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039-460-052
ttAMAMEWI'" 'Is §340"14tETZGE�t�CT?, D GONTR: 3vtAYIE�V CO ,NEV'SINGLE FA Y'4 BD • �.- � tc µ , . rt mow, r-gee-r;wet_,.r�.,_.r�,,'6 � � '�YJ,, � "�+fn; � P -052 Y„f.,MAYHEW .0 ADONIS POOLS Cont: w POOL MASTER q q �7..`CS�+ta +r 1 3Y T �r31 vit yy L x j,., y i 1 s f. <. +KYq �J .Ps tyt �t+ t 3-rl•. d'r .s ,r ! P L . �r [• it f. L t'ay , 'ztn! 5 '.i A c x 6� r"°,E-"'�.� r wf.i>�•�, 1 f• 4'.r .F r y.,� ',s ,£ f't-k- S '+r 4� a -{ &4 P("d 1 a Y'�yy .:; r i N t ♦ .� 't r� i A l.,. { y ..lL !X"i 4 a t alt f x r+ r,u.AG ta, xt Wu r i r .1. s tf;� q dtG tk'it-ter .r, t r t f3 a3 X r ,. y i• .x, �'�' '.�'"c i Q+'!¢ . �PI i' . ;: .- .,..r S !.. _k [,.. .;:: �, .= ... . .-�' i.� t• b .i ��: �._. r �,`� �`r��:i sem._..,-+�e�+''�F+� .3' NOTES `� RESIDENTIAL 03205-1190 PERMIT NO MAYHEW 9340 METZGER, DURHAM I Cont: ADONIS POOLS I NEW POOL MASTER #01-507 3 i I f r f. .,1 r � - i } 1 SPECIAL CONDITIONS SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY —_ USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER ft 33- JOB FINALED (Date) s' Signature 1 CHECKED BY = OK =Not OK = Not Applicable = Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer, Location -Test -Fall -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 "ftJ 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 S. 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 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. Fnng.; 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 CV B-1 Date Card B-1 Date POKS (Plans) OK except #'s Setbacks -Easements 2.Oils; Compaction -Structure Stability Pool cture; Steel -Connections -Thickness D,4a6 Men -Lining I .; Receptacles and Lighting, Distance-GFI P I Lighting; 15 Volts-GFI Enclosures; Conduit Entries -Terminals -Listed 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. partment Approval P b. r. Test -Water Supply Test 1< . Niche 12'Enclosure; Fencing -Alarms Date(� Card B-1 Date Card B-1 Date Card B-1 &Date Card B-1 r- 4=OK 0= Not OK �® - = Not Ry le . =Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Gmd.-/ /" Ftg. Depth 3. Ftg., Garage-, Soils-Steel-Elec. Grnd.-/ P' Fig. 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 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. Fre Sprinkler, Test 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/Meth Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI -AC. Wire Size/ /ga Cu or At 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or AI Insulated Neutral 0 Yes 0 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 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. Fumace-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 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 AFlue-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 -Botts 61. Brace Interior/Extedor 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 Fre Door, Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. WV. 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 (FFI.)-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 InstldlDrive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 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: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION M (530) 538-7636 (OROVIL'LE) (530) 891-2834 (CHICO) OFFICE M (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.netldds PERMIT NO. BPO51190 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 Issued Date: 06/10/2005 APN: 039-460-052-000 the Business and Professions Code, and my license is in full force and effect.s �W Li , �9 Cl License Number. Site Address: 8340 METZGER CT DUR License as: n Date: " �/� Contractor.Df'1 Y5 / Map Index: Description: NEW POOL -MASTER #01-507 OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' Stale License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a to construct, alter, improve, demolish; or repair any structure, prior Owner: MAYHEW DENNIS D & PAMELA G CB DVA permit to its Issuance, also requires the applicant for such permit to file a signed statement that he or she is licensedpursuant to the provisions of the Contractor's Stale License Law (Chapter 9. commencing with Section 9340 METZGER CT 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 95938-9424 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: ADONIS POOLS 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 12 PHEASANT RUN COURT year of completion, the owner-bullder will have the burden of CHICO, CA 95973 proving that he or she did not build or improve. for the purpose of 530-891-1197 sale.).' ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Profdssions 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: ADONIS POOLS pursuant to the Contractors' State License Law.). ❑ I am Exempt under Article 3 of the Business and Professions Code 12 PHEASANT RUN COURT - - CHICO, CA 95973 Dale: Owner: 530-891-1197 WORKERS' COMPENSATION DECLARATION I hereby affirm under penally of perjury one of the following declarations: License M 266839 ❑ 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. ❑ I have and will maintain workers' compensation insurance, as Architect: required by Section 3700 the Labor Code, for_the performance of Engineer: the work for which this permit Is issued. My workers' compensation insurance carrier andel policy number are: PL -J r. Carrie_, ®©[.P `T� Total Square Ft: 0 S. F. Policy#: Valuation: $0.00 ZI 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. Dale: Applicant: WA NI Failure ecure workers' compensation coverage is unlawful, and sh ubject 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. cW CONSTRUCTION LENDING AGENCY This permit Is hereby issued under the -applicable provisions of the Biilte Cnuniy C OdA anrt/or Reso lions do/ work Indicated o e or which fees have been paid. 1 hereby affirm that there is a construction lending agency for the performance of the work for which This permit Is Issued (Sec 3097 Civ.) 19 jaa ) i Date: � l / - T -� Name: By:,/i% —� PERMIT EXPIRES ON:-- �(/ (�� Address: (Da(e Cl I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25.534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification In accordance with Section 19627.5 of California Health & Safely Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. 1 hereby certify that I have read this application, that the above Information is correct, and tho at'I am the owner or the duly authorized agent 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 officia rm or docu t of Butte County. I hereby authorize representatives of County to enter u o e above mentioned property for inspection purposes. �Butt Print Name-.' I YI G1�1/F 'Signature: Dale: 0 Owner ❑ Contractor 0 Agent for Ownergent 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 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 Li eon. a ��&�9 LicensWP�S�C.ntr,cto,: Cl License Number:L7 D Dateo�Ya/ OWNER -BUILDER 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 permit to construct, alter, improve, demolish; or repair any structure, prior to Its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's Stale License Law (Chapter g.commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): O I, as owner of the properly, 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 -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 Profdssions Code. The Contractors' State License Law does not apply to an owner of property who builds or Improves (hereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ 'I am Exempt under Article 3 of the Business and Professions Code Date: Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. O 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: Carder:5 'At 1+i1�%.iFGl�ncl e Policy #: /1_)/_)Z0 / ` I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the 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. Dale: --D Applicant: WARNI failure ewecure workers' compensation coverage Is unlawful, and sh bject 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 1 hereby affirm that there is a construction lending agency for the performance of the work for which this permit Is Issued (Sec 3097 Civ.) Name: — Address: PERMIT NO. BPO5119U Issued Date: 06/10/2005 APN: 039-460-052-000 Site Address: 9340 METZGER CT DUR Map Index: Description: NEW POOL -MASTER #01-507 Owner: MAYHEW DENNIS D & PAMELA G CB DVA 9340 METZGER CT DURHAM,CA 95938-9424 Applicant: ADONIS POOLS 12 PHEASANT RUN COURT CHICO, CA 95973 530-891-1197 Contractor: ADONIS POOLS 12 PHEASANT RUN COURT CHICO, CA 95973 530-891-1197 License #: 266839 Architect: Engineer: Total Square Ft: 0 S. F. Valuation: $0.00 Census Code: permit Is hereby issued and elutions to/do work Indicated PERMIT EXPIRES ON:_i = icable provisions of the Butte Cnunfy Cods 2nrtlor which fees have been paid. )) } WDate: ❑ 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 o 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 officla rm or docu t of Butte County. I hereby authorize representatives of Bultg County to enter uRoTthp above mentioned property for inspection purposes. -frint Name:* cpt/1� Ali /S� �� 1 - ❑ `Owner 0 Contractor ❑ Agent for Owner for Contractor BUTTE COUNTY PERMF DEPARTMENT OF DEVELOPMENT SERVICES NO. BUILDING PERMIT APPLICATION BP 05-tj AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECT ION#: OROVU LE: (530) 538-7636 • CHICO: (530) 891-2834 BIN # OFFICE #. (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICA77ON CONTRACTOR Name 062121'rz Address cityG/9 Stale GA 14� PhonegLj/ % 7 Fax _ �f E-mail lk g J p 3 ARCH►TEC G►NE Name L L BAC, 1 ' EM AM Address j 3 (cL+-7 G EV-- Cny Gvt 1 C c Stale GA z'pCAc—),eJ- Phone .,,+Z2 • I -.:!�,& Fax i'�- ~ $3w7 2 E-mail Stye Lioeree Number APPUCANT NAME Name klw m 1S PO U 1..� Address 12- P O E^:- S f XrC R- k l`I C -T C4 c.0 (C-0 State CA zip 9 Phone 6q t _ , 1 Fax E-mail Or office us Zoning Flood Zone SRA I Yes No OW. I Type Const. Subdwwon N �s �111 Map Book 1 T3 Planner Date Approved: OVER FOR SUBMITTAL REQU1REMtN I s LOCATION APO Properit,Address 9 �D ���-�• a� s><ee� '✓ WORKER'S COMPENSATION Policy Number Wapt4ft comer STA Ak i E C0M;P t tis. etc tJp if hkft anyone oilier Baan Gcenstt cmdraetom a aardfleat+e of worker's compensatian must be shown at use tines of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: n�a� *n 1 p 5vu,�AtMiW4, Sq. Footage Stnuctme Built without Permits 0 Proposed Change of Oixupancy (Note previous user FmntATION 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 Refoads can only be made upon written request by the person who paid the fee. The request mast 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 rellmdable Received b Amount: Wdg SRA Receipt f# p Sheriff SMIP Dater �I lU 7.J��Tow t REV 4-30-04 DS iig� 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: ASSESSOR PARCEL NUMBER `' `-� " - q60 Proposed Building Use: r Permit Technician :"Tw- -Date: (�J Items required in order to pply for a permit. All boxes MUST be checked OR marked NA in order to apply. 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. ❑ 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 A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including 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. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Letter of intent for non-residential buildings 012. Hazardous Material Form 13. Acknowledgement of building permit application without required clearances. ❑ 14. Other remaining items needed to issue the permit. (May require additional plan review upon recei of the following items.) 15. Sanitation and site plan approval from the Environmental Health Department in 1116ico ❑ Oroville, as applicable r0 "(0 •f5 S ' ❑ 16. Fire Sprinklers ..............-. 1 ❑ 17. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 18. Soils Report and/or Engineered Foundation required ........................•.. I................. ❑ 19. Erosion Control Plan Required........................................................................ ❑ 20. Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 21. City of Chico Plumbing permit........................................................................ ❑ 22. Site plan and business license approval from the City of Biggs .............................. ❑ 23. California Department of Forestry plan approval ❑ paid. Sent by: 24. Planning approval for (A) Use: (B)Parking: (C) Parcel Check:..... ❑- . 25. Contact Land Development about _ Improvements, _ Drainage ........................ 4 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 31. Letter of Signature authorization.................................................................... ❑ 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone �t-b I 1 / and hold for pickup. r I have been informed of the above items and requirements for obtaining a building permit. l Applicant: Date: 1. Index permit application fo the above items numbered: 1 Plan Check Letter 2. Additional items required. ontractor `signer, owner, was advised of the above data by phone, ❑ mail, ❑ counter, bpi - Date: 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: Structural approved by: Date: Note transfer by: Date: r Yellow: Building Division TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance 8 46 Y—F-- L, I/ e 2 caner Plan Approved for: Sewage Disposal Clearance for dwelling. Other r, E.W'U.SE G -NUI Plot Plan Attached Floor Plan Attached Sant to G.D. ! Location AP# Water Supply: Public Private Well Final clearance O.K. for: NOTE: ti Environmental Health Specialist 8/96 Date 05 7/90 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 www.buttecount-y.net/dds n OWNER: P / ASSESSOR PARCEL NUMBER Proposed Building Use: �Permit Technician. ! rDate: Items required in order tollapply for a, permit. All boxes MUST be checked OR marked NA in order to apply. 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. ❑ 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 A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including 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. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Letter of intent for non-residential buildings. ❑12. Hazardous Material Form. 13. Acknowledgement of building permit application without required clearances. ❑ 14. Other Rerr3aining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) p� 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable ❑ 16. Fire Sprinklers - 0 17. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office ❑ 18. Soils Report and/or Engineered Foundation required. ❑ 19. Erosion Control Plan Required. ❑ 20. Fees as shown on the attached Schedule of Fees Due Sheet. ❑ 21. City of Chico Plumbing permit. ❑ 22. Site plan and business license approval from the City of Biggs. ❑ 23. California Department of Forestry plan approval ❑ paid. ..V 24. Planning approval for (A) Use: (B)Parking: (C) Parcel Check: ❑ 25. Contact Land Development about _ Improvements, _Drainage. 26. NPDES Form 27. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 28. Contractor's license information. (Number, Name Style, Classification). ❑ 29. Worker's Compensation Carrier and Policy Number. ❑ 30. Owner -Builder Verification ( _ Given to owner, _ Mailed to owner). ❑ 31. Letter of Signature authorization. ❑ 32. Recorded copy of Agricultural Acknowledgment Statement. ❑ 33. Existing violations and/or expired permits. ❑ 34. Deed Restriction. ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ❑ 36. Other: ❑ 37. Other: When issued Telephone hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: (ZiP 4 Date: 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, and other department costs are not refundable. Original -Applicant Butte County Department ofDevelopment Services 0 0t�0 7 County Center Drive ` . "' Oroville, CA 95965 0 o (530) 538-7601 Telephone O ' " C (530) 538-7785 Facsimile c�UN'�y BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledge: • I need to submit applications for septic and/or well to Butte County Environmental Health immediately. • I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained • I am responsible for ' notifying Development Services, in writing, to stop processing of the application and to arrange for disposition of plans The Building Division will process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building_ permit or require submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not limited to, verification the parcel was legally created, adherence to. all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: Acipon )"5 Paw Applicant Name: ROe M_ P� APN: —z95;-:7, Building site address: ��'�'� /"/ej_zq4��jQ PermitNo.:(�`7� I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: GN PPLICA DATE Copy to Applicant/EH/File K:Forms/B1dgPer nitwithoutCleaiances 020705 Department C o u n t, 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 7 ACRE Project Description: Project Location and/or Parcel Number: / J qio � c 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. 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 bylaw. Signed: Title: Date: Less than 1 Acre NPDES & SWPPP compliance Certification 30.0' BA 137 36 16 15 14 13 12 1 20' B4 I 1L I 20' 0.4. zo• e4 MARC SH OURT I �� m VI 4—- -- 38 W So as Q Q Fly � Wi 35 17 i U)!i 22 11 ! FS` j ! 2 i i Irl, i a s I ILII i 20 21 I' of I 139 1 ZI I $� OI I U) m Imo-- 50.0' 84 PHASE 3 Q PHASE 2 34 3 18 I FIFL I 19 24 23 10 I W I I 50.0• B4 30.0• B4 Ix w ! �O 50.0• BsL ! ,50.0' BY ��% C <I _ _'•� p TRACY R NCH ROA01_ _ 50_ es_ TRACY __ RANCH sT• - f �I i _..—.._..� r 4 I Vr.._.._..—.._.. _.._. —.._..l 9 HRos i 41 I i 33 29 I of 28 p R pI 50.0' B4 150.0• BSL ES p, 90.0' no, B4 c " 25 Z {1 12 I i 32 ZI 27 r r_ 8 1 I I o.o us30 WWI �I zc Bs C_ u a Z. S (STEN• FROM TOP OF �•) 20. 64 TI DETENTIONFACILITY �'' f (rte .-4 HE'lyA 143` .1.. I LOT .A., 6 �.. 1 26 � 1 .. _\. � .. i— PHASE 1 -- — --.. _ •. _ . g (w0' S TOP a I (A ,00.o' rROM TOP aF � g OETENnm FACILITY) I DElEN1ION FACILITY) LEGEND NROSNO RESIDENTIAL DEVELOPMENT SETBACK B4 BUMMING SETBACK LINE PMA$ BOUNDARY ADDING SETBACK LIME ID MSTNG CAN TREE -- LEACH FREE SETBACK (IJS) NOTES 1. MS —..ET SHOWS ADDITIONAL WFOR-710N. II$$ FON 4pCTI0NAt WiORMATON PURPOSES ONLY. DES'CRIBNG C0Hp710NS AT ME TIME OF FDJKG AND IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. L A SLID FORCE CHAIN LRM. BRICK. BLOCK OR 9NMR MATERIAL. NOT WOOD. A NINWUM OF 9K FEET IN NEIp T SIHALL BE INSTALLED ALONG THE SOUTHERN AND WESTERN PROPERTY UNES OF THE MO.ECT, PRIOR TO 153UANCE OF BUILDING PERMITS FOR ANY RESIDENCE IN PHASE I SAID PENCE SHALL FIE CONSTRUCTED ALWC THE SOUTH UNE OF PRAY 1. 1 0E`hLOPNENT O ALL LOTS W TMS SUMM90N WILL REWIRE CONNECTION TO PUBLIC WATER RIPPLY. 4. SHOULD ANY ARCNAECLWCAL OR CULTURAL MATERIALS BE ENCOUNTERED WRING PROJECT COW TRUCTIW. SITE OEYELWNOI, WH I. CEASE AND ARCHMOLOCGLL CWSMLTATgN SHALL GE NHMEDIATELY RETAINED. S ALL "ONO TREES SHALL BE REMOVED FROM THE PROPERTY. REMOVAL OF TREES CAN FOLLOW ME PROPOSED PHASING RAN SHOULD ACTIVE FARMING CWTIMIE AS TIRE PROJECT IS D OPE0. & A DEVOLOPMENT IMPACT FEE FOR SNORIFF'S FACUTUM 94ALL BE PAID PURSUANT TO TIE P SIGNS OF CHAPTER 3. ARTICLE n W 7HE BUTTE COUNTY CODE. PRIOR TO ISSVARM OF BUILDING POUTS OR USE PERMIT IN THE CAM Of A MOBILL HONE PARK. SAID FEE A OUNT WILL BE DETERMINED AND CALCULATED AS OF THE DATE OF APPLICATION FOR THE BUILDING PERMIT OR USE PERMIT. T. ALL 0. TREES W THE PROPERTY SIHALL BE PRESERVED EXCEPT FOR THOSE REQUIRED FOR ROADS. DRIVEWAYS, OR BURDRIM A NO CSTURBANCE SETBACK SHALL BE PROVIDED COMMENCING FROM THE OUTER EDGE OF THE 0. TREE CANOPY. 0 ADDITIONAL INFORMATION SHEET DURHAM LAND ESTATES PHASE 1 A PU&JC SYMEET SUeOFVM.TAaM BEING A PORTION OF THE SOUTHEAST 1/4 OF SECTION 25, TOWNSHIP 21 NOR77•4 RANGE 1 EAST AND A PORT70N OF THE SOUTHWEST 1/4 OF SECTION 30, TOWNSHIP 21 NORTH, RANGE 2 EAST, M.D.M. - _- BUM cowry CA/.FtYiNA For FVCttARO A AND ADCOL�e PETEFtsow NorthStar SHT 4 OF 4 AP/ 039-046-024 do 040 JUNE 2 F6. CER7IFICA7E OF CORRE6710N l�Uo14 /S/ P/}GE 7y OOE.4- .1001-003334o NOTES \AJ It RESIDENTIAL 039-460-052 0 `. MAYHEW, DENNIS 9340 METZGER CT., DURHAM CONTR: MAYHEW CONTR. NEW SINGLE FAMILY 4 BD SPECIAL CONDITIONS SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD H USING LETTER JOB FINALED Signature I CHECKED BY OFFICE COPY_ Address Y Z GAS I MeterBy Date I ELECTRIC Meter By Date 1 rf �1 it �4 1� t RESIDENTIAL 039-460-052 0 `. MAYHEW, DENNIS 9340 METZGER CT., DURHAM CONTR: MAYHEW CONTR. NEW SINGLE FAMILY 4 BD SPECIAL CONDITIONS SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD H USING LETTER JOB FINALED Signature I CHECKED BY OFFICE COPY_ Address Y Z GAS I MeterBy Date I ELECTRIC Meter By Date rf �1 1� t RESIDENTIAL 039-460-052 0 `. MAYHEW, DENNIS 9340 METZGER CT., DURHAM CONTR: MAYHEW CONTR. NEW SINGLE FAMILY 4 BD SPECIAL CONDITIONS SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD H USING LETTER JOB FINALED Signature I CHECKED BY OFFICE COPY_ Address Y Z GAS I MeterBy Date I ELECTRIC Meter By Date �✓ = OK 0 = Not OK - = Not Applicable MOBILE HOMES = Not Ready Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 4 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- Bea ms- Rttrs.-Connectors Shthg.-Frg-Bracing 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./ /'LPG 7. Well Clearance & Disconnect 8. Utility Clearance 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s FINAL (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line Soils; Compaction -Structure Stability 3. Gas; MH Test -Demand -Valve -Connector Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Electricity; MH Test -Crossovers -Breakers -Clearances Elec.; Receptacles and Lighting, Distance-GFI 5. Drain; MH Test -Fall -Flex Connector Elec.; Pool Lighting; 15 Volts-GFI 6. Water; MH Test -Regulator -Connector Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Water and Sewer Connected -C/O to Grade -HD Approval Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Gas and Electricity Tagged Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 9. Tie Downs -Type -Installation Cert. Health Department Approval 10. Exits; Insp.-Sketch Plumb.; Cir. Test -Water Supply Test 11. Cert. of Occupancy Light Niche 12. Permanent Foundation Only; License Decal Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 4 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- Bea ms- Rttrs.-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' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ,/ = OK 0 = Not OK - = Not Applicable RESIDENTIAL = Not Ready Date nderfloor (Plans) OK except #'s ng•Setbacks- Ease ments-Flood -Slope ( F ., Main; Soils-Elec. Grnd.-/ Z/" Ftg. Depth t ( Ftg., Garage; Soils-Steel-Elec. Grnd.-/17_f' Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ P' Ftg. Depth 5. Stemwalls, Main; Ste el-Blockouts- Wrapped 6. Ste walls, Garage; Steel-Blockouts-Wrapped sw�ctt,6owns and Special Anchors 7 I , eel -Wrapped rs-Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF. Gas Pioe: Size Anchors - Yard Gas Pipina: 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 bate 3,a,- Card B-1 Date Card B-1 Date Card 13-1 Date Card B-1 Date YXIIMBI (Permit) OK except #'s Water, .; Vent -Access -Combustion Air Baffle Pipe; Test & Anchor -Nail Protection 9 .W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Te t Tub & Shower, Second Floor -Tub Access Gas Pipe; Sixe & Anchors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date EL TRICAL (Permit) OK except #'s ixture & Transformer Clearance -Ins. Protection S. Receptacles Spacing -Lights & Switches at Doors Size xes & No. of Conductors Stapled omen Installed Close to Edge of Studs & C.J. quip round made up w/Mech Fasteners -Bond Gas & Water ppliance Circuits in Kitchen &.-Conductor Size GFI 29�eed Wire Size/ 4/T ga. Cu or AOR..C. Wire Size/ /,Qa Cu or At 30. Range Circle / JfD/ gqcrP/Cr Aw6ven Circ. / / g r Al Insulated Neutral !;�D No 31. Servis -Riser Conductors & Ground Main Disconnect 3 yyp Clearances Panels-Motors-Mech. Equip. lot e"s Closet Light -Shower Light -Spa Light 341.�moke Detector r (Single & Duplex) Date Card B-1 Date Card B-1 Date F `' ING (Permit) OK except #'s 4 1 1 roper Materials & Anchors 4 Stu Nailing Spacing & Braces -Plates -Sound :4=e a ' g Walls over Girders &Floor Nailing raft Stop in Walls (rat proof) 44. Fir Stops, Furred Ceilings -Stairs -Chasers -Tubs eaders & Beams -Size & Bearing Date / FRAAAING (Continued) 48-'Hange2ost Caps -Anchors -Connectors 47. CI' Joist-Rftr. Ties-Purlin-Roft Brac.-Truss-Shting.-Ring. Throat Clearance "- 4 AUid'Apeess; Size & Romex Protection -Draft Stop -Ins. Baffles 501 Bd(m.,Windows or Exitino Doors -Sill Ht. & Dimensions Fire Protection Fi 52. Propertv'Line Firewall'& Openings 53. Ext!Doors-One 3' -Check Garaoe 3rd Storv. 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. SidinDAailing Veneer 5 z�uc Mesh -Drip Screed -Fd. Vents-Underflr. Access razing Area -Glass Protection -Skylights -Plastic Shear Walls; Nailing -Bolts e469:GFer:e Interior/Exterior Wall Panels ` C q, / r 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date pZ Card B-1 Date Card B-1 Date FINAL (P(ans) OK except #'s 6 : ,54f. Steps -Door & Sidelight Protection -Landings S Detector 6 . Furnace Vents -clearance -Comb, Air -Connector - In Ga sage; Above Floor-Ducts-Mech. Protection 66 eSJcoom Exiting 67 G.Ie& Bath Fixtures & Tub Access -Spa 62' Elec. Trim & Subpanel, Breaker Sizes & Labels -69-4' e & Rails 7 it lace or Stove, Clearance -Hearth 7 Ele utlets at Wood Panel, Int. & Ext. 72 it. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance ' 7 le . Outlets & Receptacles at Kit. Counter 7 .ge Fire Door; Swing -Landing -Closure 7 fy2. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 7 Plb., Elec. & Mech. Equip. Listed for Location 7 .. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 7 nsulation-Foam-Looked in Attic 82AGyArd Raits & Deck Construction -Post Caps Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 8,V"S'tucco Brown -Finish C uct`s Insulation & Support t Unit Disconnect, Electrical -Plumbing e an,.Exhaust above insulation Vents Above Roof, Pibg-Appliance-Fireplace-Clearance to Openings Wf*602dens�pt6 Drain & Overflow, Size & Grade aa -Vent Access -Comb. Air -Return Air Vent 115 outlet ttic Access & Platform if Furnace in Attic ass Protection 9 . orrectis from Previous Inspections Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date F `' ING (Permit) OK except #'s 4 1 1 roper Materials & Anchors 4 Stu Nailing Spacing & Braces -Plates -Sound :4=e a ' g Walls over Girders &Floor Nailing raft Stop in Walls (rat proof) 44. Fir Stops, Furred Ceilings -Stairs -Chasers -Tubs eaders & Beams -Size & Bearing Date / FRAAAING (Continued) 48-'Hange2ost Caps -Anchors -Connectors 47. CI' Joist-Rftr. Ties-Purlin-Roft Brac.-Truss-Shting.-Ring. Throat Clearance "- 4 AUid'Apeess; Size & Romex Protection -Draft Stop -Ins. Baffles 501 Bd(m.,Windows or Exitino Doors -Sill Ht. & Dimensions Fire Protection Fi 52. Propertv'Line Firewall'& Openings 53. Ext!Doors-One 3' -Check Garaoe 3rd Storv. 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. SidinDAailing Veneer 5 z�uc Mesh -Drip Screed -Fd. Vents-Underflr. Access razing Area -Glass Protection -Skylights -Plastic Shear Walls; Nailing -Bolts e469:GFer:e Interior/Exterior Wall Panels ` C q, / r 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date pZ Card B-1 Date Card B-1 Date FINAL (P(ans) OK except #'s 6 : ,54f. Steps -Door & Sidelight Protection -Landings S Detector 6 . Furnace Vents -clearance -Comb, Air -Connector - In Ga sage; Above Floor-Ducts-Mech. Protection 66 eSJcoom Exiting 67 G.Ie& Bath Fixtures & Tub Access -Spa 62' Elec. Trim & Subpanel, Breaker Sizes & Labels -69-4' e & Rails 7 it lace or Stove, Clearance -Hearth 7 Ele utlets at Wood Panel, Int. & Ext. 72 it. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance ' 7 le . Outlets & Receptacles at Kit. Counter 7 .ge Fire Door; Swing -Landing -Closure 7 fy2. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 7 Plb., Elec. & Mech. Equip. Listed for Location 7 .. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 7 nsulation-Foam-Looked in Attic 82AGyArd Raits & Deck Construction -Post Caps 81 dn. VBents & Crawl Hole Door Drainage & Wood -Earth C arance Looked under Floor D Yes 8 . Following Instld./Drive D)es J No/Walks :Y�s D No/Planters D Yes >40 8,V"S'tucco Brown -Finish 84. t Unit Disconnect, Electrical -Plumbing 8 Vents Above Roof, Pibg-Appliance-Fireplace-Clearance to Openings 86.) er Well, Disconnect, Electrical, Plumbing erior Elec. Trim, G.F.I. Receptacle -Underground ntilation Throughout House ass Protection 9 . orrectis from Previous Inspections 1 1. 9 Gas st-Meters Tagged, Gas -Electric ater & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Cerficate-Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: .�_..{ . ` .:.. COUNTY OF6017- E 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 C-411/ . OWNER 4// / PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the r1 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, ••••-•-••-•••--- -• 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 x CORRECTION NOTICE .1�i��/�-'fit% D/- l6� l • 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. �o COUNTY OF BUTTE BUILDING DIVISION' " DEPARTMENT OF DEVELOPMENT "SERVICES 411 Main Street a Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE 'k 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. (P f; 0/-161 INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING DIVIaION, ORPVILLE FROM: .p, ENVIR. HEALTH, CHICO DATE: - RELEASEE . HEALTH HOLD ON BUILDING FINAL FOR: O P. NAIL : - SEPTIC: WELL: AP#: ADDRESS/LOCATION: Comments: GUmemos/heleasehold ` �i J" COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DI ON 7 County Center Drive • Oroville, California 95965 • Telephone (530) 53 541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT `401 `J6404 — ASSESSOR PARCEL NUMBER 039-460-4946 ZONING SR - UILDING PERMIT OWNER MAYHEW DENNIS TELEPHONE 891-9874 SO. FT. OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS 1191 VAI1EY OAK DR. OJIM, CA 2808 R 151,632-00 1565 11 28,170-00 CONTRACTOR'S NAME MAYHEW CO TELEPHONE 654 C 8,502-00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace 1,500.00 Total Valuation $ ARCHITECT OR ENGINEER UCENSE NO. Filing Fee $ 20.00 Permit Fee $ 954-50 ARCHITECT OR ENGINEERS MAIUNG ADDRESS Plan Checking Fee $ 690 43 BUILDING ADDRESS 11.3 Energy Plan Checking Fee $ 23-00 $ PERMIT FEE $ LOT?�JO. SUIDTffM LAND ESTATES' PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF N Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 12 7.0084.00 Solar or heat pump water heater 23.00 Water piping 15.0015.00 Each gas water heater or vent 15.00 19 00 TYPE OF WORK New DK Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: WE 4 BR SF Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 ic; nn Mobile Home S G W (9]20.00 ACK FLOW PERMIT FEE S ELECTRICAL PERMIT Fling Feel 20.00 LE Main Service 200A OR LESS 23.00123.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is 1u11 force and effect. �LL License Class LIC. NO. 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 +000A 46.00 NEW CONST. DWELLING OCCUP. OR ADONS. ( 6 ACC. BLDS. SO 3.5¢x,153-06 NEW CONST. M"TiocUT u,- 97,50 8 PSINGLE OUTLET COWER APPARATUS IR. Ex. Occup. ouTLET OR FIXTURES 20 @ 1'O0 BAL p .so FIXI Ex. Occup..OUTLETS RLESID,O� 1 5.00 Temporary Service 1 23.00 23.00 Mobile Home Facilities 20.00 Misc. Wirino 23.00 PERMIT FEE i 219.06 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation f one hundred dollars ($100) or less.) 0--Alcertify 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 a — �L-- Si ure of Applicant -ElCo ntractor ❑ Agent An OSHA permit is require for excavations over 60" dee and dem litionr construction of structures over 3 stories in height. a Receipt No. C J). + YL P.3 7 � � MECHANICAL PERMIT Fling Fee 20.00 Heating 15.00 Cooling 25.00 Hood 6.5o 6.50 Ventilation 3 4.50 13.00 PERMIT FEt S 60.00 Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 occ R3/U CONST. TYPE VN TOTAL FEE $ 2141.99 HA2. .� D. FEES ✓ IMP X FLOOD X CDF PARCEL X PD X HD X ISS E This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. 2 ®I / ate(y to WHITE-D.D.S.-B. D. CANARY -ASSESSOR K -I SPECTOR GOLD NROD-APPLICANT ANT FM X ,,,, ;COUNTY OF BUTTE'- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION, "� 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 B �"d ` ' I ` PERMIT APPLICATION DATA SHEET OWNER: ��i�/'I �.S M� NG ASSESSOR PARCEL NUMBER: r 0- 3�_ 114 — SZ Proposed Building Use. q. Building Inspector: ate: Z O At time of permit application, I was advised the following data must be submitted prior to pe ' processing and/or issuance: Date Received By ❑ 1. items have been submitted.------------------------------------------------------------------------------------- Plot plans, 3/4 sets, signed by the preparer of plans.------------------------------------------------------------ ❑ . Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ Energy Design Compliance and supporting documentation.----------------------------------------------------'• «'? ❑ 7. Statement of Intent for Non -Heated and A/C Buildings."---= -------------------- --------------------------------- ! ❑ 8. Hazardous Material Form.------------------------------------------------------------------------------------------ CJ ufac a ata _ allation instructio luding Tie Down Specifications.r---------- ------- ees f $ _-13ate - 1S Impact fees" s shown on the attached schedule. ------ -0 ---- •❑ 12. California Department of Forestry plan approval/fees. 0 13. F ood elevationcertificate.------------------------------- arctation and plot plan approval C'%f<co Health Department. ❑ 15. City of Chico plumbing permit. --------------------------------------- `. Y , 6> ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------------------------- --- Planning approval for (A) Use: (B) Parking: --_ --___ �_ j f ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage,: , gal Parcel. ----------------------- i N1 9. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- ❑20. Pre -inspection for required Request to Building Inspector on 021. Contractor's license information. (Number, Name Style, Classification). ------------------------------------ 0 22. Workers' Compensation carrier and policy number. ----------------------------------------------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner 0) - -------------------------------------- ❑ $, Letter of signature authorization. 5. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- ❑26. Letter of intent on building use.----------------------------------------------------------------------------------- 1 . ❑27. Manufactured Home utility clearance.--------------------------------------------------------------------------- ❑,�2& Existing violations and/or expired permits. ----------------------------------------------------------- :---------- Q29. ❑433 A4Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ . --------------- 0. other: LGr w 04 �X J-0 /ted.//4.✓ XAj j/ a e cn z) �a.- en you issue e` pe toce as follows 11 Mail to owner, ❑Ma/il to contractor. /'fTelephoneand hold for pickup at ��/ office. ❑ Deliver w' ' inspector. Apphc tt�`t k/ l�G� Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑Air Pollution i By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ 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, ❑ Building Division counter, by Date: Contractor, designer, owner, was`advised of the above reouired data by ❑ phone, ❑ mail, ❑ Building Division counter, by ate: `� Plans reviewed by: 0% L Date: (9 -O 1 Plans approved by: � Date: 01 Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: r,,. -Ir I-%- ..i__—__• o-- =--- t,-- _. . i E.H. USE ONLY Plot Pion Attached ' Floor Plan A P'61 - Sent to B.D. TO: Building Department 1 FROM: Environmental Health SUBJECT: Sanitation Clearance 6Y&L --- zano--3 O ner Location AP# Plan Approved for: Sewage Disposal L,— Water Supply: Public Private Well Clearance for —/dwelling. Other old final for:-•����-��� clearance O.K. for: NOTE: Environmental Health Specialist 8/96 Date COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION '7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER 1 16" -JLC PROPOSED BUILDING USE /.1. BUILDING PERMIT FEES U --Balance Due ............................ :........................... $_ 7 7 --Additional Fees Due ............................................ $ --Additional Fees Due ............................................ $ --Revised Plan Checking Fee ................................. $ 2. SCHOOL DISTRICT FEES i (paid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential .................................... 1 / x $360.00 = $ Units Commercial (sq. ft.) ...................... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES Residential ............................ x = $ # Units Amt. Commercial (Sq. ft.) ............. X_=$ Sq. ft. Amt. 5. RECREATION DISTRICT FEESt2A �'��"► 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00,(paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A. P. # �� - 7"6'x 5 � 01 DATE �j'Z_7• O I RECEIPT # DATE REC. cc/i 0?0W y -a0 -o / a d gra 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. DATE 16-0 7 --OZ ' V 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) N"^°:lh _ {� ' i� .. •-'v.