -888 .32 .00 .32 12.00 12.00 12.00 12.00 1 0- 0- 0 10 25- 0- 0 4 3 4 2 3- 0- 0 11 0- 0- 0 AW FIXCE GSI AW FMCE CSI - 8-8 4 9- 5- 7 13 6- 0- 4 5-18 479 .15 6-18 278 .09 2.5-6 .5-6 5 10- 0- 0 14 8- 0- 0 6 15- 0- 0 15 18-11-12 2.5 .1 7 15- 6- 9 16 21- 9- 8 8 18-11-12 17 25- 0- 0 3 4 2-4 -4 10-1-11 8-0-12 10-9-7 SB IP Q�OFEQin 34 E e, 2.5-5 5 3-4 2- �-65 �Q�O OG���+ .. _ y 0-04 3-g- 3.5-4 3.54 S- 6-6 3.5-4 3.54 32 4 0-0-4 r 0103 9-10-4 794 794 Q 0 25-0-0 0 F C E A0� All 3 ties ar' 20rgauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. UTruss ID: G (�a y OVER 3 SUPRCRIS a� `1T W WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr. CM Date: 12/18/2001 TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf DurFaes L=1.25 P=1.15 Rep Nbr Bnd 1.15 O.C. Spacing 2- 0- 0 Western Wood ® Fabricators this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following 3700 Riego Road, Elverta, CA 95626 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (gST-88).'HANDLINC INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -911 and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1250 Connecticut Ave, NW. Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6. 2 . 5 - 6628 Job Name: DIPPLE9 BFG X -LOC REACT SIZE RB�'D 1 0- 1-12 1734 3.50" 1.85" 2 24-10- 4 1734 3.50" 1.85" TC FCRCE AXL BID CSI 1-2 -2103 .04 .23 .27 2-3 -2398 .02 .97 .99 3-4 -1326 .00 .95 .95 4-5 535 .03 .82 .86 5-6 679 .08 .21 .29 6-7 581 .03 .86 .89 7-8 -1336 .00 .89 .89 8-9 -2379 .02 .91 .93 9-10 -2105 .04 .22 .26 BC FORCE AXL END CSI 11-12 1580 .15 .18 .34 12-13 1573 .15 .83 .98 13-14 1390 .15 .83 .98 14-15 1390 .31 .89 1.00 15-16 1587 .09 .89 .98 16-17 1587 .15 .18 .33 WEB FORCE CST WEB FCRCE CSI 2-12 -731 .12 8-15 1330 .62 2-13 -426 .12 9-15 -542 .15 3-13 1334 .64 9-16 -892 .14 TB FCRCE AXL EDID CST TC Vert 76.00 16- 1- 4 76.00 4-18 -2033 .64 .32 .96 BC Vest 100.00 6- 0- 4 100.00 18-7 -2058 .66 .32 .98 Type... lbs X.Ioc LL/TL AW FCRCE CSI AW FCRCE CSI 5-18 318 .10 6-18 341 .11 TC 2x4 DFL #1 2x6 DEL BC 2xg DFL #2 2-5, 6-9 WEB 2x4 DFL SD*UAR D TIE BEAM 2x4 DFL SM1790 ATTIC W8 2x4 DFL ST MAK) Lurber shear alio ables are per NDS -97. Plating spec • AI15I/TPI - 1995 L for 40 psf in roc7, us any other additional loads indicated. Lsve load deflection in roan is L/360. PLAZE VALUES PER ICED RESER% RE POU #1607. Loaded for 10 PSF non -rent BC1S . One ra✓ of dross bridging (X -bracing) nay be rreq��uu�� at centerline of roan per NDS -97. PLATIIUBASED CN GZEEN ILPMR VATSFES. 10-5-3 =0-5-3 5 Truss ID: G1 Denotes the are t, ,fEnt for lateral brad ® at each location sYnaal. Lateral bracing systetLs ldAch includedi or x-braEing are the �sibility of the building designer. System BRPLE-TTimy be used for cont; n nus lateral bracing ort trusses spaced 24" oc. Alternatively, use stabs or T - braces acesbr as shoal on ms &al Syst standard detail C1001003160. mils IS ME CaCOSTIE RES= OF MTf MLE LLAD CASES. FEARM ReWIR AENI5 sho+m are based CNLY an the truss flaterial at each bearur3. Drainage mast be pru idea to avoid poEdin3. Attic collar tie requires lateral bracing shorn plus brad g at the panel points of the collar tie (unless noted othersise) , or rigid sheathing is required. 10-0-0 5-0-0 10-0-0 00-12.00 -12 00 V 1 -T , �- "1 854 85#1 Q 17, 0-"- 0-" 7 0I 25-0-0 1 pla4 7 :U220 g0i ge Truswal Connectors unless preceded by"18" for 18 gauge or 11H11 for 16 gauge. 11-0-15 SH IP QUO cZQ =0-5-3 W V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. support 1504(Slb: This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In support 2 504 lb accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be This truss is designed using the verified by the component manufacturer and/or building deslgner prior to fabrication. The building designer shall ascertaln that the loads utilized on UBC -97 Cbde. this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral Bldg Enclosed = Yes support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following Truss Location = Not End 7Gile standards: TRUSCOM MANUAL'. by Truswal,'9UALITY CONTROL STANDARD FO RMETAL PLATE CONNECTED WOOD TRUSSES' - Hu ricane/Coacm Line = Db Category = B 80.00 ft, Bid3 Width = 40.00 ft Bldg Ler 25.22 ft, = 75 Mean rood = nph LaC Standard OccLpancy Dead Load = 22.0 psf ---I11�D #1 DESI(V IRDS ---------------- Dir L.Plf L.LOC R.Plf R.Loc LJ/TL TC Vert 56.00 0- 0- 0 56.00 6- 0- 4 .57 TC Vert 76.00 6- 0- 4 76.00 8-10-12 .42 TC Vert 56.00 8-10-12 56.00 16- 1- 4 .57 TC Vert 76.00 16- 1- 4 76.00 18-11-12 .42 7C Vert 56.00 18-11-12 56.00 25- 0- 0 .57 EIC Vert 20.00 0- 0- 0 20.00 6- 0- 4 .00 BC Vest 100.00 6- 0- 4 100.00 18-11-12 .71 EIC Vert 20.00 18-11-12 20.00 25- 0- 0 .00 4-7 V 20.00 8-10-12 20.00 16- 1- 4 .00 Type... lbs X.Ioc LL/TL EIC Vert. 85.3 6- 0- 4 .00 EIC Vest 85.3 18-11-12 .00 11-0-15 SH IP QUO cZQ =0-5-3 W V Eng. Job: .EJ Chk: CM Dsgnr: CM TC Live TC Dead BC Live BC Dead TOTAL MAX DEE=CN (span) L/853 IN MEM 14-1-5 (LIVE) L= -.35" D= -.48" T= -.83 = Joint locations WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be 2 3- 0- 0 verified by the component manufacturer and/or building deslgner prior to fabrication. The building designer shall ascertaln that the loads utilized on Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following 4 9- 0- 8 standards: TRUSCOM MANUAL'. by Truswal,'9UALITY CONTROL STANDARD FO RMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIS-91 SUMMARY 14 SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper 6 15- 0- 0 Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. Eng. Job: .EJ Chk: CM Dsgnr: CM TC Live TC Dead BC Live BC Dead TOTAL MAX DEE=CN (span) L/853 IN MEM 14-1-5 (LIVE) L= -.35" D= -.48" T= -.83 = Joint locations 1 0- 0- 0 10 25- 0- 0 2 3- 0- 0 11 0- 0- 0 3 6- 0- 4 12 3- 2- 8 4 9- 0- 8 13 6- 0- 4 5 10- 0- 0 14 8- 0- 0 6 15- 0- 0 15 18-11-12 7 15-11- 8 16 21- 9- 8 8 18-11-12 17 25- 0- 0 9 22- 0- 0 18 12- 6- 0 3 Truss ID: G1 Job#: J1678 Date: 12/18/2001 16.00 psf DurFacs L=1.25 P=1.15 12.00 psf Rep Mbr Bnd 1.15 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec UBC -97 38.00 psf Segn T6.2.5 - 6629 Job Name: DIPPLE9 EM X -IDC REACT SIZE REQ'D 1 0- 1-12 1683 3.50" 1.79" 2 24-10- 4 1734 3.50" 1.85" TC E`CFKE AXL ESD CST 1-2 -2103 .04 .23 .27 2-3 -2398 .02 .97 .99 3-4 -1326 .00 .95 .95 4-5 535 .03 .82 .86 5-6 679 .08 .21 .29 6-7 581 .03 .86 .89 7-8 -1336 .00 .89 .89 8-9 -2379 .02 .91 .93 9-10 -2105 .04 .22 .26 BC FURXE AXL END CST 11-12 1580 .15 .18 .34 12-13 1573 .15 .83 .98 13-14 1390 .15 .83 .98 14-15 1390 .11 .89 1.00 15-16 1587 .09 .89 .98 16-17 1587 .15 .18 .33 WEB E RCE CST WEB F= CST 2-12 -731 .12 8-15 1330 .62 2-13 -426 .12 9-15 -542 .15 3-13 1334 .64 9-16 -892 .14 TB FARCE AXL END CST TC Vert 76.00 16- 1- 4 76.00 4-18 -2033 .64 .32 .96 BC Vert 100.00 6- 0- 4 100.00 18-7 -2058 .66 .32 .98 Ty -e lbs X.Loc LL/IL AW FCYtCE CSI AW FCRCE CSI 5-18 318 .10 6-18 341 .11 ZC 2x4 DFL #1 2xG DEL BC 2x8 DFL #2 2-5, 6-9 WEB 2x4 DFL STPIIIARD TOE BEM 2x4 DFL SIS ATTIC WB 2x4 DFL SIP1MARD Ilxrber shear allawtbles are per NDS -97. Plating spec PISSI/TPI - 1995 Loaded for 40 psf in man, us any other additional loads indicated. Live load deflection in roan is L/360. PLATE VALUES PER ICBO RESFAlUi REQ' #1607. Loaded for 10 PSF non -concurrent BOLL. One icid of cis brld:Pi.n3 (X -bracing) nEty be required at centerline of ruff per NDS -97. PLAT= RAM IN GREEN L114EKER VAUJES. 10-5-3 5-5 =0-5-3 Truss ID: G2 ®Derntes the ,; * far lateral bracing at each location B1.. Lateral bracing systets uhidn include dial or x-beaEing are the respo*>s1hlity of the building designer. YYus al System BRPLB-rr tray be used for cartintxxts lateral bracing on trusses spaced 24" oc. Altematively, use scabs or T -braces as shorn an menial Systemstandard detail C001003160. TE$ IGN IS THE o5iFOSTIE RESLII,T OF nuum ICAD CASES. BFARIM R132UIRIIMM shmm are based CNLY on the truss naterial at each bearing. Drainage (fust be provided to avoid po ding. Attic ml la tie reQ„res lateral bracing shcun plus bracing at the paneel points of the collar tie (unless noted otlrsvise) , or rigid sheathing is required. 10-0-0 5-0-0 10-0-0 F12.00 F 12. 00 -12.00 -12.00 t 85#� 8511 25-0-0 1 plMes ix -le gauge Truswal Connectors unless preceded by 111811 for 18 gauge or 11H11 for 16 gauge. '11w17%%/ EiRI MAL REACITCN(S) WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 50044 2 Job#: J1678 lib Dhis� is designed using the This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In UBC -97 Code. Bldg Enclosed = Yes accordance with the current versions ofTPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Truss location = Not End zcne Date: 12 /18/2001 E xXicane/Coean. Line = No Category = B Bldg 80.00 ft, B A Width 40.00 ft = Mean roof height =x255.22 ft, nph = 75 UBC Standard O incl load = �DFSIGN 22.0 psf ---LOAD CASE # 1 Il1AA4 ---------------- ® Fabricators Dir L.Plf L.Icc R.Plf R. Loc U/TS, TC Vest 56.00 0- 0- 0 56.00 6- 0- 4 .57 TC Vert 76.00 6- 0- 4 76.00 8-10-12 .42 TC Vert 56.00 8-10-12 56.00 16- 1- 4 .57 TC Vert 76.00 16- 1- 4 76.00 18-11-12 .42 TC Vert 56.00 18-11-12 56.00 25- 0- 0 .57 BC Vert 20.00 0- 0- 0 20.00 6- 0- 4 .00 BC Vert 100.00 6- 0- 4 100.00 18-11-12 .71 BC Vert 20.00 18-11-12 20.00 25- 0- 0 .00 4-7 V 20.00 B-10-12 20.00 16- 1- 4 .00 Ty -e lbs X.Loc LL/IL TOTAL 38.00 psf BC Nest 85.3 6- 0- 4 .00 BC Vert 85.3 18-11-12 .00 =0-5-3 MAX rEFrECrrCN () : L/853 IN MEM 14- 15 ( L= -.35" D= -.48" T= - = Joint locations = 1 0- 0- 0 10 25- 0- 0 2 3- 0- 0 11 0- 0- 0 3 6- 0- 4 12 3- 2- 8 4 9- 0- 8 13 6- 0- 4 5 10- 0- 0 14 8- 0- 0 6 15- 0- 0 15 18-11-12 7 15-11- 8 16 21- 9- 8 8 18-11-12 17 25- 0- 0 9 22- 0- 0 18 32- 6- 0 G2 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM accordance with the current versions ofTPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12 /18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support orcompunenls ...aubers unly lu seduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Nbr End 1.15 EC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'gUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (9ST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington. DC 20036. TOTAL 38.00 psf Seqn T6 . 2 . 5 - 6630 Job Name: DIPPLE9 Truss ID: G3 Drwg: FgG X -LOC REACT SIZE RFID'D TO 2x4 DFL #1 Platen spec : ANSI/'IPI - 1995 Miis design based on d=d bracing applied 1 0- 1-12 1152 3.50" 1.50" 2x6 DFL #2 2-5 IQaded for 40 psf in xoan, us any other per the f-nllnairn stlTedule: 2 _3- 2- 8 618 3.50" 1.50" 2xG DFL #1 6-9 acHitional loads irriicat IIIax o.c. fYatt to 3 6- 0- 4 1436 3.50" 1.50'- BC 2x8 DFL #2 Live laid deflectiton in roan is Lt/360. TO 24.00" 0- 0- 0 25- 0- 0 4 24-10- 4 1982 3.50" 1.50" WEB 2x4 DFL SMEARD II S DESIIN IS THE CCP'ff=E RESULT OF BC 120.00" 0- 0- 0 25- 0- 0 TIE BEAM 2x4 DFL SDUMARD h11TrpfF LOAD CASES. UPLIFT REA W(S) : TO FORCE AXL END CSI A=C WB 2x4 DFL SM"M BFAR]M REIZLM� sh'xm are based CNLY Support 2 -85 lb 1-2 -1374 .00 .07 .07 PLATE VALUES PER IC80 RESEARCH REPCRT #1607. an the truss Material at each bearing. St=ort 3 -561 lb 2-3 -2167 .01 .45 .45 Location of u-terior bearings should be Toaded for 10 PSF rrn-oalaur erlt B -T . HIMMMI, REAMCN(S) 3-4 -1448 .00 .87 .87 clearly narked on each truss. Interior support or tefporary storing Must support 1 -641 lb 4-5 627 .02 .86 .89 + + + + + + + + + + + + + + + + + + + + + + be in place before erbctirs3 this truss.4 -641 lb 5-6 708 .03 .14 .17 Nail pattern strvrti is for PLF loads only. Drainage Must beto avoid ponding. This s is designed using the 6-7 470 .01 .44 .46 Concentrated loads MSr be distribute to One row of cross ]si (X -bracing) May LEC -97 Axle. 7-8 -1341 .00 .93 .93 each ply , y. On Multi -ply withrequired at centerline of roan per NDS -97. 8-9 -2413 .01 .94 .94 use 3" KAS n. into the hangers, Attic collar tie lateral Truss�Enclosed =Yes 9-10 -2406 .01 .18 .19 Fbr Mare than 2 s poifi s Hurri atie/O cal -Not FYri 7tg1e ply, cxkl nail aster frau sham plus iaaCi at the panel points of ELnzic�e/fir Line = No F Categcrcy = B additional ptly(s and/or bolts if shorn, or the collar tie (Unless noted otherwise), Bldg 80.00 ft, Bldg Width = 40.00 ft BC F� AXL END CST use any otlres approved detail (by others) . Cr rigid shea ''req is required. Mean bei = 25.22 ft, Mph = 75 11-12 985 .05 .08 .13 + + + + + + + + + + + + + + + + + + + + + + PLMMG BASED ON C�7 ILMBERVAVAUES. UBC Standard 00CLzEncly, Dead Load = 22.0 psf 12-13 957 .04 .80 .84 2 -PLY! Nail w/10d 034yrN,0Sffi-97----------LOAD # DESIIN LOADS ---------------- 13-14 1508 .07 .80 .87 Sect. 12) in: TC- 2/ft BC- 2/ft Dir L.Plf L.Icc R.Plf R.Loc LL/TL 14-15 1508 .07 .75 .82 TO Vert 71.17 0- 0- 0 71.17 6- 0- 4 .57 15-16 1981 .04 .19 .23 TO Vest 96.58 6- 0- 4 96.58 8-10-12 .42 16-17 1981 .09 .09 .19 TO Vert 71.17 8-10-12 71.17 16- 1- 4 .57 TC Vert 96.58 16- 1- 4 96.58 18-11-12 .42 WEE FORCE CSI DEB FORCE CSI TO Vert 71.17 18-11-12 71.17 25- 0- 0 .57 2-12 -1301 .08 8-15 1322 .32 BC Vert 25.42 0- 0- 0 25.42 6- 0- 4 .00 2-13 770 .13 9-15 -655 .04 10-0-0 5-0-0 10-0-0 BC Vest 127.08 6- 0- 4 127.08 18-11-12 .71 3-13 1430 .23 9-16 -423 .04 BC Vert 25.42 18-11-12 25.42 25- 0- 0 .00 2-PLYS 4-7 V 25.42 8-10-12 25.42 16- 1- 4 .00 4-18 -2213 F� A02 .21END .23 GSI REQUIRES r l Vert 108 4 6X 0- 4 0 18-7 -1704 .02 .21 .23 12.00 12.00 12.00 12.00 BC Vert 108.4 18-11-12 .00 AW FORCE CSI Ave FORCE CSI 6-8 6-8 5-18 423 .07 6-18 220 .03 2.5-6 2.5-6 MAX ter NMtiN 1 L/999 IN S 14 - IS 2.5-4 F I -.21" D= -.30" TL- -.51' = Joint locations = 1 0- 0- 0 10 25- 0- 0 24 2-4 2 3- 0- 0 11 0- 0- 0 3 6- 0- 4 12 3- 2- 8 10-5-3 4 9- 0- 8 13 6- 0- 4 8-0-12 11-0-15 5 10- 0- 0 14 8- 0- 0 7-8 7-8 SH EP 6 15- 0- 0 15 18-11-12 7 15-11- 8 16 21- 9- 8 8 18-11-12 17 25- 0- 0 `2 0- 18 12- 6- 0 12-8-0 QROFE /0 5-5 5-5 O 9 =0-5-3 =0-5-3 �Q� ��P ER 171g �`} 3.5 4 _ri g 5=6-6 3.5-4 3.5-4 �Q`� G 22 N . 41 3 m 3-2-8 cr 6-0- 8// 108# P. /� 0-" 25-0-0 All pl;atues a 20 V auge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. russ ID: G3 OVER 4 SUPR"%i15 p� v .,. Read all noses on this sheet and give a copy of it to the Erecting Contractor. Ea Job: .EJ. g• Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslons are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TO Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or Moor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following TO Dead 12.00 psf Rep i4br Bnd 1. 00 'QUALITY BC Live .00 psf O.C. Spacing 2- 6- 8 3700 Riego Road, Elverta, CA 95626 standards: TRUSCOM MANUAL', by Trusval, CONTROL STANDARD FORMErAL PLATE CONNECTED WOOD TRUSSES' - (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPP Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper AssocIallon (AFPA) is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. TOTAL 38.00 psf Seqn T6. 2 . 5 - 6631 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Truss ID: GG BRG X -LCC REACT SIZE REQ -D TC 2x6 DFL #2 ** [Rij =PLATE nNTICY2 LEER -see Joint Rep -t** 1 2 0- 1-12 6- 0- 4 481 3.50" 1.50" 1427 3.50" 2x4 DFL #1 1-2, 9-10 Plating spec : ADiSI/TPI - 1995 UBC -97 Code. 5 10- 0- 0 Bldg Enclosed = Yes 8- 0- 0 1.50" BC 2n8 DFL #2 Loaded for 40 psf in man, us any other 3 18-11-12 1466 3.50" 1.50" 2x8 DFL #1 14-17 additional leads indicated. 4 24-10- 4 476 3.50" 1.50" YIB 2x4 DFL SMSEARD Live load deflection in man is L/360. TC Vert 76.00 6- 0- 4 76.00 9- 3-11 .42 TC Vest 56.00 9- 3-11 56.00 15- 8- 5 .57 TC Vert 76.00 15- 8- 5 76.00 TIE BEAM 2x4 DFL SIPUARD THIS DESIM IS THE O14aME RESULT OF TC FGRCE AXL END GSI ATITC [48 2x4 DFL SMEARD n coeurF LOAD CASES. 1-2 -588 .00 .09 .10 GBL ELK 2x4 DFL SIANDARD BEA.RIIU RE12J REMENM shoaan are based CNLY 2-3 -535 .01 .15 .16 PLATE VALLIES PER IC93 RESEARCH REEK #1607, an the truss lreterial at each bearing. 3-4 -600 .00 .15 .16 Locatim of interior bearings should be Loaded for 10 PSF non- rmt. Bat.. 4-5 -326 .00 .13 .14 clearly narked an each truss. Interior support or teaporany shoring rust 5-6 -309 .00 .18 .18 Drainage mist be provided to avoid ponding. be in place before this truss. 6-7 -326 .00 .13 .13 Attic ail l ar tie» requireslateral hracug Cine rv�r of cross bridging (X- )nay ]7e 7-8 -600 .00 .15 .15 sham plus )xaCi at the panel points of ragnired at centerline of roan per NDS -97. 8-9 -536 .01 .15 .16 the collar tie (unnless noted othp�se), Gable blocks are 2x 4 @ 16.0 in. o. c. MAX. 9-10 -579 .03 .07 .10 or rigid sheathing is required <It is assured that one face of this truss PEATIM BASED CN GZEEN 111AgERVALLI S. < is sheathed with ply C1SB, wood ba3rd BC F= AXL END CSI iln < Ritv or hardboard redid If mt, 11-12 453 .05 .10 .14 < additional loads mist be ocnnsicdered on 12-13 13-14 14-15 453 390 390 .00 .03 .95 .95 .95 .98 < nn-contirmus bearing cables. Muse adequate staples for gable blocks. .02 .92 .95 C:lble studs nay lateral bracirn3. See 15-16 443 .00 .92 .93 Trus,eals gable bracing detail(s). 16-17 443 .04 .09 .13 Lateral in dim with the chords have not been considered unless noted otherwise. VM FCRCE CSI WEB FORCE CSI 7hese 1Ctads and their o=xr dons are the 2-12 -417 .06 8-15 -388 .17 respcinsibility of the building designer. 2-13 342 .11 9-15 368 .13 3-13 -390 .17 9-16 -466 .07 I 10-0-0 l 5-0-0 I 10-0-0 TB FORCE AXL END CST 4-18 -234 .00 .18 .18 18-7 -233 .00 .18 .18 AW FCRCE CSI AW FCRCE CSI 5-18 221 .07 6-18 220 .07 10-1-11 :s u 0-0-4 11 platesAXAr'e Uh;au Truswal Connectors unless preceded by 11181, for 18 gauge or 11H11 for 16 gauge. TYPICAL X-h,&1'E IVI.5-4 x12.0 12 00 712.00 l -12 00 0-" 0-" 25-0-0 L IOQ(S-11 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In 94port 1lb 1 0- 0- 0 10 25- 0- 0 HY2I� REACITCN(S) 11 stnpport 1 -475 lb 3 6- 0- 4 sup{= 4 -475 lb 3- 2- 8 'alis truss is designed using the 13 UBC -97 Code. 5 10- 0- 0 Bldg Enclosed = Yes 8- 0- 0 TYuss Location = Not End Zone 15 Hurricane/Ooean. Line = Ib C$tegory 80.00 ft, Bidj F6& = B 40.00 ft Bldg �]� = - mean roof hgeigbt = 25.22 ft, nph = 75 UBC Standard OCCUiDaricy, Dead Load = 22.0 psf --MAD #1 DESIM LOADS ---------------- 25- 0- 0 Dir L.Plf L.loc R.Plf R.Loc LL/TL TC Vert 56.00 0- 0- 0 56.00 6- 0- 4 .57 TC Vert 76.00 6- 0- 4 76.00 9- 3-11 .42 TC Vest 56.00 9- 3-11 56.00 15- 8- 5 .57 TC Vert 76.00 15- 8- 5 76.00 18-11-12 .42 TC Vert 56.00 18-11-12 56.00 25- 0- 0 .57 BC Vert 20.00 0- 0- 0 20.00 6- 0- 4 .00 BC Vert 100.00 6- 0- 4 100.00 18-11-12 .71 BC Vest 20.00 18-11-12 20.00 25- 0- 0 .00 4-7 V 20.00 9- 3-11 20.00 15- 8- 5 .00 T'Iyyppee lbs X. Loc LLV'IL BC vest 78.7 6- 0- 4 .00 BC Vert 78.7 18-11-12 .00 10-9-7 SE IT 0-0-4 MAX DEFLE MCN (span) L/999 IN MEM 14-15 (LDIE 1F -.11" D= -.16" T-- = = = Joint Locations WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In = 1 0- 0- 0 10 25- 0- 0 2 3- 0- 0 11 0- 0- 0 3 6- 0- 4 12 3- 2- 8 4 9- 5- 7 13 6- 0- 4 5 10- 0- 0 14 8- 0- 0 6 15- 0- 0 15 18-11-12 7 15- 6- 9 16 21- 9- 8 8 18-11-12 17 25- 0- 0 9 22- 0- 0 18 12- 6- 0 Truss ID: GG •r WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Eng- Job: .EJ. Chk: CM Job#: J1678 ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The bullding designer shall ascertain that the loads utilized on Dsgnr: CM Date: 12/18/2001 TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf DurFaes L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C. Spacing 2- 0- 0 Western Wood ® Fabricators this design meet or exceed the loading Imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any envirnnmentthat will cruse the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance with the following 3700 Riego Road, Elveria, CA 95626 standards: TRUSCOM MANUAL', by Truswal,'QUALI Y CONTROL STANDARD FORMEPAL PLATE CONNECTED WOOD TRUSSES' - (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6.2.5 - 6655 Job Name: DIPPLE9 ERC X -LOC RSCP SIZE REQ -D 1 2- 1-12 936 3.50" 1.50" 2 2- 4- 4 949 3.50" 1.50" TC FCFIZE AXL HID CSI MAX DEFLE 'rrCN (cath) : 1-2 611 .07 .40 .47 ood hei = 21.71 ft, RQh = P 2-3 611 .07 .41 .48 Dir L.Plf L.Loc R.Plf BC FORCE AXL END CSI BC Vert 20.00 0- 0- 0 20.00 4-5 -386 .00 .32 .32 standards: TRUSCOM MANUAL', by Trusval, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 5-6 369 .05 .22 .27 Design Spec UBC -97 6-7 -386 .00 .33 .33 Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200. Washington, DC 20036. WEB FCRCE: CSI WEB FCRCE CSI 2-5 -901 .27 2-6 -906 .28 TC 2X4 DEL #1 BC 2x4 DFL #1 WEB 2X4 DFL S 24MARD GBI, BLK 2X4 DFL Sl24MARD PLATE VARIES PER ICBG RESEARCH REPORT #1607. Cable blocks are 2x 4 @ 16.0 in. ox. MAX. <It is assured that one face of this truss < is sheathed with Fl CSB, vcod board < siding or har�s,r�;;n. If not, < additional loads mist be calsidered on < rri n-rrsttin crus y7,-j,1� c� eS. Muse adequate st�il.es ?or gable blocks. (moble studs may lateral bracing. See TrumalLateralsla��with tYbrahedrnds Pidetailave not been ccinsidered unless noted otherwise. These leads arra their mrnart-ials are the roar sihility of the builair,' designer. 