�••q:�• .�,.- :�..r .—•-w...•. .-r- ^w r+ � _...,,......�yr.yi•'4••.�.. , ! n r....:Rr.r-i ._ ._ .... .. '• �' BUTTE COUNTY SCHOOLrSVIMPACT FEE CERTIFICATION FORM (One form per Building) \` School District w Building Department No. A.P. Number Q `�� Jurisdiction: City County Property Owner Property Location/Address 1 / Subdivision Lot No. Sq. Footage a �� U y'—` Residential Development ® •'^�� No of Living Mobile Home Addition/ *Supplemental to (Group R) Units Installation Conversion Permit # .................................................................................................................. '(No foundation inspection); Commercial/Industrial Sq. Footage New Addition (Including Exterior Roofed Areas) Building= Department Representative Date (Floor Plans reviewed by School District Personnel) r District Identification No. b (� iP1�f VAI I F/ e D School District certifies that 2j45 A/ AJ / SE' 111A yA/E l) (Applicant) 9��b i"YIETzGaE� "CST (Street Address) (Phone Number) .Dv,e N e 9s9 3 g (City) (State) (Zip Code) has complied with the requirements of Resolution No. i representing o7 8 D O square feet. School District r r Paid by Check # la (p ,3 Remarks: 1 t by payment of $ S�S�p . ,9 AB 2926 S r FULL MITIGATION $ ° Date //- zo -,�r/ Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(x), 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 notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building depart ment),•Pink (school district) feeform.xls (10/98)dmm r , BUTTE COUNTY PARK FACILITY FEE PAYMENT CERTIFICATION FORM .. DURHAM RECREATION AND PARK DISTRICT Assessor Parcel Number (s): Property Owner (s): ` Project Location/Add Subdivison Name: Type of Residential Development (check one): _ Assessable Square Footage: c ?m Z Development ❑ Alteration' Addition ❑ Mobile Home (s) Comments: Building Division Representative Non -Residential to Resid retial i i a�-ai Dater J. Durham Recreation and Park District (DRPD) certifies that Applicant Name City Address C..) rz, D OLdLU . ,r3-'zb_'f1- 6_5 7`� Applicant Phone Number` p c;oae has complied with the requirements of the .Butte County Board of Supervisors Resolution No. 93 - 114 by payment for 2,8 0g . square feet at $ 1.04 per square foot for a total payment of$ 2 920, 3 6 DRPDepresevive Dat PAID BY CHECK No.: � Z 4? 2- Remarks: BANK No.: 0 —3;S9 Co PAID BY CASH: RECEIPT No.: Ia.ld- c7cl DISTRIBUTION: WHITE - APPLICANT PINK- DRPD YELLOW- BUTTE CO. BUILDING DIVISION 0 AND wilix RECORDED MAIL TO: BUTTE COUNTY BUILDING DMSION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 61- 1 Lea� 200 1 —0028293 Recorded Official Records I REC FEE 10.00 I CONFORM .00 Countyy Of i CANDACEUJ. GRUBBS I Recorder I ROSEMARY DICKSON I Assistant I Vickie 09:00AM 02-Jul=2001 I Page 1 of 2 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, l 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 for legal description Date 6_97_ i PROPERTY OWNERS: Dennis D. H ew Pamela G. Hayheva State of California County of Butte On 6_27_03 before me, personally appeared nPnni -, n_ HAyhew and Paraela G I4ayhew personally known to me (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 instrument. WITNESS my handd�ofr ial seal COMM. # 1170838 NOTARY PUBUGCAUFORNIA Cq a COUNTY OF BUTTE Comm. Expires Jan. 24, 2002 ORDER NO. BU -188075 DMP DESCRIPTION: THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF.BUTTE, AND IS DESCRIBED,AS FOLLOWS: LOT 3, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "DURHAM LAND ESTATES, PHASE 111, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON APRIL 26, 2001, IN BOOK 151.0F 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) OWNER -BUILDER ;VERIFICATION 7 Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until ' this verification is received. 1. I personally plan to provide the major labor and materials for construction of the proposed property ' ement : YES D'. NO D 2. I HAVE IT'- NOT ❑ signed an application for a building permit for the proposed work. 3. I have contracted with the following pawn. (Arm) to.pwyi0,.theproposed construction:, NAME: Q&i✓.u; s A . /ns yst e L)Z1W YAw--*. e,-,"o7-nAe--n•v .a ADDRESS: -1/ 1%G 1 o,¢tr n2 . CITY-'- PHONE: tQQ- 519P/ 'sem CONTRACTOR'S LIC'EN3E NO. -7z1443,6 4. I plan to provide portions of this work, but I have hired. the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: CTI'Y:- PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the workbut I have contracted (hired) the following persons to provide the work indicated: NAME � ADDRESS PHONE TYPE OF WORK SIGNED: PROPER SOCIAL DATE:�%y�� (9-z— '20y/ NOTE: This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our of/?ce before we are permitted to Issue the permit. OVER OWNER BUILDER INFORMATION I Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property' owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors aro required by law to be licensed and bonded by the State of California and to have's, business license from the city or county. They are also required by law to put their license number on all permits for which they apply., . { If yod pled to as,(o it own work, with the exception of various trades that you plan to subcontract, YOU. should be aware of the following information for your benefit and protection: ' ♦ if you employ or otherwise engage any persons other than your immediate family, and the work (inchrding,noaterials and other costs) is $300 or more for the entire, project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security. taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not cavy out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your oblipmons under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended -for sale; property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without.a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to'be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. rely, IMa el C. Vilira, C.B.O. ger,Building Inspection NOTE: Thlr Owner -Builder Information is required by Section 19830 ojtlie Cadjornia Health and Sayety Coda OVER SITE PLAN- REVIEW APPLICATION Date: 7-13 — 0 ( AP# �3q - y big — 0 `-f © PTI\i Permit Number (if applicable) ' O 1 lG 0 APPLICANT INFORMATION Parcel Size: I A Q. Owners Name: Awl H� V J, 1� C 0 IV 1 S Owners Address: H r-) J VA l_Ljr:/ DRQ L>Q , Cu) tL 0 Telephone No.: L-1 Situs Address: Proposed Use: Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer Multi -family Non-residential ❑ New Commercial ❑ Single Family Remodel ❑ 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 SERVICES INFORMATION (For Staff Use) 95 Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval 15 Site Plan Stamped Approved By Date —1 _1 — ©1 Pagel of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: �- ❑ 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) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: /� • Flood Panel No.: D S 20 C. Index Date: -6 ' - C 8 ❑ 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: S R " 1 Applicable Building Setbacks: ❑ 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 O e— l_ Side Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Applicable Development Fees: Standard Fees Amount ❑ -Fire . ❑ School* ❑ Parks/Recreation ❑ Roads R Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other 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 --f Q Deeds: Date of Creation: Deed of Reference: Parcel Frontage on Publicly Maintained Road: Complies with County Standards for Deed Creation: Comments: ❑ Parcel Deemed to be legal Legal Access Provided: ❑ No ❑ Yes Legal Access Required ❑ No ❑ Yes ❑ No ❑ Yes, Road Name: ❑ No ❑ Yes ❑ 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 Page 3 of 5 Subdivision Map/Parcel Map: D la rA L A �.i5-r to i G5 Map Date of Recording: 4 Lot: ❑ Use Permit/Minor Use Permit Permit Number: Book: 1 S I Date of Approval: ® Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and. P.R.C. 4290 Page: 71 % LI ❑ 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 on slopes steeper than 30%. 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. ❑ A plan prepared by a certified arborist, botanist or landscape architect that shows the existing on-site mature trees, located in any area proposed for buildings and vehicular access, and provides for methods to protect the trees identified to be preserved, shall be provided to and approved by the Planning Division prior to the issuance of building permits and/or prior to grading or vegetation removal. The removal of mature trees shall be minimized, where possible. A mature tree shall be defined as a tree with a trunk measuring 4 inches in diameter, 4 feet from ground level. - Mature trees removed shall be replaced on a 3 -to -1 ratio, utilizing existing oak tree stock. Each tree to be preserved shall be surrounded by a circular zone (minimum 40 -foot radius) identified by an orange fence during construction activities. No vegetation removal, soil disturbance, or other development activities shall occur within the fenced area. ❑ 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. Page 4 of 5 t Summary of Specific Requirements: SEG AT -r A e_+4G b This information provided in this summary is based on the application information and on the best available data at the time of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 S Summary of Specific Requirements: SEG AT -r A e_+4G b This information provided in this summary is based on the application information and on the best available data at the time of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 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. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 I. , ' 19IUlJ I PLV-RL�mVG.1I ilr,L'_ ve Vcl.vr mci .. BSL BUILDING SETBACK LINE PHASE BOUNDARY BUILDING SETBACK LINE 0 EXISTING OAK TREE - - LEACH FREE SETBACK (LFS) NO7 FS 1. THIS SHEET SHOWS ADDITIONAL INFORMATION, IS4 FOR ADDITIONAL INFORMATION PURPOSES ONLY, DESCRIBING CONDITIONS AT THE TIME OF FILING AND IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. 2 A SOLID FENCE 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 THE PROJECT. PRIOR TO ISSUANCE OF l NG PERMITS FOR ANY RESIDENCE IN PHASE 1 SAID FENCE SMALL BE CONSTRUCTED ALONG THE SOUTH UNE OF PHASE 1. 3. DEVELOPMENT OF ALL LOTS IN THIS SUBDIVISION WILL REQUIRE CONNECTION 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. 5. 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 FACIUMES SHALL BE PAID PURSUANT TO THE PROVISIONS OF CHAPTER 3, ARTICLE N 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 - BUN..DINGS. _ A NO DISTURBANCE SETBACK SHALL BE PROVIDED COMMENCING FROM THE OUTER EDGE OF THE OAK TREE CANOPY. 10 100, ADDITIONAL INFORMATION SHEET PTI ICU A A i I A A Ir% r-e%r A rce+ , ' 19IUlJ I PLV-RL�mVG.1I ilr,L'_ ve Vcl.vr mci .. BSL BUILDING SETBACK LINE PHASE BOUNDARY BUILDING SETBACK LINE 0 EXISTING OAK TREE - - LEACH FREE SETBACK (LFS) NO7 FS 1. THIS SHEET SHOWS ADDITIONAL INFORMATION, IS4 FOR ADDITIONAL INFORMATION PURPOSES ONLY, DESCRIBING CONDITIONS AT THE TIME OF FILING AND IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. 2 A SOLID FENCE 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 THE PROJECT. PRIOR TO ISSUANCE OF l NG PERMITS FOR ANY RESIDENCE IN PHASE 1 SAID FENCE SMALL BE CONSTRUCTED ALONG THE SOUTH UNE OF PHASE 1. 3. DEVELOPMENT OF ALL LOTS IN THIS SUBDIVISION WILL REQUIRE CONNECTION 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. 5. 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 FACIUMES SHALL BE PAID PURSUANT TO THE PROVISIONS OF CHAPTER 3, ARTICLE N 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 - BUN..DINGS. _ A NO DISTURBANCE SETBACK SHALL BE PROVIDED COMMENCING FROM THE OUTER EDGE OF THE OAK TREE CANOPY. 10 100, ADDITIONAL INFORMATION SHEET PTI ICU A A i I A A Ir% r-e%r A rce+ Nicole Humphreys NorthStar Engineering 20 Declaration Drive Chico, California 95973 SZ/ — Z —0'r ZCole /P tte countuu L A N D O F NATURAL WEALTH A N D B E A U T Y PLANNING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7601 FAX: (530) 538-7785 Re: Modification of fence condition for Durham Land Estates Subdivision Dear Ms. Humphreys: The request for a modification to the fence condition, identified as Planning Condition #27 of the Board conditions approved November 9, 1993, is a reasonable and appropriate request. I have discussed this matter with Randy Wilson, Principal Planner in charge of Current Planning, and Stuart Edell, Land Development Manager. We are all in agreement with the need and appropriateness of changing the current wording to more accurately reflect the purpose and intent of the Board of Supervisors when they approved the project. The purpose and intent, as per discussions with above mentioned staff, is the condition should read as follows: A solid fence 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 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 I. Such a modification in the condition does not constitute a major nor significant change, in that, having reviewed the administrative record of the original application; including the multiple Minutes of the several hearings, the intent on the part of the decision makers and everyone concerned was to have a fencing condition in place to read as the one above. I am providing a copy of this letter to the file. If you have any further questions regarding this matter, please feel free to call me at 538-2117. Very truly yours, Stephen Hackney Associate Planner cc file Randy Wilson, Principal Planner Stuart Edell, Land Development Manager *JUN -27-01 WED 1:56 PM MID VALLEY TITLE FAX N0, 530 893 3428 P. I .Mid Valley Title & Escrow Company (530) 893-5644 Fax (530) 893-3428. 601 Main Street, Chico, CA 95928 Fax Sheet �� •, M +�`� vke-`j FROM: �� y FAX#: TOTAI, PAGES: L OT- 3 , DUr�A`Nl I-ANa JUN -27-01 WED 1:57 PM MID VALLEY TITLE DESCRIPTION: FAX N0; 530 893 3428 P. 2 ORDER NO. BU -188075 DMP THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: LOT 3, 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) PAGE 4 JL i �, �.�...,...� . APPLICANT: `� 6.,--1 ke OWNER: t PER5W 1: ©-- (Q O 1 . A. P. �: �-- D39- o - D �n ,ate . WORK DESCRIPTION:RATE c D ['RTPTWN OF STEP P l .l o /� -- &Y- d," • Owner:." 1�d U lr►e.�7 Building Permit Number: Plans Examiner. Mc- A.. P. Number•. C� 3�• — �� =��0 �� - G NNERAL: :. :.. • •. ,1' 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: 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 PLAN: Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 106.3.3). X 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). �3 Egress windows (Uniform Building Code section 3.10.4). ;A; Skylights (Uniform Building Code section'2409 & 2603.7). Glazing in Hazardous locations (Uniform Building Code' section 2406). �s Required room sizes and ceiling heights (Unif n Building Code section 310.6). j% GFCI ;n baths, garage, kitchen, wet bar'; and extetior'teceptacles (NEC 210). . Prohibited locations of gas water heaters (iin fbrni P imbMg Code 509& 1213.5). Prohibited locations of gas heating egaipmeflt'(Uni£oim 1Vlechaaical Code 304.5).. Garage fire«all separation - re -aired on gauge side mdadmg supporting walls and posts (Uniform Building Code section 302.4 exception'#3):. " `Mz .`u • �. ,w ' :: ` ; <_:r__ ° Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). Smoke detectors (Uniform Building Code section 310.9:1). Water clos:t clearances (Uniform Plumbing Code 408.5). j4. ShoNcer compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). Page 1 of 2 UCTURAL DET Conventional constructi I' shaped bull dia niform Building Code section 2320.5.4). Standard bracing or ngine ui ding Code section 2320.11.3). 3.--' Clerestory requiring balloon g and/or engineering.. . 4 Tbree story building requiring engineered calculations and plans. 5. Foundation plan complete enough to construct building. ' 6: Floor construction details complete enough to construct building. 7. Elevations and wall construction details complete enough to construct building. S. Roof construction details complete enough to construct building. 9.' RaBer ties or bearing ridge beam. 10: Fireplace consiruction details and calculations if necessary. 11. Gaiage door header size(s). 12. Porch header size(s). 13: Stud heights. 14. Expansive soil - special foundation design required. 15. Retaining walls requiring design. 16. Special Inspection requirements. 17. Header sizes.. - 18. Gypsum wallboard nailing inspection required. MISCELLANEOUS ITEMS: Stairway details - landings, rise and run, head clearance, handrails (Uniform Building Code section 1006): { • Guardrails (Uniform Building Code section 509). Brick or stone veneer (Uniform Building Code section 1403). - �Euterioi plaster- weep screeds (Uniform Building Code section 2506.5). • �RQofpitch for roof covering (Uniform Building Code Table 15-B-1 & 2,15-D-1 & 2). covering type - (fire hazard). Foam insulation - protection. 8 36" halls and stairways (Uniform Building Code section 1004.3.3.2). 9 Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). 1 ,. Underfloor access and ventilation (Uniform Building Code section 2306.3 &2306.7). - A#tic access and ventilation (Uniform Building Code section 1505). Combustion air for fuel burning appliances - LPG requirements. . =� 3r .Sound requirements. - - - - 4. Energy design compliance and supporting documentation. 5. Flashing at all exterior openings. �Jb.'CDF responsible area requirements. 17. Building Permit requirements: 17.1. AWK. 17.2. Fuad el—evation certificate. 17.3. Fj'ro-Spfiuiders required. 17.4. Special. Inspection requirements.: 17.5. Use Permit conditions. - 17.6. Sub -Standard Housing letter. Page 2 of 2 V Pa-av 1 Y> %c l�L �o'V.1 I�% (T S S ►� l� ASN 6�M G acs SNPE'c' V2 I N C A6.cs, (M— sTC d , 20 LSTa 3( VCLQVIO,--- `� V P oSN V Gy2 $=- A ,-= CZ.5: 7 L U r M S S o y M i l am/ `i ' S "1 1 12'5 11 I 05/22/2001 11:08 9552723 FRONT SIDEWALL: --------------- LOADING Wind Wind Press Suct 16.2 -16.2 21.6 -21.6 16.2 -16.2 ...Girt/Header Panel Jamb BACK SIDEWALL: --------------- LOADING Wind Wind Press Suct 16.2 -16.2 ., Girt/Header 21.6 -21.6 ., Panel 16.2 -16.2 .. Jamb LEFT ENDWALL: -------------- HBS INC BASIC LOADS; Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.0 20.0 0.0 0,0 18.0 1,00 WIND PRESSURE/SUCTION: Wind Wind 0.80 Press Suct -0.70 16.2 -16.2 ,. Column 16.2 -16.2 Girt/Header 16.2 -16.2 .. Jamb 21.6 -21.6 .. Panel WIND COEFFICIENTS: Surf Rafter_Wind_1 Id Left Right 1 0.80 -0.50 2 -0,90 -0.70 3 -0.70 -0.90 4 -0.50 0.80 Rafter Wind 2 Left Right 0.80 -0.50 0.30 -0.70 -0.70 0,30 -0.50 0.80 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Load Id Dead Collat Snow 8 1 1.00 1.00 1.00 2 1.00 0.00 0,50 3 1,00 0.00 0.50 4 1,00 0.00 0.00 5 1.00 0.00 0.00 6 1.00 0.00 0.00 7 1.00 1.00 0.00 8 1.00 1.00 0.00 Bracing Wind Left Right 0.80 -0.50 0.30 -0.70 -0.70 0.30 -0.50 0.80 Long Press 0.00 -0.70 -0.70 0.00 PAGE 02 Surface Friction 0.00 0,00 0.00 0.00 Brace Wind Column Wind Aux Left Right Press Suct Id 0.00 0.00 0.00 0.00 0 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 1,00 0 0.00 0.00 0.00 0.00 0 1.00 0.00 0.00 0,00 0 0.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0,00 0.00 0.00 0.00 0 FROM :PETERSON FAX NO. :'5303429375 Jul. 05 2001 08: 02AM P1 A FAX FROM NICOLE PETERSON Peterson Farming Inc., PM Dusters Inc., Durham Land Estates P.O. Box 1222 Durham, Ca 95938 530/891-0634 NEW FAX Ni1MBER 530/342-9373 Send to; I inn Date'' 1410 Attention: Pages: Fax number: Ll Urgent ❑ PC* ASAP VPtwe cm=mt Please mmew ❑ For yow mfomWoo t en u n ' oi con'imUiyi t a n . 12C.. -tom �o rpt � oto ti l l fe- Kn aa FROM : PETERSON FAX NO. 5303429375 Jul. 05 2001 08: 02AM P2 1UL-03`200! T'UF 04:22 FM FROM: 0jCRE 77—LACING FAX:5308940108 0- 44t. rr.Nallo July 3, 2001 To Whose It May Concern: Moore Fencing has contracted with Durban Land Estites to begin fence construction of Phase I at 9329 Holland Ave, Durham, CA o4 July 16*'2001, and all financial arrangements Tuve been statisfied. If you have any fiuther questions, Please contact us at (530)-$94-0100. Yours Very Truly ' Earl J. Mo Owner Moore Fencing NorthStar ENGINEERING Civil Engineers • Planners • Surveyors March 14, 2002 Dennis Mayhew 1191 Valley Oak Drive Chico, CA 95926 Regarding: Revision to plywood shear walls for the Mayhew residence NorthStar Job No. 7390 To Whom It May Concern: This letter is being provided as an addendum to our structural calculations dated 6/20/01. It is intended to address the plywood shear walls for the Dennis Mayhew residence located in Durham, California. Per this letter it is okay to replace double 2x studs or 4x posts at vertical joints at plywood shear walls with the following: 3 - 2x studs nailed together with 2 rows of 16d sinkers at 12" on center. The plywood shear panels shall be edge nailed full height to all three studs per the shear wall schedule. This concludes this addendum. If you have any questions or need further clarification, please contact me at (530),893-1600 ext. 210. Sincerely, Jeff Richelieu, PE NorthStar Engineering 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 n CLIMATE PRQ@ FIBER GiAss BLOWING WOOL M>> Your home has beenprofessionaflyinsulated • provide. •,,n guaranteed thermal resistance.<<a HomrEowAfcR's NAME ADDRESS Crrr STATE CP ZIP R -VALUE MINIMUM THICKNESS BAGS PER 1000 SQ. Ff. MAXIMUM NET COVERAGE MINIMUM WEIGHT PER SQ. Ff. To obtain an Installed The number of bags RECORD OF INSTALLATION The weight per insulation insulation per 1000 sq. ft. of BLOWING WOOL + resistance BATTS AND ROLLS net area should not NEW CONSTRUCTION insulation should IF RETROFIT: _ R -VALUE THICKNESS. AREA INSULATED ❑ RETROFIT 11 DEPTH OF PREVIOUS ; 7.0 142 sq. ft. 0.176 lbs. 19 8% in. INSULATION CEILINGS 3 (Z IN. O SQ. FT. NUMBER OF BAGS USED �l_ INCHES - 0.365 lbs. 26 11Y2 in. AREA INSULATED 3�3V E I g so. FT. 2Q 50.0 sq. ft. SQ, FT, PREVIODUSINSULATION WALLS 16% in. `SS IN. SQ. FT. 0.659 lbs. I I� V 30.5 32.8 sq. ft. S Q' Fr' THICKNESS OF INSULATION 20% in. TYPE(S)IN. PE(S) OF PREVIOUS 28.2 sq. ft. 0.886 lbs. 60 ,. INCHES INSULATION IN ATTIC FLOORS 1.076 lbs. IN. SQ. FT. I R -VALUE OF INSULATION 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. Ff. 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 11Y2 in. 17.2 58.0 sq. ft. 0.431 lbs. 30 13 in. 20.0 50.0 sq. ft. 0.5001bs. 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 CONTRACTOR SIGNATURE F�,�IIV� it/� DATE COMPANY cj_"'i' �Cr �, zm ADDRESS' (� Q to �1� �Y�-�-li PHONE ^506 HOME BUILDER SIGNATURE DATE COMPANY ADDRESS PHONE ■/Y f� Johns Manville 1 BIC -194 7/97 j ' 0 1997Johns Manville Corporation Johns Manville Corporation, P.O. Box 5108, Denver, CO 80217-5108, Internet: http://www.im.com. For more information call 1-800-654-3103. 'i THIS IS FIBER GLASS BLOWING WOOL INSULATION FTC FACT SHEET CLIMATE PRO"" 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. FT. 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. fl. of 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 5Y4 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 1 I in. 17.2 58.0 sq. ft. 0.431 lbs. 30 13 -in. 20,0 50.0 sq. ft. 0.500 lbs. 38 16Y44 in. 26.3 38.0 sq. ft. 0.659 lbs. 44 18% in. : 30.5 32.8 sq. ft. 0.763 lbs. 50 2034 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. "R" 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. 017 Johns Manville Johns Manville Corporation Insulation Group P.O. Box.5108 Denver, CO 80217-5108 Internet: http://www.jm.com BIC -194 7197 ® 1997 Johns Manville Corporation r 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 C, -de (1997 U.P.C.), 1998 California Mec}i nical Code (1997 U.M.C.), and the 1998 California Electrical Code (19>6 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 3'-0" 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, nm, 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. F • Provide certificates of conformance for all glu-lam beams. f • 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: HO—j keAAD + Building Permit Number: nl — 1 (D 0T Plans Examiner: Martha Christy i% • 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 construction (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 CertiJuate wifl 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 5 'from the side and '5- '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: � 14.4z Building Permit Number: 01 — 1(e O 1 . Plans Examiner: Martha Christy rh c` r NorthStar ENGINEERING Civil Engineers • Planners • Surveyors Q,a�I NorthStar Engineering Job No.: 7390 I have reviewed the truss submittal for the Mayhew residence located in Durham as provided by Design Assistance. The purpose of my review was to insure that the Truss Designer used the proper gravity and lateral loading where required based on my analysis in the design of the trusses. Based on my review of the truss calculations, the Truss Designer has used the proper gravity and lateral loads and truss spans for the design of the trusses. We did not verify the structural design of the individual trusses. The Truss Designer and Manufacturer shall bear the entire responsibility for designing and constructing the truss per plan. Signed, "A Jeff Richelieu, PE NorthStar Engineering 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 - TABLE OF CONTENTS .� "� . TOC Project Title.......... MAYHEW RESIDENCE Date..06/06/01 16:11:54 P t Add ******* A. %_0 ress........ DURHAM CA *v6.00* (p d Documentation Author... ROBERT MANGRUM******* Bu ldin P� i Paradise Mechanical —t 5655 Almond Street Plan}Check Date Paradise, CA 95969 530-877-8882 Field Check Date Climate Zone. ..... 11 Compliance Method...... MICROPAS6 v6.00 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.00 File-NIGHTIN2 Wth-CTZ11S92 Program -TOC User#-MP13.42 User -Paradise Mechanical Run-MAYHEW TITLE 24 TABLE OF CONTENTS Report Page FORM CF -1R................. 1 FORM 14F -1R ................ 4 FORM C -2R ................. 7 ' HVAC SIZING ............... 11 • ,U 6 -TE COUN1 ) P �' r • � � i i CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title.......... MAYHEW RESIDENCE Date..06/06/01 16:11:54 Project Address........ ******* DURHAM CA *v6.00* Documentation Author... ROBERT MA4GRUM ******* Building Permi—t-79 Paradise Mechanical 5655 Almond Street Plan Check Date Paradise, CA 95969 530-877-8882 Field —Check/—Date Climate Zone........... 11 Compliance Method ......'MICROPAS6 v6.00 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.00 File-NIGHTIN2 Wth-CTZ11S92 Program -FORM CF -1R User#-MP1342 User -Paradise Mechanical Run-MAYHEW TITLE 24 GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Stories.......... Floor Construction Type.... Glazing Percentage..... .. Average Glazing U -value:... Average Glazing SHGC....... Average Ceiling Height..... Component Type Wall Roof Door SlabEdge SlabEdge Orientation 2808 sf Single Family Detached New Front Facing 270 deg (W) 1 1 Slab On Grade 17.7 % of floor area 0.49 Btu/hr-sf-F 0.57 9.4 ft BUILDING SHELL INSULATION Frame Cavity 'Sheathing Total Assembly Type R -value R -value R -value U -value Location/Comments Wood R-15 Wood R-30 None R-0 None R-0 None R-0 Window Front (W) Window Front (W) Window Front (W) Window Right (SW) Window Front (W) Window Front (NW) Window Front (W) Window Front (W) Window Front (W) Area (sf) R-0 R-15 0.081 FRONT,FRONT RIGHT FRONT LEFT, LEFT WALL BACK WALL BACK LEFT WALL RIGHT WALL GARAGE WALL R-0 R-30 0.035 ATTIC R-0 R-0 0.330 FRONT DOOR GARAGE DOOR R-0 F2=0.760 TO OUTSIDE R-0 F2=0.510 TO OUTSIDE FENESTRATION U- Interior Value SHGC Shading `30.0 0.400 0.350 Standard •9.0 0.510 0.620 Standard X9.0 0.510 0.620 Standard =25.0 0.510 0.620 Standard ,25.0 0.510 0.620 Standard w25.0 0.510 0.620 Standard s8.8 0.400 0.350 Standard ^32.0 0..400 0.350 Standard f32.0 0.400 0.350 Standard 1$Ja %Q DEPAR lYes, Over - Exterior hang/ Shading Fins Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes StandaME COUNlYies an Stdard Yes 1$Ja %Q DEPAR lYes, CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... MAYHEW RESIDENCE Date..06/06/01 16:11:54 MICROPAS6 v6.00 File-NIGHTIN2 _•Wth-CTZi1S92 'Program -FORM CF -1R User#-MP1342 User -Paradise Mechanical Run-MAYHEW TITLE 24 Orientation FENESTRATION Area (sf) Window Left (N) -25.0 Window Left (N) . ,. -18.0 Window Back (E) 810.5 Window Back (E) 018.0 Window Left (NE) 1130.0 Door Back (E) 140.0 Window Back (E) 025.0 Window Back (E) ,25.0 Window Back (E) 025.0 Window Back (E) •30.0 Window Right (S) •30.0 Window Right (S) 020.0 Window Right (S) ,4.0 Skylight Front (W) 1.0 Skylight Front (W) 1.0 Minimum Equipment Type Efficiency Furnace ACSplit Tank Type Storage HVAC SYSTEMS Duct Duct Tested Duct ACCA Thermostat Location R -value Leakage Manual D Type 0.920 AFUE Attic 13.00 SEER Attic R-4.2 No No Setback R-4.2 No No Setback WATER HEATING SYSTEMS Number in Energy Heater Type Distribution Type System Factor Gas Standard 1 0.62 Tank FENESTRATION Size Insulation (gal) R -value 40 R- n/a Over- U- Interior Exterior hang/ Value SHGC Shading Shading Fins 0.510 0.620 Standard Standard Yes 0.510 0.620 Standard Standard Yes 0.510 0.620 Standard Standard Yes 0.510 0.620 Standard Standard Yes 0.510 0.620 Standard Standard Yes 0.550 0.650 Standard Standard Yes 0.510 0.620 Standard Standard Yes 0.510 0.620 Standard Standard Yes 0.510 0.620 Standard Standard Yes 0.510 0.620 Standard Standard Yes 0.510 0.620 Standard Standard Yes 0.570 0.670 Standard Standard Yes 0.510 0.620 Standard Standard Yes 0.680 0.670 None None None 0.680 0.670 None None None SLAB SURFACES Area Slab Type (sf) Standard Slab 2808 Minimum Equipment Type Efficiency Furnace ACSplit Tank Type Storage HVAC SYSTEMS Duct Duct Tested Duct ACCA Thermostat Location R -value Leakage Manual D Type 0.920 AFUE Attic 13.00 SEER Attic R-4.2 No No Setback R-4.2 No No Setback WATER HEATING SYSTEMS Number in Energy Heater Type Distribution Type System Factor Gas Standard 1 0.62 Tank External Size Insulation (gal) R -value 40 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 a Housewrap/Air Infiltration Retarder. Vol 1 '• f It �. t •` v r CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... MAYHEW RESIDENCE Date..06/06/01 16:11:54 MICROPAS6 v6.00 File-NIGHTIN2• Wth-CTZ11S92 Program -FORM CF -1R User#-MP1342 User-Paradise'Mechanical Run-MAYHEW TITLE 24 REMARKS 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. Name... Company Address Phone... License. Signed Name.... Title... Agency.. Phone.:. Signed.. DESIGNER or OWNER BRANT NIGHTINGALE BRANT NIGHTINGALE DESIGN 6457 SKYWAY PARADISE CA (530)877-4589 DOCUMENTATION AUTHOR Name.... ROBERT MANGRUM Company. Paradise Mechanical Address. 5655 Almond Street Paradise, CA 95969 Phone... 530=877-8882 v Ve/ Signed dat ENFORCEMENT AGENCY ate dU RE COL4NI -, VaUM DEPA is , V LE MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 4 ME -1R Project Title.......... MAYHEW RESIDENCE Date..06/06/01 16:11:54 Project Address........ ******* Documentation Author. Climate Zone....... Compliance Method.. DURHAM CA *v6.00* ROBERT MANGRUM ******* Paradise Mechanical 5655 Almond Street Paradise, CA 95969 530-877-8882 11 Building Permit Plan Check Date Field Check Date .... MICROPAS6 v6.00 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.00 File-NIGHTIN2 Wth-CTZ11S92 Program -FORM MF -1R User#-MP1342 User -Paradise Mechanical Run-MAYHEW TITLE 24 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 measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING 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 framed walls or equivalent U -factor in metal frame walls (does not apply to exterior mass walls). Design- Enforce- er ` ment V *150(d): Minimum R-13 raised floor insulation in framed floors. 150(1): Slab edge insulation - water absorption rate no greater than 0.3%, 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. tigArTE 'VBG.PA ►tLs�k: v• P. , `l MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 5 MF -1R Project Title.......... MAYHEW RESIDENCE Date..06/06/01 16:11:54 MICROPAS6 v6.00 File-NIGHTIN2 Wth-CTZ11S92 Program -FORM MF -1R User#-MP1342 User -Paradise Mechanical Run-MAYHEW TITLE 24 SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES Design- Enforce - 110 -113: HVAC equipment, water heaters, showerheads and er ment faucets certified by the Commission. 150(h): Heating and/or cooling loads calculated in accordance / with ASHRAE, SMACNA or ACCA. ✓ 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 isused 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. 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.wi �Y 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burni.05MONG DEPAR ME41, MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 6 MF -1R Project Title.......... MAYHEW RESIDENCE Date..06/06/01 16:11:54 MICROPAS6 v6.00 File-NIGHTIN2 Wth-CTZ11S92 Program -FORM ME -1R User#-MP1342 User -Paradise Mechanical Run-MAYHEW TITLE 24 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. dU ITE Comiv COMPUTER METHOD SUMMARY Page 7 C -2R Project Title.......... MAYHEW RESIDENCE Date..06/06/01 16:11:54 Project Address ******* DURHAM CA *v6.00* Documentation Author... ROBERT MANGRUM ******* Building Permit Paradise Mechanical 5655 Almond Street Plan Check Date Paradise, CA 95969 530-877-8882 Field Check Date Climate Zone........... 11 Compliance Method...... MICROPAS6 v6.00 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.00 File-NIGHTIN2 Wth-CTZ11S92 Program -FORM C -2R User#-MP1342 User -Paradise Mechanical Run-MAYHEW TITLE 24 Zone Type HOUSE Residence MICROPAS6 ENERGY USE SUMMARY Energy Use (kBtu/sf-yr) Space Heating.......... Space Cooling.......... Water Heating.......... Total Standard, Proposed Compliance Design Design Margin 17.02 15.23 1.79 8.30 10.08 -1.78 10.15 8.66 1.49 35.47 33.97 1.50 *** 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 -value.... Average Glazing SHGC....... Average Ceiling Height..... 2808 sf Single Family Detached New Front Facing 270 deg (W) 1 1 ReducedYear Slab On Grade 1 26415 cf 2808 sf 17.7 % of floor area 0.49 Btu/hr-sf-F 0.57 9.4 ft BUILDING ZONE INFORMATION Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage (sf) (cf) Units itioned Type (ft) (sf) Credit 2808 26415 1.00 Yes Setback 2.0 Standard Housewrap JU 1-1 E COUNT A'PP R 0 VE COMPUTER METHOD SUMMARY . Page 8 C -2R Project Title.......... MAYHEW RESIDENCE Date..06/06/01 16:11:54 MICROPAS6 v6.00 File-NIGHTIN2 'Wth-CTZ11S92 Program -FORM C -2R User##-MP1342 User-Paradise"Mechanical Run-MAYHEW TITLE 24 OPAQUE SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments HOUSE 1 Wall 482 0.081 15 270 90 Yes W.15.2X4.16 FRONT 2 Wall 29 0.081 15 225 90 Yes W.15.2X4.16 FRONT RIGHT 3 Wall 29 0.081 15 315 90 Yes W.15.2X4.16 FRONT LEFT 4 Wall 92 0.081 15 0 90 Yes W.15.2X4.16 LEFT WALL 5 Wall 403 0.081 15 90 90 Yes W.15.2X4.16 BACK WALL 6 Wall 51 0.081 15 45 90 Yes W.15.2X4.16 BACK LEFT WALL 7 Wall 396 0.081 15 180 90 Yes W.15.2X4.16 RIGHT WALL 8 Wall 358 0.081 15 0 90 No W.15.2X4.16 GARAGE WALL 9 Roof 2890 0.035 30 n/a 0 Yes R.30.2X12.16 ATTIC 10 Door 20 0.330 0 270 90 Yes None FRONT DOOR 11 Door 20 0.330 0 0 90 No None GARAGE DOOR PERIMETER LOSSES Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments HOUSE - 12 S1abEdge 217 0.760 R-0 No TO OUTSIDE 13 S1abEdge 39 0.510 R-0 No TO OUTSIDE FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE 1 Window Front (W) 30.0 0.400 0.350 270 90 Standard/0.76 Standard/0.68 2 Window Front (W) 9.0 0.510 0.620 270 90 Standard/0.76 Standard/0.68 3 Window Front (W) 9.0 0.510 0.620 270 90 Standard/0.76 Standard/0.68 4 Window Right (SW) 25.0 0.510 0.620 225 90 Standard/0.76 Standard/0.68 5 Window Front (W) 25.0 0.510 0.620 270 90 Standard/0.76 Standard/0.68 6 Window Front (NW) 25.0 0.510 0.620 315 90 Standard/0.76 Standard/0.68 7 Window Front (W) 8.8 0.400 0.350 270 90 Standard/0.76 Standard/0.68 8 Window Front (W) 32.0 0.400 0.350 270 90 Standard/0.76 Standard/0.68 9 Window Front (W) 32.0 0.400 0.350 270 90 Standard/0.76 Standard/0.68 10 Window Left (N) 25.0 0.510 0.620 0 90 Standard/0.76 Standard/0.68 11 Window Left (N) 18.0 0.510 0.620 0 90 Standard/0.76 Standard/0.68 12 Window Back (E) 10.5 0.510 0.620 90 90 Standard/0.76 Standard/0.68 13 Window Back (E) 18.0 0.510 0.620 90 90 Standard/0.76 Standard/0.68 14 Window Left (NE) 30.0 0.510 0.620 45 90 Standard/0.76 Standard/0.68 15 Door Back (E) 40.0 0.550 0.650 90 90 Standard/0.76 Standard/0.68 16 Window Back (E) 25.0 0.510 0.620 90 90 Standard/0.76 Standard/0.68 17 Window Back (E) 25.0 0.510 0.620 90 90 Standard/0.76 Standard/0.68 18 Window Back (E) 25.0 0.510 0.620 90 90 Standard/0.76 Standard/0.68 19 Window Back (E) 30.0 0.510 0.620 90 90 Standard/0.76 Standard/0.68 20 Window Right (S) 30.0 0.510 0.620 180 90 Standard/WJ7,C_'..Es-�t-@tdaa4d/0.68 21 Window Right (S) 20.0 0.570 0.670 180 90 Standard/0.76 Standard/0.68 22 Window Right (S) 4.0 0.510 0.620 180 90 StandfLM M. yvfa ra,,ta.nc rd/0:68 23 Skylight Front (W) 1.0 0.680 0.670 270 24 None/1 `IJone/1t`�` IVn ' � 1 COMPUTER METHOD SUMMARY Page 9 C -2R Project Title.......... MAYHEW RESIDENCE DatP__nti/nF/n1 ir,•ii•Sa MICROPAS6 v6.00 File-NIGHTIN2 Wth7CTZ11S92 Program -FORM C -2R User#-MP1342 User -Paradise Mechanical Run-MAYHEW TITLE 24 Orientation 24 Skylight Front (W) Surface HOUSE 1 Window 2 Window 3 Window 4 Window 5 Window 6 Window 7 Window 8 Window 9 Window 10 Window 11 Window 12 Window 13 Window 14 Window 15 Door 16 Window 17 Window 18 Window 19 Window 20 Window 21 Window 22 Window System Type FENESTRATION SURFACES Area U- Act Exterior Shade (sf) Value SHGC Azm Tilt Type/SHGC 1.0 0.680 0.670 270 24 None/1 Interior Shade Type/SHGC None/1 Minimum Duct Efficiency Location HOUSE Furnace 0.920 AFUE Attic ACSplit .13.00 SEER Attic J Duct Tested Duct ACCA R -value Leakage Manual D Duct Eff R-4.2 No No 0.737 R-4.2 No No 0.645 dU rTE COUM v "SUNG DEPAR i MEt,4 . OVERHANGS AND SIDE FINS Window- Overhang Left Fin Right Fin - Area Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 30.0 6.0 5.0 2.5 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 9.0 1.5 6.0 14.