3-1-0 0-0-4 Truss ID: K Platin spec : ANSI/= - 1995 THIS I2 5ICiI IS ME C1a4PCS= RE MT OF M:nffTPfR LEAD CASES. BEARMG REItiL nUMWM shoam are lased CidtY az the truss tleterial at each bearing. mr�r+e+t- bracing i 07y others) to prevent rotatial/ See HIB -91 and ANSI/TPI 1-1995; 10. 4. and 10.3.4.6. PLA= BASED CN GREEN LL143ER VALUES. 5-3-0 i 5-3-0 r 7.00 --7. 0 This truss is designed using the L/999 IN MEM LBC -97 Code. IF -.01" D= Bldg IIxlosg3 = Yes MAX DEFLE 'rrCN (cath) : TYus$ Locatical = Not End Zone 6-7 (LIVE) icane/Ocean Lisle = NO C�tegxsy = B 80.00 ft, Bj Glidth = 40.00ft ood hei = 21.71 ft, RQh = P 75dard D33d Iaad = 22.0 ps- ----IC1nD # DE5TC3Q IC1nIZS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 112.00 0- 0- 0 156.00 5- 3- 0 .29 TC Vert 156.00 5- 3- 0 112.00 10- 6- 0 .48 BC Vert 20.00 0- 0- 0 20.00 10- 6- 0 .00 1-1-12 1-1-12 I--� 10-6-0 r ----1 Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. MAX DEFiE1MCN (6 L/999 IN MEM 5- (LSVE) IF -.01" D= -.01" T= -.01' MAX DEFLE 'rrCN (cath) : L/999 IN MEM 6-7 (LIVE) LF -.01" D= -.02" T`- -.03' = Joint Locations = 1 0- 0- 0 5 2- 1-12 2 5- 3- 0 6 8- 4- 4 3 10- 6- 0 7 10- 6- 0 4 0- 0- 0 Truss ID: K WARNING Read all Dotes on this sheet and give a copy of If to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chh: CM ../ Ali accordance with the current versions of TPI and AFPA design standards. No responsibility. Is assumed for dimensional accuracy. Dimensions are to be Dsgar: CM Date: 12/18/2001 -W verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design the loading by local building It Is that the top Is laterally braced by the floor Wes ■ A�+Wood meet or exceed Imposed the code. assumed chord roof or sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral TC Live 16.00 psf DurFacs L=1.25 P=1.15 v �,v■. M support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture TC Dead 12.00 psf Rep Mr Bnd 1.00 Fabricators content of the wood exceed 10% and/or cause connector plate corrosion. Fabricate, handle, Install and Ui u= alis truss lis aax,rdance with the following BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Trusval, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST -88), 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200. Washington, DC 20036. TOTAL 38.00 psf Set;n T6 . 2 .5 - 6650 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: K1 Drwg: EW X -LCC REPCP SIZE REID-D TC 2x4 DFL #1 Platixr3 spec ANISI/TPI - 1995 This truss is designed using the 1 0- 1-12 3155 3.50" 3.37° EC 2x6 DFL #2 THIS DFSICiQ IS TIME OJVT ITE RESMT OF LIBC-97 Cbde. 2 i0- 4- 4 3155 3.50" 3.37" WEB 2x4 DFL SLS NUL 31E LQAD CASES. H1C� Enclosed =yes this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators 2x4 DFL #1 8-3 BFAR3M REf�Tl 04ENM sham are based ONLY Truss Locatical = Not End 7�Te TC FUIiCE AXL HID CSI Luther shear allaAebles are per NDS -97. on the truss naterial at each bearing. Hurricane/Ooean Line = No a p Categ`+ry = B 1-2 2-3 -4291 .18 .26 .44 -3ll1 Trnrl-3 for 10 PSF mn-wary nt BOLL. PLATII� PLATE VALUES PFR ICHD RESEURCH REQ #1607. Bldg = 80.00 ft, Bi(kg Width = 40.00 ft 3-4 .08 .10 .18 -3111 .08 .10 .18 B:Sm (N CRF�I IIIv)BFIt VALUES. 1�tttl�Tent bracirz3 is Ory others) to rotatian/tc See HIB -91 and Mr x1 Too height= 21.71 ft, nph = 75 UBC Standard Dead icad = 22.0 psf �DESIC3V 4-5 -4291 .18 .26 .44 /'IpI 1-1995; 10. .4. arra 10.3.4.6. ----IIIa,D #1 IQADS --------------- Dir L.Plf L.Loc R.Plf R. Loc LL/TL EC FCRCE AXL END CSI TC Vert 56.00 0- 0- 0 56.00 10- 6- 0 .57 6-7 3690 .48 .46 .94 BC Vert 545.00 0- 0- 0 545.00 10- 6- 0 .41 7-8 3641 .47 .24 .72 8-9 3641 .47 .24 .72 9-10 3690 .48 .46 .94 WEB ECRCE CSI VEEI FCRCE CSI 2-7 1246 .51 4-8 -1235 .20 2-8 -1235 .20 4-9 1246 .51 3-8 2926 .44 1 cal re gp MAX DE&TFZ.'TICN (span) L/999 IN MFM 7-8 (LIVE) L- -.04" D= -.06" T= - = Joint. Locations 1 0- 0- 0 6 0- 0- 0 2 3- 0- 0 7 3- 0- 0 5-3-0 5-3-0 3 5- 3- 0 8 5- 3- 0 4 7- 6- 0 9 7- 6- 0 5 10- 6- 0 10 10- 6- 0 F-7. 00 cc Truswal Connectors unless preceded by 11181, for 18 gauge or 11H" for 16 gauge. 51 104-5 3-5-1 QUO ��QN OG �ci cc, O 2 N 1336 Truss 1D: K1 a WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. - --- Eng. Job: .EJ. - - Job#: J1678 .( This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be DSgnr: CM Date: 12/18/2001 ',' verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not. hr. plated In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.00 'QUALITY BC Live .00 psf O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 standards: TRUSCOM MANUAL', by Truswal, CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seth T6.2.5 - 6640 Job Name: DIPPLE9 Truss ID: L Drwg: TC 2x4 DFL #1 Plating spec • mm/TFI - 1995 This truss is designed using the BC 2x4 DFL #1 THIS DESIC�I IS THE rIE RESLW OF UBC -97 Code. GE1L ELK 2x4 DFL SB*XIARD nffa PI.E L(PD CASES. Hlckd FYtr�r�r9 = Yes PLATE VALM PER ICBO RI;S'FARQ-I REfria' #1607. BFPd2IIQ3 RD2JIRII�PIIS shorn are based aQLY TYuss Iaation = I3ot EYrl 7�ne Loaded for 10 PSE' non-carlcu -rEnt BCLL. on the truss Rateriai at each bearirlg. Fhmicane/Coean Line =IgD Wiy = B <It is assuTed that One face of this truss PLA= SAM Q4 Q2GREEN UMBEER VATSk5. Bldg 80.00 ft, dg dth�te3ar= 40.00 ft < issh sheathed cvlth pl d� , wood bc-rd Dirt roof height= 22.72 ft, Lod = 2270 psf < S or 1 sidi If rot, Lw standard Occupancy, Dead < additional loads trust be considered on < not-oc ntirnnus bearing gables. iic�yy use date staples for gable blocks. Cable stlsis tray lateral bracirrl. See Tras,Aais gable bracirig detail (s) . Lateral 1 in line with the dr(rds have not been considered unless noted otbery ise. These loads and their cormectio ns are the responsibility of the building designer. All plate, TYACALI 5-5-3 IO -5-3 = Joint Lncaticir s - 1 0- 0- 0 10 0- 0- 0 2 1- 0- 0 11 1- 0- 0 3 2- 4- 0 12 2- 4- 0 4 3- 8- 0 13 3- 8- 0 5-0-0 5-0-0 5 5- 0- 0 14 5- 0- 0 t 6 6- 4- 0 15 6- 4- 0 7 7- 8- 0 16 7- 8- 0 8 9- 0- 0 17 9- 0- 0 F12,00�00 9 10- 0- 0 18 10- 0- 0 M aM Truswal Connectors unless preceded by "18" for 18 gauge or 11H11 for 16 gauge. 6-0-15 SH IP IO -5-3 ST Truss ID: L WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 arri r This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr End 1.15 plate BC LiVe .00 psf O.C. Spacing 2- U- 0 standards: TRUSCOM MANUAL', by Truswal, '9UALrrY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (9ST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200, Washington, DC 20036. TOTAL 38.00 psf Segn T6 . 2 . 5 - 6641 Job -Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: P Drwg: Bim 1 - X -LOC RFPLT SIZE REQ'D 0- 1-12 955 3.50° 1.50'. TC 2x4 DFL #1 Pla ''m spec AZZI/TPI - 1995 'Thbracing is design based on Chord branapplied Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on 2x8 DFL #2 2-3 lfIIS 1 57KiV IS um ombs 3E RES w OF per the following schedule: DDTFacs L=1.25 P=1.15 2 10-10- 4 955 3.50" 1.50" BC 2x4 DFL #1 N ZTIPLE LOAD CASES. Rax O.C. frail to Rep Mbr Bnd 1.00 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMErAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf WEB 2x4 DFL SUMARD BEa M RE2jIPHv1EP7I5 shown are based MY TC 24.00" 2- 3-11 8- 8- 5 BC Dead 10.00 psf TC FCBD AXL MID CSI PLATE VALUES PER IC33 R SE2T<C-I RELY' #1607. on the truss naterial at each bearing. HORIM41AL REAMCN(S) Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. 1-2 -1203 .01 .14 .15 Drainage Must be Erovided to avoid ponding. Loaded for 10 PSF non-ca»zertt Baa. support 1 123 lb 2-3 3-4 -846 .00 .59 .59 EKtended top chord requires 2x4 web Material Ierrenertt bracirxg is (by others) to 2 -123 lb 'chis -1215 .01 .15 .17 at 48" o. c. Max. dropped to the chord below 1.3-3 prevent rotation/ ung. See HID -91 aryl truss is designed using the BC ECRCE AXL END CSI and attached with Mdn. plates or (5) -16 ga. staples, or adegttaEe nai�irng by ANSI/TPI 1-1995; 1t0. .4�.5 and 10.3.4.6. PLAamn HASID ON GEN LLNIDFR VAMES. Lac -97 code. Bldg F7nclose3 = Yes 5-6 824 .12 .21 .33 others typical each end. Flat top Chord has not been designed for Truss Location = Not End Zone drift xxg snow unless noted otherwise. H Cane/Cba321 Lube Cate�ry = B 7-8 833 .12 .20 .32 �4 �FSW ^' Width = 40.00 ft WEB 2-6 F= CSI 125 WEB F= CSI 3-7 145 Nit xoo h;.i = 22.97 ft, ttph = 75 UBC Starr9ard Dead Load = 22.0 psf 2-7 .04 115 .06 .05 ----------IC1�D # DESICiQ IJDS ---------------- Dir L.Plf L.IDc R.Plf R.Loc LL/TL TC Vert 56.00 0- 0- 0 56.00 2- 0- 0 .57 TC Vert 140.00 2- 0- 0 176.00 5- 6- 0 .23 TC Vert 176.00 5- 6- 0 140.00 9- 0- 0 .18 TC Vert 56.00 9- 0- 0 56.00 11- 0- 0 .57 E` Vest 30.00 0- 0- 0 30.00 ll- 0- 0 .14 lbs X. Loc LL/TL TC'Vest 125.0 2- 0- 0 .42 TC Vert 125.0 9- 0- 0 .42 V Z 0 s _ 5-11-3 I0-5-3 3-4 5-6-0 2-9-6 2-8-10 12 00 ...,! 