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 9.0 1.5 6.0 14.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 25.0 5.0 5.0 12.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 25.0 5.0 5.0 6.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 25.0 5.0 5.0 6.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 8.8 2.5 3.5 2.5 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 32.0 8.0 4..0 2.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 32.0 8.0 4.0 2.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 25.0 5.0 5.0 28.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 18.0 2.6 6.6 2.5 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 10.5 3.0 3.5 15.5 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 18.0 2.6 6.6 13.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 30.0 6.0 5.0 17.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 40.0 6.0 6.6 9.5 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 25.0 5.0 5.0 2.5 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 25.0 5.0 5.0 2.5 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 25.0 5.0 5.0 2.5 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 30.0 10.0 3.0 2.5 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 30.0 10.0 3.0 2.5 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 20.0 4.0 5.0 2.5 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 4.0 4.0 5.0 2.5 0.0 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 2808 HVAC SYSTEMS Minimum Duct Efficiency Location HOUSE Furnace 0.920 AFUE Attic ACSplit .13.00 SEER Attic J Duct Tested Duct ACCA R -value Leakage Manual D Duct Eff R-4.2 No No 0.737 R-4.2 No No 0.645 dU rTE COUM v "SUNG DEPAR i MEt,4 . COMPUTER METHOD SUMMARY Page 10 C -2R ont Ti1-lo M7TVTST.1T.T /w. -. MICROPAS6 v6.00 File-NIGHTIN2 Wth-CTZ11S92 Program -FORM C -2R User##-MP1342 User -Paradise Mechanical Run-MAYHEW TITLE 24 WATER HEATING SYSTEMS Number Tank External in Energy. Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value 1 Storage Gas Standard 1 0.62 40 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 a Housewrap/Air Infiltration Retarder. REMARKS v HVAC SIZING Page 11 HVAC Project Title.......... MAYHEW RESIDENCE Date..06/06/01 16:11:54 Project Address........ ******* DURHAM CA *v6.00* Documentation Author... ROBERT MANGRUM ******* Building Permit —79 Paradise Mechanical 5655 Almond Street Plan Check Date Paradise, CA 95969 530-877-8882 Field Check Date Climate Zone.. ..... 11 Compliance Method...... MICROPAS6 v6.00 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.00 File-NIGHTIN2 Wth-CTZ11S92 Program -HVAC SIZING User#-MP1342 User -Paradise Mechanical Run-MAYHEW TITLE 24 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 2808 sf 26415 cf Front Facing 270 deg CHICO EXP STA 39.7 degrees 27 F 70 F 102 F 78 F 37 F Yes Yes Yes 0.20 HEATING AND COOLING LOAD SUMMARY Heating Cooling (Btuh) (Btuh) Opaque Conduction and Solar...... 19253 7674 Glazing Conduction... .......... 10576 5903 Glazing Solar.................... n/a 9296 Infiltration ..................... 16704 5489 Internal Gain .................... n/a 2100 Ducts ............................ 4653 3046 Sensible Load .................... 51185 33507 Latent Load ...................... n/a 6701 Minimum Total Load 51185 40209 (W) 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. ' 1}/ E�.. f NorthStar ENGINEERING Civil Engineers • Planners , Surveyors I have reviewed the truss _'submittal for the Mayhew residence located in Durham as provided by Design Assistance. The purpose of my review was to insure that the Truss Designer used the proper gravity and lateral loading where required based on my analysis in the design of the trusses. Based on my. review of the truss calculations; the Truss Designer has used the proper gravity and lateral loads and truss spans for the design of the trusses. We did not verify the structural design of the individual trusses. The Truss Designer and Manufacturer shall bear the entire responsibility for designing and constructing the truss per plan. Signed, Utz ---- Jeff Richelieu, PE NorthStar Engineering 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 m RECEIVED JON 2 P ?nni BUTTE COUNTY BURMING DMSION 1-o7- 3 r- - 3''— 06-4-1--) NORTHSTAR ENGINEERING 20 Declaration Drive Chico, CA 95973 (530) 893-1600 FAX (530) 893-2113 PROJECT 1l H'�i W JOB NO.'7-310* LOCATION �L� N'A1r1�DATE CODES: California Building Code, 1998 Edition AISC, Manual of Steel Construction, 9th Edition AITC, Timber Construction Manual MATERIALS: Concrete: f'c = 2500 psi @ 28 Days Masonry:.f'm = 1500 psi, Mortar: f'c = 1800 psi, Type "S" Grout: f'c = 2500 psi @ 28 days Steel Reinforcing: A-615 Grade 40 for #4 and smaller A-615 Grade 60 for #5 and larger Structural Steel-: ASTM A-36 Steel Pipe: ASTM A53 Grade B Steel Tubing: ASTM A500 Grade A or B Machine Bolts, Anchor Bolts: ASTM A307 Grade A Wood Connectors:.Simpson Strong -Tie or equal. Wood: Struct Lt Framing, Joists & Planks: D.F. #2 Beams & Stringers, Posts & Timbers: D.F. #1 Plywood: A.P.A. Rated Sheathing, Grade CD,UBC Std 25-9 OR OSB of equal or greater allowable stress Glue -Lam Timber: ANSI/AITC A190.1-1992 Simple Spans: 24F -V4 Combination Cantilevers: 24F -V8 Combination LOADS: Roof Live Load: psf Floor Live Load: psf Seismic Zone Wind Speed: �i mph Exposure:_ Method 2 used unless otherwise noted. Allowable Soil Bearing _ 100 0 psf ARE SPECIAL INSPECTIONS REQUIRED ? GENERAL: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility of NorthStar Engineering. p/ — /& 0 -f Page 1 of "ZO BUTTFA C�%�%ji6 � 64KDMG DEPART N't DR V�. 7/z s' 0 r P. NorthStar 20 DECLARATION DRIVE •ENGINEERING cHlco, CA 95973 BY: JMR 530-893-1600 6/20/01 FAX 530-893-2113 JOB NO: 7390 PG. 2 OF. LATERAL DESIGN FOR SINGLE FAMILY RESIDENCE BASED ON THE 1997 UNIFORM BUILDING CODE. GRAVITY LOADS: ROOF: CONCRETE TILE ROOFING 10.0 PSF 5/8" OSB OR PLYWOOD 1.8. PSF FRAMING 3.0 PSF R-38 INSULATION (OPTIONAL) 2:5 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 1.5 PSF DEAD LOAD 22.0 PSF LIVE LOAD 16.0 PSF TOTAL LOAD 38.0 PSF LATERAL LOADS: SEISMIC: 2.5 * 0.36 * W = 0.164 W FOR LIGHT FRAMED 5.5 SHEARWALLS WHERE R = 5.5 FOR WOOD STRUCTURAL PANELS SOIL PROFILE = Sd FOR STIFF SOIL PROFILE Ca = 0.36 PER UBC TABLE 16 - Q r-max = (V / 2) * 10 / (Iw * V) = 5 / Iw = 5 / 26'= 0.19231 p = 2 - 20 / (r-max * (Ab)^0.5) = 2 - 20 / (r-max * 5750^0.5) = 0.63 , P = 1.00 E = p VW 0.164 W (PER UBC EQ. 30-1) NET FORCE = 0.164 W / 1.4 = 0.117 W WIND: • EXPOSURE = B METHOD 2 • WIND SPEED = 75 MPH Cq 1.3 DESIGN qs 14.5 PSF PRESSURE Ce 0 - 15' = 0.62 Cq*qs.*Ce = 0.0117 KSF 15'- 20' = 0.67 = 0.0126 KSF 20'- 25' = 0.72 = 0.0136 KSF 25'- 30' = 0.76 = 0.0143 KSF 30'- 40' = 0.84 = 0.0158 KSF General Notes: 1. The engineer is responsible for the structural items as noted in the following calculations. Should any changes be made to the design as detailed in these calculations without written approval from the engineer then the engineer assumes no responsibility for the entire structure or portions thereof. 2. All water proofing and flashing (roofs; foundations, retaining walls, decks, garage floors, etc.) is the responsibility of the contractor or owner. . 3. These calculations are based on a completed structure. Should an unfinished structure be subject to loads then the engineer shall be contacted for an interim design or if not, will assume no responsibility. 4. Building sites are assumed to be drained and free of clay or expansive soil. Any other conditions must be brought to the attention of the engineer. 5. These calculations assume stable, undisturbed soils, and level stepped footings. Any other conditipns encountered must be brought to the attention of the engineer. 6. All footings shall bear on undisturbed soil with a footing depth below frost line (per local requirements). BY: J DATE: JOB NO: 730 PAGE 3 I OF NmthStar ENGINEERING Civil Engineers* Planners* Surveyors f �;� i 'i � i • _ 1. -- 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 Ij IIIIt � •.n_ d _ rje�, ;f v'i �, By: MEM Date: 6/20/01 Job No. 7390 Page ¢ of LATERAL DESIGN SHEAR WALL LINE 1: INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO,.CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. . L1 LLsw1 L L2 LLsw2 L L3 I,Lsw3 L L4 L Lsw4L L5 LLsw5 L L6 L L1 = 2.5 FT Lsw1 = 4 FT O L2 = 38 FT Lsw2 = 4 FT L3 = 2.5 FT Lsw3 = 0 FT L4 = 0 FT Lsw4 = 0 FT L5 = .0 FT Lsw5 = 0 FT L6 = 0 FT TOTAL LENGTH OF WALL (L) = 51 FT SHORTEST LENGTH OF SHEAR WALL = 4 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * W = 2.87 K LATERAL WIND FORCE ON WALL (Vw) = AREAw * P = 1.41 K LATERAL FORCE THAT GOVERNS = 2.87 K SEISMIC GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAs) = 845 FT^2 DEAD LOAD OF DIAPHRAGM (DL) = 0.022 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 74 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 14 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 9 FT DEAD LOAD OF WALLS EXTERIOR (Dlwint) = 0.016 KSF DEAD LOAD OF WALLS INTERIOR (Dlwext)-= 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs * DL + (Hwall / 2) * (Lwext * Dlwext + Lwint * DLwint) W = 24.548 K TRIBUTARY WALL AREA FOR WIND (AREAw) = 121 FT^2 WIND PRESSURE (P) = - 0.0117 KSF rte. .. By: MEM _ NorthStar 20 DECLARATION DRIVE Date: 6/20/01 ENGINEERING CHICO, CALIFORNIA 95973 Job No. 7390 530-893-1600 Page of FAX 530-893-2113 SHEAR WALL LINE 1:. (CONTINUED) LATERAL FORCE'PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV= 0.359 KLF UPLIFT FORCE (Fuplift) = v * Hwall = 3.23 K DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2 / 3 * (0'* Lsw1 / 2 * DL + Lsw / 2 * Hwall * Dlwext) Fdwn = 0.19 K NET UPLIFT FORCE = Fu lift - Fdwn = 3.04 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V / L) *- L1 = 0.14 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) = 1.07 K DSF3 = v * Lsw1 - (V / L) * (Ll '+ Lsw1 + L2) _ -1.07 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 0.14 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3) = 0.00 K DSF6 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.00 K DSF7 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.00 K DSF8 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = ' 0.00 K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5). DSF9 = 0.00 K DSF10 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE _ 1.07 K' � Y MIN. DRAG STRUT FORCE _ -1.07 K USE: SHEAR WALL NO. 2 10 ZLAb36TRAP LDOWN ON 2- 2X WI SSTB20 A.B. SS T�3 V N Irl 1 AT ALL TOP PLAT p�Z^oJKoT 5*vVA By: MEM North Star . 20 DECLARATION DRIVE Date: 6/20/01 ENGINEERING CHICO, CALIFORNIA 95973 Job No. 7390 530-893-1600 Page of FAX 530-893-2113 SHEAR WALL LINE 2: INDICATES LENGTH OF DIAPHRAGM INDICATES SHEAR WALL WITHOUT SHEAR PANEL, TYP. PANEL SECTION, TYP. L1 Lsw1 L2 [Lsw2 L3�Lsw3 L4 Lsw L5 [Lsw5 L6 L L1 = 3 'FT Lsw1 = 16 FT O L2 = 6.5 FT Lsw2 = 10.5 FT p L3 = 15 FT Lsw3 = 0 FT L4 = 0 FT Lsw4 = 0 FT L5 = 0 FT Lsw5 = 0 FT L6 = 0 FT TOTAL LENGTH OF WALL (L) = 51 FT SHORTEST LENGTH OF SHEAR WALL = 10.5 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * W = 8.86 K LATERAL WIND FORCE ON WALL (Vw) = AREAw * P = 10.12 K LATERAL FORCE THAT GOVERNS V = 10.12 K WIND GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAs) = 2621 FT^2 DEAD LOAD OF DIAPHRAGM (DL) = 0.022 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 139 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 181 FT HEIGHT OF TRIBUTARY WALLS (Hwall) _ . 9 FT DEAD LOAD OF WALLS EXTERIOR (Dlwint) = 0.016 KSF DEAD LOAD OF WALLS INTERIOR (Dlwext) = 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs * DL + (Hwall / 2) * (Lwext * Dlwext + Lwint * DLwint) W = 75.815 K TRIBUTARY WALL AREA FOR WIND (ARE-Aw) = 866 FT^2 WIND PRESSURE (P) = 0.0117 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV= 0.382 KIL UPLIFT FORCE (Fuplift) = v * Hwall = 3.44 K N®rthStar By: MEM 20 DECLARATION DRIVE Date: 6/20/01 ENGINEERING CHICO, CALIFORNIA 95973 Job No. 7390 530-893-1600 Page of FAX 530-893-2113 SHEAR WALL LINE 2: (CONTINUED) DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2 / 3 * (0'.* Lsw1 / 2 * DL + Lsw / 2 * Hwall * Dlwext) Fdwn = 0.50 K NET UPLIFT FORCE = Fu lift - Fdwn = 2.93 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V / L) * Ll ,= 0.60 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) = 2.34 K DSF3 = v * Lsw1 - (V / L) * (L1 + Lsw1 + 1-2) = 1.05 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 2.98 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 0.00 K DSF6 = v' (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.00 K DSF7 = v' (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.00 K DSF8 = v' (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) ' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.00 K DSF9 = v' (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) ' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v * (Lsw1 + Lsw2 +. Lsw3 + Lsw4 + Lsw5) - (V /'L) * (L1.+ Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 2.98 K MIN. DRAG STRUT FORCE _ 0.00 K USE: SHEAR WALL NO. 3 PLDOWN ON 2- 2X WI TB20 A.B. SS STC40 RAP AT ALL TOP PLATE SPLICES By: MEM Date: 6/20/01 Job No. 7390 Page 8 of - w- : ", MI RRLN" INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. NorthStar ENGINEERING L1 - b Lsw1 I L2 I Lsw2 'I L3 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L4 I, Lsw4, L5 I, Lsw5 I. L6 L1 = 2.5 FT Lsw1 = 12 FTS L2 = 18 FT Lsw2 = 8 FT L3 = 10.5 FT Lsw3 = 0 FT L4 = 0 FT Lsw4 = 0 FT L5 = 0 FT Lsw5 = 0 FT L6 = 0 FT TOTAL LENGTH OF WALL (L) = 51 FT SHORTEST LENGTH OF SHEAR WALL = 8 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * W = 7.73 K LATERAL WIND FORCE ON WALL (Vw) = AREAw ` P = 5.98 K LATERAL FORCE THAT GOVERNS V = 7.73 K SEISMIC GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAs) = 2252 FT^2 DEAD LOAD OF DIAPHRAGM (DL) = 0.022 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 144 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) _ 139 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 9 FT DEAD LOAD OF WALLS EXTERIOR (Dlwint) = 0.016 KSF DEAD LOAD OF WALLS INTERIOR (Dlwext) = 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs * DL + (Hwall / 2) * (Lwext * Dlwext + Lwint * DLwint) W = 66.167 K TRIBUTARY WALL AREA FOR WIND (AREAw) _. 512 FT^2 WIND PRESSURE (P) = 0.0117 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV= 0.387 KIL UPLIFT FORCE (Fuplift) = v * Hwall = 3.48 K NorthStar 20 By: MEM DECLARATION DRIVE Date: 6/20/01 ENGINEERING CHICO, CALIFORNIA 95973 Job No. 7390. 530-893-1600 Page of FAX 530-893-2113 SHEAR WALL LINE 3: (CONTINUED) i DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2 / 3 * (0'* Lsw1 / 2 * DL + Lsw / 2 * Hwall * Dlwext) I Fdwn = 0.38 K NET UPLIFT FORCE = Fu lift - Fdwn = 3.10 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1=(V/L)*L1= ' 1 0:38K DSF2 = v * Lsw1 - (V /'L) * (L1 + Lsw1) = 2.44 K DSF3 = v * Lsw1 - (V / L) * (L1 + Lsw1 + 1-2) _ -0.29 K . OSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 1.59 K • DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 0.00 K DSF6 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.00 K DSF7 = v * (Lswi + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.00 K DSF8 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.00 K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 2.44 K MIN. DRAG STRUT FORCE _ -0.29 K USE: SHEAR WALL NO. 3`� O OLDOWN ON 2- 2X WIT SSTB20 MSTC2 TRAP AT ALL TOP PL ICES r By: MEM Date: 6/22/01 Job No. 7390 Page � Q of - MAMIL E-14441►t INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. NorthStar 20 DECLARATION DRIVE ENGINEERING CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L1 . I,Lsw1 I, L2 I,Lsw2 I, L3 I,Lsw3 I, L4 L Lsw4L L5 I Lsw5 I L6 10 FTS L1 = 22 FT Lsw1 = L2 = 12.5 FT' Lsw2 = 4 FTL'7 L3 = 41 FT Lsw3 = 8 FT� L4 = 12.5 FT Lsw4 = 0 FT L5 = 0 FT Lsw5 = 0 FT L6 = 0 FT TOTAL LENGTH OF WALL (L) = 110 FT SHORTEST LENGTH OF SHEAR WALL = 4 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * W = 10.20 K LATERAL WIND FORCE ON WALL (Vw) = AREAw * P = 6.08 K LATERAL FORCE THAT GOVERNS V = 10.20 K SEISMIC GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAs) = 3045 FT^2 DEAD LOAD OF DIAPHRAGM (DL) = 0.022 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 177 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 167 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 9 FT DEAD LOAD OF WALLS EXTERIOR (Dlwint) = 0.016 KSF DEAD LOAD OF WALLS INTERIOR (Dlwext) = 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs * DL + (Hwall / 2) * (Lwext * Dlwext + Lwint * DLwint) W = 87.249 K TRIBUTARY WALL AREA FOR WIND (AREAw) = 520 FT^2 WIND PRESSURE (P) = 0.0117 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV= 0.464 KIL UPLIFT FORCE (Fuplift) = v * Hwall = 4.17 K .'f By: MEM O 20 DECLARATION DRIVE Date: 6/22/01 ENGINEERING CHICO, CALIFORNIA 95973 Job No. 7390 530-893-1600 Page I I of FAX 530-893-2113 SHEAR WALL LINE A: (CONTINUED) . DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2 / 3 * (0'* Lsw1 / 2 * DL + Lsw / 2 * Hwall * Dlwext) Fdwn = 0.19 K NET UPLIFT FORCE = Fuplift - Fdwn = 3.98 K HOLDOWN REQUIRED DRAG STRUT FORCE. DSF1 = (V / L) * L1 = 2.04 K DSF2 = v * Lsw1 - (V /- L) * (L1 + Lsw1) = 1.67 K DSF3 = v * Lsw1 - (V/ L) * (L1 + Lsw1 + 1-2) = 0.51 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 1.99 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3) _ -1.81 K DSF6 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) ' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 1.16 K DSF7 = v * (Lsw1 + Lsw2 + Lsw3) - (V/ L) ' (L1 + Lsw1 + L2 + Lsw2 + L3 +. Lsw3 + L4) = 0.00 K DSF8 = v * (Lsw1 +. Lsw2 + Lsw3 + Lsw4) - (V / L) ' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.00 K DSF9 = v ` (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K . DSF10 = v(Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / L) ' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 2.04 K MIN. DRAG STRUT FORCE_ 4-1.81 K USE: SHEAR WALL NO. 3 VO PH LDOWN ON 2- 2X WIT �SSTBN STC2 RAP AT ALL TOP PLAT ES } By: MEM Date: 6/20/01 Job No. 7390 Page 2 of SHEAR WALL LINE B: INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. NorthStar ENGINEERING L1 LLsw1 L L2 • LLsw2 � L3 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L4 I Lsw4L L5 I Lsw5 � L6 L1 = 18.5 FT Lsw1 = 12 FT® L2 = 53 FT . Lsw2 = 6 FT4te� L3 = 0 FT Lsw3 = 4 FT L4 = 16.5 FT Lsw4 = 0 FT L5 = 0 FT. Lsw5 = 0 FT L6 = OFT TOTAL LENGTH OF WALL (L) = 110 FT SHORTEST LENGTH OF SHEAR WALL = 4 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * W _ 9.31 K LATERAL WIND FORCE ON WALL (Vw) = AREAw * P = 4.83 K LATERAL FORCE THAT GOVERNS V = 9.31 K SEISMIC GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAs) = 2674 FT^2 DEAD LOAD OF DIAPHRAGM (DL) = 0.022 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 185 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 167 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 9 FT DEAD LOAD OF WALLS EXTERIOR (Dlwint) = 0.016 KSF DEAD LOAD OF WALLS INTERIOR (Diwext) = 0.01 KSF TRIG. WEIGHT OF SHEAR WALL (W) = AREAs * DL + (Hwall / 2) * (Lwext * Dlwext + Lwint * DLwint) W = 79.663 K TRIBUTARY WALL AREA FOR WIND (AREAw) = 413 FT^2 WIND PRESSURE (P) = 0.0117 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV= 0.423 KLF UPLIFT FORCE (Fuplift) = v * Hwall = 3.81 K NorthStar By: MEM 20 DECLARATION DRIVE Date: 6/20/01 ENGINEERING CHICO, CALIFORNIA 95973 Job No. 7390 530-893-1600 Page of FAX 530-893-2113 SHEAR WALL LINE B: (CONTINUED) DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2 / 3 * (0'* Lsw1 / 2 * DL + Lsw/ 2 * Hwall * Dlwext) Fdwn = 0.19 K NET UPLIFT FORCE = Fu lift - Fdwn = 3.62 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V./ L) * L1 = 1.57 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) = 2.50 K DSF3 = v * Lsw1 - (V/ L) * (L1 + Lsw1 + 1-2) _ -1.99 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 0.04 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) *'(Ll + Lsw1 + L2 + Lsw2 + L3) = 0.04 K DSF6 = v * (Lsw1 +' Lsw2 + Lsw3) - (V / L) ' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 1.40 K DSF7 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.00 K DSF8 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.00 K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v * (Lsw1 +.Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE= 2.50 K MIN. DRAG STRUT FORCE _ -1.99 K USE: SHEAR WALL NO. 3 to" N ON 2- 2X WI SSTB24 STC28 STRAP A LL TOP PL SPLICES BY: X1'1 DATE: Job NO: 7390 PAGE ' ¢ OF Wr$istar ENGINEERING Civil Engineers -Planners -Surveyors 20 DECLARATION DRIVE CHICO. CALIFORNIA 95973 530.893.1600 FAX 530-893-2113 SHEAQ UJALLSCHEDULE SHEAQ WALL IQ Q 0 0 Q 0. ALLOWABLE LOAD/FOOT 260 380 490 550 640 160 980 1Z,3,8 3/8" 3/8" 3/8" 3/8" 3/8" 3/8"CDX 3/8"CDX PLYWOOD CDX CDX CDX • STRUCT I CDX 2 SIDES 2 SIDES EDGE NAILING 5 ad 0 6" 8d a 4i3 8d A 3"3 8d jB 3i3 8d io 2" 3 8d 93 4" 3 8d is 3" 3 FIELD NAILING 5 8d 0 12" Bd 0 12" 8d,8 12" 8d 0 12" 8d is 12" 8d 0 12" Sd 0 12" SILL THICr-NESS 2X 2X 2X 2X 3X 3X 3X SILL NAILING 6 16d 0 4" 16d 0 3" 16d A 3" rod 0 4"10 16d se 3"'o 16d 0 3"lo trod is 3"10 TO FLOOR CLIP, BLOCK ' LS50 L550 L590 LS90 LS90 LS90 1_590 TO PLATE is 22" io 14" 1016" 0161, 0 12" is 12" le 8" 5/8"0 5/8" 0 5/8"0 5/8110 I 5/6"0 5/8"0 5/8" 0 ANCHOR BOLT 48" o.c, 18" oz. 14" o. C. 12" O.C. 26" oz. 24" oz. 18" o c. SPACING 4 1/2" 0 1/2110 I/2" O l/2" O I 1/2" 0 1/211.0. 1/2„ C 36 0.. 13 o.c. 10 0.� I 9 o.c. IS O.C. 15 oc II"o'_. I. OVEP DOUGLAS FIR STUDS 0 16" O.C., HEZM-FIP TOP PLATES APE OYAY 2. ALL PANEL EDGES BACI`ED WITH 2 -INCH NOMINAL OP WIDEP FRAMING U.O.N. 3. ALL VEPTICAL- STUDS PECEIVIMIG EDGE NAILING FPOM ABUTTING PANELS SHALL BE AS SHOWN IN NOTE x4 4. APPLIED OVER 3 -INCH NOMINAL OP WIDER FRAMING WITH NAILS STAGGEPED 5. NAILS SHALL BE 8d HOT DIPPED GALVANIZED OP ad COMMONS 6. DOUGLAS FIP SILLS PEQUIPED, STAGGED ALL SILL NAILS AT WOOD FLOORS 1. SIMPSON MANUFACTUPED CLIPS AT 24" O.C. FOP ENTIPE BALANCE OF WALL LINE. "BLOCK" MAY BE TRUSS CHORD OP RAFTER PEP DETAIL. S. OSB WITH ALLOWABLE STRESS AND THICI;NESS EQUIVALENT TO SPECIFIED PLYWOOD MAY BE SUBSTITUTED FOP 3/8" CDX WHEPE OCCU.PS. OSB SHALL BE RATED FOP EXTEPIOP USE. 9. ANCHOR BOLTS SHALL HAVE A MINIMUM 2" X 2" X 3/16" THICK PLATE WrA-.S_=a. 10. REQUIRES 2 ROWS STAGGEP_ED ,! PPcDPILLED BY: J m (� DATE: CvlO JOB NO: 730/0 PAGE IGJ OF NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 Civil Engineers• Planners• Surveyors FAX 530-893-2113 DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL Al ALLOWABLE LOAD/FOOT 260 380 490 550 640 760 980 SILL MAIL I 16d (@ 4" 16d Q 3" 16d P 3" 16d rod ROWS e)d(W3 ROWS (@ 4" 16d NAIL CAPACITY 366 490 490 732 980 980 980 5/8" 0 5/8" 0 3 5/8" 0 3 5/8" 0 3 5/8" 0 5/8„ 0 5/8„ BOLT 4811 ll l8ll la 1411 1211 2811 2411 1811 SPACING 1/211 I/2.1 3 1/211 3 1/2" 0 3 1/2" (p 1/2" (P 1/211 0 3611 1311 loll 911 1811 1511 1111 SILL THICKNESS 2X 2X 2X 2X 3X 3X 3X 1/2" 0 ANCHOR BOLT CAPACITY 275 380 495 550 647 776 1,058 5/8" 0 ANCHOR BOLT CAPACITY 297 396 509 594 651 760 1,012 NOTES: 1. NAILS PEP ICBO REPORT NO, NER-272 CAPACITY OF 16d SINKER = 94*1.30 = 122 / NAIL 2. DESIGN CAPACITY OF BOLTS PER TABLE 8.2E OF THE '97 NDS. CAPACITY OF 1/2" (P ANCHOR BOLT IN 2X SILL = 1.33 * 620# = 825 # / BOLT CAPACITY OF 1/2" 0 ANCHOR BOLT IN 3X SILL = 1.33 * 730# = 970 # / BOLT CAPACITY OF 5/8" 0 ANCHOR BOLT IN 2X SILL = 1.33 * 890 = 1184 # / BOLT CAPACITY OF 5/8" 0 ANCHOR BOLT IN 3X SILL = 1.33 * 1140 = 1516 # / BOLT 3. REDUCE ANCHOR BOLT CAPACITY IN NOTE 2 BY 50% FOR 2X SILL PLATE WHEN ALLOWABLE SHEAR PER FOOT 15 > THAN 350 PLF < 600 PLF. BY: DATE:' tl�I I JOB NO: —7)90 PAGE I � OF NorthStar ENGINEERING Civil Engineers Planners• Surveyors FA[ZTIAL- 61 9A IT'r T)ESIGj 21 P = Iz 0 7'G�I u�II �'I2x 14 Ver sA Lai i 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 _ (91z+Z).038= Z3K-11 Frl-,OvIh%:-F- oSTS 73 K_I 2 g 1z [ZZ 7-7.6:9 K' i By: MEM NorthStar Date: 6/22/01 ENGINEERING Job No. 7390 Page �-7 , of BEAM AT MASTER BATHROOM - BM6 MAXIMUM TRIBUTARY WIDTH (Wtrib) = 12 FT MAXIMUM SPAN LENGTH (Lspan) = 10.5 FT UNIFORM DEAD LOAD (wDL) = DL * Wtrib = 264 PLF UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 192 PLF WHERE DL = 22 PSF LL = 16 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE: 3 1/2"x9 1/2" VERSALAM✓ BEAM AT BACKYARD PORCH BM7 MAXIMUM SPAN LENGTH (Lspan) = 21 FT UNIFORM DEAD LOAD (wDL) = 658# / 2'= 329 PLF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE: - 51/8"x13 1/2" 24F -V4 GLU-L`AM� BEAM AT FRONTYARD PORCH - BM8, BM9, & BM10 MAXIMUM TRIBUTARY WIDTH (Wtrib) 8 FT MAXIMUM SPAN LENGTH (Lspan) = 28 FT UNIFORM DEAD LOAD (wDL) = DL * Wtrib = 176 PLF UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 128 PLF WHERE DL = 22 PSF LL = 16 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE: 3 1/8"x19 1/2" 24F -V4 GLU-LAM 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 w Lspan. w Lspan (, w �, Lspan By: MEM NorthStar. . 20 DECLARATION DRIVE Date: 6/22/01 ENGINEERING CHICO, CALIFORNIA 95973 Job No. 7390 530-893-1600 Page (8 of FAX 530-893-2113 BEAM AT (MASTER BEDROOM - BM11 i P w i MAXIMUM TRIBUTARY WIDTH (Wtrib) = 12 FTO MAXIMUM SPAN LENGTH (Lspan) = 10.5 FT UNIFORM DEAD LOAD (wDL) = DL'* Wtrib = 264 PLF Lspan UNIFORM LIVE LOAD (wLL) = LL " Wtrib = 192 PLF j CONCENTRATED LOAD. (P) = 5800 LBS WHERE DL - 22 PSF LL = 16 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET_ ON PAGES THAT FOLLOW) USE: 3'112"x11 114" VERSALAM NorthStar Engineering Title: Mayhew Residence Job #7390 20 Declaration Drive Dsgnr: MEM Date: Description 530-893-1600 Scope: Page � Rev: 510001. - Timber Beam && Joist Description Beams Timber Member Information Bending OK Bending OK Bending OK Bending OK psij BM6 BM7 8, BM9, & BM1 BM11 Timber Section psi LVL:3.500x , 5.125x13.5 3.125x19.5 LVL:3.500x Beam Width in 3.500 5.125 3.125 3.500 Beam Depth in 9.500 13.500 19.500 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Tlmber Grade 1,792.00 ise Cascade, Versa ouglas Fir, 24F - Touglas Fir, 24F - Wise Cascade, Versa Fb - Basic Allow psi 2,800.0 2,400.0 2,400.0 2,800.0 Fv - Basic Allow psi 285.0 165.0 165.0 285.0 Elastic Modulus ksi 2,000.0 1,800.0 1,800.0 2,000.0 Load Duration Factor 872.8 1.000 1.000 1.000 1.000 Member Type -0.105 0.000 Glul-am Glul-am LIDO Ratio Repetitive Status 1,200.1 . No No No No Center span Data -0.249 -0.761 -1.210 -0.273 Location Span ft 10.50 21.00 28.00 10.50 Dead Load #/ft 264.00 329.00 176.00 264.00 Live Load #/ft 192.00 128.00 192.00 Point #1 DL lbs 5,800.00 LL lbs @ X ft 1.500 Results Ratio = 0.5116 0.5894 0.7734 0.9282 Mmax @ Center in -k 75.41 217.63 357.50 136.64 @ X = ft 5.25 10.50 14.00 3.44 fb : Actual psi 1,432.4 1,398.0 1,805.1 1,850.8 Fb : Allowable psi 2,800.0. 2,371.9 2,334.1 2,800.0 fv : Actual Fv : Allowable Reactions Bending OK Bending OK Bending OK Bending OK psij 92.4 67.1 93.0 264.5 psi 285.0 165.0 165.0 285.0 0.00 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,386.00 3,454.50 2,464.00 %6,357.43' ` LL lbs 1,008.00 0.00 1,792.001,008.00 Max. DL+LL lbs 2,394.00 3,454.50 4,256.00 7,365.43 @ Right End DL lbs 11386.00 3,454.50 2,464.00 2,214.57 LL lbs 1,008.00 0.00 1,792.00 1,008.00 Max. DL+LL lbs 2,394.00 3,454.50 4,256.00 3,222.571 ' Deflections Center DL Defl in -0.144 -0.761 -0.700 -0.210 L/Defl Ratio 872.8 331.1 479.8 600.5 Center LL Defl in -0.105 0.000 -0.509 -0.063 LIDO Ratio 1,200.1 . 0.0 659.7 1,993.0 Center Total Defl in -0.249 -0.761 -1.210 -0.273 Location ft 5.250 10.500 14.000 4.914 L/Defl Ratio 505.3 331.1 277.8 462.1 J . NorthStar By: MEM Date: 6/22/01 ENGINEERING Job No. 7390 Page 20 of Z.C-? FOOTING #1 MAXIMUM REACTION (P) = 10.6 K CHECK SOIL BEARING (q) = P / (W * L) = 0.87 K < WHERE WIDTH OF FOOTING (W) = 3.5 FT LENGTH OF FOOTING (L) = 3.5 FT USE: FOOTING #2 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 1 K OK 3.5 FT WIDE 3.5 FT LONG 1 FT THICK W/ 644 EACH WAY MAXIMUM REACTION (P) _ 7.3 K CHECK SOIL BEARING (q) = P / (W * L) = 0.81 K < WHERE WIDTH OF FOOTING (W) = 3 FT LENGTH OF FOOTING (L) 3 FT USE: FOOTING #3 1 K OK 3 FT WIDE 3 FT LONG 1 FT THICK W/ 5- #4 EACH WAY MAXIMUM REACTION (P) = 5.8 K CHECK SOIL BEARING (q) = P / (W * L) = 0.93 K < WHERE WIDTH OF FOOTING (W) = 2.5 FT LENGTH OF FOOTING (L) = 2.5 FT USE: 1 K- OK 2.5 FT WIDE 2.5 FT LONG 1 FT THICK W/ 4- #4 EACH WAY k i gn Truss Take -off Design & Sales sistance Monte Call - 793 Camellia Dr - Paradise, CA 95969 (530) 811.4132 Of f ice (530) 811.4132 FAX TRUSS ENGINEERING SUBMITTALS ��-Qmrr a I_ Ibo hpo ol.R 460- nS2 Mayhew Residence j%;evi secf J rum � 3 �2 DZ Western Wood Fabricators (916) 991-4400 Truswal Systems (800) 322-4045 MagAeW stuuaO :NOIIVOOI 90f :NOI1dIHOS30 90f 6 do a z W z m :A9 03NOIS30 0 m a o -� e a I I Job Name: MAYHEW RESIDENCE Truss ID: A Drwg: Job# : J16 7 5 D to : 2/28/2002 EM 1 X -LOC RE7CT SIZE REQ 'D 0- 1-12 2040 3.50" 1.50" TC 2X6 DFL #2 BC 2x4 DFL #1 Pla spec PISSI/TPI - 1995 This deli based m chord brim de applied 2 22-10- 4 4933 3.50" 2.25" VSB 2x4 DFL 517 -IIB I(�I IS IIIE TIE RFSZIIT OF MULTIPLE LOAD Ci%SE4. per fp lbased sd�edule: asx o.c. fraR to 3 39- 7- 0 1428 3.50" 1.50" loaded for 10 PSF not-ostaareht R -TT. PLATE VALUES PER ICEO RESE5VZCi REED' #1607. TC 24.00" 7-10-15 38- 0- 0 RM HggM NJIE Interior support or tefporahy shoring Rust Location of interior bearings should be This truss is designed using hlhe 3 HHLE28-2 Hangers are not designed for place in Oe before erecting this truss. clearly narked of each truss. UBC -97 Oxb. honzcrtal loads. Drainage [Hast be provhded.to avid Flarrenent ]raring is Nail pattern shwm is for uniform lands Bldg E]rlose3 = Yes SEE simps IQ C AaAICG FCR ADDITIONAL (by c hers�to rotatiaVtq f See HM -91 and artily. Grated loads > 350# mast be distributed Ory others) egUal ly to each Truss Location = Not Ehd Zone Hurricane/(bean Lim = No C teg�ry = B lIJSmLLATLON� SNP I/TPI 1-1995; 10. 4. and 10.3.4.6. ply, [unless na>1 clusters are shame ( ). Bldg I�th - 105.00 ft, H�dgi idth = 40.00 ft TC FORE AXL END CSI FLATTISU BASED ON GREEN LLNIDER VALUES. Ehd verticals designed for axial loads only. 2x4 aontirnuous lateral bracLng (m4.0 o. c. attached w/ 2-10d bmc or armoh wire nails. Mean roof height= 22.24 ft, IR UBC Standard head Ioad = 75 = 26.0 psf 1-2 2-3 -3168 .01 -2808 .11 .12 Ehd verticals that are extended above or below the truss (if 2 -PLY! Nail w/l0d BOX, r�� (AW -97 in: ----ICAD # DESIGN ---------------- 3-4 .01 -2944 .01 .33 .34 .26 .27 profile any) may require additional design consideration (by others) Sect. 12) TC- 2/ft BC- 2/ft FOPS- 2/ft Dir L. PH L.Loc TC Vert 64.00 0- 0- 0 R.Plf R. Loc LL/TL 54.00 8- 0- 0 .50 4-5 5-6 -1279_ .00 -835 .33 .34 for lateral forces due to wind or seisfdc loads the building. TC Vert 160.00 8- 0- 0 150.00 38- 0- 0 .50 6-7 .00 -835 .00 .33 .33 .16 .16 on ► TC Vert 64.00 38- 0- 0 EIC Vert 50.00 0- 0- 0 54.00 39- 8-12 .50 50.00 39- 8-12 7-8 8-9 -1487 .00 -381 .24 .24 TA-- lbs X. Loc .00 LL/TL 9-10 .00 -421 .00 .24 .24 .03 .04 TC Vest 255.2 8- 0- 0 TC Vest 255.2 8- 0- 0 1.00 .00 BC EMM AXL BM CSI TC Vert 59.8 38- 0- 0 TC Vert 59.8 38- 0- 0 1.00, .00 11-12 2748 .21 .23 .44 12-13 3008 .23 .15 .38 -' 4 13-14 14-15 1416 .06 -1850 .00 .15 .21 .13 .13 L/99DIId Mai( 4 LIVE) 15-16 16-17 -1850 .00 -1665 .00 .21 .22 .21 .21 IFI -.04" D= -.06" T= -.10' 17-18 18-19 922 .03 1497 .07 .17 .20 .17 .24 joint 7�catioLs = 19-20 89 .00 .11 .11 1 0- 0- 0 11 0- 0- 0 2 7- 6- 8 12 7- 4-12- 6M 2-12 FC1tCE OBI 461 .09 VM FC&a^E CSI 7-17 -1294 7-10-15 3 1- 4 12- 7- 3 13 12- 7- 3 17- 9- 9 14 17- 9- 9 ' 3-12 -248 .03 .08 7-18 915 .19 2 -FLYS 5 23- 0- 0 15 20- 0- 0 3-13 -918 .06 8-18 -266 6 27- 6- 8 16 23- 0- Q 4-13 1967 .40 .02 8-19 -1380 .14 REQUIRED F600 510N 30-0-0 7 -6.00 8 28- 2- 7 17 28- 2- 7 33- 4-13 18 33- 4-13 4-14 5-14 -1907 .12 3648 .74 9-19 -331 .02 10-19 1405 9 38- 5- 8 19 38- 5- 8 5-16 5-3.7 -4640 .30 2611 .53 .29 10-20 -1460 .09 T 6- 2.5-4 I 2 4 3-4 3.S- 0 = 5- 5-4 10 T 39- 8-12 20 39- 8-12 4-5-14 1 AZ3.4 5-5 1 =0-6-6 2.5-4 3-4 [!!!l 3-8-0 5-8-10 I SHIP 1 1-7�Ro 3-8 R=1-4 4-4 2.5-4 1 1 plates are 20 gauge Truswal Connectors unless preceded by ,18,, for 18 gauge or "H!for 16 gauge. ® 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 E I 1g • cab: . E3 Ch1(: c%S Dsgnr: EC- Job# : J16 7 5 D to : 2/28/2002 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 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - TC Live 16.00 psf TC Dead 16.00 psf BC Live .00 psf rFacs 1=1.25 P=1. 15 Rp Mbr Bnd 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 D sign 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 (AFPAI is located at 1250 Connecticut Ave. NW, Ste 200, Washington, DC 20036. TOTAL 42.00 psf Segn T6. 2.. 6 - 7542 Job Name: MAYHEW RESIDENCE Truss ID: Al Drwg: BIS 1 X -LOC REPLT SIZE 0- 1-12 1069 3.501, 150"D 2x4 DFL #1 3-6, 6-8 Demotes the requins,�nt for lateral brad ® locat>al coir on chord brA'M applied 2 22-10- 4 1934 3.50" 1,69" BC 2x4 DFL #1 at t3ad1 stloan. Lateral bracing systere t� ddi include cr x -bracing per the schedule: nano 1,.c. front to 3 BES 3 39- 7- 0 600 3.50" 1.50" HWM NIM LT26 WEB 2x4 DFL Sim Platirr� spec ANSI/TPI - 1995 are the ihi1ity of -the building desigrner. 1hLsysl System BRACE -IT my be '1C 24.00" 9-10-15 36- 0- 0 this truss is designed using H .err are n7t (jPSlgrned for khorrnlzantal loads. ALTS DFSIC�I IS UE Ca4POSME RFSL LT OF MY i TPfF L(}�D (�g5, used for Continuous lateral bracung on trusses 24" 1,C. Alteuativel ,use y i�-97 Code. Hld3 Errlosed = Yes SEE SDT" CATALOG ETR AEDrITCNAL PLATE VALUES PER ICED RESEVKH Ra1CF?T #1607. Loaded for 10 PSF an-caxurrent BCLL. scabs or -woes as shotal on TYus+al System standard details. Truss IoCation =Not Ertl Zone Htnrricane/Ocean Line = No Category = B IISLLATTCN NJMS 01. C. - - 0- 0 Interim support or telporary shonxig mist be in before location of interior ��� ft 105.0022. Di sign Spec UBC -97 SHEET' by TPI. The Truss Plate Institute rrPll Is located at 583 D'Onofro Drive, Madison, Wisconsin 53719. The American Forest and Paper place t>>t this truss. clearly narjced each height, 14 fitph 7500 1-2 -1396 )SID CSI attadn 2-10d bcac 03-t� lateral or �wirre H lIDC Standard Dead Inad = 26.0 psf 2-3 .01AXL -1077 .00 .16 .16 w carmcifig nails. BASED CN �I LLNI� VALLM E7rl verticals designed for axial loads only. 3-4 -662 .01 .55 .56 ae verticals that are extended above or 4-5 501 .07 .54 .61 below the truss profile (if any) flay require 5-6 501 .08 .39 .46 additional design consideration Ox otters) 6-7 501 .08 .54 .61 for lateral forces due to wind or seisflic 7-8 -433 .00 .57 .57 loads on the building, 8-9 -392 .00 .12 .12 BC 10-11 ETRCE AXL 1180 .18 END CSI .09 .27 nF�rtrfrrrl (span) 11-12 1178 .14 .20 .34 Ij9 99 IN MEM 12-13 (LIVE) 12-13 941 .11 .27 .39 L -. 04" D= -.07" T= -.11' 13-14 645 .07 .27 .35 14-15 645 .07 .30 .38 o Jint 1rx2tia ns - 15-16 429 .04 .30 .35 11,I 0- 0- 0 10 0- 0- 0 N 16-17 320 .04 .29 .33 5 - 3- 4 11 5- 3- 4 17-18 89 .00 .20 .20 4, 16- 2- 8 13 16- 2- 8 ETR95 GSI FCRCE5� CSI 7-1 22-10- 4 14 20- 0- 0 2-11 2-1 95 .04 7-15 -1019 .49 -1019 6, 23- 8- 8 15 22-10- 4- 2-12 -302 .13 7-16 260 .11 9-10-15 1 7j 29- 7-12 16 29- 7-12 .3-7-11 -1 3-12 340 .14 8-16 134 .10 81 36- 3- 8 17 36- 3- 8 3-13 -357 .41 8-17 -252 .10 9' 39- 8-12 18 39- 8-12 j 4-13 433 .18 9-17 494 .20 r 26-0-06.00 4-15 -1368 .96 9-18 -584 .12 6.00 5-15 -398 .16 T 5-5-14 T=0-6-6 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge T •8-0 6-8-10 L I SHIP 1I < ` 6;34 Z Iz �c ID: Al WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. En Job:J. EJ. Jo b# : J1675 This design Is for an Individual building component It has been based on speclflcations 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 b6 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on • Sgazi: EC 6 D1ate: 2/28/2002 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 materlal directly attached, unless otherwise noted. Bracing shown Is for lateral TC;'fiive 16.00 psf Di rFaes L=l. 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 16.00 psf R� p Mbr Bnd 1.15 ® Fabricators content or the wood exceed 19% and/or cause connector plate corroslon. Fabricate, handle, Install and brace this truss In accordance with the following Spacing 2 standards: TRUSCOM MANUAL', by Truswal.'QUALI TY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf 01. C. - - 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 Di sign Spec UBC -97 SHEET' by TPI. The Truss Plate Institute rrPll Is located at 583 D'Onofro Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200. Washington, DC 20036. TOTAL 42.00 psf Sean 16.2 . 