11-0-0 am `y die 2(2Y-F;Q;auge Truswal Connectors unless preceded by 1118" for 18 gauge or 11H1' for 16 gauge. MW DET =CN (SP64 EM L/999 IN M 6 - (IS L= -.03" D= -.04" T= - = Joint Locations 1 0- 0- 0 5 0- 0- 0 2 2- 3-11 6 2- 3- 3 3 8- 8- 5 7 8- 8- 5 4 11- 0- 0 8 11- 0- 0 Truss ID: P WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ• Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions ofTPi and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DDTFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not hr. plan .d In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.00 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMErAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 (9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'H IB•91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6 .2 . 5 - 6647 Job- Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ERG - X -LCC REACT SIZE REQ'D 7C 2x4 DFL #1 1 0- 1-12 418 3.50" 1.50" �0-10- BC 2x4 DFL #1 2 4 418 3.50" 1.50" WEB 2x4 DFL SMIDARD ® PLATE VALUES PER ICBO REBEVKH REEiIa' #1607 TC F= AXL END CSI Laded for 10 PSF rn-cmctm ent BOLL. 1-2 -447 .00 .08 .08 DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 0. C. Spacing 2- 0- 0 2-3 -351 .00 .08 .08 this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following 3-4 -351 .00 .08 .08 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY 4-5 -447 .00 .08 .08 Design Spec UBC -97 BC F» AXL HID CSI SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper 6-7 373 .03 .15 .18 7-8 373 .03 .15 .18 Association (AFPA) is located at 1250 Connecticut Ave. NW. Ste 200, Washington, DC 20036. WEB EORCE CSI WEB FURCE CSI Seqn T6.2.5 - 6648 2-7 -159 .04 4-7 -159 .04 3-7 274 .11 V 0 1 pl,� a N:Mn 3-4 IO -5-3 1 �•C 11-0-0 X2D 0 'g uge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. Y Truss ID: P1 Mi S�eC • ANSI/TPI - 1995 D�5T�1 IS THE QJVZCbTLE RFSiII,T OF MULTIPLE LCAD CAS. BFARM RII2TIug�MIS shmn are based QTLY an the truss material at each bearing. PLAMG BASED CN GRffiV IiMM VALUES. E%I2i7CNPAL REACMCN(S) S44x) 't 1 -272 lb s14:par2 -272 lb M -lis E s is designed using the UBC -97 O:de. Bldg Enclosed = Yes Truss Location = Not Bid Trite Finxirane/Ocean lam = No DV Category = B Bldg Length 80.00 ft, Bid g Width = 40.00 ft Man roof hei5bt�����22�.97 ft, nph = 75 _ UBC Standard , Dead Laid = 22.0 psf M4X DEFLO M (span) • L/999 IN MEM 6-7 (LIVE) L= -.01" D= -.01" -T-- = r= Joint Locaticns = 1 0- 0- 0 5 11- 0- 0 5-6-0 5-6-0 2 2-10-10 6 0- 0- 0 3 5- 6- 0 7 5- 6- 0 4 8- 1- 6 8 11- 0- 0 F12. 00 12.00 5-11-3 SH IO -5-3 Truss ID: P1 "q= WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done in Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: CM Date: 12/18/2001 TC LiVe 16.00 psf TC Dead 12.00 psf BC Live .00 psf DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 0. C. Spacing 2- 0- 0 Western Wood ® Fabricators this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following 3700 Riego Road, Elverta, CA 95626 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1250 Connecticut Ave. NW. Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6.2.5 - 6648 Job -Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss 1D: P2 Drwg: EM ' X -IOC PMCT SIZE REQ'D TC 2x4 DFL #1 PlatirsJ spec ANSI/M - 1995 FizRI71NLP.L RE?IMCN(S) 1 r1-10- 4 288 3.50" 1.50" � 2x4 DFL #1 THLS DFSIC�i IS UE CMUSTIE RESULT OF S4:port 1 191 lb 2 9- 1-12 288 3.50" 1.50" AIEB 2x4 DFL SI MAM KZTIPLE MAD CASES. sq:pmt 2 191 lb TC Dead 12.00 psf Rep Mbr Bnd 1.15 PLATE VAII]FS PER ICSO RFSE%RCH REEF #1607. BEIIRM ibis truss is designed using the TC FURS AXL RID CST boded for 10 PSF non-C3currelt BCZL. an the truss ttaterial at each bearing. UBC -97 Code. 1-2 -211 .00 .15 .15 Ehd verticals designed for axial loads Only. PLAITG HASID CN C$2E&N ILNIDFR VALEIES. Bldg Enclosed = Yes 2-3 -211 .00 .15 .15 Ehd verticals that are extended above or Truss Location = Not Furl 7cne below the truss profile (if any) tray require Hurricane/Ocean Line = No C�tegy = B BC 4-5 FCRCE AXI, END CSI additional design CaLsideration 0x tubers) for lateral Bldg 80.00 ft, B'1d3 Width = 40.00 ft 5-6 -192 192 .00 .10 .11 .00 .10 .11 fomes due to wind or seisttic loads of the tuild g. Mean rood bei 22.97 ft, rrph = 75 UBC 5tarjJa d �y, Dead Iaad = 22.0 psf ins FORCE CST [EB FCRCE CSI 1-4 -256 .03 3-5 177 .06 1-5 177 .06 3-6 -256 .03 2-5 77 .03 � f m n 1 plates-Lre 29 gt'tige wit-, 3-9-8 3-9-8 7-7-0 1-8-8� .1-8-8 Truswal Connectors unless �N ded by 11181, for 18 gauge or "H" for 16 R"e. MX DEELAZTCN ( (LIVE) L/999 IN MEIN) 5- 6 L= .00" D= .00" T= -.01 = Joint Iocaticrvs = 1 0-0-0 4 0-0-0 2 3-9-8 5 3-9-8 3 7- 7- 0 6 7- 7- 0 Truss ID: P2 . ' , WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: . EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Com; CKaccordance with the current versions ofTPi and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 r verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood Its design meet or exceed the loading Imposed by the local building code. 11 1. assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of wrnpunenls members uuly to reduce buckling length. This component chat] not be placed In any environment that. will muse the moisture content of the wood exceed 19% and/or muse connector plate corrosion. Fabricate. handle, Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.15 standards: TRUSCOM MANUAL', by Truswal,'gUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC LiVe .00 psf O.C. Spacing 2- 0- 0 3700 Riego Road, Eiverta, CA 95626 (9ST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -9l) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. TOTAL 38.00 psf Seqn T6. 2 . 5 - 6649 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: M 1 Drwg: Eir. 1 - X -IDC 0- 1-12 RMCT SITE RBTD 357 3.50" TC 2x4 DFL #1 Demes the rH3uirEtterlt for lateral biaa'Lng rticrf UPLIFT REPO ays) 2 6- 1-12 1.50" 746 3.50" 1.50" BC 2x4 DFL #1 4gE 2x4 DFL SMEM ® at each l sYe'nt. Lateral bracing systate cd>iclt includediagonal ar x-bracong rt 3 -7 lb M= REPCI'ICN(S) 3 18- 0-10 447 3.50" 1.50" Pla AiVSI/1pI - 1995 THISt�IS THE are theresp alsibiIity of the building Support 1 267 lb � F'$i� AXL CavTOSI E RESULT OF TTPLE desiglY'S�el -SyS tray be support 3 267 lb standards: TRUSCOM MANUAL', by Truswal•'QUALriY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - END CSI n LOAD CASES. used for cont rxicU.S lateral bracing On Itis truss is designed using the 1-2 2-3 -241 -196 .00 .11 .11 EFARnU RE2UIFS14ENIIS shown are based CNLY trusses spaced 24" oc. Altemativ&ly, use UBC -97 Code. Association (AFPA) is located at 1250 Connecticut Ave. NW, Ste 200, Washington, OC 20036. .01 .11 .11 on the truss ttaterial at each bearing. scabs or T -)races as shown car Tnlccal BldgEnclosed = Yes 3-4 -385 .00 .38 .39 PLATE VALUES PER ICED RESSMZCIi REPW #1607. System standard detail C1701003160. Truss location = Not End Zone 4-5 -100 .00 .38 .39 Location of interior bearings should be L aaded for 10 PSF non-aixurrent BOLL. HLmicane/oCean Lim = No F� Category = B BC FCRCE AXL END CSI clearly ttaariced on each truss. RLAM% Interior sLgport or tetporary shorass3 Host Bldg} = 80.00 ft, Hid3 Flidth = 40.00 ft 6-7 219 BASED CN GUEN LIP49ER WILES. be in place before erectu-ig this truss. Mean rM her,*t24.69 ft, nph = 75 boar�xy, 7-8 106 .02 .14 .16 .00 .27 .27 End verticals designed for aRial loads Only. End verticals that are extended above or LIDC Standard Dead Lail = 22.0 psf 8-9 268 .03 .27 .30 below the truss trussfile (ifany) _ additional �1 Consider? 02Y qdL�Xs) WM FRCS CSI WEB M E CSI for lateral forces due to wind or seiamc 2-7 -311 .05 4-8 189 .08 loads an the building. 3-7 -513 .07 4-9 -375 .42 3-8 301 .12 5-9 -132 .08 MAX DEKK ICN (span) L/999 IN MFM 8-9 (LIVE) L= -.03" D= -.04" T= - Joint Iocations 1 0- 0- 0 6 0- 0- 0 6-3-8 11-10-14 2 3- 6-10 7 6- 3- 8 3 6- 3- 8 8 12- 2-15 4 12- 2-15 9 18- 2- 6 5 18- 2- 6 1.5-4 3-4 9-4-7 1 94-7 10-0-3 sx IP 5-5 3-4 1.54 oQR or q c/ =0-3-15 2 tr 2.5-4 2.5 4 2.5-4 6 117'.2-0-0 /n� �- 1 pla e s. g ge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. "� 0:sr�,, Truss ID: M1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. mss• Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM accordancewith the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: CM Date: 12/18/2001 Western Wood this design meet or exceed the loading Imposed by the local building code. it Is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral TC Live 16.00 psf DurFacs L=1.25 P=1.15 Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will rause the moisture content of the wood exceed 19% and/or muse connector plate corrosion. Fabricate. handle, install and brace this truss in accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.15 BC Live .00 psf O.C. Spacing 2- D- 0 standards: TRUSCOM MANUAL', by Truswal•'QUALriY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET" by TPI. The Truss Plate Institute ITPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1250 Connecticut Ave. NW, Ste 200, Washington, OC 20036. TOTAL 38.00 psf Sega T6. 2 . 