6 - 7543 Job Name: MAYHEW RESIDENCE Truss ID: A2 Drwg: ' f BMG X -LOC REACT SIZE RE'D 1 0- 1-12 1057 3.50" 1.50" TC 2X6 DFL #2 2x4 DFL #1 3-6, 6-8 jntes the Mu -' fent for lateral ksacur3 ® locataon Tlti9 des%o 1 on t3vrd t�Cisr applied 2 22-10- 4 1963 3.50" 1.72" BC 2x4 at auh shoat. Lateral braeiTr3 per the sdtechLle: I 3 39- 7- 0 591 3.50" 1.50" DFL #1 systtaTe Midi include diagonal ar x-bracur3 -the rtax o.c. Econ to EFG H*13ER NJIE WEB 2x4 DFL SMEARD P]at�' ANSI/'TFI - 1995 are the of o the build ng deli TC 24.00" 11-10-15 34- 0- 0 3 U26 UnDfSI(?I BRACE -IT nay be This truss is designed using Hangers are Int designed for IS US TIE Fd= OF MJLTTPiE LOAD CASES. used fear amtirn�Gus lateral�� In trusses 24" oc. Alternatively, use Code - B1ckj Enclosed = Yes horizontal loads. PLATE VALUES PER ICBJ REFI REEF #1607. sobs or T -braces as shvom on 1Y1L4+21 Truss IOCc�ticsl = Not E ld Zone SES SII4D9IV CATAILJG FCR ALATTI(NAL Ioade3 for 10 PSF Trot-axrurLent BOLL. Systere stanisrd details. Hurricane/Ocean Line = Tb E Cat(3gJsy = B Tr`tSTALLAMN NMES Interior sit or tgTperary d�TrJ myst IOcatrCTT of interior bearings should be Bldg - 105.00 ft, Bldg lath = 40.00 ft be in pllace before erecti.Txg this truss. clearly nRrjced m eadx truss. Man roof hei 23.24 ft, ,rtph = 75 TC FCRCE AXL 1-2 -1345 EM CSI 2x4 COntrrnnus lateral bracifig @24.0 o.c. 2_10d bcnc nU$t be to avid F�HTLSED CIBC Stea�u apancy, Dem Ioad = 26.0 psf .01 2-3 -890 .00 .16 .13. .17. .13 attached w/ or cl7moi wire Trails. (N i�2ffiI LLDEM VALLE3. Efid verticals designed for axial loads only. 3-4 -402 .00 .41 .41 End verticals that are extended above or 4-5 477 .07 .40 .47 below the trussifile (if 5-6 477 .07 .28 .35 additional designcontsideratiii� (byothers) 6-7 477 .07 .40 .47 for lateral forces due to wind or seisTdc 7-8 -275 .00 .42 .42 loads an the b-alding. 8-9 -452 .00 .13 .13 EC FCRCE AXL 10-11 1130 .17 )SID .08 CSI .25 IIP��R�CCC DEEIECTTCN (span) 11-12 1127 .13 12-13 747 .09 .18 .19 .31 .28 L999 IN MEM 11-12 (LSVE) -.03" D= -.04" T= -.07' 13-14 386 .04 .19 .23 14-15 386 .04 .23 .28 1 Joint Locations 15-16 268 .02 .23 .25 0- 0- 0 10 0- 0- 0 16-17 348 .04 .21 2 6- 3- 4 11 6- 3- 4 17-18 89 .25 3 11- 8- 8 12 11- 8- 841 .00 .21 .21 17- 2- 8 13 17- 2- 8 WEB FORCE CSI ECS G96 S d 22-10- 4 14 20- 0- 0 9 2-11 168 .07 7-1 7-15 -910 .96 11-10-15 511 y 25- 8- 8 15 22-10- 28- 7-12 16 28- 7-12 2-12 -469 .31 3-12 406 .17 7-16 8-16 335 .14 -192 .22 8 34- 3- 8 17 34- 3- 8 3-13 -494 .55 8-17 -114 .07 � 22-0-0 9 39- 8-12 18 39- 8-12 4-13 506 .21 9-17 423 .17 l 4-15 -1190 .81 9-18 -549 .11 5-15 -337 .19 S=34 T 6-5-14 1 =0-6-6 0 SHIP 0. OG 39-8-12 ... 3 6 Men z •3.-4 •- 3p 43 STUB '�ci �O VIL � � F ALIFORN�P 11 plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. 0 : A2 OVER 3 XPMR3F WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. EiR • JW3 - Job# : J11575 ® This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In4Ch�C 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: Jate: 2/28/2002 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 r urFacs 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 16.00 psf Rep Mbr Bnd 1.15 ® Fabricators content of the wood exceed 19% and/or cause connector plate corroslon. 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 -9t.) 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, NV, Ste 200, Washington, DC 20036. TOTAL 42.00 psf eqn T6. 2 . 6 - 7544 Job Name: MAYHEW RESIDENCE Truss ID: AX Drwg: EM X -IOC REACT SIZE REQ'D TO 2aI5 DFL #2 Pla ANSI/TPI - 1995 This des' based rn t ks curg applied 1 4- 5- 4 4298 3.50" 2.29" BC 2x4 DFL 2100F -1.8E THIS V THE TIE RESULT OF per the fo louring sLher$ile: 2 45-10- 4 4314 3.50" 2.30" 2x4 DFL #1 11-14 Mfr ME ICAD CASES, ltex o. c. iron to ERG HWER NOTE 4EB 2x4 DFL SFANDARD PLATE VALUES PER ICED REM*M REED' #1607. TO 24.00" 7-10-15 38- 0- 0 1 HaMB-2 Pia' BTX 2x4 DFL #1 Loaded for 10 PSF nzr-coa�x�nt BUT. This truss is designed using t71e Handers are rot designed for Dra; *� mast be provided to amidNail pattern sh>,an is for uniform loads UEC -97 O:xie. hrizaral loads. bracing is 0y >Vorldimto qrly Ozyentrated loads > 350# mast be Bldg Enclosed = Yes SEE Tt\14TSDUG Q7 CAMUM FOR AEDITIQ� rotati&V u� See HM -91 arra distributed (k>y others) equally to each Thrss Iocatiat = Not End Zo1e _ RNSI/TPI 1-1995; 10. .4.5 aryl 10.3.4.6. ply, unless nanl clusters are shovn ( ). Hurricane/Oban Line = No E Categ7ay = B PLAME BASED ON (REFS IIVMZ VALUES. 2x4 axitirnnus lateral bracing @ 24.0 " o.c. Bldg Length - 105.00 ft, H Width = 40.00 ft 7C ECdtCE AM )SID CSI End verticals designed for axial loads only. attached w/ 2-lOd box or oulilrar wire nails. Meeh roof hei!E = 22.24 ft, hph = 75 1-2 -3663 .02 .08 .10 Ehd verticals that are herded above or 2 -PLY! Nail w/10d BOX, st.�red (DM -97 UBC Standard b� Dead I ad = 26.0 psf 2-3 -3363 .02 .27 .29 below the truss profile (if any) may require Sect. 12) in: TC- 2/ft BC- 2/ft VESS- 2/ft----------LOAD # DESIIN ---------------- 3-4 -8122 .08 .20 .28 additional design consideration (h' others) Dir L.Plf L.Ioc I.K. Plf R.Ioc LL/TL 4-5 -11044 .17 .24 .41 for lateral fors due to wird or seis c: TO Vert 64.00 4- 3- 8 164.00 8- 0- 0 .50 5-6 -12339 .21 .25 .46 loads on the building. TO Vert 160.00 8- 0- 0 160.00 38- 0- 0 .50 6-7 -12339 .21 .22 .43 TC Vert 64.00 38- 0- 0 K4.00 46- 0- 0 .50 7-8 -10766 .15 .21 .36 BC Vert 50.00 4- 3- 8 50.00 46- 0- 0 .00• 8-9 -7364 .08 .39 .47 Type lbs X.Lcc LL/TL 9-10 -7973 .14 .42 .56 TC Vert 128.4 8- 0- 0 1.00 TO Vert 128.4 8- 0- 0 .00 BC FORCE AX END CSI TC Vert 255.2 38- 0- 0 1.00 11-12 59 .00 .14 .14 TC Vert 255.2 38- 0- 0 .00 12-13 7952 .60 .11 .71 13-14 10952 .82 .08 .90 14-15 10952 .53 .07 .60 DEEZ�ITfS] (spin) 15-16 12456 .60 .08 .68 99 IN MEM 16-17 (LIVE) 16-17 12456 .60 .08 .68 33" D= -.53" Z` -.86' 17-18 12314 .60 .07 .67 -• 18-19 12314 .60 .06 .65 Joint Locations 19-20 10664 .52 .08 .60 1� 0- 0- 0 12 3- 3- 0 20-21 7009 .34 .36 .70 2N 3- 3- 0 13 8- 3-1T 3� 8- 3-11 14 9- 8- 8 1-1 1 -4250 .25 5-1FORCE CSI 5-1 FORM7-10-15 4. 13- 6- 1 15 13- 6- 1 1-16 347 .0077 CST 3-7-7 I 5 18- 8- 8 16 18- 8- 8 1-12 4167 .85 5-17 -144 .01 2-PLYS 6� 22- 3- 0 17 23-10-15 2-12 972 .20 7-17 425 .09 3-12 -5657 .57 7-19 -1924 .19 REQUIR� 30-0-0 7 23-10-15 18 27- 8- 8 � 8 29- 1- 5 19 29- 1- 5 3-13 2355 .48 8-19 1416 .29 9 34- 2- 0 20 34- 3-12 4-13 -3518 .36 8-20 -4102 .42 3 4 10 41- 8- 8 21 41- 8 8 4-15 1279 .26 9-20 2695 .55 6 4- 4-5 -7 S=5- 5 -8 -7r8 11 0- 0- 0 5-15 -1739 .18 5-5 4-5-14T T 1 2-8-2 5-8 5-8-10 1 t. 4-12 4-5 3-4 1.5-4 3-4 S=H5125 3-8 x=0-6-6I1SH 2.5 4 S=H5125 3-4 ��OQN n�91 - i Ex"O. ; 3 8 �/rm 4-3-8 - - - STUB W 0 Job#: J1675 1 plates are 20 gauge Truswal Connectors unless by 111811 for 18 "H" for 16 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In preceded gauge or gauge. t ID: AX WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wig• Jam: .EJ. Job#: J1675 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. Dimenslons 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: EC Date : 2/"J.8/2002 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 rlgld sheathing material directly attached, Bracing Is for lateral TO Live 16.00 psf durFacs 1,=1. 25 P=1 . 15 ® Fabricators unless otherwise noted. shown 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 the following TO Dead 16.00 psf Rep Mbr BIhd 1.00 accordance with BC Live .00 psf 01. 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) end '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'Onorrio Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200. Washington. DC 20036. TOTAL 42.00 psf eqn T6 . 2 . 6 - 7545 job Name: MAYHEW RESIDENCE ' EM X-LUC RE?k T SIZE D 7C 2XI5 DFL #2 1 0- 5- 4 1752 3.50" 1.87" 2x4 DFL #1 3-5, 5-8 2 41-10- 4 1962 3.50" 2.09" BC 2x4 DFL #1 ERG HWER NCIIE 3 9- 5- 0 14 VIM 2x4 DFL MAM 4 14-11-14 15 14-11-14 5 WEDGE #195 Haters are desk cl hon'Gf tat loafs . for � Sic ANSI/TPI 95 QJS 12SIQV IS TFE 034PCSTIE RESLW OF SEE SM)SW CATUM FOR AIIDTTICNAL ni rrm LOAD CASES. INS1AidATICN MISS 27- 8- 8 PLATE VAUJES PER ICED RE"F1REBS' #1607. 32- 0- 0 9 36- 5- 4 20 36- 5- 4 be provided to avoid TC FORCE AUL BPD GSI P�B85ID CN CREEK ILMSER VALIJ - 1-2 -2968 .04 .24 .28 2-3 -2894 .04 .25 .29 3-4 -2638 .13 .35 .48 4-5 -3553 .23 .35 .58 5-6 -3553 .23 .29 .52 6-7 -3583 .23 .35 .59 7-8 -2694 .13 .35 .49 8-9 -2969 .04 .13 .17 9-10 -3207 .05 .30 .35 BC FCRCE AXL BPD CSI 11-12 2565 .39 .22 .60 12-13 2566 .39 .16 .55 13-14 3536 .45 .21 .66 14-15 3536 .45 .17 .62 15-16 3849 .49 .17 .66 16-17 3849 .49 .18 .67 17-18 3567 .45 .18 .63 18-19 3567 .45 .19 .64 19-20 2772 .34 .19 .53 20-21 2773 .42 .26 .68 VIFB FMCS CSI VEB F(RCE CSI 9-7-7 2-12 41 .01 6-17 -348 .33 I 2-13 3 79 .03 7-17 421 .17 Truss ID: B ®D�Totes the reguizafant for lateral bracing at eadr lOcatTar shown. Lateral bracing systt3ls vdrich include di�3l or x -brat o_ are the respc>Gsihi lity of -the bunco, designer. TYwn al 5�tet� BRACE -IT nay be used for oaftirnmus lateral bracing on trusses 24" oc. Altematively, use scabs Or -braces as sbun an Trisval Systels standard details. Loaded for 10 PSF rm-oalasrent BCLL. 2x4 ccnt;rnr„o lateral bracing (924:0 " O.C. attached w/ 2-10d box or cafflral wire nails. -13 891 .36 7-19 -1140 .90 4-13 -1172 .92 8-19 958 .39 r 6.00 22-0-0 1 4-15 439 .18 9-19 -171 .07 3-7 6-15 -386 .36 9-20 70 .03 6-16 221 .09 j" 6- 4_, $=3-.4 _ _ 3_4 5-5I-14 I 5 1 z0-8-2 9-10-15 1.5-4 3-8 S=4-8 1.5-4 34 r 3-8 1.5-4 4-14 34 S=4-8 This des' based m drnTi br per the focllavirg s@>edltle: fffax O.C. frlrfl TC 24.00" 9-10-1 'This truss is designed using UBC -97 Cbde. Bldg Et>clased =Yes Truss IOcatiart = Not aid Tone Hurricane/00a3n Line = No E Bldg Lggth = 105.00 ft, BLck1 Mean roof her 22.74 ft, UBC Standard- Icy, Dead i g applied to 32- 0- 0 (tegory = B dth = 4:0.00 ft lT = 75 d = 26.0 psf L/999 DEFLEIMCN IN MEV, 15(16 (LIVE) IF -.21" Lt -.34" T= -.54 Joint locations == 1 0- 0- 0 12 4-11-12 2 4-11-12 13 9- 5- 0 3 9- 5- 0 14 13- 8- 8 4 14-11-14 15 14-11-14 5 19- 5- 0 - 16 20- 8- 8 6 20- 8- 8 17 26- 5- 2 26- 5- 2 18 27- 8- 8 32- 0- 0 19 32- 0- 0 9 36- 5- 4 20 36- 5- 4 1(l 41- 8- 8 21 41- 8- 8 171 0- 0- 0 T 6-8I-10 =0-6-61 SHIP ' r•S 41-8-8 W-0 OG Z 0-3-8 CD STUB �, I J' 6 3033 'X 11 Tates are 20 gauge Truswal Connectors unless receded b "18" for 18 gauge or "H" for 16 gauge. gCIfOR \P p 4 9 P Y g g 4 4 tlS3 D. B WARNING Read all notes on this sheet and give a Colby of it to the Erecting Contractor. 1(!khg��Job: .EJ. Job#: J1675 ® This design is for an Individual building component. It has been based on specifications provlded by the component manufacturer and done In Chk jate: 2/28/2002 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 rabrlcallon. The building designer shall ascertain that the loads utilized on Dsgnr: EC 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 TC Live 16. 00 psf rFacs 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 16.00 psf Rep Mbr Bnd 1.15 ® Fabricators content or 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 CI. C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- 1 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 42.00 psf eqn T6 . 2 . 6 - 7546 Job Name: MAYHEW RESIDENCE Truss ID: B1 Drwg: j BEG X -IOC REACT SIZE REVD 1 0- 5- 4 1752 3.50" 1.87" TC tab DFL #2 2x4 DEL #1 3-6 Platin.? spec PISSI/TPI - 1995 This des i based an drnd brAr;nv applied 2 41-10- 4 1962 3.50" 2.09" BC 2x4 DFL #1 IIIIS DESZC�1 IS THE 014:0 IE RESULT OF Mnrf= L(Ap CASES, per the folio rixr3 sdiedule: mix o. c. franto Western Wood ERG �� NOTE ® Fabricators WEB 2x4 DFL SIPI� PLATE VARIES PER IC8O REOTCH REEW #1607. 1C 24.00" 11-10-1 30- 0- 0 ' 1 X28 Harmers are not designed for horizontal loads. WECGE 2x10 DFL #2 2x4 Conti mus lateral bracing @24:0 D.C. Loaded for 10 PSF nn-ocala.Irrslt BOLL. trust be to avoid p7xbxp - M TEM This truss is designed using 7Fhe [IDC -97 Code. SHEET' by TPI. The Truss Plate Institute rrPll Is located at 583 D'Onorrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper attached w/ 2-10d box or omum were nails. CN GMEN UDEER VAilkS. Bldg Ralosed = Yes SEE SIIwSaJ CA3ALM ECR AAI OVAL Truss Location = Not Ehd 2Cme DISD LLATICN NJIES Hurricane/Conan Line = NO Chtegay = B TC FORCE AXL RZ Bldg - 105.00 ft, Bid3 idth = 90.00 ft 1-2Dead -3009 CST � roof ]pi�-- 23.2 , llph 2670 .04 2-3 -2778 .04 .18 .22 .23 .27 -= psf 3-4 -3099' .18 .41 .59 4-5 -3125 .18 .41 .59 5-6 -3125 .18 .41 .59 6-7 -2832 .04 .14 .18 7-8 -3212 .05 .31 .36 BC FCRCE AXL 1$ID CSI 9-10 2607 .39 .25 .64 10-11 2606 .32 .25 .57 WX DUI&TTCN (span) 11-12 2451 .31 12-13 2451 .25 .56 L/999 IN M 13-14 (LIVE) .31 13-14 3115 .39 .22 .53 .24 .63 I -.17" IJ -.27" T -.44' 14-15 2489 :31 .24 .55 - Joitnt Locations 15-16 2489 .31 16-17 2776 .34 .23 .55 .23 ]I 0- 0 10 5-11-12 17-18 2777 .42 .58 2 5-11-12 11 11- 5- 0 .25 .67 3 11- 5- 0 12 13- 8- 8 2FORCE ECiXE CSI 4 17- 6-12 13 17- 6-12 2--11 0 81 . .03 03 5 5-1-14 -416 S 23-10- 4 14 23-10- 4 2-11 -195 .13 .24 6-14 831 '.34 11-7-7 11-10-15 6 i 30- 0- 0 15 27- 8- 8- 35- 5- 4 16 30- 0- 0 3-11 322 .13 3-13 851 .35 6-16 383 .16 7-16 -355 I 1 41- 8- 8 17 35- 5- 4 4-13 -430 .25 .23 7-17 131 .05 - 9 0- 0- 0 18 41= 8- 8 4-14 16 .01 18-0-0 4-14 J -J -J .1-9 T 7-8-10 1 =0-6-6 SHIP �i �t%o 1t� 41-8-8 0-3-8 � STUB 1 plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. ® EJ 16.00 psf 16.00 psf .00 psf 10.00 psf ID: B1 : J16'75 te: 2/28/2002 rFacs L=1.25 P=1.15 p Mor Bnd 1.15 C.Spacing 2- 0- 0 sign Spec UBC -97 42.00 psf 18egn T6.2.6 - 7547 WARNING Read all notes on this sheet and give a copy o/ it to the Erecting Contractor.' ' Eks' Job: 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 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on De4gnr: EC TC Live 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 corrosion. Fabricate, handle, Install and brace this Inis In accordance with the following TC Dead plate standards: TRUSCOM MANUAL', by Truswal, ,QUALr1Y CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live 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 SHEET' by TPI. The Truss Plate Institute rrPll Is located at 583 D'Onorrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington. OC 20036. TOTAL EJ 16.00 psf 16.00 psf .00 psf 10.00 psf ID: B1 : J16'75 te: 2/28/2002 rFacs L=1.25 P=1.15 p Mor Bnd 1.15 C.Spacing 2- 0- 0 sign Spec UBC -97 42.00 psf 18egn T6.2.6 - 7547 c 0-3-8 STUB 1 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. 0 8-8-10 SHIP =0-6-6 C/ 4) ss ID: B2 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. • J.s6+�Job# : J16'75 Job Name: MAYHEW RESIDENCE This design Is for an Ind lvldual building component. It has been based on speclllcations provided by the component manufacturer and done In Truss ID: B2 Drwg: ® Bic X -1 -OC RFLP SIZE REQ'D 1 0- 5- 4 1752 3.50" 1.87° TC 2x6 2x4 DFL #2 DFL #1 3-6 Plat�'m spec • ANSI/TPI - 1995 This deli based cit chord bxar'im applied 2 41-10- 4 1962 3.50" 2.09" BC 2x4 DFL #1 THIS DESIIN IS TIS 034P SM RESULT OF MlnIUME LOAD CASES. per the f.5111 arg sci�chtle: flax o.c. fran to BFG HX%MR NOPE WEB 2x4 DFL SMEARD PLATE VALUES PER ICt'33 RESOMi REEF #1607. TC 24.00" 13-10-1 28- 0- 0 1 H[$28 WMIM 2l8 DFL #2 Loaded for 10 PSF rrn-conn urent BaL. This truss is designed using 3700 Riego Road, Elverta, CA 95626 Hargers are not designed for 2x4 IxaTtinnus lateral bracing fs7L4,0 " o. c. gust be ppro�wli. to avid p�d�r U 7 03de. UBC -97 Axle. SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wlsconsln 53719. The American Forest and Paper mnz[a1ta1 lards. attached w/ 2-10d box or vsftflsn wase nails. BASID CN ggVeTIDER vALL1ES Bldg =Yes eq n T6. 2 . 6 - 7553 SEE SIMPRTQ CALk>Lt7G FCR ALAITICNAL SEEDZ'SEVT'ICN AMNUIE Truss Location = Not Ehd 7rne Hurricane/Ocean Line = NoW ateg7ry = B TCFCRCE AXE, END CSI � lenrcilth 105.00ft ft roof het 23.748it -=45.00 1-2 -3028 .04 .25 .29 UBC Standard �y, Deadd= 26^0 psf 2-3 -2645 .04 .26 .30 3-4 -2650 .13 .25 .38 4-5 -2666 .13 .25 .38 5-6 -2666 .13 .24 .37 6-7 -2682 .04 .17 .21 7-8 -3198 .05 .31 .36 BC FMM: AXL RM CSI 9-10 2617 .39 .33 .72 10-11 2616 .39 .15 .54T1W 11-12 2616 .32 • .25 .57 DEFLEC) , 12-13 2309 .29 .25 .54 L.14" 999 IN MEM 13-14 (LSVE) D= -.23" T= -.36' 13-14 2659 .34 .13 .47 14-15 2333 ' .30 ..22 .52 ' 15-16 2759 .34 -.22 .56 16-17 2759 1 Joint Lotions -_ 0- 0- 0 10 6-11 12 .34 .17 .51 17-18 2761 2 '6-11-12 11 11- 8- 8 .42 .24 .66 13- 5- 0 12 13- 5- 0 WEB FtXKE CSI E2CSI 18- 2-12 13 18- 2-12 5-1 -3 2-10 157 .06 5-14 -3277 23- 2- 4 14 23- 2- 4 .26 2-12 -374 .34 6-14 531 13-7_7 13-10-15 28- 0- 0 15 28- 0- 0' .22 3-12 395 .16 6-15 443 l 34- 5- 4 16 29- 8- 8a .18 3-13 549 .22 7-15 -515 41- 8- 8 17 34- 5- 4 .47 4-13 .27 27 7-17 203 .08 -314 r 14-0-0 9 0- 0- 0 18 41- 8- 8 4-14 .0141 6.00 1 c 0-3-8 STUB 1 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. 0 8-8-10 SHIP =0-6-6 C/ 4) ss ID: B2 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. • J.s6+�Job# : J16'75 This design Is for an Ind lvldual building component. It has been based on speclllcations provided by the component manufacturer and done In -"Mg CsI ® accordance with the current versions orTPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be -C21)t: C Dsgnr:' EC mate: 2/7.8/2002 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 ElurFacs 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 carmsinn. Fahrirale. handle, Install and brace this truss In accordance with the following TC Dead 16.00 psf Rep Mbr Bnd 1.15 J.C. plate BC Live .00 psf Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal. *QUALITY CONTROL STANDARD FORMEfAL PLATE CONNECTED WOOD TRUSSES'- I design 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 Spec UBC -97 SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wlsconsln 53719. The American Forest and Paper Association (AFPA) is located at 1250 Connecticut Ave, NW. Ste 200, Washington, DC 20036. TOTAL 42.00 psf eq n T6. 2 . 6 - 7553 Job Name: MAYHEW RESIDENCE Truss ID: B3 Drwg: EM 1 X -IDC RZaCT SIM 0- 5- 4 1752 3.50" 1877"D 2x4 DFL #1 3-5 D°ttoteB the regDira,mt far lateral bracirr3 ® location rnis deal based on d=d applied 2 EM 41-10- 4 1962 3.5011 2.09" HA JMR NOIE BC 2x4 DFL #1 WEB 2x4 DFL SMIARD at aadl shawl. Lateral bracing systeffs vd-lidl include dial . X_brac�rlg are e responsibility of the buildirsJ per the follo✓islg sdtec111e: Ra�c o.c. fran to 1 Hi752are rpt c3esi greed far klE'Dt"4; 2x8 DFL #2 Platn'tg • ANSI/WI tiesigrter. BRACE-rr way be IC 24.00" 15-10-1 'This truss is designed using 26- 0- 0 &ales hmzcsltal lads. - 1995 -IIS IS rM 03YZK)6PIE used far caltirnpus lateral braaing on UBC -97 fide. SEE ATALOS FCR'A®TIZ(NALPLATE _ RESULT OF LOAD trusses 24" oc. Altemativel , use Bldg Enclosed =Yes IN NOTES VAUES PER �yRESETCH Ra:UU #1607. S�tsar �rndard deettailils.s. T Hurric�le/O v1 Line Erd [doZcne Category = B 'IC ECIRE AXL EM CSI RE3 Bn,SfD CN C42ffid Loaded for 10 FSF � 105.0024.24 Me Width ft 1-2 -3026 .04 .25 .29 ILT43ER VALUES - 2K4 catti -Icus lateral 4:0 D.C. ' bracing tan wire attatdled w/ 2-10d box ar txnRral wile nails. hey ft�lnphb UBC Standard ancy, Dead itkxl 75 26400.00 2-3 -2507 .04 .28 .32 psf 3-4 -2358 .10 .35 .45 4-5 -2358 .10 .35 .45 5-6 -2500 .04 .21 .24 6-7 -2532 .03 .24 .27 7-8 -3169. .05 .30 .35 BC FORCE AXL HID CSI 9-10 2613 .39 .32 .71 10-11 2611 .32 .24 .57 11-12 2611 .32 .31 .63 HX DEFYEMM (span) ' 12-13 2166 .28 .31 .58999 IN MEM 10-11 (LIE) 13-14 2181 .28 .28 L� 14" D= -.23" T= -.36' 14-15 2728 .34 .28 .56 .62 - 15-16 2728 .34 .24 .58 Joint Locations == 16-17 2730 .41 .23 .64 0- 0- 0 10 7-11-12 7-11-12 11 13- 8- 8 WEB FORCE CSI VES FCRCE CSI 1 15- 5- 0 12 15- 5- 0 2-10 221 .09 5-13 291 .12 20- 8- 8 13 20- 8- 8 2-12 -532 .26 5-14 532 .22 15-7-7I 15-10-15 5 26- 0- 0 14 26- 0- 0 3-12 492 .20 7-14 -653 .32 1 1 6` 32- 1-10 15 27- 8- 8 3-13 316 .13 7-16 260 .11 y 33- 5- 4 16 33- 5- 4 4-13 -391 .4141- -j 8- 8 17 41- 8- 8 10-0-0 _6 00 I 0- 0- 0 9-8-10 SHIP =0-6-6 t ���J\S�Urrr �lZ Q` .,-0 i 3r •' m 41-8-8 L6s Ex �0/� � 0-3-8 STUB ``V Q Jl is 11 plates are 20 gauge Truswal Connectors unless receded b 1'18" for 18 ' 1' !iIFOS ID B3 p y gauge or H for 16 gauge. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. "�' Job. EJ. Job# : J1675 ® This dell Is for an Individual buildingcomponent. It has been based on cclfipUons provided b the component manufacturer and done In t P P P Y P M11 Ch1t CM .^ . accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to lie DS EC Date: 2/28/2002 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on"�3 gnr 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 IC Live 16.00 psf DttlrFacs L=1.25 P=1.15 Western Wood sheathing and the bottom chord Is laterally braced by a rlgld 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 16.00 psf Rep i+Jbr Bild 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 OI. C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMEI'AL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverla, CA 95626 (gST-88), 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -90 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 (APPA) Is located at 1250 Connecticut Ave, NW. Ste 200. Washington, DC 20036. TOTAL 42.00 psf eqn T6.2.6 - 7554 Job Name: MAYHEW RESIDENCE Truss ID: B4 Drwg: Btu X -IOC REPOT SIZE REQ -D 1 0- 1-12 1787 3.50' 1.91" TC 2x6 DFL #2 T,tes the zecluiialr3tt for lateral bracing 2x4 DFL 2100F-1.BE 6-7 ® Ttlis deli based on dnrd rim applied 2 41- 7- 0 1768 3.50" 1.89" at eadt locattiolt3hv. Lateral bracing BC 2n5 DFL #2 systere 4ddl include d�-d ar x -bracing per the fo loving sd�le: nex O.C. fran to B 2 HLJS26ANIM Dx7IE 2 Hi1526 2nt6 DFL SS 11-14 are the ability of the blildi WFB TC 24.00" 17-10-1 _ 24- 0- 0 Hangers are not designed for 2x4 DFL STS dtesigner�tismil BRPLE-TT flay be 2x4 DFL #1 14-5 used for aattinticus lateral bracing at This truss is designed using UBC -97 Cbde. the horizattal loads. SEE SIAIx" CATALOG FOR PiDITZCNAL DO ATICN NOM WEDGE 2n8 DFL #2 trusses spspykl 2411 y Plating spec AMI/M - 1995 scabs or T -b aces as dmin rnnTrimhal � Enclosed = es �s Location =YNot End Zone THIS DESIM IS THE 03TIE RESULT OF S�yyss standard details. nmpm LOAD MSES. P7ATE�UALiJES PER ICBG REFI Hirricane/QXctn Line = No Catecry = B 'dth ,� F� AXL EM CSI RE= #1607. IJrdai.rLlL]e,Rll3t be provided t0 aVOld Z7CYndlIng. IGLaded f0� 10 PSF IY17-tXZ7Gl�it BCLd. Hlc� i 105.00 ft, B'lt, MeaTl roof height 24.74 ft. = 40.00 ft Itiph 75 1-2 -6684 .24 2-3 -6832 .40 .63 2x4 contrrnlous 1 brac�rrl C9C4 o.c Ott bracing is (by others) to = UBC Standavrl O � Dead = Road = 26.0 psf .25 3-4 -6266 .21 .39 .64 .27 .48 attadled w/ 2-1Ck1 brnc ar Crnlfan wire nails. l�eevvee rotation/to� See HIB -91 and PlATW BASED ON GtEEN UVEM VALUES. PI1SI/I�PI 1-1995; 10. .4. aryl 10.3.4.6. ----------MAD # DESICN Dir L.Plf L.IoC LrADS ---------------- R.Plf k.Ioc LL/TL 4-5 -6194 .21 5-6 -2749 .27 .48 TC Vert 64.00 0- 0- 0 64.00 41- 8-12 .50 .03 6-7 -2695 .12 7-8 -2440 .20 .24 .50 .62 BC Vert 20.00 0- 0- 0 TA-- lbs X Loc 20.00 41- 8-12 .00 LL/TL .03 8-9 -2992 .05 .19 .22 .23 .29 BC Vert 50.0 12-11-12 .38 9-10 -3146 .05 .13 .17 BC FORCE AXL 11-12 6102 .45 HID CSI .34 .80 1999 rlFFrat^rTQJ (span) IN MEM 14-15 (LSVE) 12-13 6263 .47 .34 .81 L� 32 " D= -.52" T= -.84' 13-14 6331 .47 14-15 4710 .61 .07 .54 .15 .76 15-16 2229 .23 16-17 2422 .25 .21 .45Joint .22 .470- Locations 0- 0 10 41- 8-12 17-18 2748 .36 .09 .45 5-10- 1 11 0- 0- 0 g 9-10-11 12 5- 6- 3 WEB FORE CSI FCCSI 44 12- 6- 4 13 9- 2-15 9 2-1 2 -236 .03 6-1 809 6-15 809 .33 I 17-10-15 17-7-11 13-11- 6 14 12-11-12 2-13 184 .08 1 7-15 895 .36 d' 18- 0- 0 15 19- 3-14 3-13 107 .04 7-16 103 .04 24- 0- 0 16 25- 8- 0 3-14 -556 .13 8-16 -546 .16 F6.00 6-0-0 -76.00 !� 29- 8- 8 17 33- 4-12 S 35- 5- 0 18 41- 8-12 5-14 3586 .54 8-17 387 .16 1 5-15 -2855 .82 9-17 -244 .06 6- 7-10 S=5-5 3.5-4 3.5-4 9-5-14 2.5-6 2 54 9-5-14 SHIP 5-1634 3-8-7 2.5-4 20-6-6 504 6-8 3-4 5-6 10-8-0 ��p P. UFE, \ 0-j-,83.50 -3.50 4-10 F p t No. Fi G' j Ott` G 16-0-12 12-8-4 41-8-12 �l EXP. X33 Z r�3rn 0-34' S Q LIFORN 11 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. (ruSS ID: B4 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 't -fig • ;,3Po b: �71J. Job# : J1675 ® This design Is for an Individual building component. It has been based on specincations provided by the component manufacturer and done In accordancewith the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be - c:( i FJOM by the component manufacturer and/or building designer to fabrication. The building designer that the loads Dsgnr: EC ate: 2/28/2002 Western Wood prior shall ascertain utilized on 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 noted. Bracing shown is for lateral otherwise TC Live 16 . 0Dsf p rFHcs 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 16.00 psf t�ep Mbr Blld 1.00 ®Fabricators content of the wmd e,d IA% 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, 'QUALrrY 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 -9 SUMMARY BC Dead 10.00 psf Spec UBC -97 SHEEN by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Assoclatlon (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200, Washington, DC 20036. TOTAL 42.00 psf eqn T6. 2. 6 - 7555 Job Name: MAYHEW RESIDENCE Truss ID: B4A Drwg: BRG 1 X -LOC RD= SIZE RD2'D 0- 1-12 1840 3.50" 1.96" TC 2)6 DFL #2 2x4 DFL #1 6-7 Denotes the r�uiran�lt for lateral bracing ® location brad This designbased m dxttd applied 2 37-10- 4 1943 3.50" 1.70" BC 2� DEL #2 13-16 at eadl shv�l. Lateral y ,�ch ;mt� cliagonail ar x -brat g o the building per the following sdhechile: USX from TC 24.00" 19-10- I. to ' 22- 0- 0 TC FIXCE AXL HID CSI DEB 2x4 DFL SDS �ty designer. Systl316 FJt -TT rtay b° This truss is designed using td'le 1-2 -6025 .20 .34 .54 2x4 DFL #1 16-5 used far cont nx:us lateral bracsrxg m UBC -97 Oode. 2-3 3-4 -6029 -5511 .20 .34 .55 Platin sic AMI/TPI - 1995 M D SIM1 IS THE 034PO trusses spm 24" oc. AltevtativelY,.use Bldg Enclosed = Yes 4-5 5-6 -5499 -2261 .17 .16 .05 .19 ,22 .35 M RF5iII,T OF N[II,TIPor LOAD CASE5. Laxied far 10 PSF rxal-amaln.�nt BCCd,. s�c,asbs or T -bras as shovn m TYusval PLAN ESPER�I� Truss Location = Not End Zow �e/ idth 6-7 -1984 .02 .OB .10 Permanent ]aacirg is VAVALtems � #1607. thA�e dg L�-� 105.001ft, B�d3 hei 25%2D, = 40 00 ft 7-8 -1898 .26 .00 .26 otM-i6)� rotation/ mustBA� CN CREENprovided Zl2EEI1 UMto BER VAUJS.x3. mop = UBC Ibad �rph 26.75 0 8-9 -1662 .02 .01 .26 .26 .28 .27 Pgeevent I/'IpI 1-1995; 10. .4• -LCAD # DESIGN = psf ---------------- 9-10 -1709 .01 .13 .14 Dir L.Plf L. Loc Plf R.Loc LL/TL 10-11 213 .02 .19 .21 TC Vert 64.00 0- 0- 0 64.00 41- 8-12 .50 11-12 278 .03 -.19 .22 BC 20.00 0- 0- 0 0.00 41- 8-12 .00 TA- LL/TLLOC BC E� AXL E$D CSI HC t' 5� 12X 1 12 Vert 13-14 5501 .41 .31 .71 14-15 5695 .42 .31 .73 15-16 5484 .40 .07 .48 16-17 17-18 3240 1753 .41 .18 .17 .21 .59 .40 , 99TIN MEM ON 6(17 (LIVE) 18-19 19-20 1690 1266 .17 .21 .36 Lr= -.25" D= -.41" T= -.66' 20-21 -185 .12 .00 .16 .13 .28 .13 MAX L/y999 DEFi0ZIT(14 (cant) IN HN 20-21 (LVE) 4M 2-14 FDRCE -236 CSI .03 VES 7-17 FORCE CSI 773 .31 Ir - 04" D= .06" T= .10- 2-15 3-15 108 225 .03 7-18 8-18 -206 .15 -207 19-10-15 19-7-11 1) _� _ er 0- Joinint0 12 41- 8-12 3-16 -464 .09 .08 8-19 .19 -517 .26 I 2 ` - 4- 1 13 0- 0- 0 66-10-11 5-16 3378 .50 10-19 568 .23 3 1 14 5- 6- 3 5-17 6-17 -2030 1.00 748 .30 10-20 11-20 -1970 .75 -284 �- 6.00 -6.00 4 11- 4- 6 15 9- 2-15 15- 5- 6 16 12-11-12 .04 20- 0- 0 17 19- 3-14 . 7 22- 0- 0 18 25- 8- 0 6 8 28- 4- 8 19 33- 4-12 9 33- 1-11 20 37-10- 4 5-10 10 34- 9- 0 21 41- 8-12 5=5-5 3.54 11 37-10- 4 10-5-14 3.5-4 S=5-5 3.54 3.5-8 11-8-10 3-4 - 2.5-4 SHIP 3-8-7 5-16 2.54 =0-6 6 5-53:04-0 0 8 0 50# 6-8 3-4 4- pF � E, \ S�Of, Q,�,� F R 9l 0-3,8 3.50 1 1 -3.50 TTT 16-0-12 N0. q - z 6-0 1 12-8-4- - * Exp 6�: 'ir�' n l plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or :'H" for 16 gauge. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.g J0bl This design Is for an Individual building component It has been based on specifications provided by the component manufacturer and done In CpjT;p ® accordance with the current versions of TPI and AFPA design standards. No responsiblllty 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: EC 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 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 ® 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 standards: TRUSCOM MANUAL', by Truswal,'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elveria, CA 95626 (QST -88), 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead SHEET" by TPI. The Truss Plate Institute (TPII Is located at 583 D'Onorrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. TOTAL L /ID-.usB4A V EJ. Job#: J1675 16.00 psf 16.00 psf .00 psf 10.00 psf 42.00 psf te: 2/28/2002 rFacs I,=1.25 P=1.15 p for Bnd 1.00 C.Spacing 2- 0- 0 sign Spec UBC -97 T6.2.6 - 7556 Job Name: MAYHEW RESIDENCE Truss ID: B5 Drwg: EM X -10C REALT SIZE REJD'D TC 2ad DFL #2 Derxrtes the xeguixelr�rt far lateral bracing This truss is designed using tree 1 0- 1-12 1841 3.501, 1.96" BC 2>� DFL #2 ® at eadr locatuat shown. Lateral bracing UBC -97 Code. 2 37-10- 4 1943 3.50" 1.70" 2;6 DFL #1 10-12 systere add, include di or x-braaL g H1cYJ F]xlosed = Yes TC FU&2CE AXL IIID CSI 4EB 2K4 DFL 2x4 DFL #1� ]2-3 de9it smal�li� o the hua?AmiTT rg Truss Location =Not Erri Zee 1-2 -6188 .27 .47 .74 la PNSI/'IPI - 1995 or p� Ls � be ���/�� � _ Category = B t�r� spec nigtirg y, MBldgam iI 80.00 ft, eft, idth = 40.00 ft 2-3 -5539 .19 .34 .53 PIIS DESICII IS II>E tITE RFSLIIT OF trusses sps�d 24" 1,c. Alternatively, use hvl mor het = 25.27 ft, itph = 75 3-4 -2298 .03 .23 .26 M;II,TTPf]Z LOAD CASES. scabs or T -fracas as slimn'r On IYusnal LaC Standard ��gmxy Dead )Yad = 26.0 psf 4-5 -1890 .02 .08 .10 PLATE VAUES PER ICED FdWRIi REIW #1607. Systers standard details. ----------LCIAD CAASE 41 IESIG4 LOADS ---------------- 5-6 -1905 .02 .31 .33 Drainage mast be provided to avoid ponding. To2ded far xm 10 PSF r-cxattxent Baa. Dir L.Plf L. Loc .Plf R.Loc LL/TL 6-7 -1705 .01 .31 .32 TTI�� BASED CN CR I UMBER VALikS. tracing is required (by odLexs) to TC Vert 64.00 0- 0- 0 64.00 41- 8-12 .50 7-8 212 .02 .19 .21 prevent mtatual/bSee EM -91 and BC Vert 20.00 0- 0- 0 20.00. 41- 8-12 .00 8-9 276 .03 .19 .22 PDLSI/IPI 1-1995; 10. 4. and 10.3.4.6.7kme lbs X. Loc BCtp FAXL )$ID CSI BC Vert 50.0 12-11-12 .38 10-11 5667 .62 .30 .92 11-12 5712 .62 .30 .92 12-13 4248 .54 .13 .67 13-14 1750 .18 .21 .39 14-15 1696 .17 .21 .38 15-16 1263 .12 .16 .28 16-17 -184 .00 .13 .13{ rlFFrrr rrxl (span) y,¢B FCRCE CSI VEB FIZRIM CSI L/B99 IN MEM 11-12 (LIVE) 2-11 87 .03 5-14 -182 .14118 DEFZ11 IT27" II= -CN (Z) 44" 1I - -.70' 2-12 3 .27 6-14 -234 .2 V-999 IN MEM 16-17 (LIVE) 3-12 3118 .47 6-15 -527 .277 - 3-13 -2882 .80 7-15 576 .23 04" D= .06" Tt.10' 4-13 754 .30 7-16 -1964 .75 - Joint Isxaticns -= 5-13 734 .30 8-16 -289 .04 20-04 1 19-9-0 0- 0- 0 10 0- 0- 0 ' 2 7-10- 6 11 7- 4- 9 3 13-11- 5 12 12-11-12 4 20- 0- 4 13 19- 3-14 F-6. 0 0 _6.00 5 21-11-12 14 25- 8- 0 7-8 6 28- 4- 5 15 33- 4-12 7-8 7 34- 8-15 16 37-10- 4 8 37-10- 4 17 41- 8-12 9 41- 8-12 10-10 7-8 10-6-8 2.5-6 3.5-8 11-9-4 2.5 4 HIP 5-16 2.54 3-8-7 :1:0 -6-6 5-5 10-8-0 �0 P Ft p v/ 50116-8 3 -44 -`Op �y R F 0- g 3.50 1 1 -3.50 3-8:124 16 0 12 k 2 m 6-0 ' 1 1 12-8-4 L �Idr G _ 41-8-12 4( 11 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. 1[►: B5 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 'EffJ • Cd CK EJp �►' D9 EW gnr ' Job# : J1675 Date: 2/28/2002 Western Wood ® Fabricators 3700 Riego Road, Elverta, CA 95626 this design meet or exceed the Ioading 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, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- 19ST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY TC Live 16. 00 psf TC Dead 16.00 psf BC Live .00 psf BC Dead 10.00 psf D6rFacs I,=1. 25 P=1.15 Rep Mbr Brld 1. 00 OM. C. Spacing 2- 0- 0 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 42.00 psf eqn T6. 2 . 6 - 7557 Job Name: MAYHEW RESIDENCE Truss ID: BSA Drwg: EM X -LOC RFPLT SIZE RB) -D TC 2:6 DFL #2 D3lotes the reguirt It for lateral bracing This deli based on dnrd br�r'irn applied 1 0- 7-12 2015 3.50° 2.15" BC 2:6 DFL #2 ® at -t lo.2.91i shit. Lateral bracirig per the folloeing schedule: 2 41- 7- 0 1850 3.50" 1.97" 2a6 DFL SS 9-11 d�a7, H� HAN;F32 DL7IE 4dFB 2x4 DFL SIArID�III) tl� r � ;h; i 1 0 or x-laacllrg ttax o. c. f- to 2 H(i926 2x4 DFL #1 11-3 �qi � el System f the BRACE -IT BC 120.00" 23- 2- 25- 8- 0 Harders are not designed for Fla ANST/TFI - 1995 = tea.. lateral -TT an �s 7 0-duss is designed using the t1I� spm la r¢a© at UBC -97 lode. horizD ltd1 loads. 'II S D STC�I IS THE TIE REc1II,T CF trusses s amd 24" oc. Alternatively, use B1d3 Enclosed = Yes SEE SIDP8M CATALOG Rin AiDTr1CM , MumpiE LMD CASES. scabs or T -braces as shoran On. TnLnval Tmss Location = Not F7id Zaie IISSP411ATION MISS PLATE VAILES PER ICBJ REMMXH RFS #1607. system standard details. Hurricane/Oman. L,i.ne = No Ftp Category = B Drainage oust be provided to avoid ponding. Loaded for 10 PSF non-crnnm-ent BCIT . Bldg Length - 105.00 ft, Elidg Width = 40.00 ft TC FMM AXL END CSI at -cm CN GREEN11-DEM VALUES. 1�imnent bracing is (x othPss) to Main roof height 1-2 -6972 .34 = 25.27 ft, d = 75 2-3 -6421 .27 .40 .67 rotation/ See HIB -91 and UBC Starr3ard Dad 'Lfti-Zd = 26.0 psf i�I1SI/' PI 1-1995; 10. .4. and 10.3.4.6.----------1JYD #EESIG1 ---------------- 3-4 -2778 .05 .24 .29 Dir L.Plf L. Loc .Plf R.Ioc LL/TL 4-5 -2300 .02 .06 .09 TL Vert 69.00 0- 0- 0 64.00 41- 8-12 .50 5-6 -2516 .03 .30 .33 BC Vert 20.00 0- 0- 0 )20.00 29--0- 0 .00 6-7 -3164 .04 .30 .34 BC Vert 30.00 29- 0- 0 b0.00 39- 0- 0 .13 7-8 -3321 .05 .36 .41 BC Vert 20.00 39- 0- 0 120.00 41- 8-12 .00 Type- The X.Ioc LL/TL EC FCRLE AXL 80 CSI BC Vert 50.0 12-11-12 .38 9-10 6388 .48 .26 .74 10-11 6458 .48- .26 .74 11-12 4951 .64 .13 .77 12-13 2191 .23 .22 .45WX DEn=CN (span) 13-14 2419 .25 .23 .48 L/ 99 IN MEM 11-12 (LIVE) 14-15 '2874 .37 .29 .67 32" D= -.52" T= -.85' WEB Joint La2tions 2-1 FD1t72 CSI VE85-1 FC 690 CSI ( 0- 0- 0 9 0- 0- 0 2-10 72 .02 5-12 690 .28 2 7-10- 6 10 7- 4- 9 2-11 -480 .23 5-13 230 .09 3 I3-11- 5 11 12-11-12 3-11 3546 .53 6-13 -695 .64 20-04 11-� 19-9-0 4 20- 0- 4 12 19- 3-14 3-12 -3217 .91 6-14 583 .24 5 21-11-12 13 25- 8- 0' 4-]2 955 .39 7-14 -306 .08 28- 4- 5 14 33- 4-12 6.0-0 6.00 7 34- 8-15 15 41- 8-12 7-8 8 41- 8-12 Jm PAO °0�3� 4 n \9T • l 1 I_ v It 0 r UFOR��P 11 TYPICAL PLATE 1.are 20 g5-4au TYPICAL ge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. truss ID: B S A 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 •Job: .EJ. �ngT. .0 : a04 Job#: J1675® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verined by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: EC Date : 2/28/2002 TC Live 16. 00 psf TC Dead 16.00 psf BC Live .00 psf DurFacs I,=1.25 P=1. 15 Rep Mbr End 1.00 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 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 -9 1) 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 42.00 psf eqn T6. 2 . 6 - 7558 Job Name: MAYHEW RESIDENCE Truss ID: B5B Drwg: This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In it HIS 1 X -LDC REACT SIZE REQ'D 0- 1-12 2015 3.50" 2.15" TC 2x6 DFL #2 BC Denotes the requirer�it for lateral ])racing This designbased an d=d applied Dsgnr : 2 BRG 41- 7- 0 1850 3.50" 1.97" NJIE 2x6 DFL #2 2x6 DFL SS 9-11 ® at eadi looatitat shacm. Lateral bracing systeTs u31i3t incl,, di or x-bracsrx3 per the fllowing schedule: Rex o.c. from to Har Ell rs are deal 3700 Riego Road, Elverta, CA 95626 for [IIB 2x4 DFL SIR1DIIlARD 2x4 DFL #1 11-3 are the sp�sibility o the building de YT tLsval Systels BRACE Rey be BC 120.00" 21- 2- 7YLis truss is designed Using 25- 8- 0 . clot coed TOTAL Platin spec ANSI/TPI - 1995 used for eontinucus lateral bracing an LIBC-97 Cade. hmzattal lascls. SEE SIIVS7Q CATALOG RR ALALTICNAL IIIIS DESICrI IS 'II -)E 03GOSTIE RESSII,T CF nwiPIE LOAD CASES. trusses spamd 24" cc. Alternatively, use Bldg arlosed = Yes IISSIALdATTIT] NJIES PLATE VALUES PER ICBG RES�Ii REEW #1607. s®be or T -bra as shvm an Tnusi�al System stand details. Truss Lxation = Not aid 7Ce Hurricane/Ocean L;rw = No ato n.