5 - 6642 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: M2 Drwg: ERG 1 - X -LOC 0- 0-15 R CT SIZE RGI 'D TC 2x4 DFL #1 Demtes the rcrarir r�rtr for lateral bracing UPLIFT REtY.TICN(S) 2 I1-11- 0 456 1.88" 1.50" 461 3.50" 1.50" BC 2x4 DFL #1 WEB 2x4 DFL SIADDAM ® at each boat 1 i charm. Lateral bracing, systefts uhich include dual or x -brace g 2 -13 lb FSRi S RFAMCN(S) TC EC RCE AXL Platj spec • ANST/M - 1995 are the i lity of the building slapport 1 210 lb 1-2 -407 END CSI THIS DFSI IS THE CCMP`STIE RE MT OF M;II.,TIPLE MAD CASES. CIPS; BRACE-TTbe On 2 210 lb is 2-3 -104 .00 .44 .44 .00 .44 .44 BEAR= RE2inuIT'mrs shoal are based CNLY the truss used for oaitiraious lateral bracing trusses spared 24" oc. Alternatively, use his tzuss designed using the UBC -97 Code. BC EC RCE AXL END CSI on naterial at eadi bearing. PLATE VALUES PER ICBG REMARC H RE RW #1607. scales or T -braces as shmn m Tnts,.al Systets standard detail 0301003160. Bldg Enclosed = Yes Truss Location = Not End Zone 4-5 5-6 -211 295 .00 .30 .30 PLATIM BASED CN GREEN UKER VAIUFS. Loaded for 10 PSF non -concurrent BCIS,. designed loads Hurricane/ocean Line = Igo F� Category = B ft, Hidj Width 40.00 ft .04 .30 .34 End verticals for axial Only. ded Bldg Length = 80.00 = Tri 24.52 ft, 75 WEB FORCE GSI 4�B ECRCE CSI bEnd el the verticalsthat a at areextended tf above or pro any) may require Mean roof = tfrh = UBC Standard Coctipancy, Dead Laid = 22.0 psf 1-4 -412 .05 2-6 -404 .46 additional design camideration ply others) 1-5 315 .13 3-6 -132 .08 for lateral forces due to wind or seismic 2-5 198 .08 loads m the blilrl;rg, 9-4-7 T 2-4-0 1 3-4 1 S -d 2-4 2.5-4 9-4-7 1 plat �,ar- a g5i4ge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. i /% A 3 MAX DEFLE TCN (6 (LIVE) L/999 IN MEM 5- LF -.03" D= -.04" T= - = Joint Locations = 1 0- 0- 0 4 0- 0- 0 2 5-11-10 5 5-11-10 3 12- 0-12 6 12- 0-12 Truss ID: M2 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be DSgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFaes L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.15 'QUALfnY BC Live .00 psf O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 standards: TRUSCOM MANUAL', by Truswal. CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOODTRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Forst and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200, Washington. DC 20036. TOTAL 38.00 psf Seqn T6.2.5 - 6643 Job Name: DIPPLE9 L/999 IN MEM Truss ID: M3 Drwg: BRG 1 - X -IOC REACT SIZE FM -D TC 2x4 DFL #1Derntes the xegAremT t for lateral bracing UPLIFT'RE =CN(S) 2 8- 7-12 369 3.50" 1.50-1 18- BC 2x4 DFL #1 ® at each location sham. Lateral bracingS�t 2 -43 lb BC Dead 10.00 psf 0-10 369 3.50" 1.50" WEB 2x4 DFL SIANDARD systette 44iich include or x-braciing ElC2I RWMCN(S) TC FORCE AXL MAIZI/TPI - 1995 �IS are the respa� dui lity of - thebuilding M44 t 1 169 lb 1-2 END CSI 75 m QaAmisIIg REST I OF irmrt�F' MLCM CASES. designer.. Systatts MACE -IT trey be lateral su�t 2 169 lb 'This is 2-3 .01 .32 .33 -98 .00 .32 .32 BEARDU REJ=ZZAE 3M sh con are based CNLY used far ax±m=m bracing on trusses spaced 24" oc. Alternatively, use designed using the UBC -97 0 -de. on the truss nsterial at each bearing. soaks or T -braces as ShOM on Tnist al Bldg Enclosed = Yes BC FORCE AXL END CSI PLATE VAIM PER ICB0 RESEARCH REIiRP #1607. Systelts standard detail OD01003160. Truss Location = Abt B6 4-5 5-6 184 .03 .11 .13 186 PLAMZ BASED CN C32EEN LIMBER VALUES. Loaded for 10 PSF non-calcosrpnt MI. designed loads Rzricane/(bear. Line = No Eq3 Category = B ft V1EB .03 .11 .13 FORCE CSI 6M FCRCE CSI End verticals for axial only. End verticals that are otterr3a3 above or below Bldg Lith - 80.00 ft, Bicfg Width = 40.00 Diem roof height 24.52 ft, ttph = 75 22.0 1-4 -56 .01 2-6 -254 .29 the truss profile (if any) nay -quire ticinal design(by oth ) or awind UBC Standard CCCLIDancy, Dead Load = psf 2-4 -342 .25 3-6 -142 .08 lateral farces duelttoo or sse3.SrriC 2-5 121 .05 load 5 On the building. 1 p'Itp es l r 9-4-7 1.5-4 T 3-8-9 1 2.5-4 1 _S-4 986 2.5-4 9-4-7 8-6-0 gauge Truswal Connectors unless pre§JdA by 1118" for 18 gauge or "H" for 16 gauge. MAX DEFY.OMM (spm) L/999 IN MEM 5-6 (LIVE) LF -.02" D= -.02" T6 -.04 = Joint Locations = 1 0- 0- 0 4 0- 0- 0 2 3- 8-15 5 3- 8-15 3 9- 8- 6 6 9- 8- 6 Truss ID: M3 - MID , WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Jab: •$J• Job#: J1678 i..�i This design Is for an Individual building component It has been based on specifications provided by the component manufacturer and done In accordance with the current versions ofTPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Chi[: CM Dsgnr: CM Date: 12/18/2001 TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf DurFaes L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C. Spacing 2- 0- 0 Western Wood ® Fabricators this design meet or exceed the loading imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In nny environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrasion. Fabricate, handle, Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal. 'gUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -9l SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET" by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington. DC 20036. TOTAL 38.00 psf Seqn T6 .2 . 5 - 6644 Job. Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: M4 Drwg: ERG - X -IOC REAa SIZE REQ -D 1 ,0- 1-12 342 3.50" 1.50" TC 2x4 DFL #1 BC 2x4 DFL #1 Plating spec ' AMI/TPI - 1995 This truss is designed using the 2 ' 4-10- 4 190 3.50" 1.50" 4,M 2x4 DFL ST*UPM THIS DESIQJ IS THE CU4 T= RE= OF M1f fiTRf F. LOAD CASES. LBC -97 Oode. 11A Bld3 FhClOsed =yes #1607. BE shoat are based CNLY LoCatical = Mt Fhd Tane TC FCd� AXL BDID GSI PLATII� BASED CN t,12EIIV LiMBFRIiI�It �7Au7F5, IM� at eadi y _ g an:ricane/� Ldne = NO ten 1-2 37 .00 .23 .23 support of components members only to reduce buckling length. This component shall not be plated In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector corrosion. Fabricate, handle. Install and brace this truss In accordance with the following Eon nd verticals verticals deli fined far axial loads only. M% Bldg �� 80.00 ft, Bldg Width = 0.00 ft F= XM END CSI plate F119 verticals that are extended above or Mean roof height = 20.84 ft, uph = 75 �ag�y, 3-4 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - below the ss proficone (if additional rust l ion (m o additional iIDC Standard Dead Lud = 22.0 psf 3700 Riego Road, Elverta, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY or lateral forces due to wind or seisttic Design Spec UBC -97 VSB FORCE (SI [�B Ftp GSI SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719. The American Forest and Paper loads on the building. 2-4 -126 .02 Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. Segn T6.2.5 - 6645 MAX DFFIFI' W (span) L/999 IN MEM 3-4 (LIVE) L= -.02" D= -.02" T-- - Joint Locations = 1 0- 0- 0 3 0- 0- 0 2 5- 0- 0 4 5- 0- 0 1 C 2-0-0 s-0-0 es�gre ZZ gauge Truswal Connectors unless preceded by 111811 for 18 gauge or ,H„ for 16 gauge. Truss ID: M4 ' r WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. meg• sob: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done in Chk: CM accordancewith the current versions ofTPi and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood Its design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be plated In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr Brtd 1.15 plate BC LiVe .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. TOTAL 38.00 psf Segn T6.2.5 - 6645 ]ob-Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: M5 Drwg: EW 1 - X -IOC 0- 1-12 MLT SIZE PEQ'D 126 3.50" 1.50" 'IC 2x4 DFL #1 BC 2x4 P1a r� spec ANSI/TPI - 1995 UPLIFT RFI�MCM.(S) D9gnr: CM '1-10- 4 65 3.50" 1.50" DFL #1 PLATE VALUES PER ICE° RESMCH IMPU P #1607. TiDS D>SIQI IS me SIE RESULT OF MnXaTPL LOAD CASES. SqW 2 -334 using the 'Ibis truss is designed 3 1-10- 4 30 3.50" 1.50" Locatim of interior bearin3s should be BEAPJM FOWIREMEIM shown are based QTLY UBC -97 Code. TC Dead 12.00 psf Rep Mbr End 1.15 clearly,llar)ced on each truss. cn the truss material at each bearing. Bldg Rmlosed = Yes 'IC FORCE AXL EM CSI Shim (if needed) far rr� stgpoa t. Interior support Or teTporaty skrnirr3 must Truss Locatian = Not EYid ZonEe 1-2 2-0 -54 -6 .00 .03 .03 PLATII� CN GREEN LUABM VAUJFS. be in place before e,�r+;rn this truss. �/O�8 00 Width 0 .00 .00 .00 Bldg Length it, Bjd3 00 ft height21.01 ft, 75 BC ME AXL HID CSI Mean roof mph = UBC Standard xy, Dead Load = 22.0 psf 3-4 56 .01 .02 .03 4-0 0 .00 .00 .00 2-5-3 I0-5-3 Fit 00 00-8-00 , 2-0-0 M5X DE TRZnCN (span) L/999 IN VZ4 3-4 (LIVE) L= .00" D= .00" T= .00 Joint Locations 1 0- 0- 0 3 0- 0- 0 2 2- 0- 0 4 2- 0- 0 2-5-3 3-0-15 SH Ep QQ'�E S w " 0. QG Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. d \ / Exp SJ; Truss ID: M5 o}„ WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an individual building component It has been based on specifications provided by the component manufacturer and done In Chk: CM N� accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be D9gnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading imposed by the local building code. It Is assumed that the lop chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr End 1.15 standards: TRUSCOM MANUAL'. by Truswal. 'QUALITY CONTROL STANDARD FORMEfAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 (QST-88),'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -9I) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6.2.5 - 6646 Job Name: DIPPLE9 Truss ID: ]53 Drwg: ERG. X -IDC mcr SIZE REQ'D TC 2x4 DFL #1 Plat�•m spec pl,=/TPI - 1995 This truss is designed using the 1 0- 1-12 282 3.50" 1.50" BC 2x4 DFL #1 THLS D1SIC; IS u E SPIE RESULT.OF UBC -97 03le. 2 -2- 9-15 91 3.50" 1.50" PLATE VALL>E'S PER ICBG RESEARCH RE= #1607. MULTIPLE IL1nD CASES. Hldg Frx 1� a7 = Yes 3 4-10- 4 46 3.50" 1.50" Location of interior bearings sbould be EEAR= REi2jnRIIv'ENrs sbmn are based MY TYUSS Locatiort = Not End Zone TC FCa3E AXL END CSI clearly nBike3 on each truss. Shim 11rr�� (if for an the truss mteri.al at each being. &--"9 I-h.