•y = B Caton TC FIXtCE AXL 11ID CSI Rust be to avoid pa�di y F�BASED tSI Z42FkSI Loaded for 10 PSF rrn-concurrent BCLL. Bldg = 105.00 ft, Bicig Width = 40.00 ft 1-2 -6972 .34 .50 .84 I1NBi12 VALUES bra3rlg is ��uueevv rota See HM -91 MBE height = 25.277 ft c� 0 I - �Rph _ i5 26.0 psf 2-3 3-4 -6421 .27 -2778 .05 .40 .24 .67 .29 AI1SIe/IPI 1-1995 10. .4. aryl 10.3.4.6. ----------LOAD CAASE # DMGN Dir L.Plf L.LocDead ---------------- R.Plf R..Loc ON LL/T7, 4-5 5-6 -2300 .02 -2516 .06 .09 TC Vert 64.00 0- 0- 0 64.00 41- 8-12 .50 6-7 .03 -3164 .30 .33 13C Vert 20.00 0- 0- 0 20.00 29- 0- 0 .00 7-8 .04 -3321 .30 .34 BC Vert 30.00 29- 0- 0 30.00 39- 0- 0 .13 BC .05 F� .36 B .41 CSI BC Vert 20.00 39- 0- 0 • �ype lbs X.Loc 20.00 41- 8-12 LL/TL .00 9-10 6388 6388 .48 .2266 .74 BC Vort' 50.0 12-11-12 .38 10-11 6458 .48 .26 .74 11-12 13-13 4951 .64 2191 .23 .13 .22 .77�� .45 WX (span) 99 IN MEM 11-12 ; 13-14 14-15 2419 .25 2874 .37 .23 .29 .48 .67 (LSVE) -• 32" D= -.52" T= -.85' WEBJoint E CSI Fi690 C28 1 Locations 0- 0- 0 9 0- 0- 0 2-1 2-10 2-11 72 72 .02 -480 .23 5-1 5-12 5-13 690 .28 230 2 7-10- 6 10 7- 4- 9 3-11 3546 .53 6-13 .09 -695 .64 20-0-4 1�11� 19-9-0 I `� 13-11- 5 11 20- 0- 4 12 12-11-12 19- 3-14 3-12 4-12 -3217 .91 955 .39 6-14 7-14 563 .24 -306 .08 5( 21-11-12 13 25- 8- 0 �_ 6.00 S 1 28- 4- 5 14 34- 8-15 15 33- 4-12 41- 8-12 -6.00 7-8 B, 41- 8-12 10-6-8 =0-6-6 y V V 1 # _ 0-1,8 3.50 1 1 -3.50 1 11 16-0-12 12-84 , 41-8-12^ 11 plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. TYPICAL PLATE : 1.5-4 0 16.00 psf 16.00 psf .00 psf 10.00 psf • 3�� � m L LIFO russ ID: B5 B (b#: J1675 1te: 2/28/2002 1rFacs 1,=1.25 P=1.15 ip Nbr Bnd 1.00 C. Spacing 2- 0- 0 sign Spec UBC -97 42.00 psf ISeqn T6.2.6 - 7559 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. i t ° E This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In it ® accordance with the current versions ofTPl and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verlfled by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr : TC Live 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 Bracing Is for lateral ® Fabricators noted. shown support oroomponents 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 rause connector plate corrosion. Fabricate, handle, Install and brace this truss In with the following TC Dead accordance standards: TRUSCOM MANUAL', by Truswal, 'QUALI T'Y CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live 3700 Riego Road, Elverta, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) end 'HIB -91 SUMMARY BC Dead SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wlsconsln 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200. Washington. DC 20036. TOTAL 0 16.00 psf 16.00 psf .00 psf 10.00 psf • 3�� � m L LIFO russ ID: B5 B (b#: J1675 1te: 2/28/2002 1rFacs 1,=1.25 P=1.15 ip Nbr Bnd 1.00 C. Spacing 2- 0- 0 sign Spec UBC -97 42.00 psf ISeqn T6.2.6 - 7559 Job Name: MAYHEW RESIDENCE Truss ID: BSC Drwg: EM X -LOC ROOT SIZE REQ'D TC 2>6 DFL #2 D3ntes the ,;+�+�It far lateral bracing cors des' based tat chard applied 1 0- 7-12 2015 3.50" 2.15" BC 2 DFL #2 ® at each lotatitxl shoval. lateral bracing per the of�llo.�. sd�echLle: �2 41 7 0 1850 3.50" 1.97" � � S 9-11 systeftg uhich irrlude d�al or x-brcaculg max ox fmn to _ 2 Hi.1526 r�� of -the buildusj BC 120.00" 20- 2- 25- 8- 0 Hangers am mt desigrlei for P]atu�q spec RNSI/TPL #1995 11-3 used fiorspoaa�teidrnnus lateral ERPLE,IT illey be This truss is designed using SFE SIN�SM CAMM EM ADDTITCNAL nLmpm � CAS. RESZIIT OF stabs or fi-braces11a Tr>.ucval Truss Location = Not Bid Zom cc. Alternativily, use Bldg EYtclosed = Yes INS ALLAITCN NOIES PLATE VALUES PER ICED RESEKi REQ #1607. Syst- starr3axrl details.. Htmitane/Cbean Line = No Category = B F� tfust be provided to avoid Loaded for 10 PSF nai-ornasr> sft BCi3,. Bldg Ierath = 105.00 ft, ESd3 = 40.00 ft TC MC M AXL EW CSI HDSED CN GFEEN Lu�R I ifar�t bracing 32 ed (by others) to Mean root her = 25.27 ft, ffph = 75 1-2 -6972 .34 .50 .84 rotatiaV See HID -91 and [IDC Standard Dead = 26.0 psf 2-3 -6421 .27 .40 .67 � 1-1995; 10. .4. and 10.3.4.6. ----------ILIAD CA8E #1 DESICN LCADS ---------------- 3-4 -2778 OS .24 .29 Dir L.Plf L. Loc R.Plf R..Loc TL/TL 4-5 -2300 .02 .06 .09 TC Vert 64.00 0- 0- 0 64.00 41- 8-12 .50 5-6 -2516 .03 .30 .33 BC Vert 20.00 0- 0- 0 20.00 29- 0- 0 .00 6-7 -3164 .04 .30 .34 - BC Vert 30.00 29- 0- 0 30.00 39- 0- 0 .13 7-8 -3321 .05 .36 .41 EIC Veit 20.00 39- 0- 0 20.00 41- 8-12 .00 Type lbs X. Loc l3,/TL BC FCRCE AXL BND CSI BC Veit 50.0 12-11-12 .38 - 9-10 6388 .48 .26 .74 10-11 6458 .48 .26 .74 11-12 4951 .64 .13 .77TTF Fq FC T rCN s tn) 12-13 2191 .23 .22 .45 1719 99 IN MEM 11-12 (ISVE) 13-14 2419 .25 .23 .48 T .32" D= -.52" T= -.85' 14-15 2874 .37 .29 .67 Joint Locations = WEB FCM CSI 6EB FCRCE CSI 1 0- 0- 0 9 0- 0- 0 2-10 72 .02 5-12 690 .28 27-10- 6 10 7- 4- 9 2-11 -480 .23 5-13 230 .09 1 13-11- 5 11 12-11-12 3-11 3546 .53 6-13 -695 .64 20-0-4 lily 19-9-0 1 20- 0- 4 12 19- 3-14 3-12 -3217 .91 6-14 583 .24 21-11-12 13 25- 8- 0 4-12 955 .39 7-14 -306 .08 28- 4- 5 14 33- 4-12 � � 7 34- 8-15 15 41- 8-12 7-8 8 41- 8-12 7-8 10-10 7_8 10-6-8 2.5-6 2.54 11-9-4 HIP 5-16 2.54 3-8-7 5-7 =0-6-6 50116-8 3-4 0-8 0 R )F- 5-6-0 3,4op iFq �ql v I O 3.501 1 3.50 .+ l - t 16-0-12 D 3 m i 4 12 8 .� F m 41-8-12 3 20 0-3 -4 �J'l• UB9 qFi CA40 11 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. TYPICAL PLATE : 1.5-4 : BSC WARNING Read all notes on this sheet and give a copy o/it to the Erecting Contractor. ' EncjMTobr.<.ET. J1675 This design Is for an Individual building component It has been based on specifications provided by the component manufacturer and done In �s ' tad lob#: ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be D EC Date: 2/7.8/2002 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads uUllzed 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 to buckling length. be In that the TC Dead 16.00 psf Rep Nbr Bnd 1.00 ® Fabricators support of components members only reduce This component shall not placed any environment will 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 C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, *QUALITY CONTROL STANDARD FORMEPAL PLATE CONNECTED WOOD TRUSSES'- RUSSES'-3700 'HANDLING BC Dead .00 psf 10.00 sign Spec UBC -97 3700Riego Road, Elverta, CA 95626 (QST -88). INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY 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 ConnecUcut Ave, NW, Ste 200, Washington, DC 20036. TOTAL 42.00 psf eqn T6 . 2 . 6 - 7560 Job Name: MAYHEW RESIDENCE Truss ID: B5D Drwg: I0-8-0 ERG X -LOC REILT SIZE REITD 1 0- 1-12 2015 3.50" 2.15" TC 2TG DFL #2 EC Denotes the xequirat�tt for lateral bracing This design bsst�ri m tilard cux3 applied �2 41 7 0 1850 3.50" 1.97" HX\KMR NUM 2>d DFL #2 2x6 9-11 ® at eadz locatrcn shorat. Lateral bracing systare v&ch include di or x-bracurl per the follavirrj sd�htle: nax o.c. frau to 2 HM6 Do No � DDELEL S MEARD responsibility the building BC 120.00" 19- 8- 25- 8- 0 Harriers are riot designed lads• far. 2x4 DFL #1 11-3 Plato& spec AISSI/TPI - 1995 �i u� fear Continuous ]ateral �cur3 em BRACE -IT on � truss lids UBC -97 his designed using i SEE SDGRN CATUM FC%t ALDTPICNAL TIIS D�SZl31 IS UE QUITE RESULT OF MII,TIpm LOAD GVM. trusses s ed 24" oc. AlteuativPly, use fi-Lraees 'IYus�l Bld3 IIrloeed =Yes 'Job - DE ALLATIM NDMS Job#: J16.75 PLATE VAILIES PER ICBG REWNRCri RER7HI' #1607. scats ar as sho t a1 Systers starila�' details. Ehd 7nne R=cane/Ooean Line = rb Ca TC FC&tCE AXL BPID CSI F� Rust be provided to awid�izlg. BASED CN Wed. L.� far 10 PSF nn-aaicimxent BOLL. '� d3 Length Bldg Bl - 105.00 ft, idth = 9.0 00 ft 1-2 -6972 .34 .50 .84 F bracing is ON others) to �ev�t rotation/ See EM -91 and Mean root het = 25.27 ft, UBC Starr]i**� Dead ttph = 5 ' = 26.0 psf 2-3 -6421 .27 .40 .67 SPI1 /TPI 1-1995; 10. .4. arld 10.3.4.6. ----------T11�D # DESICI7 U1�11S ---------------- 3-4 -2778 .05 .24 .29 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 4-5 -2300 .02 .06 .09 TC Vert 64.00 0- 0- 0 64.00 41- 8-12 5-6 -2516 .03 .30 .33 BC Vert 20.00 0- 0- 0 .50 20.00 29- 0- 0 6-7 -3164 .04 .30 .34 Br Vert 30.00 29- 0- 0 .00 30.00 '39- 0- 0 . 13 7-6 -3321 OS .36 .41 BC Vert 20.00 39- 0- 0 20.00 41- 8-12 .00 BCF� �' EM CSI Hype lbs X.IoC Vent LL/TL 9-10 •6388 .48 .26 .74 BC 50.0 12-11-12 .38 10-11 6458 .48 .26 .74 11-12 4951 .64 12-13 2191 .23 .13 .22 .77NY�c�� .45 (span) 13-14 2419 .25 14-15 2874 .37 .23 .29 .48 .67 4 999 IN MEM 11-12 (LIVE) -'32" D= -.52" T= -.85' WEB FC%t72 CSI WEB FCS CSI Joirtt Locations =_ 2-10 72 .02 5-12 690 .28 1 0- 0- 0 9 0- 0- 02 2-11 -480 .23 5-13 230 .09 7-10- 6 10 7- 4- 9 3-11 3546 .53 6-13 -695 - 20-04 1-11-� 19-9-0 3 13-11- 5 11 12-11-12 3-12 -3217 .91 6-14 .64 583 .24 1 1 4 20- 0- 4 12 19- 3-1421-11-12 4-12 955 .39 7-14 -306 .08 13 25- 8- 0 A 28- 4- 5 14 33- 4-12 6.6. 00 7-6.00l 15 41- 8-12 7-8 41- 8-12 10-6-8 =0-6-6 x 11 plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. TYPICAL PLATE : 1.5-4 -090 WARNING Read all notes on this sheet and give a copy o/ it to the Erecting Contractor. y ® 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 TPl and AFPA design standards. No responslblllly Is assumed for dimensional accuracy. Dimensions are to be verined by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads uWlzed 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 Western Woodsheathing 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 muse the moisture ® Fabricators 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' - 3700 Riego Road, Elverta, CA 95626 PST -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. Dsgtu�,g EC , �' TC Live -- �,S©rr%V -" , . I I0-8-0 �t�C \S10PH psf BC Live .00 psf BC Dead N41 6 rxn m TOTAL 42.00 psf Do 3 'UBO i truss ID: 85D 'Job - Job#: J16.75 Dsgtu�,g EC , �' TC Live -- 16.00 psf TC Dead 16.00 psf BC Live .00 psf BC Dead 10.00 psf TOTAL 42.00 psf ate: 2/28/2002 urFacs L=1.25 P=1.15 ep Mbr End 1.00 .C.Spacing 2- 0- 0 esign Spec UBC -97 T6.2.6 - 7561 Job Name: MAYHEW RESIDENCE Truss ID: BSE Drwg: BfG. X -LOC ROCr SIZE Dotes the ,�*,;rr�cmr for lateral braaIng ritis des' based on cord bricing applied 1 0- 1-12 2015 3.50° 2.15"D BC 2x6 DFL #2 ® at eadl lOCdt]CHl sYrJyar. Lateral brat'srrg pas the fo]1a,irx3 sdlechtle: 2 41- 7- 0 1850 3.50° 1.97° 2x6 DFL SS 9-11 systew vdiidi include diagonal or x-bracurg tfex o.c. frono E 2 MUM I�JIE WES 2x4 STS are the ability oL the b ilding BC 120.00" 17- 8- 25'-t8- 0 2 H(1526 2x4 DFL #1 11-3 desics�isvai Systefe BRACE -TI' flay be •this truss is designed using Han�ss are not designed for Pia irk spec MM/TPI - 1995 useC1 for coltanticus llaateral kTtacilY3 rn UBC -97 Rxie. hmzartal loads. 61- 1785E IS TFIE 03vOMTE RERMT OF trusses SM 24" oc. Alternatively, use Bldg Enclosed = Yes SEE SDTSCN CA=M KR AiDn7CN 1L MJLTIPLE LOAD CSSES. SCaIi4 or T-braz as sham on Truskal Truss location = Not Re Zee INS ALaA' ON NJIES PLATE vABUES PER ICBG RESER REPW #1607. Systels stanaard details. Hurricane/O>�vl Line = Db catapry = B WF rtust be provided to �• Loaded for 10 PSF nffiro�zel'tt BCid,. Bldg - 105.00 ft, Eid3 dth = 40.00 ft TC ECRCE AXL EM CSI EM ON Zi�I ur'�R p?xflanent bracing isd (y otnexs) to Mean iri 25.27 ft, 1-2 -6972 .34 .50 .84 prevent rotation/See HIB -91 aid UBC Standard Dead = 2670 psf 2-3 -6421 .27 .40 .67 RM/TPI 1-1995; 10".4.arra 10.3.4.6. ----------LOAD # DESIGN LCADS ---------- ----- 3-4 -2778 .05 .24 .29 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 4-5 -2300 .02 .06 .09 'IC Vert 64.00 0- 0- 0 64.00 41- 8-12 .50 5-6 -2516 .03 .30 .33 BC Vert 20.00 0- 0- 0 20.00 29- 0- 0 .00 6-7 -3164 .04 .30 .34 BC Vert 30.00 29- 0- 0 30.00 39- 0- 0 .13 7-8 -3321 .05 .36 .41 BC Vert 20.00 39- 0- 0 20.00 41- 8-12 .00 Typ_ lbs X. Loc IL/TL BC FSE AX EM CSI BC Vest 50.0 12-11-12 .38 9-10 6388' .48 .26 .74 10-11 6458 .48 .26 .74 11-12 4951 .64 .22 .77 DE&7F3 CN (s (LIVE) 12-13 2191 .23 .22 .45 999 IN MEM 11- 13-14 2419 .25 .23 .48 32" D -.52" T -.85' 14-15 2874 .37 .29 .67 WEB FORCE CSI WEB EORCE CSI Joint Locations 2-10 72 .02 5-12 690 .28 1 0- 0- 0 9 0- 0- 07-10- 6 10 7- 4- 9 2-11 -480 .23 5-13 230 .09 13-11- 5 11 12-11-12 3-11 3546 .53 6-1 -695 .64 20-04 3-12 -3217 .91 6-144 583 .24 1111- 19-9-0 , 20- 0- 4 12 19- 3-14 4-12 955 .39 7-14 -306 .08 21-11-12 13 25- 8- 028- 4- 5 14 33- 4-12 F-6. 00-6.00 34- 8-15 15 41- 8-12 7-8 8 41- 8-12 7-8 10-10 7-8 10-6-8 2.5-6 2.54 11-9 4 HIP 5-16 2.54 3-8-7 _ =0-6-6 5-7 =0-6-6 pROF 504 6-8 3-4 8-0-0 314 Q\S-,OP C n9lF 0-�-83.50 -3.50 N. 1 Om z 16-0-12 '4tRer - F S ?z m 0� 12-84 �i p 6/1 � 41-8-12 Cr 0=3-4 CALIF NSP 11 plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. TYPICAL PLATE : 1.5-4 Fel ID: BSE WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.g• This design Is for an Individual building It has been based Job: Job#: J1675 ® component. on specifications provided by the component manufacturer and done In accordance with the .Fyyy�� • current versions ofTPl and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component building designer ■ <:;,_ , C i Date : 2/:?8/2002 Western Wood manufacturer and/or 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 Bracing for lateral Irii�e 16 , 00 paf DurFaea L=1.25 P=1.15 attached, unless otherwise noted. shown Is support of components members only to reduce buckling length. This be TC Dead 16.00 Pep Mbr End 1.00 ® Fabricators component shall not 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 standards: TRUSCOM MANUAL', by Truswal,'AUALITY CONTROL STANDARD FORMEnAL 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 'HIB -91 SUMMARY BC Dead 10.00 psf t esign 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 Assoclatlon (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington, DC 20036. TOTAL 42.00 psf Seqn T6. 2 . 6 - 7562 Job Name: MAYHEW RESIDENCE Truss ID: B6 Drwg: Egg X -LDC RECr SIZE REQ'D 1 0- 1-12 2196 3.50" 2.34" TC 2XI5 DFL #2 Plat�'r� spec ANSI/T17I - 1995 BC 2x4 This truss is designed using lihe 2 41- 7- 0 1906 3.50" 2.03" DFL #1 gig DESIZ31 IS THE TIE RESMT CF DEB 2x4 DFL SMEARD nwIPLE ICIAD CASES. [IDC -97 Qode. PYlalosed = Yes BFU H*G R NOM 2 HiJ526 PLT ELK 2x4 DFL #1 PLATE VATLIES PER ICBG RESEVCH REPW #1607. Tnlss Iocatican =Not Bid Zone K Harrjers am not designed for [lust CN�r��tr�dad to avoidp�j,� Loaded for 10 PSF ncin-co am -rent BCLd,. HASID IN t�2EIII LLP�R VAIU. M E�ttrerletlt bracirrj is by to Htsric ane/Gown Lire = Db 105.00 ft, ald3 Cats�ory = B klonzrntal la3ds. SEE SIbb� CATALDG others) rotatiEn/tJa�u�g See HIB -91 and �I/TPI Hld3 = Mast lag = 25.27 ft, = 40.00 ft rlph = 75 FCR AMTITCNAL III3 ATTIN NJIES 1-1995; 10. .4. arra 10.3.4.6. UBC Standard Dead = 26.0 psf _ TC E KE AXL END CSI ----------I11AD # DESIGN Dir L.Plf L. Loc Il1A[1S ---------------- R.Plf R.Lcc LL/TL 1-2 -3633 TC Vert 64.00 0- 0- 0 64.00 41- 8-12 .50 .06 .36 .43 2-3 -3444 .05 .28 .33 BC Vert 28.00 0- 0- 0 BC Vest 20.00 7- 0- 0 28.00 7- 0- 0 .00 20.00 9- 0- 0 3-4 -2728 .03 .28 .32 4-5 -2095 BC Vert 30.00 9- 0- 0 .00 30.00 22- 0- 0 .13 .02 .OS .07 5-6 -2677 .03 .32 .35 6-7 -3226 BC Vert 20.00 22- 0- 0 lbs }{•Lcc 20.00 41- 8-12 .00 LL,/M .04 .32 .36 7-8 -3412 .06 .74 .80 TC vert 100.0 20- 0- 0 TC Vert 100.0 22- 6- 0 .38 .38 BC FORCE AXL END CSI 9-10 3152 .47 .40 .88 10-11 2674 .32 .44 .76 2674 .32 .54 .87 rr>rTrIN (span)11-12 99 IN MEM 14-15 12-13 2062 .25 .54 .79 13-14 2594 .31 .50 .81 TF (LIVE) -'15" D= -.25" T= -.40' 14-15 2594 .31 .31 .62 15-16 2927 .44 .54 .98 - Joint Locations �EB7- F� CSI LAB F� CST 1 0- 0- 0 9 0- 0- 0 0- 7 10 8- 9- 4 2-1 2-10 -314 .09 5-13 789 .32 3! 13- 6- 5 11 14- 0- 0 3-10 593 .24 6-13 -643 .66 20-0-4 li 19-9-0 1 20- 0- 4 12 17- 0- 0 3-12 -708 .72 6-15 406 .17 21-11-12 13 25- 0- 0 4-12 846 .34 7-15 -231 .07 5-12 75 .03o 100# 100/1 28- 5-11 14 28- 0- 0 / 34-11- 9 15 33- 2-12 Z# 41- 8-12 16 41- 8-12 7-8 7-8 7-8 7-8 10-6-8 2.54 2.54 11-9-4 HIP .5-7 5-7 PRO a::0-6-6 �, =0 8 0 34 S=3-6 3-8 34 S=3-6 34 o. q 33 r z X * /3 /rn 6-041-8-12 0-35- � ALIFORN\P �T[ r 11 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge.rp J �ID: ID' B 6 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for • EnqSob#: J16'75 . ® an Individual building component. It has been based on specIncatlons 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 f-"L'11C cr Dsgnr: EC Date: 2/28/2002 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 psfI rFacs 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 194E and/or muse connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following TC Dead 16.00 psf Rep Mbr Blid 1.00 O.C. 'QUALITY BC Live .00 psf Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - Design 3700 Riego Road, Elverta, CA 95626 (QST-88).'HANDLINGINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'-(HIB-91)and'HIB-91 SUMMARY BC Dead 10.00 psf Spec UBC -97 . SHEET_ by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onorrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Assoclation (AFPAI Is located at 1250 Connecticut Ave. NW, Ste 200, Washington, DC 20036. ITOTAL 42.00 psf eqn T6. 2 . 6 - 7563 Job Name: MAYHEW RESIDENCE BW. X -LOC REACT SIZE D B 2x6 DEL #2 1 7- 1-12 2611 3.50" 2.41" BC 2x4 DFL #1 2 41-10- 4 1791 3.50" 1.91" VM 2x4 DF S MMARD TC Fmm AXL am s B P1atlm sic ANSI/TFI - 1995 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 TC UAW* 16.00 psf CSI II S DpSI(3b IS THE LTTE RESULT OF 1-2 686 .09 .43 .52 MULTIPLE LOAD CASES. 2-3 -761 .00 .43 .43 PLATE VALUES PER ICBG RESFA%H REMRT #1607 3-4 -1671 .01 .26 .27 Loaded for 10 PSF non-conom ant BaL. 4-5 5-6 -1301 . -1979 .07 .08 Dmist to provided to _VWUM.. rrj. 6-7 .0202 -2653 .03 .29 .29 .30 .31 PLA= BASED CN (;�2ffiV LIT'IBFR 7-8 -2842 .04 .27 .31 BC FC RZE AXL BND CSI 9-10 -501 .00 .38 .38 10-11 -473 .00 .40 .40 11-12 1302 .13 .40 .53 12-13 1302 .13 .56 .68 13-14 1430 .16 .56 .72 14-15 1991 .23 .48 .70 15-16 1991 .23 .38 .61 16-17 2451 .28 .38 .66 b M FC RCE CSI MB FC12CE CSI 2-10 -2214 .53 5-13 -363 .32 2-11 1500 .61 5-14 820 .33 3-11 -1566 .78 6-14 -686 .71 3-13 412 .17 6-16 554 .23 4-13 337 .13 7-16 -339 .10 10-6-8 =0-6-6 plates are 20 gauge Truswal Conne( Truss ID: B6A ®Dr3vte9 the xegutret� at ead� locatim sha System uhiipch i nclud c 'medeli�lPS ill trust 9 LL$ed fpr oofrj ala trusses Spape3 2411 a scats or T -braces as System standard det. 13?.rRer>ent. br 1- is ANS /Mrotat 1-1995; 10. for lateral bracing I.. Lateral bracing dlc'Y�. onRl Or X-braC�Irj I of �b�umay b e Lteral On Alternatively, use Is. ai IIYYtuassnnaall (bi� others) to See HIB -91 and 4. and 10.3.4.6. This truss is designed using UBC -97 Code. Bldg g�Cloged _ Yes Hurricane/Cres Line = NLocatim = Not: aido cner BldgL�h = 105.00 ft, BIt� C1MBCroof height= 25.2 , OOCUPXIICV, Dead ----------I1Y\D Qk8E #1 b)MGN Dir L.Plf L.Loc TC Vert 64.00 0- 0- 0 BC Vert 28.00 0- 0- 0 BC Vert 20.00 7- 0- 0 BC Vert 30.00 9- 0- 0 BC Veit 20.00 22- 0- 0 Type lbs X.Loc Jo Category = B idth = 40.00 ft Rph load_= 26 5 f LCADS ------------- R.Plf R..1cc 64.00 42- 0- 0 0 28.00 7- 0- 0 .00 20.00 9- 0- 0 .00 30.00 22- 0- 0 .13 20.00 42- 0- 0 .00 LL/TL ® TC Vert 100.0 20- 0- 0 .38 accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be TC Vert 100.0 22- 6- 0 .38 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on 20-04 till-� 20-04 6.00 100N 1, 100# _6,00 1 7-R L/999 IN MEM 15-16 (LIVE) Ir _*10" D= -.16" T= - I+REX DEFLLECTICN (cant) ' LL/999 IN NSM 9-10 (LIVE) 06" D= .09" T= Joint Locatians = 0 0- 0 10 7- 1-12 F17: 1-12 11 8- 9- 4 3- 6- 5 12 14- 0- 0 1 20- 0- 4 13 17- 0- 0 21-11-12 14 25- 0- 0 28- 5-11 15 28- 0- 0 J 34-11- 9 16 33- 2-12 f 42- 0- 0 17 42- 0- 0 0- 0- 0 11-9-4 SHIP I -6-6 OF S, <c� Vic` OG 61 z 1 rn o z * E "m J, 3 ZD s L 0`C LIFORN�P/ B6A 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 Jo Job#: J16'75 ® 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 s B Date: 2/28/2002 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 TC UAW* 16.00 psf rFaes L=1.25 P=1. 15 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 muse the moisture TC Dead 16.00 psf Rep Mbr Mid 1.00 ® Fabricators 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'- 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 rrPO Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper 1 Association (APPA) Is located al 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. TOTAL 42.00 psf Segn T6. 2 . 6 - 7564 Job Name: MAYHEW RESIDENCE Truss ID: B6B Drwg: BTU X-LDC R05LT SIZE REOT TC 26 DFL #2 Denotes the teguiraf�tt for lateral bac{u13 This truss is designed using 1 7- 3- 4 2621 3.50" 2.42" BC 2x4 DFL #1 UBC-97 at fl�d1 lOCatl(R1 etrnm. r3 0-de.2 41-10- 4 1785 3.50" 1.90" WEB ® Lateral bracir 2x4 DFL SIA1� System v&ch include d ar x-bracing Blcl3 Etxlosed = Yes Plating spec : ANSI/M - 1995 are the responsibility of-the building Truss Location = Not End 7�e ` TC FCRCE AXL EM CSI THIS DFSTCN IS THE M60STTE RESULT OF desigrns� �ys�� BRACE-Tr tray be Htmic�e/O�an Line = No Qte3ory = B 1-2 697 .09 .44 .53 MJLTIPLE LC]AD C%cM. U9ed far antin xxm lateral braCln3 Oft H1d3 Lith - 105.00 ft, Bidj idth = 4.0.00 ft 2-3 -714 .00 .44 .44 PLATE VAUIES PER ICB0 REFI REBG' #1607. trusses s�oB� 24" oc. Altenr�ti U , use Ni�rt roof height = 25.27 ft, trph = 75 3-4 -1651 Ol .26 .27 La�c3ed far 10 PSF rral-ca ¢r�tt BC7d,. scabB or T-)races as shpal rn Tnyslal UBC Starclard 0� Dead = 26.0 psf 4-5 -3287 .01 .08 .08 ttltst be spy' to avid _ 5-6 -1965 Z�2EQV Void item standard details:---------LQAD # DESIGN DCIS ---------------- 6-7 =2641 .03 .29 .31 �� 11r113g2 � 'mDent kracin3 � ) Dir L. Plf L. Loc R. Plf R. Loc LL/TL 7-8 -2829 .03 .27 '.30 rotatton/� � HIB-91 and TC Vert 64.00 0- 0- 0 64.00 42- 0- 0 .50 P215I 1-1995; 10. 4. aryl 10.3.4.6. BC Vert 28.00 0- 0- 0 28.00 7- 3- 0 .00 13C Vett 20.00 7- 3- 0 20.00 - 9- 0- 0 .00 BC ECRCE AX END CSL BC Vert 30.00 9- 0- 0 30.00 22- 0- 0 .13 9-10 -509 .00 .41 .41 BC Vert 20.00 22- 0- 0 20.00 42- 0- 0 .00 10-11 -482 .00 .41 .41 'Iype lbs X LOC LL/TL11-12 1275 '.12 .40 .53 TC Vest 100.0, 20- 0- 0 .38 12-13 1275 .12 .55 .68 TC Vert 100.0 22- 6- 0 .38 13-14 1418 ,.16 -.55 .71 14-15 1979 .23 .48 .70 15-16 1979 .23 .38 .61 16-17 2440 .28 .38 .66 W DEFLECTTCN (span) /999 IN MEM 15-16 (LIVE) - WEB -� CSI WEB FCx� L CSI 1� 10" C= -.16" T= -.26' 2-10 -2211 .54 5-13 -371 .33 �,�,ION (t) 2-11 1499 .61 5-14 820 .33 999 IN [EM 9-10 (LIVE) 3-11 -1602 .6-14 -687 .71 06" D= .10" T= .16' 3-13 437 .1818 6-16 555 .23 -IF 4-13 326 .12 7-16 -340 .10 Joint Locations 117-0- 0- 0 10 7- 3- 4 20-04 till->� 20-04 7- 3- 4 11 8- 9- 4 3 13- 6- 5 12 14- 0- 0 20- 0- 4 13 17- 0- 0. �- 100# 9 21-11-12 14 25- 0- 0 6.00 100N -6.00' 6t 28- 5-11 15 28- 0- 0 7-8 7). 34-11- 9 16 33- 2-12 42- 0- 0 17 42- 0- 0 9 0- 0- 0 7-8 7-8 10-6-8 5-5 2.5 4 11-9-4 SHIP 5-5 5-6 -6.6 =0-6-6 ROF c S=3-4 3-4 S=3-4 3-4-'E. ��P p{ �2 2 5 -5 3-8 -WR QHS R 9� 7-1-8 N q mO�Z "L �, F 6 rn m �6� w l 42.0.0 ed' � �'$1 cP 9t. y �F tLIFORN\P 111 plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. truss IU. B6B WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. "ob: J. ` J,ob# : J1675 ® This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk s.004it accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be 'A verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: EC Date: 2/28/2002 Ihls 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 TC Live 16.00 psf DttrFacs 1=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 16.00 psf Ri p Mbr Btrd 1.00 ® Fabricators content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this Was In accordancewith 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 Uesign 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 42.00 psf eqn T6 . 2 . 6 - 7565 Job Name: MAYHEW RESIDENCE Truss ID: B6C Drwg: BIS X -IAC REACT SIZE M -D .TC 2x6 DFL #2 -It for lateral bracing Mai.s truss is designed using tbae 1 9- 3- 4 2769 3.50" 2.58" BC 2x4 DFL #1 2 41-10- 4 1686 3.50" 1.60" ® at t3ad1 location shaan. Lateral bracingLIBr-97 Axle. VIES 2x4 DFL SIP�RD systems Platu1q s MM/TPI - 1995 resp�als 1 dia�aaal or x-bxar' Hlcij Enclosed = Yes TC F� AXL BW CSI M D1±SN IS THE OMPOS IE RE ZT OF deli ZYvsval ys ty of the BRAbuiCE. Tnass Locatirn =Not IIrl 7me graer . )3FACE-1T trey be R=cane/Ocean L,; m = No Cate3cny = B 1-2 608 .08 33 .41 M7LTIPLE LOAD CASES. cased for oorItirnious lateral bracing m ald3 105.00 ft, B� idth-= 4:0.00 ft 2-3 871 .10 33 .44 PIAIE VALUES PER ICBJ RESEARCH RE�II #1607. masses 24" d oc. Alttnaaatively, use Nlaara zoo baei - 25.27 ft tlpll - 5 y d _ y ., 3-4 941 .12 .21 .33 Loaded for 10 PW non-oxnnz'sat Baa. scabs ar-Lraoes as shovn on Tnlsval UBC Standard bey, Dead - 26.0 psf 4-5 -1335 .01 .25 .26 mast be provided to avoid axl�ng. System standard details. ----------LOAD Ca%SSEE #1 DESIGN LOADS ---------------- 5-6 -1051 .00 .08 .08 EASED ON GR ILMBER bracing is lecuned (by others) to Dir L.Plf L. Loc R.Plf R. Loc WIL 6-7 -1753 .01 .29 .30 alt rota uz� See HIB -91 and 'IC Vest 64.00 0- 0- 0 64.00 42- 0- 0 .50 7-8 -2438 .02 .29 .31 IP S /M 1-1995; 10. .4.5 and 10.3.4.6. BC Vest 28.00 0- 0- 0 28.00 7- 3- 0 .00 8-9 -2626 .03 .24 .27 BC Vert 20.00 7- 3- 0 20.00 9- 0- 0 .00 BC Vest 30.00 9- 0- 0 30.00 22- 0- 0 .13 BC FCRC8 AXL EM CSI BC Vert 20.00 22- 0-0 20.00 42- 0- 0 .00 10-11 -438 .02 .23 .25 Typelbs X. Loc LL/1L 11-12 -522 .00 .37 .38 IC Vert 100.0 20- 0- 0 .38 12-13 873 .05 .37 .43 7C Vert 100.0 22- 6- 0 .38 13-14 873 .05 .51 .56 14-15 1228 .12 .51 .64 15-16 1791 .19 .49 .68 16-17 1791 .19 .38 .58 (sin) 17-18 2261 .25 .38 .63 L 999 IN MEM 16-17 (LIVE) VQEB09" D= -.1511 T= -.24' 2-1 FORCE -345 CSI 6-1VEB FORCE CSI DEFLECTIM (carat) • 2-11 -345 .10 6-14 -533 .48 2-12 -485 .15 6-15 826 .34 4999 IN MEM 10-11 (LIVE) -.03" D= -.05" T= -.08' 3-12 -128 .OS 7-15 -690 .71 • 4-12 -2209 .91 7-17 570 .23 Joint Locations 4-14 827 .34 8-17 -351 .10 5-14 171 .07 20-0-4 till-� 20-0-4 2 07- 0- 07 101 4-10-14_ 3 9- 3- 4 12 9- 3- 4 13- 6- 5 13 14- 0- 0 �- 100# 20- 0- 4 14 17- 0- 0 6.00 100# -6.00 9 21-11-12 15 25- 0- 0 7-8 7-8 1, 28- 5-11 16 28- 0- 0 8 34-11- 9 ,17 33- 2-12 5 42- 0- 0 18 42- 0- 0 612 &Q%!S 10-6-8 7-8 3-4 11-9-4 SHIP 5-5 5-5 TO -6-6 1.5-4 d T0-6-6 ;:L-01 � 42-0-0 1 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. 0 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 speclncatlons provided by the component manufacturer and done In < accordance with the current versions of TPI and APPA design standards. No responsibility Is assumed for dimensional accuracy. Dimenslons are to be D EQ verined 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 lop chord Is laterally braced by the roof or floor TC Live' 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 muse the moisture TC Dead ® Fabricators 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 standards: TRUSCOM MANUAL', by Truswal,'9UALI Y CONTROL STANDARD FORMEfAL PLATE CONNECTED WOOD TRUSSES' - 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 SHEEP" by TPI. The Truss Plate Institute rrPl) 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 EJ I , 16.00 psf 16.00 psf .00 psf 10.00 psf 42.00 psf rf RCG y 1336 m '0j03 Z i ob#: J1675 ate: 2/28/2002 srFacs L=1.25 P=1.15 ap Mbr Bnd 1.00 .C.Spacing 2- 0- 0 Bsign Spec UBC -97 eon T6.2.6 - 7566 Job Name: MAYHEW RESIDENCE Truss ID: B6D Drwg: BES X -LOC RESP SIZE RII�'D IC 2>6 DFL #2 Dt3ntes the regui�ai�lt for lateral ]nacarg This truss is designed using Ehe 1 0- 1-12 555 3.50" 1.50" BC 2x4 DFL #1 ® at a locatiul sham. Lateral bracing UBC -97 Oode, 2 11- 3- 4 2374 3.50" 2.16" WEB 2x4 DFL STAT M systems Auch include del or x-braarg Hkij IIhclos� = Yes 3 41-10- 4 1504 3.50" 1.60" Plating spec : ANSI/TPI - 1995 arethe m ibility ofti�e building Truss IaatiaZ =Not Elrl 7ra�e THLS DFSTC�7 IS 'Ll-lE O�PIE RFSZII,T OF deli BRACE -IT mey be Hurricane/Ocean Line = No Category = B TIC MZCE Pao. END 'CSI M( aIPLE LOAD CASES. used continuouslatte al bracuxg m Bldg LH�th 105.00 ft, Bich V. = 40.00 ft 1-2 -265 .01 .34 .35 PLATE VAILIES PER ICBG REM*04 REPCRT #1607. trusse9 I'M 24" oc. Altetratively, use Mean roof klei = 25.27 ft, mph = 75 2-3 627 .06 .34 .40 Loaded far 10 PSF non -concurrent BCCd,. scabs or R -lances as shova1 an Trumal UBC Standard Ooararry Dead = 26.0 psf 3-4 -739 .00 .28 .29 Location of interior bearings should be Systens standard details. ----------ICAO # EESIGN LOMS ---------------- 4-5 -598 .00 .08 .08 clearly marked on each truss. Interim support or tetporary shoring must Dix L.Plf L. Loc R.Plf R.Loc LL/TL 5-6 -1351 .01 .28 .29 utast be to avoid pimp be in before this truss. TC Vert 64.00 0- 0- 0 64.00 42-- 0- 0 .50 6-7 -2051 .02 .28 .30 Drainage CN GREM UMM VAIM. _ be iF04. ' 0hy others) to BC Vert 28.00 0- 0- 0 28.00 9-- 0- 0 .00 7-8 -2239 .02 .20 .22 rotation/ 'n See HIB -91 and BC Vert 38.00 9- 0- 0 38.00 9- 3- 0 .10 P115I/TPI 1-1995; 10. 4.5 and 10.3.4.6. BC Vert 30.00 9- 3- 0 30.00 22- 0- 0 .13 BC FUZIM AX ETD CSI BC Vert 20.00 22- 0- 0 20.00 42- 0- 0 .00 9-10 172 • .00 .23 .23 lbs X.Loc ATL 10-11 -153 .00 .25 .25 TC Vert 100.0 20- 0- 0 .38 11-12 124 .01 .25 .26 TC Vert 100.0 22- 6- 0 .38 12-13 124 .01 .39 .40 13-14 866 .10 .52 .62 14-15 1434 .17 .52 .69 15-16 1434' .17 .38 .55 (span) 16-17 1920 .23 .38 .61 CN (span L%999 (LIVE) WEB FORCE CSI PLEB ECFLCE CSI - 08" D= -.13" T= -.21' 2-10 242 .10 5-13 -618 .55 Joint Ittations = 2-11 -606 .34 5-14 834 .34 0- 0- 0 10 5-10-14 3-11 -1912 .71 6-14 -691 .71 ' 3-13 981 .40 6-16 575 .23 7- 0- 7 11 11- 3- 413- 6- 5 12 14- 0- 0 4-13 -112 .09 7-16 -357 .10 20- 0- 4 13 17- 0- 0 1 20-04 till-� 20-04 - 21-11-12 14 25- 0- 0 8 28- 5-11 15 28- 0- 0 3 34-11- 9 16 33- 2-12 6.00 100# 100i/ -5.p & 40- 0- p 17 42- 0- 0 7-8 991 11-9-4 SHIP =0-6-6 11-34 vol 6-0 �i A. / '3 r 42-0-0 _ 0 F�F�ALI 11 plates are 20 Truswal Connectors 11181, "H" pRN\P gauge unless preceded by for 18 gauge or for 16 gauge. russ ID: B 6 D CUM 3 �( WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. EnET • Ob# : J16'7 5 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In C13k: C3rI.•.r, ® accordance with the current versions of TPI and AFPA design standards. No responsiblllly Is assumed for dimensional accuracy. Dimensions ato be re verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr• EC f Date: 2/28/2002 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 Bracing Is for lateral TC Live 16.00 psf DurFacs L=1.25 P=1.15 ® Fabricators attached, unless otherwise noted. shown support of components members only to reduce buckling length. This component shall not be placed to 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 the following TC Dead 16.00 psf Fep Mbr Bnd 1.00 plate accordance with 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 (9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf1eqn esign Spec UBC -97 SHEET" by TPI. The Truss Plate Institute (TPM Is located at 583 D'Onorrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPAI Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. TOTAL 42.00 psf T6.2 . 6 - 7567 'Job Name: MAYHEW RESIDENCE Truss ID: B7 Drwg: EM x-1170 RE4Cr SIZE RFIQ' D TC 2l6 DFL #2 motes the *� �; re wIt far lateral bracing This truss is designed using �Yte 1 0- 1-12 647 3.50" 1.50" BC 2x4 DFL #1 ® at each 1CCMon stx m. Lateral bracing LMC -97 Code. 2 13- 1-12 2568 3.50" 2.36" WEB 2x4 DFL SMMARD syN: V&Ch include or x -b -cc Bldg Enclosed = Yes 3 41-10- 4 1503 3.50" 1.60" Pla PNSI/TPI - 1995 are the ibility of the builj g 7Yuss Iacatial = Not Fhd 7rne THISt�IS THE OMOSM RESULT OF desicgnes�isl al Systers BRPLE-1T flay be Hurricane/Ooem Line = NDCategory = B TC F= AXL END CSI njuiPLE iom CASES. used far aontirnnus lateral. bracing m Bldg Lith - 105.00 ft, Bldg idth = 40.00 ft 1-2 -424 .00 .34 .34 PLATE VAU3ES PER ICED RE,"EPR H RaDGU #1607. trusses s�o�d 24" oc. Altematively, use Main roof her = 25.27 ft,irrptl -= 75 2-3 547 OS .33 .38 Larded far 10 PSF rxal-aa>currett BCCd,. scabs or T-br as sbaAn rn Trust al (IDC Standard Dead 1 _ 26.0 psf 3-4 -566 .00 .29 .29 Locatim of interior bearings should be standard details. ----------LOAD # IM(N LOAM ---------------- 4-5 -471 .00 .08 .08 clearly tflarjced m each provided to id pair ITteriior support or tetlporary shoring (lust Dir L.Plf L.Loc IR.Plf R. Inc LL/TL 6-7 _2042 .02 .28 .29 PMTBAS'&D 1N ZUEN LUvEER VALLIn. g , �braci g i� 3befcre � (by others) to BC Vert 8.00 0- 0- 0 8.00 13- 0- 0 .101 7-8 -2231 .03 .20 .23 rotatr a1/ See HIB -91 arra BC Vert 20.00 13- 0- 0 20.00 17- 0- 0 00 BC F MM AX[ �ID CSI ANSI/ tTPI 1-1995; 10. 4. aryl 10.3.4.6. BC Vert 70.00 17- 0- 0 70.00 25 0- 0 .00 BC Vest 20.00 25- 0- 0 20.00 42- 0- 0 .00 9-10 315 .02 .33 .34 TA- lbs x,ioc LL/7Y, 10-11 310 .02 .33 .34 TL Nest 100.0 20- 0- 0 .38 11-12 -276 .00 .16 -.17 TC Vert 100.0 22- 6- 0 .38 12-13 -276 .00 .75 .75 13-14 823 .10 .83 .93 14-15 1441 .18 .83 1.00 15-16 1441 .18 .30 .48 W X DEFU M (span) 16-17 1913 .29 .26 .55 L/999 IN MEN 13-14 (LIVE) WEB FCRCE CSI WEB FC%tCE CSI -.16" D= -.26" T`✓ -.41' 2-10 281 .11 5-13 -819 .73 -Joint Locations = 2-11 -737 .66 5-14 1030 .42 0- 0- 0 10 7- 0- 7 3-11 -2153 .74 6-14 -674 .70 - 0- 7 11 13- 1-12 1 77- 6- 5 12 14- 0- 0 3-13 1468 .60 6-16 547 .22 4-13 -202 .15 7-16 -362 .10 20- 6- 4 13 17- 0- 0 20-04 1F11-� 20-0-4 21-11-12 14 -25- 0- 0 28- 5-11 15 28- 0- 0 34-11- 9 16 33- 2-12 100/( 100N 9 42- 0- 0 17 42- 0- 0 7-86. 00 I 0- o- 0 10-6-8 =0-6-6 42-0-0 r 1 plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. •gym 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 speclflcations 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 verined 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 Western Wood sheathing and the bottom chord Is laterally braced by a rlgld 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 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 RUSSES'-3700 Riego Road, Elverta, CA 95626 (9ST-88WHANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET" by TPI. The Truss Plate Institute ITPI) 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. t - 11-9-4 SHIP =0-6-6 R F S .� f 336 m z >c m ` 9 Fn 6A LIF FNP Truss ID: B7 Job .EJ,� Job#: J16'75 TC Live 16.00 psf TC Dead 16.00 psf BC Live .00 psf BC Dead 10.00 psf TOTAL 42.00 psf ate: 2/28/2002 urFacs L=1.25 P=1.15 ep Hbr Bnd 1.00 .C.Spacing 2- 0- 0 asign Spec UBC -97 T6.2.6 - 7568 Job Name: MAYHEW RESIDENCE Truss ID: B8 Drwg: ' )3Ru 1 X -IOC 0- 1-12 REACT SIZE RD�'D 1071 3.50" 1.50" IC 2:d DFL #2 BC 2;� DFL #2 Demtes the ,+� ,;•+�,� *,r far lateral trcacirz� ® location -------------------------------------- iEd--- 2 13- 1-12 2187 3.50 1.96 WEB 2x4 DFL SDS at each sylvan. Lateral bracing systole Qiich include diagonal or x-� Designed for 3.0 K lbs drag evenly, along the tap drrd and appl the bottom 3 22-10- 4 4 41-10- 4 3427 3.50" 3.28" 1185 3.50" 1.50" CBL ELK 2x4 DFL SD>l� P1a PNSI/TPI - 1995 THIS�7S THE OMCME RESLXX OF axe the ibLlity of the building deli��s� S�stele BRACE -IT may be urea far resin our ja�yl bracing on drnd altrx3 ;al c3rm shv m, rrr,n,rrpnrly tenth and 0 $ live land. Drab us bearing1s) la3ds 1.33. Partial TC 1-2 FORCE -1346 AXL HID CSI MII,TIPLE LOAD CASES. PLATE VALUES PER ICBG RFSEARM trusses spaced 24" oc. Alternatively, use aontinuous bearirig reaction 120 Plf. 2-3 1143 .00 .08 .59 .59 .70 .78 RKUU #1607. Loaded for 10 PSF nrn-conamient Baa. scabs or T-braaes as shy ai Trusval Systets standard details. ----------------------------- This truss is designed using -------------- 3-4 595 .01 .70 .71 Interior Support or tenponahy shoring mist Location of interior ba3rixigs should be LBC -97 Code. 4-5 5-6 660 905 .07 .06 .16 .23 .71 .77 be an plabe before this truss. br-acirg is 0Jy others) to clearly marked rn each truss. Drainage mist be provided to avoid ponding. Bldg Enclosed = Yes Truss Location = Not Ern Zone 6-7 7-8 -634 -1497 .00 .01 .72 .72 .44 .45 rotatia top See HID -91 and �I 1-1995; 10. 4. and 10.3.4.6. (able verticals are 2x 4 veb material spaced at 16.0 " o.c. unless rooted otlharwise. awricane/(beam Line = No F�p Bldg Lerrjth 7 105.00 ft, B�'Width C1ate3nry = B = 40.00 ft PLATIIU a ASE4 CN GZEEN LIN)BFR VALUES. Top dmrdst�poxts 24.0 11 of uniform load Det roof her = 25.27 ft, 75 BC 9-10 FCRCE 968 AXL .06 ENDCSI .23 .29 at 16 psf ve load and 16 psf dead load. Additnalal design oalsideLatials may be UBC Standard Dead= ----------Lem # DFSIM 26.0 psf LQAM ---------------- 10-11 472 .03 .61 .64 xroquixed if shag is attadied. Dir L.Plf L.Ioc R.Plf R.Ioc Ld/TL 11-12 -653 .00 .61 .61 (able stud vertical mefribers require lateral TC Vert 74.00 0- 0- 0 194.00 21- 0- 0 .43 12-13 -653 .00 .63 .63 bracing (designed by others) perpendicular TC Vert 194.00 21- 0- 0 74.00 42- 0- 0 .42 13-14 1124 .02 .63 .66 to the plane of the ne[ber at intervals. BC Vert 28.00 0- 0- 0 28.00 13- 0- 0 .11 14-15 1124 .14 .05 .19to ci g is a result of winch IMT applied red BC Vert 70.00 13- 0- 0 70.00 23- 0- 0 .00 15-16 1436 .16 .11 .27 to manber.(Clztbinatim axial plus bend ng). BC Vert 20.00 23- 0- 0 20.00 42- 0- 0 .00 16-17 WEB 1440 .16 ECRCE CSI .16 .32 WEB F� CSI 'I bis truss requires to thing, as sFPa _ cigoled to the face it reter mWortt for sin 2-10 176 .07 5-13 -970 .66 luov the truss and creatingsham Hall D9 X DE TFI.'TICN (Span) Sp�u1 999 1.3 (LIVE) 2_.� 2-11 -1054 .85 6-13 -1467 .77 action to rees'st diaphragloads• 0811 LE - ,� -_20' 3-11 -1107 .87 6-15 541 .22 4-11 -508 .52 7-15 -978 .80 Joint. Locations 4-13 -1002 .75 7-16 257 .10 20-0-4 1F11-$ 20-04 7 0- 0- 0 10 7- 3- 1 7- 3- 1 11 13- 1-12 334 13- 7-11 12 14- 0- 0 x6.00-6 20- 0- 4 13 22-10- 4 00 21-11-12 14 28- 0- 0 7-8 28- 4- 5 15 28-11- 5 7-8 34- 8-15 16 34- 8-15 42- 0- 0 17 42- 0- 0 7-8 7-8 0- 0- 0 10-6-8 A 3.5-4 3.5-4 11-9-4 11 h4'6-6 SHIP 5-5 2.5-4 �5-5x_6.6 S 2.5- 3� POF,SS/O S 5-5„m 13-1-12 11 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. TYPICAL PLATE : 1.5-4 L o-: � t�41 0- CHER 4 - WARNING Read all Rotes on this sheet and give a copy of It to the Erecting Contractor., This design Is for an Individual building component Il has been based on speclncations 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 verlfled by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Job n, EJ. Dsgnr: EL Job#: J16'75 Date: 2/28/2002 TC Live 16.00 psf TC Dead 16.00 psf BC Live .00 psf liurFacs L=1.25 P=1.15 ) Rep Hbr Bnd 1.00 8. 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 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 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 lAssoclatton standards: TRUSCOM MANUAL', by Truswal.'QUALf1Y CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- f9ST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf 1 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 lean (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. TOTAL 42.00 psf T6 . 2 . 6 - 7569 Job Name: MAYHEW RESIDENCE Truss ID: B9 Drwg: BIZu X -LCC REACT SIZE REQ'D TC 2lI5 DFL #2 Dl3Totes the reguirafenit for lateral bracing This truss is designed using 6 0/03 1 0- 1-12 1095 3.50" 1.50" BC 2l� DFL #2 ® at e3di locatam sham. Lateral bracing UBC -97 Code. 2 22-10- 4 2854 3.50 2.67 YOB 2x4 DFL ST.� systeftts Qiidi include del or x -bracing Hld3 IIrlosed =Yes 11 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. 3 41-10- 4 731 3.50" 1.50" Platu� spec PISSI/M - 1995 THIS Dl;SIC�I IS THE CCNI«STTE RESULT CF are the lily of the- building d l?]Ces� Systere BRACE -1T ffay be TYuss Location = Not Ehd 70ne Hturicane/Cosi Line = No C3te3ory = B OVER 3 r- TC 1-2 Ef�R(E -1336 AXL 1$ID CSI MJLT= LCD CASES. PLATE VALUES PER IC'BC RE�i used for cmtinuous lateral b acur3 m H1t33 Length 105.00 ft, Bid- idth = 40.00 ft 2-3 -781 .01 .00 .29 .29 .30 .29 REQ #1607. Loaded for 10 PSF nisi -comment BCLL, trusses spscBd 24" oc. Altem!tivply, use scabs or R-)x'aoas as sbcyAn m Thaval Mean roof hei = 25.27 ft, UBC Standard �� xy Dead I = 75 ad= 26.0 psf by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor+' -.yyV@ 3-4 4-5 -814 629 .00 .20 .21 Location of interior bearirs3s should be clearly ffatked on each truss. standard details. 1= ----------LM CASE #1 DESTGN LCADS - -------------- support of components members only to reduce buckling length. This component shall not be placed In any environment that will muse the moisture TC Dead 5-6 6-7 384 .08 .09 .04 .07 .28 .28 .16 .37 .33 pain Dramage mist bel�LUMB R VAto LUES. � PLAMB BASED CN (i2EIII support or tHfporaly shoring fnn.4t �I1racing ae isreq� � others) to Dir L.Plf L.Loc TIC Vert BC Vert 8.00 0- 0- 0 - Plf R. Loc 28.00 13- 0- 0 LL/TL .101 7-8 -638 .00 .29 .29 10:00 psf rotation/ See HIB -91 aryl BC Vert 70.00 13- 0- 0 70.00 23- 0- 0 .27 Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200. Washington. DC 20036. TOTAL 42.00 psf /TI?I 1-1995; l0. 4. and 10.3.4.6. BC Vert 20.00 23- 0- 0 0.00 42- 0- 0 .00 � FCRLE AXL 1$ID CSI 9-10 1127 .15 .18 .33 10-11 1124 .15 .42 .57 ` 11-12 -314 .00 .46 .46 12-13 -314 .00 .54 .54 13-14 -325 .00 .54 .54 14-15 -325 .00 .07 .07 15-16 16-17 498 502 .06 .06 .13 .14 .19 .21 WK L/ DEFLO M (span) 99 08 MEM 12-13 (LIVE) ➢ CSI LEB FSE CSI L 2-10 2-11 2-11 185- -610 .08 .49 5-13 6-13 -649 .44 -737 .39 Joint :Locations 3-11 -415 .33 6-15 413 .17 1�-0- 2) 0- 0 10 7- 7- 3- 1 4-11 1494 .61 7-15 -664 .54 3- 1 11 13- 1-12 4-13 -1181 .89 7-16 254 .10 3 ]3- 7-11 12 14- 0- 0 20-0-4 414 20-0-4 4 1 5 20- 0- 4 13 21-11-12 14 22-10- 4 28- 0- 0 28- 4- 5 15 28-11- 5 34- 8-15 16 34- 8-15 6.009} 40- 0- 0 17 42- 0- 0 7-R 10-6-8 MO -6-6 22-104 m 0 1336rrrn o� �6�k0,� 42-0-0� �` 6 0/03 ) m CAUFORN\P 11 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. truss ID: B9 OVER 3 r- WARNINCT Read all notes on this sheet and give a copy of It to the Electing Contractor. Job#: J1675 Thls design Is for an Individual building component. It has been based on spec10cations provided by the component manufacturer and done In ;-'C M '..1accordance k�j�ngt�,ob:7._'Ej. with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be 1n�PoSC J te : 2/28/2002_ Daverified 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+' -.yyV@ 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 1 16.00 psf DlurFacs 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 muse the moisture TC Dead 16.00 psfRep Mbr End 1. 00 ®Fabricators -tent of Use wood exceed 1996 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' - 3700 Riego Road, Elverta, CA 95626 (9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) end '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 42.00 psf eqn T6. 2. 6 - 7570 Job Name: MAYHEW RESIDENCE Truss ID: B9D Drwg: BRG X-IOC RE71LT SIZE REQ'D TC 2xG DFL #2 Denotes the requiseft�tt for lateral bracirTg 1 0- 1-12 1095 3.50" 1.50" BC 2x6 DFL ® UPLIFT REACTICN(S) #2 at eadt locatral rho m. Lateral braorzJ 2 22-10- 4 2854 3.50" 2.67" ME 2x4 DFL SLS systere uhich include diagonal or x-bracing �por This nY ist 3 -350 lb is desigoed using the 3 41-10- 4 889 3.50" 1.50" Pia spec MM/TPI - 1995 are the ibility of the buildur3 IFIIS CSI IS UIE UBC-97 Cbde. TIE RESULT OF designer�l Systere BRPLE-IT flay be Bld3 �r�r =Yes TC FORCE AM END CSI MILTIPLE LC1AD CASES. used for tz Iti.. lateral bracing on Truss Lncatirn = & Errs Zcne 1-2 -1337 .til .29 .30 PLATE VALUES PER ICED REMIUK •1 REQ #1607. trusses 11sp 24" oc. Altematively, use HuLricarle/Coean Line = No Category = B 2-3 -782 .00 3-4 -635 .29 .29 larded for 10 PSF rrn-�xxuxent BCLT . scalxg or i-]Tapes as slxmn Cal 'Im%w Location interior bearings Hltl3 I th - 105.00 ft, atdg ititbt = 90.00 ft .00 4-5 750 .08 .20 .21 of should be Systefns standard details. TT1fPY'I .07 .16 clearly mr)ced Cal each truss, or sglmrt or tefporary shoring mist McNn roof hei UBC Standard ght = cy Dead �DESICN = 75 = 26.0 psf 5-6 1284 .09 6-7 1214 .04 7-8 -1530 .12 .28 .37 mist be �wt dei to avoidp�1du be in before this truss. .28 .33 P BASED CN C�2EgA1 LLI�R VALUES. - bracing is 07y Others) to 21 33-------------------------------------------- See HIB-91 ----------ILIAD # Dir L. Plf L.Ioc TC Vest 64.00 0- 0- 0 I� ---------------- R. Plf R. Loc LL/TL 64.00 42- 0- 0 BC FORLH AXL rotation/ and Designed for 3.0 K lbs drag load aVied ANSI/ PI 1-1995; 10. .4. arra 10.3.4.6. �ID BC Vert 28.00 0- 0- 0 .50 28.00 13- 0- 0 .11 9-10 1236 CSI evenly along the tcp Chord to the tan d�ord BC Vert, 70.00 13- 0- 0 70.00 23- 0- 0 .27 .15 .18 .33 alaxl partial oont�lyq beariM(s) BC Vert 20.00 23- 0- 0 20.00 42- 0- 0 .00 10-11 1234 .15 11-12 -1293 .42 .57 sho m, arncarre tly with dead loads .00 12-13 -1293 .00 .46 .46 and 0 % live lead. Dtlrati.1.33. Partial .54 .54 Continuous bearing reaction = 250 Plf: 13-14 -1489 .00 .54 .54 -------------------------------------------- 14-15 -1489 .14 .04 .18 15-16. 1833 .22 16-17 676 .00 .17 .39 .23 .23 dEFIF> IiCN (span) 999 IN MEIN 12-13 (LIVE) WEE FORCE CSI 2-10 185 .08 YOB FCS (SI 5-13 -707 .48 1 -?-_ � c O8" D= -.13" T= -.21' Joint LOcaticros �_ 2-11 -660 .53 3-11 -421 .33 6-13 -780 .41 6-15 431 .17 - ]( 0- 0- 0 10 7- 3- 1 4-11 1494 .61 .7-15 4-13'-1180 .89 -748 .61 7-16 254 2 7- 3- 1 11 13- 1-12 3 '13- 7-11 12 14- 0- 0 .10 20-0-4 Lill-� 20-04 4 20- 0- 4 13 22-10- 4 { 9 21-11-12 14 28- 0- 0 d 28- 4- 5 15 28-11- 5 �JJ 34- 8-15 16 34- 8-15 6.006 8 42- 0- 0 17 42- 0- 0 7-8 9 0- 0- 0 7-8 e 7-8 7-8 10-6-8 3.5-4 3.54 11-9-4 SHIP 5-5 5-5 =0-6-6 2.5-4 3.5-10 S=5-5 5-5 5=5-5 3 34 =0-6-6 22-104 !" �C'�PNd. 4 BOG Z � rn 42-0-0 rn�i' (;T ® ��tIF NSP 11 plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. 3 y� cuss ID: B 9 D WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor jq This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done, '1 'ig• ob: �• CM .EJ. b#: J1675 ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions areTlo be EC 2/28/2002 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized onDsgnr: ate: Western Woodi 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 riurFaes L=1.25 P=1.15 f ® 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 16.00 psf Rep Mbr Bind 1.00 standards: TRUSCOM MANUAL', by Truswal.'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- RUSSES'-3700 BC Live .00 psf C . C. Spacing 2- 0- 0 3700Riego 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 (APPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. TOTAL 42.00 psf eqn T6.2 . 6 - 7571 Job Name: MAYHEW RESIDENCE Truss ID: B10 Drwg: 1 ' BRG X -IOC REACT SIZE REIQ'D 1 0- 1-12 1102 3.50" 1.50" TL 2>6 DFL #2 BC 2� DFL Demotes the reguireIgit far lateral bracia'g ® This truss is designed using .33 10-11 2 22-10- 4 2751 3.50" 2.56" #2 WEB 2x4 DFL SIRYIDARD at eadr locatJoin sh m, lateral bracing systefs l4dch include or x-bracur3 UBC -97 Code, B1CYj Erlosed = Yes 11-12 -265 3 39- 7- 0 432 3.50" 1.50" BEG �`� NME Pia r'r par ANSI/TPI - 1995 are the ibiIity of -the building fYuss locati�t = Not Errl 7rsle -265 .00 3 LU24 Hangers designed far IIIISt DF57Q1 I3 M E 0MCSTIE RESSII,T OF nA.7 E LOAD CASES, designer.1 System BRACE- flay be ly�d � n m Hurricane/Ocean Luce = No gl�j Length - 105.00 ft, B Cat�ory idth = B = 40.00 ft are not hDnzontal loads. PLATE VALUES PER ICED RESEARCH REElIZI' #1607. Loaded for 10 PSF rm-concurrent BCLL. trusses std 24" oc. Alternatively, use scabs or T-LYaoes as shown an ThLmal Mean mof h� 25.27 ft, UBC Standard o�a�lcy Dead «ph = 75 = 26.0 psf SEE SID'IPSCN CATALOG FCR Amma,]AL EZ'BU ICN NDIES Location of untt�ior bearings dnuld be clearly !larked an truss. standard details. ----------LOADD CASE #11 DESIGN LOBS ---------------- 16-17 eadi -Wort Must Dir L.Plf L. Loc R.Plf R.Loc LL/TL TC FCk� AXL �ID CSI 1-2 -1351 Draumge !!last bepmvi to avoid PLAIDU EASED ON Cl2ffiV AMBER �� End verticals designed for loads be in before irt3md this truss. bracing it requ (by others) to TC Vert 64.00 0- 0- 0 BC Vert 28.00 0- 0- 0 64.00 28.00 39- 8-12 .50 13- 0- 0 .11 .01 .29 .29 2-3 -797 .00 .29 .29 axial only, Eel verticals that are extended above or rotation/ op3pli Sae BIB-91 1-1995; 10. 4. 5 BC Vert 70.00 13- 0- 0 70.00 23- 0- 0 .27 3-4 -830 .00 .20 .21 below the truss profile (if any) !flay require .and arra 10.3.4.6. BC Vert 20.00 23- 0- 0 20.00 39- 8-12 .00 4-5 574 .07 .07 .15 additional design Consideration Day others) 5-6 781 .08 .30 .38 for lateral forces due to wield or seisfdc 6-7 385 .04 .30 .35 loads on. the building. 7-8 -438 .00 .19 .19 BC FCRCE AXL BM CSI 9-10 1140 .15 .18 .33 10-11 1137 .15 .42 .57 11-12 -265 .00 .46 .46 12-13 -265 .00 .54 .54 13-14 -319 .00 .54 .54 14-15 -319 .00 .05 .05 15-16 342 .02 .12 .14 16-17 28 .00 .11 .11 WEB FmCE CSI Wm FCRCE GSI 2-10 184 .07 6-13 -665 .35 2-11 -607 .49 6-15 357 .15 3-11 -415 .33 7-15 -481 .39 4-11 1495 .61 7-16 174 .07 4-13 -1157 .87 8-16 353 .14 5-13 -615 .42 8-17 -391 .05 10-6-8 =0-6-6 1 20-04 1P 11-81 17-9-0 1 00 7-8 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. -V -1111- WARNING Read all notes on this sheet and give a copy of it to the Erecting Conte r. ® This design Is for an Individual building component It has been based on specinmUons provided by the component manufacturer and d0 e accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to bg- verined 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 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 muse the moisture ® Fabricators 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, 'gUALMY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, E(veria, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET- by TPI. The Truss Plate InsUtute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Associntlon (APPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. r ... 0 * FkA cP :,A 2-3-4 STUB ,L �OF�gil, Eng. Job: .EJ. Chk: CM Dsgnr: EC TC Live 16.00 psf TC Dead 16.00 psf BC Live .00 psf BC Dead 10.00 psf TOTAL 42.00 psf DEFLECTION MEM ( (LIVE) 19 IN MEM 12- 13 -.08" D= -.13" T= -.21' = Joint Locations 0- 0- 0 10 7- 3- 1 7- 3- 1 11 13- 1-12 13- 7-11 12 14- 0- 0 20- 0- 4 13 22-10- 4 21-11-12 14 28- 0- 0 28- 4- 5 15 28-11- 5 34- 8-15 16 34- 8-15 39- 8-12 17 39- 8-12 0- 0- 0 J1675 Date:2%8/2002 rFDu acs L=1.25 P=1.15 ' gfI p Mbr End 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Jegn T6.2.6 - 7548 Job Name: MAYHEW RESIDENCE Truss ID: BI I Drwg: es the xtWi a ent for lateral bracing FII2G X-ICC RESP SIZE REQ'D TC 2>6 DFL #2 lk3noteadr 1 0- 1-12 1047 3.50" 1.50" This design based on chord bracing applied 2 22-10- 4 2015 3.50" 1.77" 2x4 DFL #1 5-6 un ® at ]aatacrt sh. Lateral bracifxg BC 2x4 DFL #1 per the fallovirtg sdredule: 3 39- 7- 0 554 3.50" 1.50" systt3ms ohlidi include di or x-braEing [aFB 2x4 DFL SIS are the re�gibility of the building max O.C. from TC 24.00" 19-10-1 to 22- 0- 0 BR3 LI1524 NSE Plat,' PNSI/TPI - 1995 designer. BRACE-IT may be THIS D 5IC31 IS THE This truss is designed using hlhe _ mHaner tff 1=de igned far TIE RESLMT OF used for continuous lateral bracing on MJLTTPLE LOAD 14SES. trusses spaced 24" oc. Altematively, use PLATE VALUES PER IC80 RESEARCH UBC-97 Code. Bldg E]rlosed = Yes SEE SM" CAT7 M FM ALL M01AL 1[�LLATICN REQ #1607. scabs or T-hcac S as sbam Cal lrusAel loaded for 10 PSF rion-concia=tt Pr7s . Systerts standard details. interior support or temporary shoryn9 Truss Location = NDt E lr 7[s'le Hurricane/(k>ean I,;rw = Db Cbtegnry = B must Location of interior bearings should be be in pace before e>� this truss. clearly barked art eadr truss. Bldg Ierlth - 105.00 ft, B�dg Man root hei 25.24 ft, T. - 40.00 ft mph 75 TC FORCE AXL 1-2 -1300 .01 )3nID CSI .22 .23 PLATIIU RASED (N CSI VAIUFS. Dra;*+?� must be p2vvided to avoid p�t�rs� End designed - UBC St undard �, lead = 26.0 f 2-3 -718 .00 .22 .23 verticals for ardal 1 rnly. Efd verticals that are offended above or 3-4 -599 .00 .21 .21 below the truss profile (if arty) may ra*».p 4-5 161 .00 .21 .21 additional design consideration (by others) 5-6 153 .00 6-7 448 .13 .14 for lateral fps die to wind or. seismic .04 7-8 -278. .00 .25 .28 .25 .25 load Cn the building. 8-9 -599 .00 .17 .17 BC F= AM END CSI 10-11 1086 .12 .19 .31 )4X TEFr CN (span) ' 11-12 1083 .12 .27 .40 L/999 IN MEI'9 13-14 (LIVE) 12-13 545 .06 .27 .33 -.04" D= -.06" T- -.09' 13-14 545 .06 .16 .22 14-15 -336 .00 .17 .17 Joint Locations - 15-16 161 .01 .17 .17 0- 0- 0 11 7- 0- 5 16-17 161 .01 .26 .27 5 12 13- 6 17-18 494 . 18-19 29 .0000 .26 .31 .19 .19 19-10-15 17-7-11 l I 11- 4- 13 4- - 0 13- 6- 3 14 19- 8- 8 19- 8- 8 15 22-10- 4 WEB KRCE CSI VES FORCE CSI6 22- 0- 0 16 28- 0- 0 2-11 218 .09 7-15 -696 .39 �- 0-0 6'00 7 28- 5-13 17 28- 5-13 2-12 -611 .58 7-17 418 .17 8 34-11-11 18 34-11-11 4-12 504 .20 8-17 -392 .37 1 939- 8-12 19 39- 8-12° 4-14 -790 .46 8-18 106 (_ 10 0- 0- 0 5-14 -260 .18 9-18 513 .2 6-14 979 .40 9-19 -521 .0 6-15 -1368 .93 3-4 3-4 S=5-5 10-5-14 34 34 11-8-10 HIP 5.5 3-4 =0-6-6 I1-8-0 4 1.5 2.5-4 3.5-8 S = 3-4 2.5-4 S=34 2.5 4 2.54 2 4 �� Y P , /02 � � PHFq 22-10-4fi�rr,, o GAP 10Q :Rf: r3, -2601 xq Z xrn 39-8-12 z 1 �3 / 2-3� -4 9 STUB F SFr /L 11 plates are 20 gauge Truswal Connectors unless preceded by 1118" for. 18 gauge or "H" for 16 gauge-0 T, m P B ' ' C►✓FYY=3Riw4us WARNINGRead all notes on this sheet and give a copy of it to the Erecting Coot torr This design Is for g • Job: . EJ. Job# : J1675 ® an Individual building component. It has been based on specifications provided by the component manufacturer and 4dun , accordance wltit the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenssllo ore("t�e �Chk: CM verined by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads uW D9lzed-qn g=: EC Da te : 2/28/2002 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 '} a sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly Bracing for lateral TO Live 16.00 psf DurFaea L=1.25 P=1.15 ® Fabricators attached, unless otherwise noted. shown Is 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 brace this truss In following TC Dead 16.00 psf Rep Mbr Bild 1.15 plate and accordance with the BC Live .00 psf C . 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 - 42.00 psf eqn T6. 2 . 6 - 7549 Job Name: MAYHEW RESIDENCE Truss ID: B12 • J'bb: .EJ. 4 nr: EC F Drwg: EM 1 X -LOC REACT SIZE REQ'D 0- 1-12 991 3.50" 1.50" TC 2X6 DFL 42 2x4 DFL #1 5-7 Denotes the reglaiaaneat for lateral bracing ® BC Dead 10.00 psf 'riris desibased on d==d applied 2 3 22-10- 4 2146 3.50" 1.91" 39- 0 516 3.50" 1.50" BC 2x4 DFL #1 WFB at eadl location sham. Lateral bracing system Quch include d or x -giro per the fo lowiig sdlechrle: Rax O.C. fran to Bim 3 E NCIE UJS24 2x4 DFL SPAAIDAF� Pldt�lg spec PNSI/TPI - 1995 =D>!SIM IS ME WE=RESULT are the ybility O rile boldus designer nmval System BRACE-rri ay be 7C 24.00" 17-10-1 'This truss is designed using 24- 0- 0 Hangers are not designed for hcrizontal loads. OF MJLTIPIE LOAD CASES. used for Contin us lateral bracing to trusses spaced 24" oc. Alternatively, use [IDC -97 0:de. Hlci3 FYrlor�ed = Yes SEE SDgGM CATAICG ECR AMMCNAL PLATE VALIJFS PER ICBG RESEARCH RRURT #1607. Loaded for 10 PSF non-oxxxurent BCLL. scabs or T -Daces as shorn m Truss System standard details. Truss Location = Not E)nd 7rne Htarricaae/Ooean Line = No Category = B Interior support or tetpooary shoring mast he in before Location of interior bearings stnuld be Bldg = 105.00 ft, B� Width = 40.00 ft 1C FCRCE AXL EM CSI place 2X4 lateral 0 truss. clearly ai�ly be on �StandariJ � = 24. i4 I d 1-2 -1194 .00 .19 .20 c3tmXXUs (924.this attadied w/ 2-10d box or eclRlua wire nails. mist s provv�iddehd to amid pard Drainage k N3 RASED CN GREEN UMBER VAUM. - = 26.0 psf 2-3 -919 .00 .19 .19 E d verticals designed for axial loads only. 3-4 -774 .00 .14 .14 gni verticals that are extended above or 4-5 S-6 -195 .00 S13 .14 .14 below the truss profile (if any) nay require 6-7 .08 513 .33 .41 additional design consideration 0:>r others) 7-8 .08 465 .03 .33 .41 .39 .42 for lateral forces due to wind or sersladc loads an the building. 8-9 -536 .00 .39 .39 BC 10-11 FiRCE AXL 1006 .11 HID CSI .42 .53 DE�7FCTrQ7 (spin) 999 IN WIFE) 11-12 (LIVE) 11-12 12-13 528 .06 166 .O1 .42 .48 .31 .33 06" D= -.10" T= -.17' 13-14 166 .01 .13 .14 10 tions- 15-16 412 .04 .39 .43 1F-0- 00-0L 0- 0 16-17 29 .00 .39 .39 2 6- 4- 5 11 9- 3- 4 3' 11- 4- 6 12 17- 8- 6 MM FMCE CSI M FIXE CSI 17-10-15 15-7-11 �ggk 12- 2- 3 13 20- 0- 0 2-11 -385 .13 7-14 -862 .48 I I 1 4-11 523 .21 7-15 546 .22 6 5 24- 3- 8 22-10- 4 124- 4-12 -642 .30 8-15 -731 .46 ---4 3- 8 15 32- 8-12 5-12 653 .27 8-16 272 .11 6. 6-0-0 I -6.00 32- 8-12 17 39- 8-12 5-14 -1084 .79 9-16 421 .17 5 39- 8-12 6-14 -333 .18 9-17 -461 .05 6-6 6 1. 3-4 S=5-5 9-5-14 110-8-10 3-4 2.54 3-4 SHIP 5-5 =0-6-61-8-0 PRO SSS 2.5-4 2.5-4 S= 3-4 3- 3-4 2-4 2.5-4 QHS 22-10-4 N0.4� 1�. 6X m � cr 39-8-12 r% -.4 9T C ✓�l. 2=334 F�� ' C �P RN STCjB LIF Ill plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. Truss ID: B12 ® WesternWood ® Fabricators WARNING Read all notes on this sheet and give a copy of it to the Erecting Contract This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In �C accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are taRJe verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized onthis 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 Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othemise noted. Bracing shown Is for lateralsupport ofcomponents members only to reduce buckling length. Thiscomponent shall not be placed In eny environment thatwill cause the moistureC 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' - • J'bb: .EJ. 4 nr: EC F Job#: J1675 Date: 2/2$/2002 C Live 16.00 psf Dead 16.00 psf BC Live .00 psf rFaes L=1.25 P=1.15 Rep Mbr BInd 1.15 0. C. Spacing 2- 0- 0 3700 Riego Road, Elver(a, 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 42.00 psf eqn T6.2 . 6 - 7550 Job Name: MAYHEW RESIDENCE Truss ID: B13 Drwg: BIC 1 1 X -110C REACT SIZE REQ'D 0- 1-12 1017 3.50" 1.50" 'IC 276 DFL #2 2x4 DFL #1 5-7 13te flue rcxTri.umnr for lateral ® -d locatirn This des' based on d�oxd br cud applied 2 3 22-10- 4 2080 3.50" 1.841- .84" 39- 7- 0 539 3.50" 1.50" BC 2x4 DEL #1 MM 2x4 DFL SPMAM at a3 shoal. lateral bxaciilg systg0g vhich include or x_ �y3 are the 'e3�19 ihility of t" 1�,;irNrn per the f01 sdledule; II ttax O.C. fxan to BRG H*KM NOIE Assoclatlon (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington. DC 20036. Plating spec ANSI/TPI - 1995 designexL Thrslal BRACE-rrtrey be TC 24.00" 15-10-1� 26- 0- 0 This truss is designed using the Hwlgels axe not designed far THIS DESIC�1 IS THE Q3�6TTE RESMT OF Mi1LTME used for orntimicus ]atexal bxacisrj on UBC -97 Code. haraZcntal loads. ICAD CASES. PLATE VALUES PER IC'BO REMNRCH REIX7II' #1607. trusses s��d 24" oc. Alternatively, use R -bra BltkJ EYrlosed = Yes SEE ST TSW CAU Ur. FCR AmriT m DJSU LLATICN NnES Loaned for 10 PSF rm-concurrent BC LL. scabs or ces as shoal on Txusn0.l Systere standard details. TYuss I1�CdtiGal =Not End Zone Hirricane/Cbaan Line = No D�7 Cb = B Interior support or terporary shoring must I�cation of interior ba rings should be Ii1C17 105.00 ft, Bid,I '. h = A10.00 ft TC 1-2 F� AXL -1280 WD CSI truss. 2x4ein a�lta�inlslalateral bore � (924.0 o.c. attached 2-10d btvc Drathis ustbe �rn ead[i�td to avoidpc1 m. inage M�BASED 3 75 Man. height = 24andard ,2�,� = 26.0 psf 2-3 3-4 .01 -1040 .00 -429 .13 .13 .14 .14 w/ or amrim wire nails. CN UDEER VAIIIES. Ek d verticals designed for axial loads only. 4-5 .00 -416 .07 .07 a -id verticals that axe Mended above or 5 6 .00 477 .23 .23 below the truss profile (if arty) tray require 6-7 .07 477 .56 .64 additional design comirt ratiat (try others) 7-8 .07 248 .00 .56 .28 .64 .28 for lateralalforcces due to wind or seaartic �9 building. 8-9 -586 .00 .28 .28 BC FaRCE AXL IIID CSI 10-11 1087 .12 .28 .40 K X DEFLBMCN (span) ' 11-12 676 .08 .28 .36 L 999 IN MEM 15-16 (LIVE) 12-13 676 .08 .34 .42 Tri .04" D= -.07" T= -.12' 13-14 14-15 361 .04 .34 .38 15-16 -180 .00 467 .OS .25 .22 .25 .26 ]� - Joint Locations 0- 0- 0 10 0- 0- 0 16-17 467 .05 .29 .34 2 S- 8- 5 11 8- 3- 4 17-18 29 .00 .29 .29 3 10-10- 3 12 12- 0- 0 41 11- 4- 6 13 15- 8- 8 WEB FORCE CSI VEB FCR(E CSI 15-10-15 13-7-111 E 15- 8- 8 14 22-10- 4 2-11 -335 .09 7-14 -786 .40 1 F 22-10- 4 15 26- 3- 8 3-11 436 .18 7-15 446 .18 7 26- 3- 8 16 30- 0- 0 3-13 -516 .47 8-15 -585 .29 �` 8 33- 8-12 17 33- 8-12 5-13 598 .24 8-17 204 .08 g p 10-0-0 -6.00 9 39- 8-12 18 39- 8-12 5-14 -1123 .88 9-17 479 .19 6-14 -469 .49 9-18 -492 .06 S3 4-5 8-5-14 2.5-4 3-4 9-8-10 5-5 =0-6-6 34 T1 -8-0I SHIP 1 plates are 20 gauge Truswal Conner (AItH 3 11 A .-d ® Western Wood ®Fabricators WARNING Read all Motes on this sheet and give a Copy o/ It to the Erecting Contractor. This design Is for an Individual building component Il 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'T verined 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 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 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, '9UALrrY CONTROL STANDARD FORMEr'AL PLATE CONNECTED WOOD TRUSSES'- Wig. Joie . EJ. Cm 'TM Dsgnr: EC" Job# : J1675 Date: 2/28/2002 TC Live 16.00 psf TC Dead 16.00 psf BC Live .00 psf DUrFacs L=1.25 P=1 . 15 Rep Mbr BIId 1. 15 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 Di sign 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 Assoclatlon (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington. DC 20036. TOTAL 42.00 psf Segn. T6.2 . 6 - 7551 Job Name: MAYHEW RESIDENCE Truss ID: B14 Drwg: OVER 3-�SOE1�5' t -- Btu JC -LOC REACT1042 SIZE 1 0- 1-12 1042 3.50 1.50"D 2x4 DFL #1 3-6 for lateral brace ® locatiCah �ays aegi bBsea dl�a br applied 2 22-10- 4 2001 3.50" 1.76" 3 39- 7- 0 577 3.50" 1.50" BC 2x4 DFL #1 at 139th 3hC/ at. Lateral Yaacirr3 systere u hich include diagowl � x -bracing per the followirrj Schec3Lle: ttmc o.c. Econ to B93 N7IE ate: 2/28/2002 WEB 2x4 DFL SUMARD x are the �s ibi.lity of the bAldin3 1Ytis�al System BRPLE-Tr nzy be d-e-sib031t IC 24.00" 13-10-1 ibis truss is designed using 28- 0- 0 the �HAbTSFt shown 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 corrosion. Fabricate, handle, Install brace this truss In th the following IIIIS ls'(pecIS UE TIE9RESULT OF la te�ralte�ti bracing plate and accordancew Hangers are int desigmd for hmzcaltal loads. (vLq,TTD pm �p Cam. sps�3u2 oc use = Yes SEE ST IP"c ] AIAL FCR ALDITICNAL 11Zin PLATE VALUES PER IC80 RESEARCH REEF #1607. for 10 PSF rrhn-caxam�lt BOLL. Literior terporary scalzs or fi-inaoes as sho+m as 1ruswaL Syste s standard details. ME 1Yuss Iocaticai = Not End Zcne, Himic ane/Ocean Line = No Category = B SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper mnmrt r shoring Rust be int,�rn Location of interior bta9xirt3s should be Hld3 Length 105.00 ft, BI dal idth - 40.00 ft 1C FO%E AXL )SID CSI 2x4 na erecting this truss. 924.0 O.c. clearly nsrked Cat each truss. Drainage be MB3r1 roof hei 23.74 ft, �y, Rph 75 1-2 -1277 .01 .23 .24 attached w/ 2-10d box or�aofRu wire nails. mist aa4m CN armuzEER avoid to q' L>ec Stalhd�rd Dead 26.0 psf 2-3 -694 .00 .23 .24 Errs verticals designed for axial loads only. 3-4 -193 .00 .26 .26 End verticals that are extended above or 4-5 456 .07 .35 .42 below the truss profile (if any) nay reglLire 5-6 456 .07 6-7 -311 .35 .42 additional design consideratiah (by others) .00 7-8 -628 .00 .16 .16 .16 .16 for lateral forces due to wired or seismic loads on the building. BC FMCE AXL END CSI 9-10 1063 .12 .21 .33 10-11 1060 .12 11-12 549 .21 .33 L X DEFLE Ma10(1 ) �r�E) .07 12-13 178 .02 .19 .26 .10 .12 ( 03" Cc -.06" T= -.09' 13-14 178 .02 .19 .21 14-15 212 .02 .24 .25 Joint LocatlalS 15-16 515 .05 .24 ,.29 0= 0- 0 10 7- 3- 4 16-17 29 .00 .19 .19 7- 3- 4 11 13- 8- 8 3 13- 8- 8 12 18- 2- 8 WEB FCRCE CSI WEB FIXCE CSI 2-10 230 .09 2-11 -617 .56 6-14 -852 .45 6-15 411 .17 13-10-15 I 11-7-11 $4 6 22-10- 4 14 22-10- 4 5 28- 3- 8 28- 3- 8 134- 3-11 472 .19 7-15 -391 .36 1 8-12 15 34- 8-12 3-12 -615 .71 4-12 586 .24 7-16 110 .04 8-16 534 .22 �00 14-0-0� 39- 8-12 17 39- 8-12 0- 0- 0 4-14 -1077 .75 8-17 -541 .06 5-14 -369 .29 A:L-0-1 39-R-12 ta. tLn j `� Q "Y/ m nr � fSMwam-1ulfl Sf C U IL P, O mm FBF AL1V3\" 11 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. M S D: B 1 4 OVER 3-�SOE1�5' t -- WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. � Eng Jobe:. EJ. Job# : J1675 ® 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 TPI AFPA design Chk� CIA of and standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be®�t verined by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on: DSCJilr: EC ate: 2/28/2002 *-' Live 16.00 psf >3urFacs 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 rlgld sheathing material directly attached, unless otherwise noted. Bracing Is for lateral ® Fabricators shown 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 corrosion. Fabricate, handle, Install brace this truss In th the following TC Dead 16.00 psf Rep Mbr Slid 1.15 I plate and accordancew BC Live .00 psf C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal,'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- 3700 Riego Road, Elverta, CA 95626 (9ST-881. 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -911 and 'HIB -91 SUMMARY BC Dead 10.00 psf .sign 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 42.00 psf .qn T6.2 . 6 - 7552 Job Name: MAYHEW RESIDENCE: Truss ID: C Drwg: EM X -IOC RIPLT SIZE ** [FM] =PLATE MSiTTiR LEED-See Joint Report** lhis design based ca> drnd cizrj applied 1 0- 2-12 5358 5.5011 2.861-)D BBC 2� DEL Pla ' RNSI/TPI - 1995 per the olla+ving sdlechale: 2 27- 9- 4 6422 5.50" 3.42° MM 2x4 DFL SUMARD 1HLSt�IS TBE COMPOSITE RFSM' OF max O.C. from to PLATE VALUES PER IC80 RFSEMRCii REEF #1607. MULL= = CASES. TC 24.00" 5-10-1; 22-o- 0 TIC FCRCE AXL END CSI Drainage mist be provided.to avoid p� Nail pattern shown is for uniform load This truss is designed using the 1-2 -10315 .13 .28 .41 �rrtanelt bxacur3 it re� (by othe j�to onlyy, Orated loads > 350# trust be UBC -97 aide. 2-3 -11223 .15 .27 .41 rotation/ See HIB -91 aryl distributed k others) equally to � Bldg &iclosed = Yes 3-4, -10919 .16 .26 .43 � 1-1995; 10. 4. and 10.3.4.6. ply, unless rayl clusters are bbckm ( ). Truss Location. = Not F11d Zone 4-5 -17225 .40 .24 .63 PEATRG RBaD CN GU EN LLT42M VALUES. 2x4 oontlnuc lateral bracing @24.0 o.c. Fh1rricane/O05W1 Line = No Category = B 5-6 -16921 .38 .23 .61 2 -PLY! Nail w/10d TOC, tamed (NQS -97 attad�ed w/ 2-30d box or oamrn wire nails. Bldg Length = 105.00 ft, Bidj idth = 40.00 ft 6-7 -11372 .18 .26 .43 Sect. 12) in: TC- 2/ft BC- 3/ft PLEBS- 2/ft Mean roof kri = 21.74 ft, = 75 7-8 -11687 .16 .27 .43 UBC Stared id Diad = 26.0 psf 8-9 -11423 .16 .29 .45 ----------1p= # DMGN- I7ir L.Plf L. Loc Plf R.Ioc LL/TL F 70M SO CST TC Vert 64.00 0- 0- 0 64.00 6- 0- 0 .50 10-11 9108 .28 .17 .45 TC Vert. 128.00. 6- 0- 0 8.00 22- 0- 0 .50 11-12 9149 .28 .17 .45 TC Vert 64.00 22- 0- 0 '64.00 28- 0- 0 .50 12-13 16847 .52 .32 .84 BC Vert 40.00 0- 0- 00.00 19- 0- 0 .00 13-14 18554 .57 .19 .75 BC Vert 320.00 19- 0- 0 320.00 28- 0- 0 .33 14-15 18554 .57 .22 .79 Type lbs X.Ioc LL/TL 15-16 16598 .51 .17 .68 TC Vert 128.1 6- 0- 0 1.00 16-17 10125 .31 .17 .48 TC Vert 128.1 6- 0- 0 .00 17-18 10116 .31 .17 .48 TC Vert 128.1 22- 0- 0 1.00 TC Vert 128.1 22- 0- 0 .00 ME FORCE CSI WEB KRCE CSI BC Vert 1434.0 8- 0- 0 .38 2-11 -1038 .06 5-15 -1944 .14 EC Vert 846.0 10- 0- 0 .38 2-12 1532 .31 6-15 2418 .49 BC Vert 599.0 12- 0- 0 .38 3-12 4098 .83 6-16 -6012 .47 BC Vert 638.0 •14- 0- 0 .38 4-12 -6820 .54 7-16 4307 .88 BC Vert 657.0 16- 0- 0 .38 4-13 2832 .58 B-16 741 .15 BC Vert 638.0 18- 0- 0 .38 5-13 -1582 .11 8-17 -217 .01 5-14 1386 .28 I 5-10-15 L 5-10-15 2-PLYS REQUIRED F6 00 256# 16-0-0 -6 0 T 3-5-14 6- I0-6-6 1434# j W 846# 599#j 638#j 657#� 638# 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "B" for 16 gauge. -44 0 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 spetlOcations 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 e. 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 ',Vi 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 ® 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, 'gUALrrY 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 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, MY. Ste 200, Washington. DC 20036. T 3-5-14 .8 I SHIP IO -6- .S$ Live 16.00 psf 4T7 Dead 16.00 psf BC Live .00 psf BC Dead 10.00 psf TOTAL 42.00 psf rEF=rX (span) 19 IN MEM 13-14 (LIVE) -.22" D-- -.35" Z` - = Joint Tncaticns 0- 0- 0 10 0- 0- 0 3- 7- 3 11 3- 7- 3 5- 6- 8 12 5- 6- 8 10- 0- 0 13 10- 0- 0 14- 0- 0 14 14- 0- 0 18- 0- 0 15 18- 0- 0 22- 5- 8 16 22- 5- 8 24- 4-V'717 24- 4-13 28- 0-/0 18 28- 0- 0 r '� a 4J 3/ Irt Z rn / I � 1 FsIU:C lob#: J167 Date: 2/28/2002 DlurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 oI.C.Spacing 2- 0- 0 D sign Spec UBC -97 n T6.2.6 - 7572 'Job Name: MAYHEW RESIDENCE Truss ID: D Drwg: EM X -LOC RE?:LT SIZE RM'D TC 2a6 DFL #2 P tires spec PISSI/M - 1995 This desi based crr dxnd br�culg applied 1 0- 1-12 3192 3.50" 3.40° BC 2x6 DFL #2 IIffS DISI(31 Z, � SIE RES1T[,T OF per the Poll sd'�echtle: 2 27-10- 4 3192 3.50' 3.40' WEB 2x4 DFL SILK M1f,TME LOAD CASES, nexO.C. fmn to PLT BLK 2x4 DFL #1 PLATE VALUES PER ICHO RE3MRCH REPS #1607. TC 24.00" 7-10-15 20- 0- 0 . TC FORCE AM END CSI Lulber Shear allowebles are NDS -97. Loaded for 10 PSF rlon-colauxxent BCLL. This truss is desi q�red using 1-2 -5521 .15 .26 .41 FerntarlFstt bracing is (by otlresus) to =2x4 ,mrst bep�w�. to avid UBC -97 Qx]e, 2-3 -5397 .14 .24 .38 �ev��t mtat1w See HIB -91 aryl uanus lateral bLacirg C7Z4D ' o:cBldg Erulosed = Yes 3-9 -5003 .23 .63 .86 ANSI/TPI 1-1995; 10. .4. aryl 10.3.4.6. .Thas Locatictfl = Not Erld Zcne 4-5 -6407 .38 .32 .70 BASED CN f$2FFbI IIDIBFR VALUES. Htsricale/Ocean Lim = Ido Cat , = B 5-6 -5002 .23 .61 .84 Bldg T� = 105.00 ft, Bidg idths.00 ft 6-7 -5396 .14 .24 .38 Mean mof beig = 22 24 ft apii 7-8 -5522 .15 .26 .41 UBC St•a lard C� Dread = 26.0 psf BC ----------LQAD # DMGN IACS ---------------- Fly FID CSI . Dir L. Plf L.Ioc R. Plf R. Loc LSA/TL 9-10 4854 .63 .21 .84 TC Vert 64.00 0- 0- 0 64.00 8- 0- 0 .50 10-11 4853 .63 .20 .83 TC Vert 160.00 8- 0- 0 60.00 20- 0- 0 .50 11-12 6412 .83 .14 .97 TC Vert 64.00 20- 0- 0 64.00 28 0- 0 .50 12-13 6412 .83 .14 .97 13-14 6412 .83 .17 1.00 BC Vert 70.00 0- 0- 0 70.00 28- 0- 0 .00 Typ- loss X Loc LL/.Ty 14-15 6387 .83 .14 .97 TC Vest 255.2 8- Cl- 0 1.00 15-16 4853 .63 .20 .83 TC Vert 255.2 8- 0- 0 -.00 16-17 4855 .63 .21 .84 TC Vest 255.2 20- 0- 0 1.00 [^1FB ElxXE CSI YOB EC%d'E CSI TC Vert 255.2 20- 0- 0 .00 2-10 97 .04 5-14 386 .16 2-11 -19 .00 5-15 -1800 .94 .� 3-11 1518 .62 6-15 1531 .62 L MEM s ) (LIVE) 4-13 372 .15 7-16 97 .04 4-11 -1811 .94 7-15 -20 .00 L� 14 999 1N " LC 13(( -.27" T= -.42' 4-14 7 .00 Joint Locations ==- 0- 0- 0' 10 4- 5- 4 7-10-154- 5- 4 11 7- 6- 8 1 7-10-15 7- 6- 8 12 10- 0- 0 11- 9- 9 13 11- 9- 9 16- 2- 7 14 16- 2- 7 510# 12-0-0 �� 20- 5- 8 15 20- 5- 8 '- 6.00 � 0- 0- 0 23- 6-12 16 23- 6-12 28- 0- 0 17 28- 0- 0 6-1 -10 4- 7 T 3-4 34 4-5-14 4-14 4-14 5-8-10 1 =0-6-6 =0-6-6I SHIP 2-4 3-10S=18/81-4 2.5-4 3-10 2-4 I 111P'SOFES� 7 � Q t» No. >3�o z Z 22-6_0 21-1►' * Ek ; 28-0-0 °'�"�G�- p �3 rn low m �• 111 plates are 20 gauge Truswal Connectors unless preceded by"18"for 18 gauge or "H" for 16 gauge. C) C- Truss ID. D t. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor,' a%• Job: .EJ. b#: J1675 ® This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In [ specificationsClilti• CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to baS °.,-,v verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Ds . EC Date: 2/28/2002 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 Western Wood 16.00 psf rFacS L=1.25 P=1.15 sheathing and the bottom chord Is'lalerally 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 TC Dead 16.00 psf Fep Mbr Bnd 1.00 ® ca Fabricators content of the wood exceed 19% and/or use connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following BC Live .00 psf C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal,'QUALMY 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 14.00 psf resign 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 46.00 psf Seqn T6. 2 . 6 - 7573 Job Name: MAYHEW RESIDENCE Truss ID: D1 Drwg: BLit X -LOC MILT SIZE RB�'D TC 2>d DFL #2 Platirfi spec ANSI/TPI - 1995 This design based car cinxd ri* J+ app]i.ed 1 0- 2-12 7625 5.50" 4.07" BC 2Td DFL #2 IIIIS DESIQJ IS THE C13VO13 E RERW OF per the folll�in3 sd'�z -. 2 16- 9- 4 10955 5.50" 5.47" 21di DFL SS 10-13 MAIITPIE LOAD CASES. flax o.c. frrnt to 3 27- 9- 4 978 5.50" 1.50" WEB 2x4 DFL SMIARD PLARE VALUES PER ICBG RESEUKH REPCRr #1607. 7C 24.00" 7-10-1 20- 0- 0 2x4 DFL #1 15-5 Toaded for 10 PSF rrat-amcurr nt Bat.. This truss is designed using $lie TC OR E AXL END CSI LLrfbes shear a]latables are per NOS -97. Location of interior 1-2 -11013 .16 .24 .40 Interior each bearings should be Bldg 7 Olde. 2-3 -8371 .08 .22 .30 be in or tefporang t1#s truss. (fust clearly rtln sbD lst is for truss. Bldg Elocatacl = Yes 3-4 -7837 .08 .15 .23 place before erecting this truss. Nail pattern shaver is for uniform loads Truss Iaaticln = Not Ehd 1Aai-r�e (fust be provided to amid cally Cmnettrated loads > 350# ffust be Hurricane/Oosan Line = Mb Category = B 4-5 -2267 Ol .14 .15 Ftsrtarfeft bra3rlg is (by 1oI prsl)�to distributed 03' others) aq+�lly to e3dr ffid3 Ler - 105.00 ft, B idth = 40.00 ft 5-6 3569 .23 .22 .45 prevent rotatitzf/I See HIB -91 and ply, finless nail Clusters are arm ( ) . Mean roofheight= 22.24 ft, ffph = 5 6-7 2275 .14 .22 .36 S/TPI 1-1995; 10. .4. and 10.3.4.6. 2X4 trnl,rn n,c lateral (�4.0 O.C. LD3C Standard Y Dead = 26.0 f 7-8 2404 .14 .19 .33 PLMUG BASED CN GZEEN LLP�FR VALUES. attached w/ 2-10d baK or� wire nails.----------LOADf EMCN LcArs ----- -------- 8-9 1835 .09 .27 .36 2 -PLY! Nail w/10d BOX, tie /fM-97 - Dir L.Plf L.Loc R.Plf P.. Loc LL/TL Sect. 12) in: TC- 2/ft BC- 7/ft VMS- 2/ft TC Vert 64.00 0- 0- 0 64.00 28- 0- 0 .50 BC FCRCE AXL BNID CSI BC Vert 950.00 0- 0- 0 50.00 6- 0- 0 .00 10-11 9776 .36 .38 .75 BC Vest 904.00 6- 0- 0 04.00 17- 0- 0 .00 11-12 9682 .36 .32 .68 BC Vert 28.00 17- 0- 0 28.00 28- 0- 0 .00 12-13 5900 .22 .33 .54 Type lbs X. Loc LL/TL, 13-14 5900 .38 .41 .79 BC Vert 1768.0 27- 0- 0 .38 14-15 5914 .38 .36 .73 15-16 1896 .12 .46 .58 16-17 -3515 .01 .46 .48 K X DEELEITCN (span)) 17-18 -1565 .00 .17 .17 999 IN MEM 12- 18-19 -1551 .00 .32 .33 LJ -.07" Lt -.11" T-- -.18' WM FORCE CSI VES FCRCE CSI 2-11 2924 .59 5-16 -9063 .63 2-12 -2756 .18 6-16 -1757 .11 3-12 3324 .68 6-17 1897 .39 4-12 2655 .54 7-17 -985 .06 4-14 3020 .61 8-17 -1057 .07 4-15 -6054 .42 8-18 507 .10 5-15 7097 .53 I 7-10-15 2-PLYS REQUIRED 1 4-5-14 3-7 7-8 .-Z 16-9-4 168# 1 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. r WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.'%r ® 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 this design meet or exceed tiu loading Imposed by the local building code. It Is assumed that the top chord is laterally braced by the roof or floor Western Wood sheathing and otherwise the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otheise 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 IQST-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. Eag, Jos: .EJ. CP CM Dggnr: EC TC Live 16.00 psf TC Dead 16.00 psf BC Live .00 psf BC Dead 10.00 psf TOTAL 42.00 psf = Joint locations 0- 0- 0 11 4- 5- 4 4- 5- 4 12 7- 6- 8 7- 6- 8 13 10- 0- 0 11- 2-12 14 11- 2-12 14- 0- 0 15 14- 0- 0 16- 9- 4 16 16- 9- 4 20- 5- 8 17 20- 5- 8 23- 6-12 18 23- 6-12 28- 0- 0 19 28- 0- 0 0- 0- 0 m russ ID: D1 :)b#: J1675 ate: 2/28/2002 1rFacs L=1.25 P=1.15 ap Mr End 1.00 .C.Spacing 2- 0- 0 asign Spec UBC -97 eqn T6.2.6 - 7574 Job Name: MAYHEW RESIDENCE Truss ID: E Drwg: This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In ® BRv 1 X -LOC REACT SIZE REID'D 0- 1-12 5904 3.50" 2.10" 717 2x6 DFL #2 BC 2� DFL SS P1a irk spec ANSI/TPI - 1995 TiIISt DFSIQJ This desi based m crord rllorirzJ applied 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 wllh the following 2 17-10- 4 9138 3.50" 3.25" VEB 2X4 DFL SB yS ME QTLE RF7iT M-1LTIPIE LOAD CASES. per the sd�edule: ffaX o.c. fzan to Association (APPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington, DC 20036. Zr FCR E 2x4 DFL #1 15-7 PLATE VALUES PER ICEO RESEARCH REkiRT #1607. TC 24.00" 3- 9- 14- 1- 6 AXL END CSI Drainage tfust. be provided to avoid phi 19to Nail pattern shuAn is fart n5c loads Zhis truss is designed using the 1-2 2-3 -12029 -12766 .08 .01 .09 F�ttfenent brafarrj iced (b' o{ cn1yy, dated l� , 350# [fust be IBC -97 Ode. .09 .13 .21 rotati&/ See HIB -91 aryl distributed (by otbers) equally to each Hld3 Enclosed = Yes 3-4 -21121 .24 .24 .48 ANS11= 1-1995; 10. 