�ricane/Cohan Line = Lb Categary = B flt Width 40.00 ft 1-2 26 needed) red sll�.-t. PLAT M RASED CN GREEN LIMBER VALUES. D-±erior Mprt or t-porary mist be in-place before truss. Bldg Ie��rith 80.00 B�cYj = Mean hei 20.51 ft, 75 2-0 .00 .11 .11 erectirfg this roof uph = -3 .00 .00 .00 UBC Standard aoa4xincy, Dead Load = 22.0 psf BC F= AXL BNID CSI 3-4 27 .00 .08 .08 4-0 0 .00 .00 .00 .J P plat it 2-0-0 �9I 5-0-0 3 uqf)Truswal Connectors unless preceded by 11181, for 18 gauge or 11H11 for 16 gauge. O W Q Nc or- E14 u� M4X DEFLF prim (span) • L/999 IN MEM 3-4 (LIVE) IF -.01" D= -.01" T= - = Joint Locations = 1 0- 0- 0 3 0- 0- 0 2 5- 0- 0 4 5- 0- 0 1 Truss ID: ]53 i `9U rrr OVER 3 SUPPCE5 Read OIl dotes on this sheet and a Copy of It to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 asWARNING give This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Cbk: Cbl Y "- accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: CM Date: 12/18/2001 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components member-• only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following TC Dead 12.00 psf Rep Mbr Bnd 1.15 standards: TRUSCOM MANUAL', by Truswal, 'gUALfTY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington, DC 20036. TOTAL 38.00 psf Segn T6 . 2 . 5 - 6639 i� PLAK PI.A Ik: 3.4 (2x4) 6.6 12x6► 6612%81 MAXIMUM 1'•O' EAVE WITH MAXIMUM BRACE SPACING 2x4 82 MINIMUM CONTINUOUS STRONOBACK BRACED TO ROOF STRUCTURE A 6'-0' MAXIMUM. BLOCKS V 37'0.0. OR 2'•0' EAVE. MAXIMUM. WITII 4x2 12 OR SIR. OUTLOOKERS CUT INTO GABLE 0 32'0.0. STRONOBACK AT; 2x4 STRONOSACK BRACED 4'-10' CLEASPAN. 70 MPH AT EVERY 6'-W MAXIMUM /.S•3, PICAL 4'-1.6'CLEARSPAN. 80 MI" CONNE TION 0 MINIMUM GRADE CHORDS AND STUDS 2x4 STUDISTANDARD. STUDS TO BE MAXIMUM 24'o.c. bit I GABLE ENO FRAMING CONNECTION DETAILS IMIN. NAIL REOUIIIEMENTS SHOWN) 2x4 SOLID BLOCK WITH 3.18d NAILS 8d AT S' o.o. MAXIMUM 40 PSF LIVE (AAO. SHEATHING TO OARIX EA. END AND Bd NAILS FROM SIIEATILINO / SD MFM WIND EXPOSURE C. TRUSS, Sd AT 8• o.o. TO HLOCK AT 6'o.c. LESS THAN 207.0' WALL HEIGIIT. S -^ 1.18d BRACING DETAILS : / 12-1 ed 1 K' NOTCH @ 32' o.o. 1 SOLD BLOCK f' \ 2.16d WITH 2.164 TOE• 2%4 BRACE NAILED EA. END WITII 4.1Nd NAILS 1'LAIh LA WL w AGII10 L/A1 b MODEL 20 UBC CONTINUOUS 2111199 GABLE DETAILS CO sysrna IIxAWAL SIISILAASCOnPONAIe]H BRACE BRACING PER BUILDINC * 2x4 CONTWUOUS SACKING WITH led NAILS AT 240 o.& TO THE WALL PLATE. SECTION A GABLE STUD led AT 240 as . led AT '2.1ed WARNlNO Road all notes on this Moat and gift • copy of It to /Ao freeffng Coafnetot 1n.:.,..y. r A. y1 w►wl.w Iw.w.y ,xr,r0.n,e • Ms U..O Wfrl A,1 ApetAArOM PxtwbO M w e�e,PMUa �MPaOYa/ W els. w ' r.N.,.Y.r�.MIM dtNA .v1.u,N x11P1 A,Ia A►M JwpAW19A1W. NY/MpOM�Y►rw�x.wlol�wrrxw�alalteeP 0000110�ata 1. I,, eM calft.—r W."A~W WAMI O,.ANIp *AS -Mw POW a II21ICIO00 The w/A M W1ipOr Mls auellaw alel ar 10.00 N.,.1w, ors att"~ w"—" sm kmwe map"" p we"m am"" CANNON a a AAtlw1N ti we no 601"r 1008111 seem or M . ...r w rrr .,. r1w,q r,.1 r» {,OLIN,. c1,.w1 r wA,AnT IwA1r1 W • Aetl AOeWxr10 wr.w11 resew momma xam" e1awaft0 0a" eN AO ur..w.Aw lrwrl 1.ri.M,I wwMr,rw+,wr�Iwn aiMrrlwrr �iAA,y MOpM. furuMMr+MYxw ae Pri�9wMwwenww9rl M caw,e,O,..,.N,/eta.,IM the � 0 tmOWAO01wA0wo Ca1rec0llAector prdl eemmePewwasmaw4w 6"maalt 9 MaPream" «ca.wec�..e. kwa"e AIAMYM. K/ NSCOM MAmum* N r 6,nr.'OUAUIV CONMM iTAMMO POLI W&TA►PLAT4 C **sWR0 W 1.000 Iaulses, • 10STN1 'NANOLO a/SMUNG AMC 049M10 UPAL P1ATa CO11 IZD WOOD 0"84W - IM 911 w 79001 ),=A11r SI,tf. f H IN the bwasP.o1Aw Ifft r"awis Al M1000oe,OOnW.bta"M.1.010x0091719. The *A6001040Pua11 M' I.yw A1AG{wa., pop" r MI 10..81" r Isie coO,UNrw *.&I" sN sso. W"Immum ► UG 90039 . HEEL PLATE: 3.4 (2x4) S•6 (2x6) _ 11__ O.O (2X8) BC OFUCEI 3.4 12x4) S•S 12x81 CONTINUOUS BCARINO WAI1. ' 8.0 (2x8) A GABLE ENO FRAMING CONNECTION DETAILS IMIN. NAIL REOUIIIEMENTS SHOWN) 2x4 SOLID BLOCK WITH 3.18d NAILS 8d AT S' o.o. MAXIMUM 40 PSF LIVE (AAO. SHEATHING TO OARIX EA. END AND Bd NAILS FROM SIIEATILINO / SD MFM WIND EXPOSURE C. TRUSS, Sd AT 8• o.o. TO HLOCK AT 6'o.c. LESS THAN 207.0' WALL HEIGIIT. S -^ 1.18d BRACING DETAILS : / 12-1 ed 1 K' NOTCH @ 32' o.o. 1 SOLD BLOCK f' \ 2.16d WITH 2.164 TOE• 2%4 BRACE NAILED EA. END WITII 4.1Nd NAILS 1'LAIh LA WL w AGII10 L/A1 b MODEL 20 UBC CONTINUOUS 2111199 GABLE DETAILS CO sysrna IIxAWAL SIISILAASCOnPONAIe]H BRACE BRACING PER BUILDINC * 2x4 CONTWUOUS SACKING WITH led NAILS AT 240 o.& TO THE WALL PLATE. SECTION A GABLE STUD led AT 240 as . led AT '2.1ed WARNlNO Road all notes on this Moat and gift • copy of It to /Ao freeffng Coafnetot 1n.:.,..y. r A. y1 w►wl.w Iw.w.y ,xr,r0.n,e • Ms U..O Wfrl A,1 ApetAArOM PxtwbO M w e�e,PMUa �MPaOYa/ W els. w ' r.N.,.Y.r�.MIM dtNA .v1.u,N x11P1 A,Ia A►M JwpAW19A1W. NY/MpOM�Y►rw�x.wlol�wrrxw�alalteeP 0000110�ata 1. I,, eM calft.—r W."A~W WAMI O,.ANIp *AS -Mw POW a II21ICIO00 The w/A M W1ipOr Mls auellaw alel ar 10.00 N.,.1w, ors att"~ w"—" sm kmwe map"" p we"m am"" CANNON a a AAtlw1N ti we no 601"r 1008111 seem or M . ...r w rrr .,. r1w,q r,.1 r» {,OLIN,. c1,.w1 r wA,AnT IwA1r1 W • Aetl AOeWxr10 wr.w11 resew momma xam" e1awaft0 0a" eN AO ur..w.Aw lrwrl 1.ri.M,I wwMr,rw+,wr�Iwn aiMrrlwrr �iAA,y MOpM. furuMMr+MYxw ae Pri�9wMwwenww9rl M caw,e,O,..,.N,/eta.,IM the � 0 tmOWAO01wA0wo Ca1rec0llAector prdl eemmePewwasmaw4w 6"maalt 9 MaPream" «ca.wec�..e. kwa"e AIAMYM. K/ NSCOM MAmum* N r 6,nr.'OUAUIV CONMM iTAMMO POLI W&TA►PLAT4 C **sWR0 W 1.000 Iaulses, • 10STN1 'NANOLO a/SMUNG AMC 049M10 UPAL P1ATa CO11 IZD WOOD 0"84W - IM 911 w 79001 ),=A11r SI,tf. f H IN the bwasP.o1Aw Ifft r"awis Al M1000oe,OOnW.bta"M.1.010x0091719. The *A6001040Pua11 M' I.yw A1AG{wa., pop" r MI 10..81" r Isie coO,UNrw *.&I" sN sso. W"Immum ► UG 90039 . � ' Y TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX(719) 598-8463 CO01003160A 1/10/01 Users of Truswal engineering: The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members *for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces for each member needing bracing. In general, this bracing is done by using .Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possib!e or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x or 2x structurally graded "T" brace may be nailed flat to the edge of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building designer. 1. EXAMPLES "T" BRACE SCAB L Please contact a Truswal engineer if there are any questions. 2. Omsof ficelwinworftrace-new.let 016 11 Truss Take -off Design &Sales '&sistance Monte Call - 193 Camellia Dr (530) 6114112 Office Paradise, CA 95969 (530) 811.4732 FAX TRUSS ENGINEERING O Dipple Residence Revised Engineering Truswal Systems 0�- '/ �153 same A4 (800) 332-4045 UA2 aa a a A2 ww w w o c-) co a 1-1 IN L L I I irl J DWH1 DI W H DI W HS D2 W H1 ti 1 B cn N ru a m JEEI 3 w I Mill as D w Q4A W/ H1 ,�U,X H::HT n9R W/ Hi N w w s 2 / 3 r+ U O L a o 0� _u o o DESIGNED BY: JOB DESCRIPTION: JOB LOCATION: m m -o z r m z o JIM DIPPLE LOT 9 DURHAM 0 0 .. Job Name: DIPPLE9 ERS X -LCC REXT SIZE REQ'D 1 0- 1-12 118 3.50 1.50-- .50"2 _ 2 2- 5- 2 118 3.50" 1.50" TC E= AM END CSI 1-2 -83 .01 .01 .01 2-3 -83 .01 .01 .01 BC FURCE AXL BND CSI 4-5 63 .01 .01 .02 5-6 63 .01 .01 .02 WEB FORCE CSI IEB FORCE CSI 2-5 16 .01 1 pla TC 2x4 DFL #1 BC 2x4 DFL #1 .AM 2x4 DFL S17MARD PLATE VALUES PER ICBG RESEARCH REQ #1607 PLATS BASED ON GREEN HEBFR VALUES. ) ra�� re ga., Truswal Connectors unless preceded by 11181, .diX 14-f- Truss ID: H 1 Plating spec • ANSI/TPI - 1995 THLS DFSIQV IS ME TIE RE= OF M[la= L= CASES. BEVJM RE1=ZE1,WM sbcxan are based QTY on the truss asiterial at each bearing. i 1-3-7 i 1-3-7 0 00 this truss is designed using the UBC -97 Code. Hld3 Fhr•lnc�ri =Yes - Ttvss Location = Not Ehd 7cx�e Hurricae/Ccean Ldne = D Category = B Bldg �h - 80.00 ft, Bldg Glidkh = 40.00 ft Mean roof bei 20.55 ft, flph = 75 UBC Starr3ard 0colpency, Dead Load = 22.0 psf ,0-3-2 , A-3-2 , ' 2-6-14 i for 18 gauge or "H" for 16 gauge. T 0-4-5 1 MAX DEFLEt-' M (span) • 1-1-5 4-5 (LIVE) L- .00" D= .00" T= .00 T Chk: CM 1 0- 0- 0 0-4-5 d� 5 1- 3- 7 1 6 2- 6-14 DurFaes L=1.25 P=1.15 Rep mbr Bnd 1.15 O.C. Spacing 2- 0- 0 Design Spec UBC -97 ) ra�� re ga., Truswal Connectors unless preceded by 11181, .diX 14-f- Truss ID: H 1 Plating spec • ANSI/TPI - 1995 THLS DFSIQV IS ME TIE RE= OF M[la= L= CASES. BEVJM RE1=ZE1,WM sbcxan are based QTY on the truss asiterial at each bearing. i 1-3-7 i 1-3-7 0 00 this truss is designed using the UBC -97 Code. Hld3 Fhr•lnc�ri =Yes - Ttvss Location = Not Ehd 7cx�e Hurricae/Ccean Ldne = D Category = B Bldg �h - 80.00 ft, Bldg Glidkh = 40.00 ft Mean roof bei 20.55 ft, flph = 75 UBC Starr3ard 0colpency, Dead Load = 22.0 psf ,0-3-2 , A-3-2 , ' 2-6-14 i for 18 gauge or "H" for 16 gauge. T 0-4-5 1 MAX DEFLEt-' M (span) • L/999 IN MEM 4-5 (LIVE) L- .00" D= .00" T= .00 = Joint Locations Chk: CM 1 0- 0- 0 4 0- 0- 0 2 1- 3- 7 5 1- 3- 7 3 2- 6-14 6 2- 6-14 Truss ID: H 1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1678 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsiblllly Is assumed for dimensional aocu racy. Dlmenslons areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: CM Date: 12/18/2001 TC Live 16.00 psf TC Dead. 12.00 psf BC Live .00 psf BC Dead 10.00 psf DurFaes L=1.25 P=1.15 Rep mbr Bnd 1.15 O.C. Spacing 2- 0- 0 Design Spec UBC -97 Western Wood ® Fabricators 3700 Riego Road, Elverfa, CA 95626 this design meet or exceed the loading Imposed by the local building code. It is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, '9UALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. TOTAL 38.00 psf Segn T6. 