4. aril 10.3.4.6. ply finless nail ClustPss are sham ( ), Truss Locatiar = Not End 7crie 4-5 -28552 '-26487 .44 .26 .69 PLAME H%SED CN CREEK LLKIER VALLIES. 2X4 mhrirnr„a 1atelZl bracirsg X4.0 O.C. FElxricarn/CU�in Line = No Cdte3ory = 8- 5-6 6-7 -18739 .38 .25 .62 3 -PLY! Nail w/10d BOX, st��e M-97 Sect. 12) in: TC- 2/ft BC 2%ft attached w/ 2=10d bmc or cattfrn whse nails. Bldg L�� - 105.00 ft, H 'dth = 40.00 ft 7-8 -17488 .19 .16 .23 .10 .42 .26 WHS- 2/ft Nail in layers or frrm eadh face, ' Mean moi het = 21.22 ft,Inph UBC Starldaxd Dred 75 = 26.0 psf BC---------- FCRCE �' END CSI LOAD # DESIGN Dir L. Plf L. Loc LOPES ---------------- R. Plf R.. Loc LL/TL 9-10 10-11 10736 19852 .22 .10 .32 " TC Vert 64.00 0- 0- 0 - 64.00 4- 0- 0 .50 11-12 27468 .41 .14 .55 TC Vert. 96.00 4- 0- 0 96.00 14- 07 0 .50 12-13 29432 .56 .26 .82 TC Vert 64.00 14- 0- 0 64.00 18 0- 0 .50 13-14 29424 .60 .26 .86 BC Vert 30.00 0- 0- 0 30.00 18- 0- 0 .00 14-15 25374 .60 .52 .23 .23 .63 .75 lbs X.Ioc TC \felt 43.7 4- 0- 0 1. 0 15-16 15681 .32 .17 .49 TC Vest 43.7 4- 0- 0 .00 WEB FCEE CSI 4EB EMM CSI + TC Vert 43.7 14- 0- 0 1.00 2-10 5356 .73 5-13 .2639 .36 TC Vert 43.7 14- 0- 0 BC Vert 4298.0 8- 0- 0 .00 3-10 -8715 .34 5-14 -3677 .14 BC Vert 2588.0 10- 0- 0 .38 3-11 5041 .68 6-14 4413 .60 BC Vert 1752.0 12- 0- 0 .38 4-11 -7806 .30 6-15 -7859 .31 BC Vert 2465.0 14- 0- 0 .38 4-12 4625 .63 7-15 7773 .39 BC Vert 1752.0 16- 0- 0 .38 5-12 -1110 .04 .38 1 3-9-9 3-PLYS REQUIRED F 10-2-12 87# 87 3-9-9 6.00 r. 4298# 2588# � 1752# r 2465# 1752# J 1 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge T 14 2-5-3 IO -6-61 SHE' i Eng:. Job EJ. CT k': CM if'y 1 Dsgnr: EC TC Live 16.00 psf TC Dead 16.00 psf BC Live .00 psf BC Dead 10.00 psf TOTAL 42.00 psf nEFrFr CN (Span) 9 IN MFM 12-13 (LSVE) -.15" IN -.25" 71- -.40 = Joint Locations =_ 0- 0- 0 9 0- 0- 0 3- 5- 2 10 3- 3- 6 5- 7-11 11 5- 7-11 8- 0- 0 12 8- 0- 0 10- 0- 0 13 10- 0- 0 12- 0-11 14 12- 0-11 14- 6-14 15 14- 8-10 18- 0- 0 16 18- 0- 0 OQ m /01? T �3 � s I :E ob#: J1675 ate: 2/28/2002 urFacs L=1.25 P=1.15 ap Mbr Bnd 1.15 .C.Spacing 2- 0- 0 =_sign Spec UBC -97 Ban T6.2.6 - 7575 WARNING Read all notes on this sheet and give a copy o/ it to the Erecting Contractors d 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 ® 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 wllh 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, Wlsconsln 53719. The American Forest and Paper Association (APPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington, DC 20036. i Eng:. Job EJ. CT k': CM if'y 1 Dsgnr: EC TC Live 16.00 psf TC Dead 16.00 psf BC Live .00 psf BC Dead 10.00 psf TOTAL 42.00 psf nEFrFr CN (Span) 9 IN MFM 12-13 (LSVE) -.15" IN -.25" 71- -.40 = Joint Locations =_ 0- 0- 0 9 0- 0- 0 3- 5- 2 10 3- 3- 6 5- 7-11 11 5- 7-11 8- 0- 0 12 8- 0- 0 10- 0- 0 13 10- 0- 0 12- 0-11 14 12- 0-11 14- 6-14 15 14- 8-10 18- 0- 0 16 18- 0- 0 OQ m /01? T �3 � s I :E ob#: J1675 ate: 2/28/2002 urFacs L=1.25 P=1.15 ap Mbr Bnd 1.15 .C.Spacing 2- 0- 0 =_sign Spec UBC -97 Ban T6.2.6 - 7575 'Job Name: MAYHEW RESIDENCE Truss ID: M1 Drwg: Job# : J1675 BIG 1 X -LOC 0- 1-12 REaLT SIZE RM -D 500 3.50" 1.50" TC 2X5 DFL #2 BC 2x4 DFL #1 Pla ANSI/TPI - 1995 UPLIFT REAMON(S) Dsgnr: EC 2 8- 0-12 905 1.50 1.50" PLATE VALUES PER ICBG RESEARCH REEF #1607. II�S�IS ME TIE RESULT' OF n wiPTE LC1AD CASES. SUPPOr't 2 -5 lb 3 -538 lb burFacs L=1.25 P=1.15 3 4 8- 9- 6 7-10- 4 -7 3.50" 1.50" 109 3.50" 1.50" Location of interior bearings should be Harked Loaded for 10 PSF nc-n-cancurrent BOLL. Inter HMMMIAL RUKTICN(S) BC Live .00 psf . C. Spacing 2- 0- 0 �l�ly BASED CN GM L VALUES. or sq:port or to x ary d=ing mist place before erectirrl this truss. stwort 1 128 lb st 1ppDit 4 128 lb TL F� AXL BND CSI This truss is designed using the SHEEP- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper 1-2 139 .02 .41 .42 UBC -97 0 --de. Sega. T6 . 2 . 6 - 7608 2-0 -266 .00 .41 .41 Bldg Enclosed = Yes 0-0 -4 .00 .00 .00 Truss Location = Not Ehd Zone F AXL �ID CST HurriCL�ane/�poem Lane = No E �1idC llt = B 105.0 0022.01 3BC roof hei ft�ttph 5 00 ft 4-0 0 .00 .00 .00 UBC Standard Ocapancy, Dead Land = 26.0 psf 5-0-0 IO -6-6 6.00 . 2I 6-0� 8-0-0 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge 6-2-12 SH a>• - M J SUPPCFZ1S DEFLEMCN (span) • 9 IN MEM 3-4 (LIVE) -.06" D= -.09" T= - Joint Locatians 0- 0- 0 3 0- 0- 0 8-0-0 4 8-0-0 �AIJ 0 Exp. 3 3 0 ID: M1 WARNING Read all notes on this sheet and give a copy o/ it to the Erecting Con-ractoi'�.' Eng • Job: . EJ. Job# : J1675 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: EC tate: 2/28/2002 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 burFacs 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 16.00 psf ep Mbr Bnd 1. 15 BC Live .00 psf . 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 SHEEP- 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 42.00 psf Sega. T6 . 2 . 6 - 7608 Job Name: MAYHEW RESIDENCE Truss ID: M2 Drwg: �ob: . EJ. �st. Elm 1 X -LCC 0- 1-12 REACT SIZE REQ -D 505 3.50" 1.50" TC 2>6 DFL #2 BC 2x4 DFL #1 P]a ANSI/= - 1995 UPLU7 RIT�+L. CN(S) accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be 2 3 8- 0-12 12- 0-12 534 1.50" 1.50" 71 1.50" 1.50" PLATE VALUES PER ICBD RESEVRM REMIRT #1607. Location of interior bearings be • RESMT OF MULTIPLE ICASES E Support 2 -22 lb Support 3 -21 lb TC Live 16.00 psf 4 13- 9- 8 77 3.50" 1.50" s}ruld clearly mmiced on t� truss. Loaded for 10 PSF non-mxurxent BCLL. Interior support or tetporary shoring mast ort 4 -2 lb RFPLTICN(S) Rep Mbr Bnd 1.15 0. 5 7-10- 4 110 3.50" 1.50" PLA= BASED CN GREEN LIMBER VALUES. This designed using the be in plane before erecting this truss• Support 1 203 lb M E� AXL END CSI LIBC-977 X13 Design Spec UBC -97 support 5 203 lb SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper 1-2 -212 .02 .37 .39 aldg Enclosed = Yes TOTAL 42.00 psf eqn T6. 2 . 6 - 7609 2-0 -102 .00 .37 .37 Truss Location = Not Ehd Zcne 0-0 0-0 30 -4 .00 .03 .03 .00 .00 .00 Hurr:L /CCBM Line = %wEE>m CateSory = g Bldg - 105.00 ft, [ dth 40.00 ft Mean root heigcttt = 22.01 ft, aph = 75 BFUMC F AXL END CSI UBC Starrlird Occupy, xy, Dead Load = 26.0 psf 3-4 204 .00 .25 .25 4-0 0 .00 .00 .00 7-6-0 Z0-6-6 2-6-0 -I 8-0-0 1 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. 8-8-12 4-6-6 SH WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. �ob: . EJ. �st. Job#: J1675 y� z This design Is for an Individual building component It has been based on speclllpUons provided by the component manufacturer and done In �( 0 ® DEFiFMM (span) 19 IN MEM 3-4 (LIVE) -.06" D= -.09" T-- Joint =Joint Locations = 0-0-0 3 0-0-0 8- 0- 0 4 8- 0- 0 0 ID: M2 OVER 5 sLLs. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. �ob: . EJ. �st. Job#: J1675 This design Is for an Individual building component It has been based on speclllpUons provided by the component manufacturer and done In Ch1(6s,5'CM late: ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be D8 EC 2/ 28/2002 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 rFacs 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 One 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 Bracing Is for lateral ® Fabricators otherwise noted. shown support of components members only to reduce buckling length. This component shall not be placed In any environment that will muse the moisture content of the wood exceed 19% and/or muse connector corrosion. Fabricate, handle, Install brace this truss In the following TC Dead 16.00 psf Rep Mbr Bnd 1.15 0. plate and accordance with BC Live 00 psf 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 42.00 psf eqn T6. 2 . 6 - 7609 Job Name: MAYHEW RESIDENCE Truss ID: M3 Drwg: EIG X -LOC REPLT SIZE REJQ'D TC 2XG DFL #2 P]at spec PNSI/IPI - 1995 UPLIFT RFPLTICN(S) 1 0- 1-12 471 3.50" 1.50" I3C 2x4 DFL #1 gig D I(�I y, M E UU4�TIE RESULT CF 2 -g lb 2 6- 1- 8 199 3.50" 1.50" PLATE VALUES PER ICBJ REMRM REEF #1607. MII,TIPLE LOAD CASES. his siLss is designed usingI I , 3 5-10- 4 64 3.50" 1.50" Location of interior beanrigs shOuld be Loaded for 10 PSF non-oolicur ent BOLL. UBC -97 Oode. • clearly Barked an each truss. Interior support or tetparaiy shoring must .Bldg F7r_losed = Yes TC FCRCE AXL BM GSI Shim brings (if needed) for req. support. be inplanp before erectim this truss. Truss Location = Not Fh3 1-2 -87 .00 .27 .27 PLAMU §aM- (N G;MN IUVM VALUES, Hzricafie/OCean Line = [Jp� Catenpry = B 2-0 -4 .00 .00 .00 Bldg Igpt - 105.00 ft, kith -- 70.00 ft Mean roof height 21.51 ft, nph = 75 3-4 899 . .00 .16 .16 BC F EM CSG ., UBC Starrbrd boaq an y, Dead = 26.0 psf 00 4-0 0 .00 .00 .00 DEFLFxTICN (span) 999 IN MEM 3-4 (LIVE) -.02" D= -.04" T= -.06 Joint Locations • L 0- 0- 0 3 0- 0- 0 2 6- 0- 0 4 6- 0- 0 F6.00 • - 3-8-0 3-6-6 4-10-12 2.5-6 SH ?�OFES �9 0-6-6 �QF �.�pQ H EF �cc Q� w' cr No. q 3 rn .. (� Ex /7 / m > M 6-1-8 z sl iii 2-6-0 OEM JU v M F CALIF -+ 6-0-0 M 1 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractoilm ® 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 verl0ed 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 noor 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 componen Is 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 corrosion. Fabricate, handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, 'gUALITY CONTROL STANDARD FORMEfAL 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 SHEEP" by TPI. The Truss Plate Institute ITPI) 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. Ettq Job: .EJ. CM A`.r. Dsgnr: EC TC Live 16.00 psf TC Dead 16.00 psf BC Live .00 psf BC Dead 10.00 psf TOTAL 42.00 psf ID: M3 Db#: J1675 ate: 2/28/2002 arFacs L=1.25 P=1.15 ap Mbr Bnd 1.15 .C.Spacing 2- 0- 0 asign Spec UBC -97 eon T6.2.6 - 7610 2-8-2 I0-6-6 2-6� ' 3-10-10 t 1 plates. are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge _2 2-5-11 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1675 This design Is for an Individual building component. It has been based on speclncatlons provided by the component manufacturer and done In Job Name: MAYHEW RESIDENCE Truss ID: M4 •Drwg: yc EM 1 X-L0C 0- 1-12 REDLT SIZE REQ'D 386 3.50" 1.50" ' TC 2x5 DFL #2 EC 2x4 DFL Platte spec ANSI/TPI - 1995 UPLSFT REAMCN(S) Western Wood 2 3 4- 1-12 3- 8-14 134 3.50" 1.50" #1 PLATE VAU S PFR ICBG RF MVM RE CRT #1607. IIDg Di+5 VIS THE 071Y,I7E RF91LT CF2 M;A,T= ICAD CASES. -7 ]b Thi- ss is designed using the ® Fabricators Ry 42 3.50" 1.50" interior support or to Tiorary S raring dust Location of interior bearings slnuld be UBC -97 Code. Live 00 psf TC standards: TRUSCOM MANUAL'. by Truswal.'QUALftY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - be in Place before � erectingthis truss. clearly lmxhe3 cn eadi truss. Bldg Enclosed = Yes (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY 1-2 FORCE -58 AM END (SI 'X;M PLATEG HASID CN GREEN U14BE2 VAUES. Truss location = Not aid Zme 3 SUPPCFUS 2-0 -4 .00 .12 .12 Hurricane/Coag Line = NoCateg ry = B 'dth .00 .00 .00 = 105.00 ft, = 40.00 ft BC FCgKE AXL EM CSI _- Mean roof her 20.98 ft t� llph = 75 3 -4 59 .00 .07 .07 UBC Standard ', Dead Iooul = 26.0 psf 4-0 0 .00 .00 .00 2-8-2 I0-6-6 2-6� ' 3-10-10 t 1 plates. are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge _2 2-5-11 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1675 This design Is for an Individual building component. It has been based on speclncatlons provided by the component manufacturer and done In Chk: CM ® yc 3-10-14 SH P ate: 2/28/2002 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 Bracing Is for lateral TC Live 16.00 psf DurFacs L=1.25 P=1.15 otherwise noted. shown support of components members to buckling length. TC Dead 16.00 Lep Mr End 1.15 ® Fabricators Ry psf Q with Live 00 psf "a standards: TRUSCOM MANUAL'. by Truswal.'QUALftY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - J (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY .r Design Spec UBC -97 'X;M 3 SUPPCFUS PHE w �Q cc No. 41 Exp. 6/` Il DE'FLEMON (span) • 9 IN NEN 3-4 (LIVE) 00" D= -.01" T- - -.01 = Joint Iccaticns = 0- 0- 0 3 0- 0-' 0 3-10-10 4 3-10-10 ID: M4 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J1675 This design Is for an Individual building component. It has been based on speclncatlons 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 verined by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: EC ate: 2/28/2002 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 Bracing Is for lateral TC Live 16.00 psf DurFacs L=1.25 P=1.15 otherwise noted. shown support of components members to buckling length. TC Dead 16.00 Lep Mr End 1.15 ® Fabricators only reduce 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 the followingBC psf with Live 00 psf 0. C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL'. by Truswal.'QUALftY 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 42.00 psf SeQn T6 . 2 . 6 - 7611 job Name: MAYHEW RESIDENCE Truss ID: 1820 Drwg: 4-6-6: EFS 1 X -LOC REACT SIZE RM'D TC 2X6 DFL #2 Pla ANSI/M - 1995 UPLIFT REF'L.TTCN(S) 5 F 2 0- 1-12 508 3.50" 1.50" BC 2x4 DFL #1 1I��SL DE57(3Q IS THE t ME RESULT OF �t 2 -15 lb burFacs L=1.25 P=1.15 Western Wood 8- 0-12 478 1.50" 1.50" PLATE VALUES PER ICBO F23MRIH REPW #1607. M II,TIPLE Il1AD CASES. Support 3 -113 lb • 3 12- 0-12 -2 1.50" 1.50" Incaticat of interior bearirrls should be for 10 PSE' rrn-oaxurre nt BCLL. �.�p rt 5 -3 lb 4 5 16- 0-12 19- 9-15 25 1.50" 1.50" 0 3.50" 1.50" clearly tfnarked on each truss. L terior sj=t or terpo ary shoring mist f i ILAL: REFY.TICN(S) 6 7-10- 4 110 3.50" 1.50" PLPaTM BASED CN (4iEkN LUVM VALUES, This truss is designed using the be in place before erecting this truss. support 1 138 lb UBC -97 Cbde. - sl>pport 6 138 lb TC FCRCE AXL HD CSI Bldg Enclosed = Yes 1-2 -138 .02 .35 .36 Truss Location = Not Ehd Zc 2-0 79 Ernes tegory Lina 0-0 0-0 .00 .07 .07 Bldg Length = 105.00�/( ftH Width = h0.00 ft -2 .00 .01 .01 Mean roof het 22.01 ft, nph 75 0-0 0 .00 .00 .00 LIBC Standard Occupancy, Dead Load = 26.0 psf BC FCRCE AXL ISD CSI 3-4 138 .00 .25 .25 4-0 0 .00 .00 .00 F 6.00 2�� 8-0-0 1 plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. T 11 9-0 SH • Job: . E.T. 4-6-6: This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In r4 Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responslbtllty, Is assumed for dimensional accuracy. Dimensions are to be 5 F m verified by the component manufacturer and/or building designer prior to fabrication. The bullding designer shall ascertain that the loads uUllzed on Q ate: TC Live 16.00 psf burFacs L=1.25 P=1.15 `FQ� H �S No.4 * Exp.6 sT 9TF • DEFLFMCNI (span) • 9 IN MEM 3-4 (LIVE) -.06" D= -.09" T= - = Joint Locations = 0- 0- 0 3 0- 0- 0 8-0-0 4 8-0-0 russ ID: )820 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. • Job: . E.T. Job# : J1675 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In r4 Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responslbtllty, Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: EC 2/28/2002 verified by the component manufacturer and/or building designer prior to fabrication. The bullding designer shall ascertain that the loads uUllzed on ate: TC Live 16.00 psf burFacs 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 rause connector corrosion. Fabricate, handle, Install and brace this truss In with the following TC Dead 16.00 psf Lep for Bnd 1.15 plate accordance BC Live .00 psf. III 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 42.00 psf eqn T6.2 . 6 - 7604 N M TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 CO01003160 1/4/01 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 Orawings 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 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 possible 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 2. Please contact a Truswal engineer if there are any questions. c:tnsoffice\winworc tbrace•new.let sign Truss Take -off Design & Sales sistance - Monte Call - 793 -Camellia . Dr - Paradise, CA 95969 I (530) 811-4732 Office (530) 811-4732 FAX TRUSS ENGINEERING SUBMITTALS P�¢m� 01- Ibo1 >}Pid 039-4bo-oSZ Mayhew Residence 12��pA�-S Western Wood Fabricators (916) 991-4400 Truswal Systems (800) 322-4045, t )oil Name: MAYHEM ET -G X --ICC r�cr 312E F 1. 0- 5- 4 1752 33.50" 1. 2 41-1.0- 4 1562 3.50" 2. 0-r. HAIr;M I0IE 1. IFE28 I L- n f xs are mL d= -d for IYJ77.ZCFll:a) loads. Sal SIMMIJ (71 -MICS Fa.,. 71MITI nLSi7•Id=w ixrnrs '1C: r•Carc.1:, TM III) CSI 1-2 -3009 .04 1E .22 2 3 -2778 .04 .23 .27 3 4 -3059 .18 .41. .59 4-5 -31.25 .18 41. .59 5-6 -31.25 .18 41 .59 6-7 -2832 .04 .14 .1.8 7 8 -321.2 OS 31 .36 I'S_' F KE JAS., IYv CSI 9--10 2607 .39 .25 .64 10-11 2606 .32 .25 .57 11.-1.2 2451 .31 .25 .56 12-13 2451 .31. .22 .53 13 1.4 3115 :39 .24 .63 14-15 2489 .31 .24 .55 15-16 2489 .31 .23 .55 16.17 2776 .34 .23 .58 17-18 2777 .42 .25 .67 I TLB RACE CSI V1 M. EY RCE C 2-10 81. .03 i-14 -416 2.11 -195 .13 6-14 831 3-11 322 .13 6-16 383 3-1.3 851 .35 7-16 -355 4 1.3 -430 .25 7-17 131 4 1.4 1.6 .01 places are 20 gauge RESIDENCE TC 2xG DFL #2 BC 2x4 DFL L #1 3-6 4IEB 2x4 DFL SUMAND V= 2XIO DFL #2 2x4 mainucus lateral bracing @24.0 " O.C. attached w/ 2-10d boat or oalnrn wire nails. Truss ID: B 1 Plating spec • NO/TPI - 1995 THIS DESIGN IS UE 034WnE REM of MII.TIPLE LOM CASES. PLATE WLM PER ICBG FBO� REQ #1607 Loaded for 10 PSF noft-1 acirrent BCIL. 9 r.114 V I Q1 AN :-:10a x•t K&C Dat • Ia01.1 *.*&%11 I -Lid _.-f+`__�. %%_;Z . W1111ele- 45 4 11-7-7 11-10-15 6 t 3 5 6.00 18-0-0 I o0 1 Tn GLu�rTA�� /vt I55r�.rt.c,ca-rl�s 6- 3-4-1. 3.5-4 3.5-4 6-5-14 1J_�2 z0-8-2 4-14 S=3-5 2X �a 3-5 3-4 This design based cn d1Drd bracing applied per the follarir>g schecllle: fT9X o.c. fran to TC 24.00" 11-10-15 30- 0- 0 Tills truss is designed using the UBC -97 Code. Bldg a7rlosed = Yes Thms Iocation = Not Eirl Zone PKE/ =B .00 ft �., Did Load = 26.0 psf 41-8-8 6 0 i 0-30-3 8 STUB swal Connectors unless preceded by 11181, for li gauge or 11H" for 16 gauge. _ � 1 7.8.10 1 SHIP =0=6-6 Q�pEE CIO Z5 Z NO• cc c„d MAX DEF'r,t IMM (Span) • I/999 IN ( 13_127(LM) Joint locations = 1 0- 0- 0 10 5-11-12 2 5-11-12 11 11- 5- 0 3 11- 5- 0 12 13- 8- 8 4 17- 6-12 13 17- 6-12 5 23-10- 4 14 23-10- 4 6 30- 0- 0 15 27- 8- 8 7 35- 5- 4 16 30- 0- 0 8 41- 8- 8 17 35- 5- 4 9 0- 0- 0 18 41- 8- 8 Truss ID: B 1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. g EJ. Job# : J1675 'Phis design Is for on Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: 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 Dsgnr: EC Date: 2/28/2002 Western Woo 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 DurFdC6 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 TC Dead 16.00 psf Rep Mbr Bnd 1.15 accordance with the following standards: TRUSCOM MANUAL', by TruswaL 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf 0. C. Spacing 2- 0- 0 370016cgb Ruad, I.Iverta, CA 95626 (QST-88).'IIANDLING INSTALLING ANn BRACING METAL PI ATE CONNFf:TF_D WOOD TRUSSES' -(HIB -91) and'HIB-91 SLIMMARY BC Dead 10.00 psf Design Spec UBC -97 SI ICES" 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 20030. TOTAL 42.00 psf Sega T6.2-6 - 7547 Qjob Nalime: MIAYHEW RESIDENCE &- � - 2 IDC RE1-DT SIZE I 1 0 5- 4 1.752 3.50" 1. 2 41-10 4 1962 3.50" 2. &Ir. 1 AMM OXE I HIIS28 I1: rl l are not d✓sigr;A for lr.)nwhtal Loads. ;.M SR4M1 MATH G JIM AEDITI I1 I S 1711 S M 0111 I KI l LS 1C ECRCE AXL 118) CSI 1 2 -2968 .04 .24 .28 2-3 -2894 .04 .25 .29 3.4 -2638 .13 .35 .48 4 5 -3553 .23 .35 .58 5 6 -3553 .23 .29 .52 6 7 -3583 .23 .35 .59 7 8 -2694 .1.3 .35 .49 8 9 -2969 .04 .13 .17 9 10 3207 .05 .30 .35 FCRCE AXL 11'8) CSI 1.1-12 2565 .39 .22 .60 12 1.3 2566 .39 16 .55 13-14 3536 .45 21. .66 14-15 3536 .45 17 .62 15-16 3849 .49 .1.7 .66 16 17 3849 .49 18 .67 17-18 3567 .45 18 .63 18.19 -3567 .45 1.9 .64 19 20 2772 .34 .1.9 .53 20-21 2773 .42 26 .68 wM. budx CSL 2-12 41 .01 213 79 .03 3 13 891 .36 4 13 1172 .92 4-35 439 .18 6 15 386 .36 G 16 221 .09 TC 2x6 DFL #2 EIC 4 DDFL #1 3-5, 5-8 M 2x4 DFL Stiff WEDGE WO DFL #2 Plat' ANSI/TPI - 1995 IISS�IS TIE 036C TE RESLLT OF MULTIPLE LOAD CASES. PLATE VAUM PER ICBG RESEPRQi RESCBLT #1607. Thr- • u ez n••hA•_• • _u•. • • - i•� la: !. la. Truss ID: B ®Dotes the reguiz�lt for lateral bra irg at l h 1oratun shclal. lateral breleing, I3yBIHIB ol'1ic1h irrlu9e di or x -bracing axe the rnsponsibility of the- building des' IYusstl SYstare ERACE-IT tray be used for contu>vous lateral bracing on trusses spaped 24" oc. Alternatively, use scalls or -braces as shout an TLLL44H1 System standard details. Loaded for 10 PSE rm-o xtsxe nt Bal. 2x4 cont•irar„c lateral bracing @24:0 " o.c. attached w/ 2-10d boot or aamrn wire nails. 2x G KpG 9 rV dew/ /I��S w/iOc1 Q Y 'O.G. . • L.r w 3rb� 11 5-5-14 156A IO -8-2 L 4-14 00-38 STUB I r 6.00 3.5-4 This design based cin chord brae applied per the follawing schedule: Max O.C. fLvn to TC 24.00" 9-10-15 32- 0- 0 'Ibis truss is designed using the LIBC-97 Code. Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane/Ooaan Line = Db Category = B aid3 Is th 105.00 ft, H1� Width = 40.00 ft Mean roof het 22.74 ft, nr-h 75 UBC Standard Ocanparlcy, Dead load = 26.0 psf 9-10-15 -6,00 �- 3.5-4 6-8-: 5-6 3-8 1.5-4 TO -6-6 =4-8 1 rbil cq' 6 i Q U pl:.Le.s are 20 gauge T uswal Connectors unless preceded by 111811 for 18 gauge or "Hhh for 16 gau MX DEFPLCN (span) L/999 IN MEM 15-16 (LIVE) IF -.21" D= -.34" T= -.54 = Joint Iacaticns 1 0- 0- 0 12 4-11-12 2 4-11-12 13 9- 5- 0 3 9- 5- 0 14 13- 8- 8 4 14-11-14 15 14-11-14 5 19- 5- 0 16 20- 8- 8 6 20- 8- 8 17 26- 5- 2 7 26- 5- 2 18 27- 8- 8 8 32- 0- 0 19 32- 0- 0 9 36- 5- 4 20 36- 5- 4 10 41- 8- 8 21 41- 8- 8 11 0- 0- 0 Truss ID: B WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. J. tP •7-1.7 421 .117 '1 19 -11.40 90 8-19 958 .39 9-19 -171 .'07 9-20 70 .A3 11 5-5-14 156A IO -8-2 L 4-14 00-38 STUB I r 6.00 3.5-4 This design based cin chord brae applied per the follawing schedule: Max O.C. fLvn to TC 24.00" 9-10-15 32- 0- 0 'Ibis truss is designed using the LIBC-97 Code. Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane/Ooaan Line = Db Category = B aid3 Is th 105.00 ft, H1� Width = 40.00 ft Mean roof het 22.74 ft, nr-h 75 UBC Standard Ocanparlcy, Dead load = 26.0 psf 9-10-15 -6,00 �- 3.5-4 6-8-: 5-6 3-8 1.5-4 TO -6-6 =4-8 1 rbil cq' 6 i Q U pl:.Le.s are 20 gauge T uswal Connectors unless preceded by 111811 for 18 gauge or "Hhh for 16 gau MX DEFPLCN (span) L/999 IN MEM 15-16 (LIVE) IF -.21" D= -.34" T= -.54 = Joint Iacaticns 1 0- 0- 0 12 4-11-12 2 4-11-12 13 9- 5- 0 3 9- 5- 0 14 13- 8- 8 4 14-11-14 15 14-11-14 5 19- 5- 0 16 20- 8- 8 6 20- 8- 8 17 26- 5- 2 7 26- 5- 2 18 27- 8- 8 8 32- 0- 0 19 32- 0- 0 9 36- 5- 4 20 36- 5- 4 10 41- 8- 8 21 41- 8- 8 11 0- 0- 0 Truss ID: B r WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. J. tP Job#: J1675 This design Is for an Indlvidual building component. Il has been based on specifications provided by the component manufacturer end done In Chk: accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verined by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr t EC Date: 2/28/2002 I Western Wool 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 DurFaes 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 16.00 psf Rep Mbr End 1.15 Fabricatori content of the wood exceed 199b and/or cause connector plate corroslon. Fabricate, handle, Install and brace this truss In accordance with the following BC Live O.C. slandords: TRUSCOM MANUAL'. by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - .00 psf Spacing 2- 0- 0 3700 klLga lahad, I:Ivt:rla, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -911 ond'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 42.00 psf Sega T6 . 2 . 6 - 7546 r sign, -off Designn & SalesTruss Takeesistancc Monte Call J - 193 Camellia Dr - Paradise, CA 95969 (530) 8114132 Of f ice (530) 811-4732 FAX TRUSS ENGINEERING SUBMITTALS t 'Mayhew Residence Yt Blusar Manufacturing Truswal Systems r i +i .i (530) 741-4920 (800) 332-4045 JU FTE COUNT l MUM DEPARTMEN APPROVE o > 0 DESIGNED BY: JOB DESCRIPTION: JOB LOCATION: -n m Z 1 o MP Dennis Mayhew 0 5-17 2601 .53 M4X IgLIX CN (spia) 11/999 IN MEM 14- (LINE) 1. -.04" D= -.06" T= -.10" _= Joint T=nticns ===== 1 0- 0- 0 12 7- 4-12 2 7- 6- 8 13 12- 7- 3 3 12- 7- 3 14 14- 0- 0 4 17- 9- 9 15 17- 9- 9 5 23- 0- 0 16 23- 0- 0 6 26- 6- 8 17 28- 2- 7 7 28- 2- 7 18 32- 0- 0 8 33- 4-13 19 33- 4-13 9 38- 5- 8 20 38- 5- 8 10 39- 8-12 21 39- 8-12 11 0- 0- 0 BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Nortbpark Dr.. Colo Springs. CO 80907 Tp5.0 Version T6.2.3 TC 2x6 DEL #2 13C 2x4 DFL #1 & Btr. WEB 2x4 EFL ST*UARD 2x6 DFL #2 21-10 PLATE VALIES PFR ICqo reM*r I FEIUC #1607. Location of interior bearings should be. clearly marked on each truss. + + + + + + + + + + + + + + + + + + + + + + Nail patten shoah is for PLF loads only. oaxxitxated loads KZT he distributed to each plv eNa71y. (?n rtulti-Ply with ls, use 3" iraiis m n. into the ber. For m=e than 2 ply, add nail aster from additional ply(s) and/or bolts if sham, or use any other approved detail (by others) + + + + + + + +.+ + + + + + + + + + + + + + 2 -PLY! Nail w/10d Box, staffed M-97 Sect. 12) in: TC- 2/ft BC- 2/ft 4US- 2/ft Truss ID: A Qty: plat im spec PMI/PPI - 1995 THLS lis LS THE t>�Iicsi RESml! cr 147rayiE LC1AD C%cM. BEAR r. sYranah are leased QALY on the truss material at each hearing. Traded for 10 FSF rrn-ecnaffre'rt BAIL. Interior sLlpst or to perary shyer trust be in place befcme erbcting this truss. Dainage trust he.prculdoi to avoid parliPY- > atmhgnt )mac ng. is. Tea urea (ly ctl�s) to prevt�t rctatiWtcppli. . See HIB -91 arrd AL$I/'1PI 1-1995; 10.3.4.5 and 10.3.4.6. 1x4 main. eahtinxaus lateral bracing attadhed to flat TC v hee indicated w/ 2-10d roil= each. Lurber trust be stsuctu al grad°. Brace Q 24" o.c. unless rated otherwise. PLATRU HASID CLQ Q;EE Q LUvBER VAI.IES. 7-6-8 5-0-11 5-2-7 5-2-7 5-2-7 5-2-7 5-0-11 7-6-8 12-7-3 17-9-9 23-0-0 28-2-7 33-4-13 38-5-8 1 2-PLYS 3 4. 5 6 7 8 A REQUIRED F6.0610# 30-0-0 6.00 z_S-4 3-4 T 4-6-4 1= 0-6-6 2 . Drft: LUU1 1 /.sou 1 -vv 1 job Name: ma hew CSI 1M X -IOC REP= SIZE R92'd 465 1 0- 1-12 2043 3.50" 1.50" -253 2 22-10- 4 4923 3.50" 2.25" 3-13 3 39- 7- 0 '1434 3.50" 1.50" .TOTAL TC FLRCE AXL END CSI 1-2 -3173 -.01 .12 .11 .12 TC Vert 160.0 8- 0- 0 160.0 38- 0- 0 2-3 -2813 .01 .33 .34 h�yyppee Ihs X.Loc ILVI`II+ ilC Vc2t 255.2 8- 0- 0 1.00 3-4 -2954 .01 .26 .27 TC Vert. 59.8 38- 0- 0 .00 4-5 -1293 .00 .33 .33 5-6 -852 .00 .33 .33 6-7 -852 .00 .16 :16 7-8 -1496 .00 .24 .24 8-9 -385 .00- .24 .24 9-10 -425 .00 .03 .04 BC 1, AXL END CSI 11-12 2753 .18 .20 .38 12-13 3017 .20 .13 .33 13-14 1430 .06 .13 .18 14-15 1430 .09 .08 .17 15-16 -1823 .00 .19 .19 16-17 -1638 .00 .19 .19 17-18 939 .03 .12 .15 18-19 939, .03 .15 .18 19-20 1506 .06 .15 .21 20-21 88 .00 .10 .10 5-17 2601 .53 M4X IgLIX CN (spia) 11/999 IN MEM 14- (LINE) 1. -.04" D= -.06" T= -.10" _= Joint T=nticns ===== 1 0- 0- 0 12 7- 4-12 2 7- 6- 8 13 12- 7- 3 3 12- 7- 3 14 14- 0- 0 4 17- 9- 9 15 17- 9- 9 5 23- 0- 0 16 23- 0- 0 6 26- 6- 8 17 28- 2- 7 7 28- 2- 7 18 32- 0- 0 8 33- 4-13 19 33- 4-13 9 38- 5- 8 20 38- 5- 8 10 39- 8-12 21 39- 8-12 11 0- 0- 0 BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Nortbpark Dr.. Colo Springs. CO 80907 Tp5.0 Version T6.2.3 TC 2x6 DEL #2 13C 2x4 DFL #1 & Btr. WEB 2x4 EFL ST*UARD 2x6 DFL #2 21-10 PLATE VALIES PFR ICqo reM*r I FEIUC #1607. Location of interior bearings should be. clearly marked on each truss. + + + + + + + + + + + + + + + + + + + + + + Nail patten shoah is for PLF loads only. oaxxitxated loads KZT he distributed to each plv eNa71y. (?n rtulti-Ply with ls, use 3" iraiis m n. into the ber. For m=e than 2 ply, add nail aster from additional ply(s) and/or bolts if sham, or use any other approved detail (by others) + + + + + + + +.+ + + + + + + + + + + + + + 2 -PLY! Nail w/10d Box, staffed M-97 Sect. 12) in: TC- 2/ft BC- 2/ft 4US- 2/ft Truss ID: A Qty: plat im spec PMI/PPI - 1995 THLS lis LS THE t>�Iicsi RESml! cr 147rayiE LC1AD C%cM. BEAR r. sYranah are leased QALY on the truss material at each hearing. Traded for 10 FSF rrn-ecnaffre'rt BAIL. Interior sLlpst or to perary shyer trust be in place befcme erbcting this truss. Dainage trust he.prculdoi to avoid parliPY- > atmhgnt )mac ng. is. Tea urea (ly ctl�s) to prevt�t rctatiWtcppli. . See HIB -91 arrd AL$I/'1PI 1-1995; 10.3.4.5 and 10.3.4.6. 1x4 main. eahtinxaus lateral bracing attadhed to flat TC v hee indicated w/ 2-10d roil= each. Lurber trust be stsuctu al grad°. Brace Q 24" o.c. unless rated otherwise. PLATRU HASID CLQ Q;EE Q LUvBER VAI.IES. 7-6-8 5-0-11 5-2-7 5-2-7 5-2-7 5-2-7 5-0-11 7-6-8 12-7-3 17-9-9 23-0-0 28-2-7 33-4-13 38-5-8 1 2-PLYS 3 4. 5 6 7 8 A REQUIRED F6.0610# 30-0-0 6.00 z_S-4 3-4 T 4-6-4 1= 0-6-6 2 . Drft: LUU1 1 /.sou 1 -vv 1 WM F= CSI VEB FCRZE CSI 2-12 465 .09 7-17 -1288 .08 ; Degnr: #L 2 da 3-12 -253 .03 7-19 905 .18 SC Live .0 psf O.C. Spacing 2- 0, 0 SC Dead 10.0 psf Daeign Spec -97 3-13 -913 .06 8-19 -262 .02 .TOTAL 4-13 1960 .40 8-20 -1386 .14 4-15 -1903 .12 9-20 -329 .02 TC Vert 160.0 8- 0- 0 160.0 38- 0- 0 5-15 3640 .74 10-20 1417 .29 h�yyppee Ihs X.Loc ILVI`II+ ilC Vc2t 255.2 8- 0- 0 1.00 5-16 -4628 .29 10-21 -1472 .05 5-17 2601 .53 M4X IgLIX CN (spia) 11/999 IN MEM 14- (LINE) 1. -.04" D= -.06" T= -.10" _= Joint T=nticns ===== 1 0- 0- 0 12 7- 4-12 2 7- 6- 8 13 12- 7- 3 3 12- 7- 3 14 14- 0- 0 4 17- 9- 9 15 17- 9- 9 5 23- 0- 0 16 23- 0- 0 6 26- 6- 8 17 28- 2- 7 7 28- 2- 7 18 32- 0- 0 8 33- 4-13 19 33- 4-13 9 38- 5- 8 20 38- 5- 8 10 39- 8-12 21 39- 8-12 11 0- 0- 0 BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Nortbpark Dr.. Colo Springs. CO 80907 Tp5.0 Version T6.2.3 TC 2x6 DEL #2 13C 2x4 DFL #1 & Btr. WEB 2x4 EFL ST*UARD 2x6 DFL #2 21-10 PLATE VALIES PFR ICqo reM*r I FEIUC #1607. Location of interior bearings should be. clearly marked on each truss. + + + + + + + + + + + + + + + + + + + + + + Nail patten shoah is for PLF loads only. oaxxitxated loads KZT he distributed to each plv eNa71y. (?n rtulti-Ply with ls, use 3" iraiis m n. into the ber. For m=e than 2 ply, add nail aster from additional ply(s) and/or bolts if sham, or use any other approved detail (by others) + + + + + + + +.+ + + + + + + + + + + + + + 2 -PLY! Nail w/10d Box, staffed M-97 Sect. 12) in: TC- 2/ft BC- 2/ft 4US- 2/ft Truss ID: A Qty: plat im spec PMI/PPI - 1995 THLS lis LS THE t>�Iicsi RESml! cr 147rayiE LC1AD C%cM. BEAR r. sYranah are leased QALY on the truss material at each hearing. Traded for 10 FSF rrn-ecnaffre'rt BAIL. Interior sLlpst or to perary shyer trust be in place befcme erbcting this truss. Dainage trust he.prculdoi to avoid parliPY- > atmhgnt )mac ng. is. Tea urea (ly ctl�s) to prevt�t rctatiWtcppli. . See HIB -91 arrd AL$I/'1PI 1-1995; 10.3.4.5 and 10.3.4.6. 1x4 main. eahtinxaus lateral bracing attadhed to flat TC v hee indicated w/ 2-10d roil= each. Lurber trust be stsuctu al grad°. Brace Q 24" o.c. unless rated otherwise. PLATRU HASID CLQ Q;EE Q LUvBER VAI.IES. 7-6-8 5-0-11 5-2-7 5-2-7 5-2-7 5-2-7 5-0-11 7-6-8 12-7-3 17-9-9 23-0-0 28-2-7 33-4-13 38-5-8 1 2-PLYS 3 4. 5 6 7 8 A REQUIRED F6.0610# 30-0-0 6.00 z_S-4 3-4 T 4-6-4 1= 0-6-6 2 . Drft: LUU1 1 /.sou 1 -vv 1 Fid verticals designed for axial loads only. •� aid verticals that axe extended above or ruswal Systenns•Plates are 20 ga. unless shown by "18"(18 ga.) or OVER 3 SUPPORTS /Scale: 3/32 1 and false 6. TH"(16 below the truss profile (if any) may require additional design c nide atirn (y others) TSF: 4. :214 # W0: MAYSEW for lateral forces due to wind or ka Rn; c Name. loads on the building. ; Degnr: #L 2 da on d=d bracing applied ae TC Live 16. 0 psf Ams L=1.25 P.I. 15 pbas the schedule: ' TC Dead 16.0 psf �p�Mbr 13nd 1.00 max O.C. fran to TC 24.0" 7-11-11 38- 0- 0 SC Live .0 psf O.C. Spacing 2- 0, 0 SC Dead 10.0 psf Daeign Spec -97 This truss is designed using the ,UBC !1t/480 LBC -97 Cbde. 0 D_ l Ratio: 14/360' TC: 42.0 psf Bldg }3rlosed = Yes, aid Zone = No No COY = B .TOTAL Hurricane//Oce-ah Line = , M _ s OO.26ft M� roof height22 MN 750.00ft, Classification = 4, Dead Lcad = 26.0 psf - --- ----LOAD CASE #1 IESICN ICADS ---------------- Dir L.Plf L.Loc R.Plf R.Icc IL✓`1L TC Vert 64.0 0- 0- 0 64.0 8- 0- 0 .50 TC Vert 160.0 8- 0- 0 160.0 38- 0- 0 .50 TC Vert 64.0 38- 0- 0 64.0 39- 8-12 .50 BC Vert. 50.0 0- 0- 0 50.0 39- 8-12 . .00 h�yyppee Ihs X.Loc ILVI`II+ ilC Vc2t 255.2 8- 0- 0 1.00 TC Vert255.2 8- 0- 0 .00 Ir -Vert 59.8 38- 0- 0 1.00 TC Vert. 59.8 38- 0- 0 .00 TT 3-8-05-9-0 -L 1 SHIP 4 39-8-12 6-3-4 11 12 1314 15 16 17 1819 21 STUB 7-4-12 ,5-2-7 .5-2-7 5-2-7 5-2-7 95-2-7 5-0-11 7-4-12 12-7-3 17-9-9 23-0-0 28-2-7 33-4-13 38-5-8 ` 769 y� p: 06-30'03 ; CIVIL a Tq OF CA:00 r� v6/22/2001 •� ruswal Systenns•Plates are 20 ga. unless shown by "18"(18 ga.) or OVER 3 SUPPORTS /Scale: 3/32 1 and false 6. TH"(16 ga.), positioned per Joint Report. Circled plates frame plates are positioned as shown above. TSF: 4. :214 # W0: MAYSEW WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. done Name. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and in accordance with the current versions of TPI and AFPA design standards. No responsibility is assmned for dimensional accuracy. Dimensions are to be ; Degnr: #L 2 da verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this the loading imposed by the local building code and the paticular application. The design assumes that the top chord is Literally TC Live 16. 0 psf Ams L=1.25 P.I. 15 design meet or exceed braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing showis for Lateral support of components members only to reduce buckling length. This cornponent shall not be placed in any environment that n ' TC Dead 16.0 psf �p�Mbr 13nd 1.00 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 with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design SC Live .0 psf O.C. Spacing 2- 0, 0 SC Dead 10.0 psf Daeign Spec -97 accordance 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 i ,UBC !1t/480 Responsibilities, SUMMARY $HEFT' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and 0 D_ l Ratio: 14/360' TC: 42.0 psf Paper Associatiud (AFPA) is located at 1111 19th Street, MW, Ste 8W, Washington, DC 20036. .TOTAL job Name: mayhewr CSI Ehd verticals that are extended ahave or EEG 1 X -LOC 0- 1-12 PEP= 1312 SIZE 3.50" RB2'DI 1.50" TC 2a6 DFL #2 BC 2x4 DFL #1 & Btr- 2 22-10- 4 3 39- 7- 0 3334 846 3.50" 3.50" 3.18" 1.50" WEB 2>1 EFL per the ttroc o.c. Econ to TC 24.0" 9-11-11 36- 0- 0 4-14 150 .06 8-19 -99 .04 4-15 -2188 .99 9-19 693 7Pas msIIN LS THE a>Tcs17E RESULT OF TC FORCE AXL H`ID CSI NimPLE LOAD CASES. BFARII�;:3 shah are basedaY 1-2 2-3 -1718 -1433 .03 .53 .56 .40 on the truss materhal.at each bear. s- 3-4 -1215 .02 of .38 .59 HATS VA= PER ICRO RESo*KH REFCRT #1607. 4-5 1066 .57 .57 .70 Location of interior bearings should be 5-6 6-7 -790 -790 .14 .00 .49 .27 .49 .28 clearly narked on each truss. Dra1noge mast be provided to avoid �ecl 7-8 -456 .01 .00 .31 .31 1x4 min. ax±d Licxts lateral bring at to flat TC Q -,ere indicated w/ 2-10d rails 8-9 -545 .00 .05 .05 each. Lwber mast be structural grade. BC FCRCE AXL HID CSI Brace Q 24" o. c. unless noted CUM wise. 10-11 1431 .13 .34 .47 11-12 1259 .11 .34 .45 12-13 1259 .11 .14 .25 13-14 -94 .00 .14 .14 14-15 -93 .00 .14 .14 15-16 405 .02 .14 .15 16-17 405 .02 .11 .12 17-18 405 .02 .13 .15 18-19 804 .07 .13 .20 - 19-20 88 .00 .10 .11 TAEB FCY2CE CSI GES FCRCE CSI Ehd verticals that are extended ahave or 2-11 128 .05 5-16 173 .07 3-11 274 .11 5-18 648 .26 for lateral forces due to wind or seismic 3-13 -907 .33 7-18 -366 .14 4-13 1510 .61 7-19 -498 .36 per the ttroc o.c. Econ to TC 24.0" 9-11-11 36- 0- 0 4-14 150 .06 8-19 -99 .04 4-15 -2188 .99 9-19 693 .28 Fit-ricathe/Crean Lime = Ib , E>q.> CY = B 5-15 -1844 .98 9-20 -821 .17 PInX rET>rrRSl (span) ' Classification = 4, Dead load = 26.0 psf L/999 INMEM 10-11() - -------LC1AD CASE #1 LESI(N LOADS ---------------- Dir L.P1f L.Lcc R.Plf R.Icc LLV*IL TC Vett 64.0 0- 0- 0 64.0 10- 0- 0 Lr -.08"LIVE D= -.12"T-- -.20" TC Vert 128.0 10- 0- 0 128.0 34- 0- 0 T --- - Joint. T-L:itsis - .50 BC Vert 20.0 0- 0- 0 20.0 39- 8-12 1 0- 0- 0 11 9- 4-12 TTyyp�ee Lbs X.Lcc Ii,/`IL iC'Vert 10- 0- 0 5-6-4 2 9- 6- 8 12 13- 0- 0 3 14-10- 2 3-3 14-10- 2 4 20- 3- 9 14 20- 3- 9 = 0-6-6 5 27- 4- 1 15 22-10- 4 6 28- 6- 8 16 27- 4- 1 7 31-11-11 17 31- 0- 0 8 36- 5- 8 18 31-11-11 9 39- 8-12 19 36- 5- 8 10 0- 0- 0 20 39- 8-12 Truss M A l Qty ®Derrctes tl-,e req� f= lateral hracing at each location sh0m7. Lateral bracing system vhhich irnlude dlaqcnal cr x- J are the responsibility of the building clesigr». Truss al Syystero BRACE-rr may be used for cnruaw htilateral bracing on trusses s 24" cc. Alternatively, use scabs or T -braces as shun on TrusHa] System standard detail 0001003160. I cadad for 10 FSF rnn-alt BaL. Intetzo' support or tenpc ary sh=irrg mast he in place befoethis truss. i aht knacuY3 is ee HIB-91)ato prcvant rttatirn/tcpp 1 ItsI/TPI 1-1995; 10.3.4.5 arra 10.3.4.6. PLA= BASED IN GREEN LLMfgR VALIES. 