2 . 5 - 6633 Job Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: H3 Drwg: EM, X -IOC REP= SIZE RBD'D TC 2X4 DFL #1 P]atu� spec Pt15I/TPI - 1995 This truss is designed usirr3 the 1 _ 0- 1-12 159 3.50" 1.50" BC 2X4 DFL #1 THLS D�SI(3I IS THE QiIIIi16TIE RFS= OF UBC -97 Cbde. 2 3- 8-12 159 3.50" 1.50" 4,B 2X4 DFL Sly M7f TrPf R LRAD CASES. Bldg Enclosed = Yes SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper PLATE VAUI;S PER ICBG RESEAT REPW #1607. B� RII7tTIl2B�PTIS st Mare based Ct�II,Y TYuss Location = Not Enol Zion TC 1-2 FORCE AXL RD CSI -127 PLATIM BAM CN MEEN UZEER VALUES. On the truss Imterial at eatd'1 bearing. an:ricaule/Cbeein Line = NbCate�y = B 80.00 ft, Bldg Width = 40.00 ft 2-3 .00 .03 .03 -127 Bldg lei21.19 ft, = 75 .00 .03 .03 Ian roof tr-h UBC Standard Dead brad = 22.0 psf BC FCS AXL END CST , 4-5 85 .01 .03 .04 5-6 85 .01 .03 .04 9EB FORCE CSI MM FCS CSI 2-5 37 .02 2-4-7 T 0-5-3 .L _12 00 l 0-j:�43 1- o _. 0-}x-13 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or 11H11 for 16 gauge. 2-6-0 SH T 0-5-3 1 t 11 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of oomponeuts members only to reduce buckling lengti,. This component shall not be placed in any environment that will cause the moisture ® Fabricators content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, '9UALr1'Y CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200. Washington, DC 20036. Eng. Job: Chk: CM Dsgnr: CM TC Live TC Dead BC Live BC Dead NB1X nF IWMCN (span) • L/999 IN MEM 4-5 (LIVE) LF .00" D= .00" T-- .00- = Joint Locations = 1 0- 0- 0 4 0- 0- 0 2 1-11- 4 5 1-11- 4 3 3-10- 8 6 3-10- 8 c3PH�R tri N z Elio rn VIL TFOF CALIFOR�\P Truss ID: H3 EJ. Job#: J1678 Date: 12/18/2001 16.00 psf DurFacs L=1.25 P=1.15 12.00 psf Rep Mbr Bind 1.15 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec UBC -97 38.00 psf Seqn T6.2.5 - 6634 lob -Blame: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component. It has been based on specifications provided by the component manufacturer and done In accordanceivlth thecurrcnf-versionsofTPi and AFPA deslgn- sOFdards. No responslblllly Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support or components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or muse connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal• 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - Truss ID: K1 Drwg: TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf ar. X -IDC REACT SIZE RBZ�'D TC 2x4 DFL #1 Pla ANSI/TPI - 1995 This truss is designed 71ClTTj the SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Forest and Paper 1 0- 1-12 3146 3.50" 3.36" BC 216 DFL #2 THIS�IS = C13VECSITE RESULT OF UBC -97 Cade. Seqn T6. 2 .5 - 6753 2 10- 4- 4 3191 3.50" 3.40" WEB 2x4 DFL SDMAM Mia= LOAD CASES. B183 F}mincrr7 = % 2x4 DFL #1 8-3 BEARIM REWDU ENIS sh:mn are based MY TYuss Laation =Not aid 2cne TC FORCE AXL BND (SI SLAB 2x6 DFL #2 On the truss ttateozil at each beaiw)g. H=caine/GLaan Line = Tb �tegary = B 1-2 2-3 -4506 .20 -3182 .35 .55 Low for 10 PSF non-conamett BOLL. I�ihteulent bracing PLATE VAU S PER ICBG RFBFMU4 RE CRT #1607. Bldg I�th = 80.00 ft, HSd3 Flidth = 40.00 ft 3-4 .08 -3179 .08 .10 .18 .10 .18 is ed (by others) to �ev�1� rotation/ . See HID -91 and SCAB (cross -hatched area) to be satte size and �a� as d'rnd to u hich it is attadla3. Mean roof het = 21.71 ft, ttph = Lac Standard Dead Ind = 75 22.0 psf 4-5 -4357 .19 .26 .45 AA15I/TPI 1-1995; 10. 4, and 10.3.4.6. (1)=i scab, (2)=2 scabs. Use 10d nails at ----------ILIAD CME #1 DFSIM ILLS ---------------- PLAME BASED CN GREEN WYEER VALUES. 3" O.C. plus clusters if shFAn by ( ]. Each Dir L.Plf L.Ioc R.Plf R. Loc LL/TL BC FCf� AXL END CSI scab is unspliced unless noted otherwise. TC Vest 56.00 0- 0- 0 56.00 10- 6- 0 .57 6-7 3886 .50 .41 .91 If 2 sralas are req. attach 1 scab per fare. BC Vert 20.00 0- 0- 0 20.00 2- 6- 0 .00 7-8 3831 .50 .12 .61 Nails tray be cantnn or box M-97 Sect .12) BC Vert 545.00 2- 6- 0 545.00 10- 6- 0 .00 8-9 3698 .48 .12 .60 lbs X•Icc LL,/, 9-10 3747 .49 .23 .72 BC Nest 1339.0 1- 6- 0 .42 6EB FCRCE CSI SEB ECRCE CSI 2-7 1403 .57 4-8 -1233 .20 2-8 -1405 .22 4-9 1249 .51 3-8 2999 .45 MX DEETEX: CN (span) L/999 IN MEM 8-9 (LIVE) L= -.04" D= -.06" T`- - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 3- 0- 0 7 3- 0- 0 5-3-0 i 5-3-0 i 3 5- 3- 0 8 5- 3- 0 4 7- 6- 0 9 7- 6- 0 5 10- 6- 0 10 10- 6- 0 700 - -7.00 1 cc 1339# Truswal Connectors unless preceded by 11181, for 18 gauge or 11H" for 16 gauge. 104-5 Truss ID: K1 211 Weste n Wood ® Fabricators WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component. It has been based on specifications provided by the component manufacturer and done In accordanceivlth thecurrcnf-versionsofTPi and AFPA deslgn- sOFdards. No responslblllly Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support or components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or muse connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal• 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - Eag• Job: .EJ. Dsgnr • Job#: J1678R - Date: 1/ 2/2002 TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf DurFacs L=1.25 P=1.15 Rep Nbr Bad 1.00 O.C. Spacing 2- 0- 0 plat spa e ga4e (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec DBC -97 MX DEETEX: CN (span) L/999 IN MEM 8-9 (LIVE) L= -.04" D= -.06" T`- - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 3- 0- 0 7 3- 0- 0 5-3-0 i 5-3-0 i 3 5- 3- 0 8 5- 3- 0 4 7- 6- 0 9 7- 6- 0 5 10- 6- 0 10 10- 6- 0 700 - -7.00 1 cc 1339# Truswal Connectors unless preceded by 11181, for 18 gauge or 11H" for 16 gauge. 104-5 Truss ID: K1 211 Weste n Wood ® Fabricators WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component. It has been based on specifications provided by the component manufacturer and done In accordanceivlth thecurrcnf-versionsofTPi and AFPA deslgn- sOFdards. No responslblllly Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support or components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or muse connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal• 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - Eag• Job: .EJ. Dsgnr • Job#: J1678R - Date: 1/ 2/2002 TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf DurFacs L=1.25 P=1.15 Rep Nbr Bad 1.00 O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec DBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW Ste 200. Washington, DC 20036. TOTAL 38.00 psf Seqn T6. 2 .5 - 6753 10'b -Name: DIPPLE9 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance -with- the cu`rerit versions of'fPl and AFPA design standards. -No responslblllty Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal,'gUALITY CONTROL STANDARD FORMErAL PLATE CONNECTED WOOD TRUSSES' - Truss ID: MX Drwg: • TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf tlr- X -IOC RZV-T SIZE RETD 'IC 2x4 DFL #1 Pla RZI/TPI - 1995 Tens truss is designed using the 1 2 0- 1-12 1052 3.50" 1.50" 6- 1-12 900 3.50" 1.50" BC 2x6 DFL #1 FEB 2x4 DFL JZIIS�IS u E CavTOSTTE RE= OF UBC -97 Oode. TOTAL 38.00 psf Seqn T6.2.5 - 6752 SEWPOD MffTfPTR LOAD CRISES. Bldg R)cl sed = Yes 7C FAM CRCE Limber shear allowables are per NDS -97. BFARBU RBXU0,fiN S shovn are based CNLY Truss Ic ation = Not Ertl Zone RM CSI PLATE VALUES PER IC90 RESEARCH REEW #1607. on the truss fraterial at each bearing. Hurricane/Ocean Line = No Category = B 1-2 57 .00 .61 .61 PLAMU BASED CN GREEN UNSER VALUES. Et13 designed F�r[Tanent lancing is (by others) to Bldg I�th 80.00 ft, H'Lc� Width = 40.00 ft BC FCRCE AXL END CST verticals g >eci for axial lands etly. End verticals that are extended above or M�et� rotati�/to� See BIB -91 arra ANSI 1-1995; 10. .4. and 10.3.4.6. Mean roof Ilei = 21.06 ft, nph = UBC Standard Occupancy, Dead Load = 75 22.0 psf 3-4 60 .00 .97 .97 below the truss profile (if any) may require ----------IL.P # DESTCIV -----------Uvft additional deli mnaidera gn Hatt (by others) R.PH Dir L.Plf L.Ioc R.Plf R.Ioc rx,/'rs. PEB FCRCE CSI IAB FCRCE CSI for lateral forces due to wird or seisra+c 7C Vert 56.00 0- 0- 0 56.00 6- 3- 8 .57 2-4 -188 .02 lands on the building. BC Vert 230.00 0-'0- 0 230.00 6- 3- 8 .38 plates.a_a 207,gauglgl)' 1 C_d 2-0-0 1 Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. MAX DEFLO M (span) - LI/855 IN MEM 3-4 (LIVE) La= -.08" D= -.12" T= - = faint Locations = 1 0- 0- 0 3 0- 0- 0 2 6- 3- 8 4 6- 3- 8 2-5-2 3-0-14 SH IP E P C �91F O 1336 � m A /3/03 � 0,cCALIFORi Truss ID: MX ( --'- — � — 4- .t Wes a n'Wood ® Vabricators WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance -with- the cu`rerit versions of'fPl and AFPA design standards. -No responslblllty Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal,'gUALITY CONTROL STANDARD FORMErAL PLATE CONNECTED WOOD TRUSSES' - Eng. Job: .EJ. Cbk- Dsgnr: Job# • J1678R Date • 1/ 2/2002 • TC Live 16.00 psf TC Dead 12.00 psf BC Live .00 psf DurFacs L=1.25 P=1.15 Rep Mbr End 1.00 O.C. Spacing 2- 0- 0 3700 Riego Road, Elverta, CA 95626 (9ST-88),'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1250 Connecticut Ave. NW, Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6.2.5 - 6752 R Bch II I ; ,; _- _ IJ _ _ Building Permit Number: Owner Name: �Auw'h JAIPORTANT it is This set of plans and specifications MUST be kept on the ojob site, ut tteall uss on from the unlawful to make any changes or alterations on same Building Division, County of Butte. shall be in accordance with recognized good practices All materials and workmanshipCode and of a quality prescribed for the specific use in the 2001 California Buildinga 2000 California Plumbing Code ( 2000 U.P.C.), (2001 U.B.C), and the 1999 California Electrical Code (1999 N.E.C.) Mechanical Code (2000 U.M.C.) parcel lies within a designated 100 -year flood plain. Finish floor, electrical, Your p um of one foot above the elevation HN.A.C. equipment and services shall be a minim shown on the attached Flood Elevation Certificate. A Post Flood Elevation Certificate will also be required. as coin fiance with the flood elevation Note: We will normally accept the following P requirements 1 Building is anchored to concrete stemwall e foot o mta ee above the 100 -system ntional year flood 2. Building plate on top of stemwall to be on _quir— elevation. (Plate height less than 24" above grade, onditioning equipmenteand ed) 3. Electrical, heating, ventilation, plumbing and au c facilities located above the plate. At least 2 openings in exterior walls, located on opposite of ofenclos d area.acent walls ith a total 4.square, inch for every square fo net area of not less than 1 sq her than 1 foot above grade. 5. The bottom of the openings shall be no hi g 6. The openings may be screened or covered with other devices that will permit automatic entry and exit of floodwater. Page. 2of 2 Building Permit Number: Owner Name: -Parcel lies within the State Responsibility Area (SRA). Comply with attached requirements. MFire sprinklers are required in this structure. MThe following parcel map requirements shall be met: All structures and equipment including overhangs shall be clear of all easements. A setback of feet from the side and feet from the rear property lines and 20 feet (25 feet if F7deral Aid Route) from the edge of the right of way shall be clear of structures and equipment except for a 2 foot overhang. Expansive soil may be encountered on this site. This condition may require the, foundation to be designed by a California registered engineer or licensed architect. I u iq -7 Ito coun LAND OF NATURAL WEALTH AND BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES -, 7 COUNTY CENTER DRIVE ; OROViLLE, CALIFORNIA 95965 3397 TELEPHONE: (530) 536 7541 FAX: (530) 536-2140 October b, 1999 Re: Swimming Pool Safety Act In Butte County Clarification Of Enforcement. Effective Date: January 1, 1998 To Whom It May Concern, In December of 1997, just prior to the effective date of the Swimming Pool Safety Act, (see back page) he Poor we initiated a letter of explanation, and a mailing D all sen co Dot contractors erning compliance with the Art e county. Due to Land how wording of the Act itself, a number of questions to enforce it. We have revised our letter to describe how enforcement will occur in Butte County, and are again conducting a mailing to notify pool contractor our enforcement of the This revised letter should clarify several common questions or problems concerning Swimming Pool Safety Act including: ation was proviclea In our review of legislative considerations, we discovered e poothat l, it t was asen sumed that a Conforming to allow exit alarms on doors providing direct acres perimeter fence was already in place. However,one side oin f an enccases losure there urewho hpre-existing, entirely surrounds the parcel enclosure, and unless the residence is pool, installation of exit alarms alone does not constitute compliance. 2 The 1994 Uniform Building Code, Appendix Chapter 4, Division 1, and the 1997 Uniform Appendix Chapter 4, Division 1, specifically allow the use of chain link fencing - Building Code,App gage, 2-1/4 inch as pool barrier material. In Butte bCa°ue County Otherue to types of fenc'ng will be considered on a mesh, chain link fencing as pool case by case basis, based upon the requirements of the Swimming Pool Safety Act. Please call for clarification prior to installation. and be ing 3. All access gates through the enclosure shall open eaway an from the eS abovle th Pgrou d. This self- through f closing with a self -latching device placed no to includes large gates for vehicle access. Should you have further questions concerning this matter, please contact this office at the address or phone number listed above. j erely, 1 i act C. ieira, C.B.O. t�i��aer_ Building Inspection KIM 11 CALIFORNIA HEALTH AND SAFETY CODE SECTION 115920-115927 11:592x. SW51MING POOL SAFETY ACT 115921. As used in this article the following terms have the following meanings: a) "Swimming pool" or "pool„ means any stricture intended for swimming or recreational bathing that contains water over l8 inches deep. "Swimming pool" includes in -ground and aboveground structures and includes, but is not limited to, hot tubs, spas, portable spas, and non-portable wading pools. b) "Public swimming pool" means a swimming pool operated for use of the general public with or without charge, or for the use of the members and guests of a private club. Public swimming pool does not include a swimming pool located on the grounds of a private single-family homes, c) "Enclosure" means a fence, wall, or other barrier that isolates a swimming pool from access to the home. d) "Approved safety pool cover" means a manually or power -operated safety pool cover that meets all of the performance standards of the American Society for Testing and Materials (ASTIR), in compliance with standard F1346-91. e) "Exit alarms" means devices that make audible, continuous alarm sounds when any door or window, that permits access from the residence to the pool area that is without any intervening enclosure, is opened or is left ajar. Exit alarms may be battery operated or may be connected to the electrical wiring of the building. _ , 115922. Commencing January 1, 1998, except as provided in Section 115925, whenever a construction pm—mit is issued for construction of a new swimming pool at a private single-family home it shall be equipped with at least one of the following safety features: a) The pool shall be isolated from access to a home by an enclosure that meets the requirements of SStion 115923. b) The pool shall be equipped with an approved safety pool cover. c) The residence shall be equipped with exit alarms on those doors providing direct access to the pool d) All doors providing direct access from the home to the swimming pool shall be equipped with a self-closing, self" latching device with a release mechanism placed no lower that 54 inches above the floor. e) Other means of protection, if the degree of protection afforded is equal to or greater than that afforded by any of the devices set forth in subdivisions a) to d), inclusive, as determined by the building official. of the jurisdiction issuing the applicable building permit Any ordinance governing child access to pools adopted by a political subdivision on or before January 1, 1997, is presumed to afford protection that is equal to or greater that afforded by any of the devices set forth in subdivisions a) to d), inclusive. 115923. An enclosure shall have all or the following characteristics: a) Any access gates through the enclosure open away from the swimming pool, and are self-closing with a self Latching device placed no lower than 60 inches above the ground. b) A minimum height of 60 inches. c) A maximum vertical clearance from the ground to the bottom of the enclosure of two inches. d) Craps or voids, if any, do not allow passage of a sphere equal to or greater that four inches in diameter. e) An outside. surface free of protrusions, cavities, or other physical characteristics that would serve. as handholds or footholds that could enable a child below the age of five years to climb over. 115924. Any person entering into an agreement to build a swimming pool shall give the consumer notict of the requirements of this article. 115925. The requirements of this article shall not apply to any of the following: a) public swimming pools. b) Hot tubs or spas with locking safety covers that comply with the American Society for Testing Materials -Emergency Performance Specification (ASTM -ES 13-89). p ff 1 safe that c) Any pool with the jurisdiction of any political subdivision that adopts an ordinance for gv i.mming poo ty includes requirements that are at least as stringent as this article. d) An apartment complex, or any residential setting other than a single-family home. 115926. This article does not apply to any facility regulated by the State Department of Social Services even if the facility is also used as the private residence of the operator. Pool safety in those facilities shall be regulated pursuant to regulations adopted thereof by the State Department of Social Services. 115927. Notwithstanding any other provision of law, this article shall not be subject to further modification or interpretation by any regulatory agency of the store, this modification or interpretation by any regulatory agency of the state, this authority being reserved. ekcl ively to l�.al jar^sd; ori,' prov'de�? for s„t"j'v'sion rP) of Section 114922 and subdivision (c) of Section 115924. bg, f L Y . 10 PLA. , ... . 5 iG� T YR � .J , � W 1 �}gy yam` �,/� �5+�/ q� ��'^� �y) 1 . , �.. fy i •i. f Y a r ,w :� a Y"� . - >:.. S _,. .. ...E :'*::. r I . } ! �� � - :: i$ �T �` i�, Ili Y�{ - : , >... , K r , ' t .t a. ., , , , ..r.. .. n .:.,.h.. . :.., b.. , X , ..-, ,,. . ... 3. ... ., 1 ,. ., .. .. , >-.. ,.- !. s ... 9 , .. e. . r Viz. � .. :.. £ :: .. , _ r ,.. .. .. , 4 .:. .. , . t .. . r , -r w , r y ,....._ .: ..fir ,. ... .-. - -- ,: ,., , f , rrl. f k { - >. f _ .. ,. Y ,. a F ..,,-: .,.. 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