9-6-8 ,5-3-10 , 5-5-6 7-0-9 9-1-1-7 9-6-8 14-10-2 20-3-9 27-4-1 36-5-8 -11-IL 7 1 3 4 5 6 7 8 9 26-0-0 6.00 155# -5.00 1 Drwg:LVUI I /.SVu1- &A verticals designed for axial Ica cls only. Ehd verticals that are extended ahave or below the truss profile (if any) tray regalre design osisideration (by others) for lateral forces due to wind or seismic loads on the kuildirrg This delibased on ch'rsd hracir:9 applied folia sd7adzle: per the ttroc o.c. Econ to TC 24.0" 9-11-11 36- 0- 0 'This truss is desigr>ed usu g the UBC -97 Cb3e. Bldg RY=lcsecl = Yes, End Zone =Ido Fit-ricathe/Crean Lime = Ib , E>q.> CY = B Bldg Lergth = 105.00ft, Bldg Width = 40.00ft, A7eart roof height = 22.76ft, 14 FH = 75 Classification = 4, Dead load = 26.0 psf - -------LC1AD CASE #1 LESI(N LOADS ---------------- Dir L.P1f L.Lcc R.Plf R.Icc LLV*IL TC Vett 64.0 0- 0- 0 64.0 10- 0- 0 .50 TC Vert 128.0 10- 0- 0 128.0 34- 0- 0 .44 TC Vert 64.0 34- 0- 0 64.0 39- 8-12 .50 BC Vert 20.0 0- 0- 0 20.0 39- 8-12 .00 TTyyp�ee Lbs X.Lcc Ii,/`IL iC'Vert 10- 0- 0 155.0 .38 TC Vett 155.0 34- 0- 0 .38 T -06-9-0 I SHIP 39-8-12 6-3-4 - - 10 11 12 13 14 15 16 1718 1920 STUB 9-4-12 5-5-6 5-5-6 7-0- -1-19 7 ; 9-4-12 14-10-2 20-3-9 27-4-1 36-5-8 a Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.) or OVER 3 "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® WARNING Read alt 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 L U SAR MFG 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 sheathingand the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. LLCBracing 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 plate corrosion. Fabricate, hvndle, install and brace this truss in TRUSWAL SYSTEMSaccordance with the following standards: 'JOINT DETAILS', by Trvswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design aaa5 Northpark Ur.. Colo Springs, CO 80)07 Responsibilities, '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 :hind Tp5. 0 Version T6.2.3 Paper Assoccdjuq (APPA)'is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 2 ?C'i,Qq SSIp/1A! Fy 769 * 006 I L 0/ 1➢ cizclk � 1FC 2/2001 '^ 3/32" 1' TBF: 130.7 Chk: Dsgnr: TC Live 16.0 psf TC Dead 16.0 psf BC Live .0 psf BC Dead 10.0 } sf 42.0 pof #LC = 12 TOTAL DuiPacs" L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0= 0 Design Spec UBC -97 Deft Ratio: Li/360! TC: 'L/480 Job Name: mayhew ERG X -LCC REACT SIZE RF7�'d 'IC 2x5 I>FI, #2 1 0- 1-12 1076 3.50" 1.50" BC 2x.4 EFL #1 & Btr. 2 22-10- 4 1925 3.50" 1.68" WEB 2x4 rFL S774qP1M 3 39- 7- 0 ' 599 3.50" 1.50" PLATE VALLES PER I®0 ) E9&*KH RE= #1607. Lcaded for 10 PSF narm'Y=-re:tBa'tttzst IC FCRC£ AXL, HID CSI irze ice supp�t Y be in place before exec t-Uthis truss. 1-2 2-3 -1209 -978 .02 .O1 .50 .16 .51 .17 1x4 loin• mhtin n a lararal attad�i to flat 'Ic hdjere irrlicated w/ 2-10d rails 3-4 -765 .00 .26 .26 each. Amber mist be structural grade. 4-5 573 .07 .25 .33 Braon Q 24" o.c. unless rated cdmxwise. 5-6 6-7 -461 -461 .00 .00 .21 .11 .21 .11 .10 7-8 -299 .00 .12 .12 16-17 8-9 -373 .00 .04 .04 240 BC F= AX, RM GSI 10-11 977 .10 .31 .41 11-12 789 .08 .31 .39 12-13 789 .08 .12 .20 13-14 91 .00 .12 .12 14-15 91 .00 .10 .10 15-16 240 .01 .10 .11 16-17 240 .01 .10 .11 17-18 240 .01 .12 .13 18-19 467 .04 .12 .16 19-20 88 .00 .09 .09 4m I= GSI 4M I= CSI 2-11 133 .05 5-16 177 .07 3-11 277 .11 5-18 367 .15 3-13 -509 .19 7-18 -166 .06 4-13 900 .37 7-19 -241 .17 4-14 157 .06 8-19 -96 .04 4-15 -1264 .60 9-19 458 .19 5-15 -1029 .74 9-20 -575 .12 M4X DElaxrtaa (span) L/999 IN MEM 10-11 (LIW) LF -.08" D= -.12" T- -.20" = Joint Locations =_-= 1 0- 0- 0 11 9- 4-12 2 9- 6- 8 12 13- 0- 0 3 14-10- 2 13 14-10- 2 4 20- 3- 9 14 20- 3- 9 5 27- 4- 1 15 22-10- 4 6 28- 6- 8 16 27- 4- 1 7 31-11-11 17 31- 0- 0 8 36- 5- 8 18 31-11-11 9 39- 8-12 19 36- 5- 8 10 0- 0- 0 20 39- 8-12 BLUSAR MFG K757!CA LLC TRUSWALSYSTEMS 4445 Northpark Dr.. Colo Springs, CO 50907 Tp5.0 Version T6.2.3 T 6� 4 0-6-6 Truss ID: A2 Qty: plal•;m spec : P23SI/IPI - 1995 ,HIS MIIN IS ME CIIhCBrIE RERIIZ' OF PLJLnPLE LMD CASES. BFARIIG RF3=04ENIS sho tet are based aEy on the truss rtetex a at each kearim. Location of irrterior bearings sl:culd be clearly harked on each truss. ulna; naaP toast be provided to avoid pazlirg. PLATIi� BASED CN GREEN LIMBER VATJFS. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design eansideratim (by ctlaqrs) for lateral forces cite to wind or seismic laads on the h,;ldirxg. 9-6-8 ,5-3-10 5-5-6 7-0-9 9-19-1-7 9-6-8 14-10-2 20-3-9 27-4-1 36-5-8 11-11-11 � 1 2 t 3 4 5 6 7 6 87 9 � 6.0 00 26-0-0 -6.001 �- 1 . D rwg: P� desi 1 � d on drool bracing applied ffcaillll sd>xlile: tt�c o.c. fear to TC 24.0" 8-11-11 36- 0- 0 MUB truss is desigtled uses the LBC -97 Code. Bldg Ehcicsed = Yes, Ehd Zane = 130 H.trrtcane/Ooeatn Line = Ib , Fit Categc y = B BlogLa'�h 105.00ft, Bldg W1dth = 40.00ft, pl-m roof heigIt = 23.26ft, MPH = 75 Classification = 4, Dead Load = 26.0 psf 1.5-3 1.5-3 8-8 1. 3 2. -4 3- S7 5 6 2.5-4 T 3-4 T 7-9-0 4-4 3-1 0 T SHIP 2.5-4S= 3-4 4 2.5-4 3 2.5-4 S 2 3 7 .�5-4 2.5-4 22-10-4 ZK 10 11 12 13 14 15 16 1718 9-4-]2 _, 5-5-6 J 5-5-6 7-0-9 9-1-7 9-4-12 14-10-2 20-3-9 27-4-1 36-5-8 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H11(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. 6-3r--4 - 1920 STUB 2769 � 9 '03 / * V .a 00,A22/2001 OVER 3 SUPS r'S.cale: 3/32" 1' WARNING Read ail 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 bh 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 briccd 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 1995 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' - (HIO -91) and 11IB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest lid Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TBF: 136.0 Chk: Dsgnr: TC Live 16.0 psf TC Dead 16.0 psf BC Live .0 psf BC Dead 10.0 Lief 42.0 pof #LC - -12; TOTAL Name: DurFacs L=1.25 P=1.15 Rep Mbr Brid 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: 1,/360: 'IC: 1,/480 Job Name: mayhew EEG X -LOC REACI(' SIZE REVD 1 4- 6-10 4290 3.50" 2.29" 2 45-10- 4 4301 3.50" 2.29" TC FUZE AXL HID CSI 1-2 -3524 .01 .08 .10 2-3 -3236 .01 .27 .28 3-4 -8009 .08 .20 .28 4-5 -10948 .16 .24 .40 5-6 -12278 .21 .25 .46 6-7 -12278 .21 .22 .42 7-8 -10722 .15 .21 .36 8-9 -7338 .07 .39 .47 9-10 -794,5 .14 .42 .56 BC FSE AXL HID CSI 11-12 60 .00 .12 .12 12-13 7838 .51 .09 .61 13-14 10855 .71 .07 .78 14-15 10855 .71 .09 .80 15-16 12377 .81 .09 .91 16-17 12377 .81 .10 .91 17-18 12253 .80 .09 .89 18-19 12253 .80 .07 .87 19-20 10621 .70 .10 .80 20-21 6984 .46 .44 .90 VEB I= CSI WEB FCYzY-E CSI 1-11 -4246 .25 5-16 347 .07 1-12 4111 .84 5-17 -122 .01 2-12 920 .19 7-17 416 .08 3-12,-5674 .57 7-19 -1903 .19 3-13 2367 .48 8-19 1403 .29 4-13 -3538 .36 8-20 -4080 .41 4-19 1291 .26 9-20 2683 .55 5-15 -1760 .18 M DEF1t:r'rrCN ( ) L/999 IN NIEM 16-17 (LIVE) LF -.32" D- -.53" T= -.85" Joint Lo atials = _ 1 0- 0- 0 12 3- 1-10 2 tl- 1-10 13 8- 2- 5 3 8- 2- 5 14 9- 7- 2 4 13- 4-11 15 13- 4-11 5 18- 7- 2 16 18- 7- 2 6 22- 1-10 17 23- 9- 9 7 23- 9- 9 18 27- 7- 2 8 28-11-15 19 28-11-15 9 34- 0-10 20 34- 2- 6 10 41- 7- 2 21 41- 7- 2 11 0- 0- 0 LL/TL TC 2x5 DFL #2 BC 2x4 EFL #1 & Btr. WEA 2x4 M ST NMO PLT ELK 2x4 DFL #1 & Btr. PLATE VAUI•S Pent ICED I Q -I TM= #1607. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shon is for PLF loads anly. gated loads MBI' be distrAm ted to each ply, e;>ally. On nulti-ply, with use 3" ilails min. into the carrying mantoer. Fon nrwe than 2 ply, add nail cluster fran additior-al ply(s) bolts if ShOXl, or uany ap=oved detail (by others) . an + + + + + + + + + + + + + + + + + + + + + + End verticals designed for axial loads only. End verticals that are extended above ar belod the truss profile (if any) ttay require ad3iticml design consideration (by others) for lateral forces dam to wird or seiaanic lords on the building. Truss ID: AX Qty: p r;m sly AMI/'PPI - 1995 THLS 1FSICN IS 'II ->E aNpmrm PEsMT' cF I,=PLE LOAD CASES. Eoi,P= 1 I5 &am are lased aZY on the tnISB material at each bearing- Lcacled for 10 FSF narcorlta xient HZL• nust be provided to Emmw)ent Uracitgbyctl�) to pprevent zctatirn/tI*ling See HIB -91 and PDBI/I'PI 1-1995; 10.3 4.5 and 10.3.4.6. 1X4 n-dn. mitinanis lateral bracing attached to flat TC 4te:e indicated w/ 2-10d mails each. bntbr mast be structural grade. Bra re O 24" o.c. unless nctted otherwise. RATING BASED CN aEEN U24EER VAUES. 2 -PLY! Nail w/10d HDX, staggered M-97 Sart. 12) in: IC- 2/ft BC- 2/ft WEBS- 2/ft 3-1-10 5-0-11 5-2-7 5-2-7 5-2-7 5-2-7 5-0-11 7-6-8 3-1-10 8-2-5 13-4-11 18-7-2 23-9-9 28-11-15 34-0-10 41-7-2 E7 -II -II 2 -FLYS ' 3 4 5 6 7 8 9 10 ItWU11 1?�� 10-11-11 of -6 001 T 5-6 4-6- 2-8-1 2..' 5-10 4-4-14 STUB 11 12 1314 15 16 17 1819 20 21 3-1-10 ,5-0-11 5-2-7 5-2-7 5-2-7 5-2-7 5-2-7 7-4-12 3-1-10 8-2-5 13-4-11 18-7-2 23-9-9 28-11-15 34-2-6 41-7-2 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or H"(16 ga.), positioned per Joint Report. Circled plates and false nnaiti.oned as shown above. 2 D Tus des' ) one&tled=d )racitz3 flied W the f sdr,: Chk; time o.c. frall to stonier Name: TC 24.0" 7-n-11 38- 0- 0 #LC 1 .. 'Ibis truss is designed using the TC Live LBC -97 Cbde. DurFacs L=1.25 P-1.15 Bldg Enlawed = Yes, End Zcr)e = No 16.0 pef H=ricane/Line = No , DCataEm"Y = B BC Live I 105.00ft, Bldg Width = 40.00ft, Bldg 1� O.C.Spacing 2- 0- 0 Mean roof height = 22.26ft, MPH = 75 10.0 �s f Classification = 4, Lead Load = 26.0 psf ---------IOAD CASE #1 IESICN LCIALIS ---------------- Dir L.Plf L.Ioc R.Plf R.Icc LL/TL 42.0 pef 'IC Vert 160.0 8- 0-10 160.0 38- 0- 0 .SCS 'IC Vat 64.0 38- 0- 0 64.0 46- 0- 0 .50 BC Vat 50.0 4- 4-14 50.0 46- 0- 0 .00 Type... Lbs X.Loc U,/`1L TC Vert 124.4 8- 0- 0 1.00 TC Vert 124.4 8- 0- 0 .00 TC Vat 255.2 38- 0- 0 1.00 'IC Vert 255.2 38- 0- 0 .00 : T 5-9-0 0-6-1 SHIP 01 1�P DAr 76 p 05 03 yt CI IL r r ` F CAL\FC� min "IWV Z? �'yb, /22/2001 A4)�AA /� q Scale: 3/32" - 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 in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be B LU SAR MFG verified by the component inanufacturer 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 paticuhar application. The design assumes that the top chord is Literally braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. ® L LC Bracing shown -is for Literal support of components members only to reduce buckling length. This component shill not be placed in any environment that will muse the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in I'ItUswAl. SYSfIiMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4445 NorhFrk Ur.. Colo Springs, CO 80NI Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 1 d SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest win Tp5. 0 Version T6.2.3 Paper Associaijoro(AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TBF : 128. 0'9 W W0r MAY!3B'W Chk; or i stonier Name: Degnr: #LC 1 .. da TC Live 16.0 pef DurFacs L=1.25 P-1.15 TC Dead 16.0 pef Rep Mbr Bnd 1.00 BC Live .0 pef O.C.Spacing 2- 0- 0 BC Dead 10.0 �s f Design Spec IBC -97 Ddl Ratio: L/360� TC: ',/480 TOTAL 42.0 pef job Name: mayhew AXL EW. X -LOC RFAcr SIZE REQ'DI 1 0- 6-10 2589 3.50" 2.76" 2 41-10- 4 2706 3.50" 2.89" TC F= AXL EEO CSI 1-2 -4391 .09 .65 .74 2-3 -4570 .11 .67 .78 3-4 -4214 .16 .49 .65 4-5 -5912 .32 .44 .76 5-6 -5912 .32 .28 .60 6-7 ' -5913 .32 .44 .77 7-8 -4186 .16 .52 .69 8-9 -4567 .10 .25 .36 9-10 -4709 .11 .53 .63 13r ' F13K£ AXL END CSI 11-12 3777 .50 .50 .99 12-13, 3781 .50 .40 .89 13-14' 5885 .77 .18 .95 14-15 5885 .77 .04 .81 15-16 6416 .84 .10 .94 16-17 6416 .84 .09 .93 17-18 5886 .77 .05 .82 18-19, 5886 .77 .13 .90 19-20 4094 .54 .15 .69 20-21 4094 .54 .41 .94 WEB I FAKE CSI F1EB FCRCE CSI 2-12 -156 .02 6-17 -650 .60 2-13 415 .17 7-17 538 .22 3-13 1317 .54 7-19 -2192 .84 4-13. -2155 .82 8-19 1545 .63 4-15 540 .22 9-19 156 .05 6-15 -652 .61 9-20 36 .01 6-16 225 .09 PPX EEFLE1=riCN (SpRrz) . L/999 IN MI 15-16 (LIVE) L -.30" D= -.49" T= -.80" =====' Joint Lrxations =_=== 1 0- 0- 0 12 4-10- 6 2 4-10- 6 13 9- 1-10 3 9- 1-10 14 13- 7- 2 4 14- 9- 8 15 14- 9- 8 5 19- 1-10 16 20- 7- 2 6 20- 7- 2 17 26- 4-12 7 26- 4-12 18 27- 7- 2 8 32- 0-10 19 32- 0-10 9 36- 3-14 20 36- 3-14 10 41- 7- 2 21 41- 7- 2 11 0- 0- 0 BC 2x4 DFL #1 & Btr. Wm 2x4 DFL S>1» W= bdo DFL #2 PLT BLR 2x4 DFL #1 & Btr. Plating spec : ADSI/'IPI - 1995 'II-II.S IESIIN IS UE rM RES= CF h' 1nPLE LC AD CASES. EEt1RIM FEIIIREMEI7IS 11-101at are based CNLY to the truss ttatia al at each bearing. L3aii-age trust be provided to avoid prndt 1x4 min. cctt- rn,a lateral bracing atrr3. to flat 'IC vhere indicated w/ 2-10d nails each. Iimber mast be structural. grade. Brace O 24" o.c. unless meted otherwise. T 5 5-6-4 5 8- r:) -8 - Truss I D : B Lity ®Denotes the reyuirervent for lateral bracing at eac3ri locatirn slz-a at. Lateral hmauzg, systa3ts ohtich include diagorial cw x -bracing are the 8n ability of the building desigtg TrtLs� al BitAC£-rr tray be used fns• co ttintcus b7aciz3 ca trusses spaced 24" cc. Alternatively, use subs cr T-3.. as .1.. a, Tru a1 system stanclazd detail C001003160. Pr= VAUES FfR' IC 20 FEm*K H RE= #1607. Icaded for 10 PSF rrn-ca '>t BaL. See IM -91 and SISI 1-1995; 10. 4.5 and 10.3.4.6. PL1t= BASED IN CRFN IID'MI2 VAIIIES. 4-10_=6 9-11_2 5-9-10 5-9-105-7-14 1 9-6-8 4-10-6 14-9-8 20-7-2 26-4-12 32-0-10 41-7-2 9-11-11 1 2 4 5 6 7 8 9 lU 600 155N 22-0-0 ��N W _6,00 0A 0-4-14 11 12 13 1415 16 1718 19 20 21 STUB 4-104-10 6 9-11-2 . 5-9-10 5 -10I -7�� � --+ 4-10-6 14-9-8 20-7-2 26-4-12 32-0-10 41-7-2 Truewal Syotentr.. Plates are 20 ga. unless shown by "18"(18 ga.) or H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. 1 Drw Mus destii�) rn drrcd hMCiJ1g arplial WARNING Read aN notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not inns 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 v`rifiod 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 per f sdmdAe: TC Live 16.0 psf rtam O.C. frau to 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 in TC 24.0" 9-11-11 32- 0- 0 'IItis truss is designed using the BC Live .0 psf LBC -97 Gxle. accordance with the following standards:DET ILS', by Truswal, METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 Bldg Enclosed = Yes, F7r1 Zone = DSc 4445 Nonbp"rk anricane/Ooean Line = Nc ,EJB 0&-jary = B Bldg = 105.00ft, Bldg Width = 40.00ft, SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at Paper Association) (AFPAT is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. mean ronooheight = 22.76ft, M:H = 75 jVh C9assificatiat = 4, Dead Load= 26.0 psf - --- ----LOAD CASE #1 IFSICN LOADS ---------------- Dir L.Plf L.Icc R.Plf R.Lcc UV'M Tv Vint 64.0 0- 4-14 64.0 10- 0- 0 .50 Tv Vert 128.0 10- 0- 0 128.0 30- 0- 0 .44 TC Vert 64.0 30- 0- 0 64.0 42- 0- 0 .50 BC Vert 20.0 0- 4-14 20.0 42- 0- 0 .00 TA - Lbs X.Iec 114em 'IC Vert 155.0 10- 0- 0 .38 TL Vert 155.0 30- 0- 0 .38 T 6-9-0 _ SHIP 0-6- �P 9 * �T f W6 30p3 / *. IVI Jilt4* % �\P /� CAUF'� /SCO" ij /22/2001 Scale: 3/32" 1' ® B L U SAR MFG WARNING Read aN notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not inns 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 v`rifiod 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: 133.3 �WT2`3 �; �� De #LC '^ ,0 ' TC Live 16.0 psf 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 in TC Dead 16.0 psf will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss 'JOINT 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design BC Live .0 psf TROS11'AL Sl'3TEMS Ur., Colo Sprinss, co x0907 accordance with the following standards:DET ILS', by Truswal, METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 psf 4445 Nonbp"rk Responsibilities, 'HANDLING INSTALLING AND RACING 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest tud TpS . 0 Version T6 .2 .3 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at Paper Association) (AFPAT is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 42 0 f0 f Custcaner Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dell Ratio: L/360, 7C: J4/480 J job Name: mayhew 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 ht 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: 134.7 NLWV" , Conk: Dsgnr: #LC = 10 EMX-IDC TC Live 16.0 psf 1EACP SIZE RE32'D 1 .0- 6-10 1747 3.50" 1.86" 2 41-10- 4 1957 3.50" 2.09" TRUSWAL SYSTEMS 4445 Northpark Dr.. Colo Springs. CO 30907 TC FCRC£ AXI, SID CSI TOTAL 42.0 1-2 -2876 .04 .30 .33 2-3 . -2857 .04 .30 .34 3-4 -2613 .06 .18 .24 4-5 ; -3577 .12 .17 .29 5-6 e -3577 .12 .12 .24 6-7 ' -3620 .12 .17 .29 7-8 -2693 .07 .18 .25 8-9 -2965 .04 .12 .17 9-10 -3198 .05 .30 .35 SC: FLRCE AXL, EM CSI 11-12 2470 .32 .25 .58 12-13 2472 .32 .19 .51 13-14 3558 .47 .12 .59 14-15 3558 .39 .16 .55 15-16 3889 .43 .16 .59 16-17, 3889 .43 .16 .59 17-18 3602 .40 .16 .56 18-19 3602 .47 .10 .57 19-20 2765 .30 .17 .47 20-21 2765 .36 .23 .59 I'm FLRX CSI GEB FUXE CSI 2-12 -61 .01 6-17 -348 .32 2-13 149 .06 7-17 422 .17 3-13 871 .35 7-19 -1173 .91 4-13 -1219 .95 8-19 969 .39 4-15 447 .18 9-19 -170 .07 6-15 -403 .37 9-20 67 .02 6-16 223 .09 MX rF7T>:T'rrC N (spall) L/999 IN MEM 15-16 (LIVE) L= -.19" Ik -.31" T= -.49" --_ Joint Locaticns --- 1 0- 0- 0 12 4-10- 6 2 4-10- 6 13 9- 1-10 3 9- 1-10 14 13- 7- 2 4 14- 9- 8 15 14- 9- 8 5 19- 1-10 16 20- 7- 2 6 20- 7- 2 17 26- 4-12 7 26- 4-12 18 27- 7- 2 8 32- 0-10 19 32- 0-10 9 36- 3-14 20 36- 3-14 10 41- 7- 2 21 41- 7- 2 11 0- 0- 0 TYPICAL PLATE, : 1.5-3 7C • 2x5 TFL #2 BC 2x4 IFL #1 & Btr. VM 2x4 EFL STANIIATD VEXE 2xio DFL #2 plaf-im spec • AMI/TPI - 1995 THIS EESPC 7 IS 'IT -]E cagICSrM RE RIT OF Ni]LTiPLE IDAD CASES. BEARIISU R02JE IRM shun are based C lCy cn the truss ttaterial at each bearing. Tcade d fcr 10 PSF trn-ozrit:urzent Baa. 1x4 min. cct-± ;hour lateral hracir5 attac3ied to flat TC vkje a indicated w/ 2-10d nails each. lumber trust be structural grade. Brace © 24" o.c. unless rated otherwise. T 5- 6-6-4 -6 T T -►-8-1 Truss ID: B 1 - Qty: ®Derntee the r«�� fcr lateral bramm at each laat-, Z a hq az. Lateral ir-acim eyelets uhidi irrlude dia=nal cr x-br-iM are the regxrisihdIity of the biilding deli Tnzsjal c+tykets wAC£-rr may be U ccrtir u lateral hYaC1r1J on trusses spaced 24" oc. Alterriar,vely, use c: scabs cr T-beaes as slto nz on a= Vstandard detail 0001003160. A.= PFR' IC B0 ISI RE= #1607. Ihairj�ge trust be provided to avid parbxxT. PLMT BASED CSI t2IZEFIQ lIMER VAIM. 44-10-66 99-11-22 5-9-10 5-9-10 5-7-14 9-6-8 4-10-6 14-9-8 20-7-2 26-4-12 32-0-10 41-7-2 11-6-1311-11-11 rl 2 3 4 5 6 7. r 8 9 10 Op , 22-0-0.' e -6.001 0-4-14 STUB 11 12 13 1415 16 1718 19 20 21 4-10-6 9-11-2 , 5-9-10 , 5-9-10 5-7-14 9-6-8 4-10-6 14-9-8 20-7-2 26-4-12 32-0-10 41-7-2 Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.) or H11(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ;ZLO, 1 Drwg: LUM I/ 3 V V I -u Mug des. i based per tral sc�' d>md Tplie�i hedzle: trove O.C. frcm to 1C24.01' 8-11-11 32- 0- 0 This truss is designed usli-9 the LEC -97 Code. Bldg Ricl.osed = Yes, a)d Z=e = I3o Ri rricai'>e/Ccean Line = No , E7 p Ch&e�y = B t Bldg Len# 105.00ft, Bldg Width = 40.00ft, Mean rmt heist = 23.26ft, MPH = 75 Classificatirn = 4, DEad Load = 26.0 psf T 7-9-0 _ SHIP PP F SS104, 0-6-1�C AlF ���Q -I. sn 22769 p �1 p: :30:03 CI IL r�P 4�ep 6/22/2001 A t%- Scale: 3/32" - 1' ® BL U SAR 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 based on specifications provided by the component manufacturer and done ht 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: 134.7 NLWV" , Conk: Dsgnr: #LC = 10 IWO:-MAYBEW Customer Name: da TC Live 16.0 psf DurFaes L=1.25 P=1.15 ® LLC braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shownis for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 16.0 s f P Re Mbr Bnd 1.15 P 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 .0 psf O.C. Spacing 2- OL 0 TRUSWAL SYSTEMS 4445 Northpark Dr.. Colo Springs. CO 30907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HID -91) and 'HIB -91 i BC Dead 10.0 psf Design Spec .UBC -97 Responsibilities, SUMMARY $HEFT' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Amer can Forest and TOTAL 42.0 Den Patio: L/360' TC: 'L/480 Tp5.0 Version T6.2.3 Paper Associatiod (AFPA) is looted at 1111 19th Street, NW, Ste 800, Washington, DC 20036. psf Job Name: mayhew BF .a X -ix m4cr SIZE FEQ-6 1 0- 6-10 2317 3.50" 2.47" 2 41-10- 4 2464 3.50" 2.63" TC FCRCE AXI, BND CSI 1-2 -3897 .07 .57 .64 2-3 -4014 .08 .59 .67 3-4 -3704 .13 .34 .46 4-5 -5349 .26 .34 .60 5-6 -5349 .26 .37 .63 6-7 -5284 .26 .42 .67 7-8 -3704 .13 .31 .44 8-9 -4047 .08 .21 .30 9-10 -4223 .08 .47 .55 BC FCRZE AXL 130 CSI 11-12 3343 .44 .56 .99 12-13 3347 .44 .37 .81 13-14 5322 .70 .17 .87 14-15 5322 .70 .04 .74 15-16 5870 .77 .09 .86 16-17 5870 .77 .09 .86 17-18 5254 .69 .06 .75 18-19 5254 .69 .12 .81 19-20 3667 .48 .13 .61 20-21 3667 .48 .36 .84 TC 2,6 DFL #2 BC 2x4 EFL #1 & Btr. LEB 2x4 DFL SD*EAM YrED £ 2x8 EEL #2 PLT ELK 2x4 DFL #1 & Btr. plating spec : ANSI/IPI - 1995 T,US LFSICN Is THE 0CI4PXr1E RMI,T OF niffTFSE LC1AD CASES. EE ; RB:r I 6horal are basad ONLY on the truss trateri.al at each bearing. Dra; ,gym trust beded to avoid paxbxxj. D&er)3ed tcp cha, r�,'es 2x4 web material at 48" o.c. nwc. drq*ed to the chord below and attached with 1.5-3 tnin plates or (5)-16 ga. staples, or adeguate nailing by ethers typical each eni. F3ATI1,r, BASED ON CREIIQ LLr2ER UALIk 5. Flat tcp chord has net been designed for drifting snow unless ri ted otherwise. 'Truss ID: B2 Qty: ®I1enctes the requirers>t for lateral, bpmM at eadz locaticn sln . Lateral bracing. system wilier include diagarol or x h} acing are the respazsihiI ity of the building designer. Tntr�al tern SRACE-rr maybe used f� main cus lateral bracing - trusses spaced 24" oc. Alternatively, use scabs or T -braces as sha,ah on Tnas�al Systems starj:brd detail 0001003160. IR ATS. VALLES RR IC90 RESIN FEF= #1607. T ceded for 10 FSF ncn-ccrn=e t BaT - red (hyrotit ah/tcXP irg See HM -91) to p See HIB -91 arid PIS �I 1-1995; 10.3.4.5 and 10.3.4.6. 1x4 min. mttinhats lateral bracing attached to flat 'IC adhere indicated w/ 2-10d mails each. L xdbe s mist be structural grade. Brad m 24" o.c. unless rated otherwise. 1 Drwg• - This based on d 1 4Plied per the, 7]o�ing sdhedtle: n-GX O.C. from to IC 24.0" 13- 8- 8 28- 3- 8 'IC 24.0" 8-11-11 13- 8- 8 TC 24.0" 28- 3- 8 32- 0- 0 'brie truss is designed using the LBC -97 0 --de. Bldg R -closed = Yes, Did Zile = No Himxicane/C>xwh Lame = No , Dqtegar7 = B Bldg Length = 105.00ft, Bldg Fhdth - 40.00ft, Mean roof height = 23.76ft, MRA = 75 Classificatirn = 4, Dead Load = 26.0 psf ---------LMD CASE #1 IFSICN IC1ADS ---------------- Dir L.Plf L.Lx R.Plf R.Ioc ILM 'IC Vert 64.0 0- 4-14 64.0 14- 0- 0 .50 t TC Vert 128.0 14- 0- 0 128.0 26- 0- 0 .44 TC Vert 64.0 26- 0- 0 64.0 42- 0- 0 .50 BC Vat 20.0 0- 4-14 20.0 42- 0- 0 .00 Type... lbs X.Lcc LLVM 'IC Veet 155.0 14- 0- 0 .38 TC Vat 155.0 26- 0- 0 .38 F1'1GSI FtSKE CSI 2-12 -14040 .02 6-17 -757 .70 4-10 6 � 9-11_ 22 5-9-10 5-9-10 5-7-14 � 9-6-8 ' 2-1 6-1 - 2-13 322 .13 7-17 590 .24 4-10-6 14-9-8 20-7-2 26-4-12 32-0-10 41-7-2 3-13 1323 .54 7-19 -1999 .7613-11-11 4-13 -2087 .80 8-19 1452 .59 i 13-6-13 4-15 549 .22 9-19 96 .03 1 2 3 4 5 6 7 r 8 9 10 6-15 -672 .62 9-20 43 .02 - 6-16 224 .096.00- _ 3 -6.00 MAX Eal=w (soh) 3 � L/999 W MFM 15-16 (LIVE) 1 1.5-1.5-3 LF -.28" D= -.45" T= -.73"I / -8 == Joint LxT 8-8 -8 =5-6 aticns ==_ - 1 0- 0- 0 12 4-10- 6 7-6-4 4-4 4 4 8.9.0 2 4-10- 6 13 9- 1-10 3 9- 1-10 14 13- 7- 2 8.8 4-10 51111' 4 14- 9- 8 15 14- 9- 8 S 5 19- 1-10 16 20- 7- 2-8-1 3q FESSIp�� 6 20- 7- 2 17 26- 4-12 2.5-4 S=H5 245 2.5-4 4=H51253-12 2.5-4 0-6- q� 7 26- 4-12 18 27- 7- 2 3-12 y ` D -A f F'LC 8 32- 0-10 19 32- 0-10 9 36- 3-14 20 36- 3-14 Q 10 4t1- 7- 2 21 41- 7- 2 LQ 11 .0- 0- o 769 9 41-7-2� * P. 06:30:03 0-4-14 r i I V I L STU11 11 12 13 1415 16 1718 19 20 21 SIN 4-10-6 9-11-2 5-9-10 5-9-10� 5-7-14 9-6-8 �" /1� F CAUF� i 4-10-6 14-9-8 20-7-2 26-4-12 32-0-10 41-7-2 l+ 6 22/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or ga.), positioned per Joint Report. CircleNO� Scale: 3/32" 1' (16 d plates and false t �jt: frame plates are nositioned as shown above. ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 156.7 : 2 �# ; %w°' + YEIEV 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: , 1 Customer Name: 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 - 10 da B L U SAR MFG]Bracing 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 16.0 po f 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. TC Dead 16.0 of Re Mbr Bnd 1.00 ® LLC shown -is; for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that p p 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 .0 po f O.C. Spacing 2- 0- 0 TRUSNAL SYSTEx1Saccordance with t6c following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design .1.15 Northpark Dr., Colo Springs, CO 50907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 �sf Design Spec UBC -97 SUMMARY SKEET' by TPI. The Truss Plate Institute (TI'p is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Amerism Forest lad - Den Ratio: L4/360! 'IC: 'h/480 Tp5. 0 Version T6.2.3 Paper Assocetlion (AFPA) is locoed at 1111 19th Street, MN, Ste 2100, Washington, DC 20036. 1 I.TOTAL 42.0 pof job Name: mayhew T EB Fl3XE EW. X -LCC FG CI' SIZE 1M'ID 1 0- 6-10 1747 3.50" 1.86" 2 41-10- 4 1957 3.50" 2.09" TC FC RCE AXI, HID GSI 1-2 -2872 .04 .32 .35 2-3 -2856 .04 .32 .36 3-4 -2614 .06 .18 .24 4-5 -3576 .12 .17 .28 . 5-6 -3576 .12 .12 .24 6-7 -3619 .12 .17 .29 7-8 -2692 .07 .18 ,.25 8-9 -2965 .04 .12 .17 9-10 -3197 .05 .30 .35 BC FCRCB AXL HID CSI 11-12 2458 .32 .33 .65 12-13 2460 .32 .21 .54 13-14 3558 .47 .12 .59 14-15 3558 .39 .16 .55 15-16 3889 .43 .16 .59 16-17 3889 .43 .16 .59 17-18 3602 .40 .16 .56 18-19 3602 .47 .10 .57 19-20 2764 .30 .17 .47 20-21 2765 .36 .23 .59 11,M. FMM CSI T EB Fl3XE CSI 2-12 -72 .01 6-17 -348 .32 2-13 159 .06 7-17 422 .17 3-13 866 .35 7-19 -1173 .91 4-13 -1217 .95 8-19 969 .39 4-15 446 .18 9-19 -170 .07 6-15 -403 .37 9-20 67 .02 6-1f 223 .09 FM r a -= CN (span) ' L/999 IN VEM 15-16 (LIVE) IF -.19" F= -.31" T- -.50" Joint Locations =_-= 1 0- 0- 0 12 4-10- 6 2 A-10- 6 13 9- 1-10 3 i9- 1-10 14 13- 7- 2 4 14- 9- 8 15 14- 9- 8 5 19- 1-10 16 20- 7- 2 6 20- 7- 2 17 26- 4-12 7 26- 4-12 18 27- 7- 2 8 32- 0-10 19 32- 0-10 9 36- 3-14 20 36- 3-14 10 41- 7- 2 21 41- 7- 2 11 0- 0- 0 TC ' 216 DFL #2 BC 2x4 EFL #1 & Btr. VM 2x4 EFL SMUM F>EDC£ 2:t8 r L #2- Plating 2_Plating spec ADSI/fiPI - 1995 THIS EESICN IS ME CUAPCs 'IE FE= OF BEARIM REl.'Nn;DIM shown are based CNLY on the truss t ate al at each bearuxi. Lcacled for 10 PSF rrah-concurrent BCSL. Funded top dmrd ,m,;,es 2x4 veb material at 48" o.c. n ax. drq*,ed to the dmd belov and attad'>eci with 1.5-3 min. plates, or (5)-16 ga. staples, or ade4taate rtallhrrj by othe stypical. each errs. Flat tcla dzazl has riot been desicyted for drifting srncw unless mated ethe wise. Truss ID: B3 • Qty: ®I)E1'13tes the reckiranant for lateral )racing at each location shc>an. Lateral braPdng eystets vAuch incltcle d�al or X bracing are the regxxnibility of the building deli . Trus..al BRP.CE-IT tbe cr» ray - trusses spaced 24" cc. Altematively, use scabs or braces as slr+ah on TYt.>.s..ai systerre staniard detail CD01003160. a= VAVAIIIES PER ICBG MEARCH FE6Cfa' #1607. ID.airage utast be provided to avoid at 1x4 tin. oor±m us lateral bracingtacnea to flat Tc vk1e a indicated w/ 2-10d nails each. Lardner must be structural grade. Bract: O 24" o.c. unless ncted othi .wase. PLATiM BASED al aMEN IIIIEER VAIIBS. 4-104-106 9-119-112 5-9-10 5-9-10 54-14 9-6-8 4-10-6 14-9-8 20-7-2 26-4-12 32-0-10 41-7-2 15-11-11 �1 215-6-133 4 5 6 7 8 9 10 DO 22-0-0 -6.001 1 Drwg:LUU11/JVV1-u MUB t1� based on d'r=d;racing apPlied sdnedile: mwc o.c. fzart to Tc 24.0" 26- 0- 5 30- 8-14 Tc 24.0" - 8-11-11 26- 0- 5 'this truss is designed usirrg the LBC -97 0-&. Bldg F2r1csed = Yes, End Zane = No 11m icane/Coeah Line = 130 ,Cate -::K=Y = B NeemLs3th 105.00ft, Bldg Phdth = 40.00ft, a'roof heir = 24.26ft, N1EH = 75 Classification = 4, Dead Load = 26.0 psf I 9-9-0 SHIP / = CFF 'ESSrO,14e 0-6- A. Fyc/ 276 * :06 03 C IL 0-4-14 �P STUB 4-10-6 12 13 1415 16 1718 19 20 21, � s rfOFCAUFCn\ 4-10-66 99-11=2 5-9-1() 5-9-1() 5-7-14 9-6 8 4-10-6 14-9-8 20-7-2 26-4-12 32-0-10 41-7-2 �` ^- �eV�Irj 6/22/2001 'i'YVICAL PLATE 1.5-3 ®C%� Scale: 3/32" . 1' Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame Plates are ositioned as shown above. ® WARNINGRead aft notes on this sheet and give a copy of it to the Erecting Contractor. Fsg= 1�7 3 WT+�O # � %';D: MAYHE'W This design is for in individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Customer Name: in accordauuce with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be: #L 1�0 da B LU SAR MFG 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'uug imposed by the local building code and the paticular application. The design assumes that the top chord is laterallyLive 16.0 psf 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. TC Dead 16.0 of Re Mbar Bnd 1.15 ® LLC Bracing shown Lc for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that P P 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 .0 psf O.C. Spacing 2- 0- 0 1'RUSwAL SYFrV,4S accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'W rCA V - Wood Truss Council of America Standard Design BC Dead 10. 0 Ipsf Design Spec UBC -97 4445 Northpark Dr.. Colo Springs, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (14IB-91) and 'HIB -91 Defl Patio: L/360 TC: L/480 SUMMARY SHEET' by TPI. The Truss Plate Institute, (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest Ind TOTAL 42.0 psf Tp5. 0 Version T6 .2 .3 Paper AssocOtlion (AFPA) is located at 1111 19th Street, Nov, Ste 800, Washington, DC 20036. Job Name: mayhew EirX-ICC FEP= SIZE 1 0- 1-12 2257 3.50" 2 41- 7- 0 2024 3.50" 2.16" TC FCRCE AXL, EEO CSI 1-2 -7771 .30 .47 .77 2-3 -8094 .33 .47 .80 3-4 -7595 .29 .23 .53 4-5 -7556 .29 .32 .62 5-6 -3523 .05 .27 .32 _ 6-7 -3400 .07 .70 .77 7-8 -2983 .04 .18 .22 8-9 -3441 .07 .27 .34 9-10 -3507 .07 .27 .34 10-11 -3663 .06 .16 .22 BC ' FaK£ AXL HID CSI 12-13 7095 .53 .40 .93 13-14 7307 .54 .40 .94 14-15 7534 .56 .08 .64 15-16 5675 .74 .16 .90 16-17 2751 .28 .20 .48 17-18 2909 .38 .15 .53 18-19 3202 .42 .12 .54 AM FCRCE CSI 1lEB I= GSI 2-13 -315 .04 6-16 762 .31 2-14 286 .11 7-16 1,170 .48 3-14 50 .02 7-17 -202 .10 3-15 -524 .11 8-17 -526 .50 5-15 4194 .53 8-18 367 .15 5-16 -3194 .87 10-18 -220 .06 MAX EEFLE =TTCN (SP -11) Ly/999 IN MEIN 15-16 (LIVE) 1- -.37" D= -.60" T` -.97" == Joint T o atiahs ==__= 1 '0- 0- 0 11 41- 8-12 2 S-10- 1 12 0- 0- 0 3 9-10-11 13 5- 5-14 4 11- 4- 6 14 9- 2- 5 5 13-11- 6 15 12-10-12 6 18- 0- 0 16 19- 2- 6 7 24- 0- 0 17 25- 6- 0 8 29- 8- 8 18 33- 3-12 9 33- 1-11 19 41- 8-12 10 35- 5- 0 BLBL®R MFG LLC TRUSWAL SYSTEMS 4445 Northpark Dr., Cole Springs, CO 80907 Tp5.0 Version T6.2.3 2x6 DFL #2' 2x6 M SS 6-7 BC 2x6 DEI.. #2 2x6 DFL SS 12-15 IAB 2x4 EFL SIAbU"M 2x4 EFL #1 & Btr. 15-5 L�Df£ 2x8 EFL #2 plat;m spec : ADSI/TPI - 1995 THIS 1232N TS THE arm RESfII,T CF BFARII SIS ShOon are based CNLY ah the buss mato al at each hearing. 1x4 min. ocrtinxxo lateral braciM attached to flat TC corse indicated w/ 2-10d nails each. bxnber must be strnctcnal grade. Brace Q 24" o.c. unless rated ctl•rwise. .Truss ID: B4 QtY ®'� otee the recluiserent for lateral bracing at each locatiah shaaz. Lateral biaFit g .system tdhicn irrlude cs x- acir are the �lbility o the building des'gr BRAS -TT may be used fcr cortin s � btacistg a' trusses spaced 24" cc. Alternatively, use scabs or T braces as strsaz rn Ihwval Sys starrlard detail 0001003160. a V-ILEB pFg IBD }gel REF= #1607. Traded for 10 PSF rm-corn rra'ht BCI,. I3airage trust be provided to avoid pa -.&M. Pex>t. bracim is racuired (]:l' others) to prevent yctati&Vtcppritr�. See HIB -91 atzl A I/rpI 1-1995; 10.3.4.5 and 10.3.4.6. PIAMG BASED CN Q:ZEEN U14MR VAUM. 1 DrWg: GUU 1 1 / 3UV 1-V 12 . ; This des' ):used on d=d bracarg applied 10-010-010 ,, 5-8-8 per the rcLUaNinig sdieclrle: 6-3-12 ma)c O.C. fran to - . ?L 24.0" 17-1.1-11 24- 0- 0 13-11-6 'This truss is designed uBIng the 35-5-0 LBC -97 Axle. Dagnr: Bldg a -closed = Yes, FYhd Zane = No verified by the component manufacturer and/or building designer prior to , the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally Him±icane/ooean Line = No , __ Categary = B 16.0 paf DurFaes La1.25 P=1.15 = 105.00ft, Bldg Width = 40.00ft, TC Dead MeaI�h n roof heist = 24.76ft, MPH = 75 Bracing shown. is for lateral support of components members only to reduce will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrasion. Fabricate, handle, install and brace this thus in Classification = 4, Dead Lcad = 26.0 psf 217-11 4 - --- ----LOAD CASE #1 LFSIGN LOAM ---------------- 8 9 Dir L.Plf L.Irc R.Plf R.Icc ILv*M 'IC Vert 64.0 0- 0- 0 64.0 18- 0- 0 .50 TC Vert 128.0 18- 0- 0 128.0 22- 0- 0 .44 TC Vert 64.0 22- 0- 0 64.0 41- 8-12 .50 BC Vert 20.0 0- 0- 0 20.0 41- 8-12 .00 'TTyyk�ee Ibs X.Loc LLVAM IC Vat 155.0 18- 0- 0 .38 6.00 TC Vert 155.0 22- 0- 0 .38 5-10-1 8-1-5 10-010-010 ,, 5-8-8 5-8-8 6-3-12 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. done ; 5-10-1 13-11-6 24-0-0 29-8-8 35-5-0 41-8-12 Dagnr: #LC m i0 hda verified by the component manufacturer and/or building designer prior to , the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally '3 16.0 paf DurFaes La1.25 P=1.15 17-S-7 TC Dead t Bracing shown. is for lateral support of components members only to reduce will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrasion. Fabricate, handle, install and brace this thus in 1 217-11 4 5 �6 7 8 9 10 11 Responsibilities, INSTALLING SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest lid �_� Defl Ratio: 14/360' TC: +Jy/360 42.0 po f r 155# P -L"5# -6.001 6.00 - 1 8- T 8-12 4 4 S=5-6 S = 5-6 4-4 S = 5-6 9 6-4 3.6 2.5-4 10-9-0 SHIP 0 3 4 312 5.X:0-8- F SSIO ;5-6 2.5-4 0 8- = 0-6-6 8-8 3-4 a-10 Q�CQF 2 w ��m 27 9 0- 0- 3.50 16-2-12 ~ 12-7-4 * .0 30 03 41-8-12 V I L ' 0-3-4 s �P 12 5-5-14 13 14 15 7-4-14 16 17 6-3-10 , 6-3-10 18 7-9-12 19 5-5-0 STUD EOFCA %F 12-10-12 19-2-6 25-6-0 33-3-12 41-8-12 5-5-14 A, /' ,/22/2001 Scale: 3/32" - 1' Truswal Systems Plates are 20 ga. unless shown by 18 (18 ga.) or H"(16 ga.), positioned per Joint Report. Circled plates and false " frame plates are ositioned as shown above. TBF: 148 2'64 # V6,:; F?�X� WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. done Chk: Cus t"r Name: This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and be in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to fabrication. The building designer must ascertain that the loads utilized on this Dagnr: #LC m i0 hda verified by the component manufacturer and/or building designer prior to , the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 paf DurFaes La1.25 P=1.15 design meet or exceed braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. buckling length. This component shall not be placed in any environment that TC Dead 16.0 paf Rep Mbr Bnd 1.00 Bracing shown. is for lateral support of components members only to reduce will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrasion. Fabricate, handle, install and brace this thus in BC Live .0 paf O.C. Spacing 2- 0- 0 accordance with the following standards: 'JOINT DET(cILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HANDLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 JDsf Design Spec UBC -97 Responsibilities, INSTALLING SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest lid �_� Defl Ratio: 14/360' TC: +Jy/360 42.0 po f Paper Associa(ioq (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 1 1TOTAL Job Name: mayhew Bim X -ICC RID%= SIZE RB2'A 1 i0- 1-12 2075 3.50" 2.21" 2 37-10- 4 2255 3.50" 2.03" TC F= AXI, END CSI 1-2 ' -7004 .24 .40 .65 2-3 -7210 .26 .40 .66 3-4 -6675 .22 .21 .43 4-5 -6636 .22 .28 .50 5-6 -3021 .04 .26 .30 6-7 t -2879 .05 .68 .73 7-8 -2354 .02 .16 .18 8-9 -1952 .02 .17 .19 9-10 -2017 .02 .17 .18 10-11 176 .01 .23 .25 11-12. 262 .03 .23 .26 Bc ' FCRCE AXI, HID CSI 13-14 6394 .47 .35 .83 14-15 6576 .48 .35 .84 15-16 6692 .49 .07 .57 16-17! 4964 .64 .15 .79 17-18. 2189 .23 .20 .42 18-19 2032 .20 .21 .41 19-20' 1301 .14 .17 .32 20-21' -168 .00 .17 .17 4&B , FCRCe. CSI 4,&B FCRB GSI 2-14 -264 .03 7-17 1199 .49 2-15• 254 .09 7-18 -525 .27 3-15 91 .04 8-18 202 .06 3-16 -540 .12 8-19 -709 .62 5-16' 3743 .47 10-19 857 .35 5-17 -2870 1.00 10-20 -2176 .61 6-17 539 .22 11-20 -306 .04 M rEFTF CN (span) ' .38 14/999 IN NIEM 16-17 (TME) LF -.30" D- -.48" T= -.78" MX Dal=CN () • 1{/999 IN PIET1 20-21 (LIVE) LF .04" D= .06" T= .09" Joint Locations = __ 1 0- 0- 0 12 41- 8-12 2 5-10- 1 13 0- 0- 0 3 9-10-11 14 5- 5-14 4 11- 4- 6 15 9- 2- 5 5 13-11- 6 16 12-10-12 6 18- 0- 0 17 19- 2- 6 7 24- 0- 0 18 25- 6- 0 8 29- 8- 8 19 33- 3-12 9 33- 1-11 20 37-10- 4 10 35- 5- 0 21 41- 8-12 11 37-10- 4 TYPICAL PLATE : 1.5-3 2x5 DFL #2' 2x6 DFL SS 6-7 2x6 DFL #2 2x6 DFL SS 13-16 l�•B 2x4 DFL S1PIIIIARD ' 2x4 DFL #1 & Btr. 16-5 61E17C£ 2x8 DFL #2 Plating spec : ADBI/'IPI - 1995 M_aS IESIGtq IS IHE Cao CSIrM RFSIII.,T OF MULTIPLE LCAD CASES. BEAPU>; ISIS sham are lased ONLY on the truss material at each bearing. 1x4 min. card ir>txxs lateral knaeirsg attached to fiat TC vdhere indicated w/ 2-10d rails each. arbw must be strtctural grade. Brace Q 24" o.c. unless rated ctlixw se. t 10-6-4 S 0-6-6 -Truss ID: B4A . ®Denotes the r g1;,,,,,ent for lateral bracing at each location slta.•a1. Lateral bracing systetas Quch include dia7ahal Cr x -bracing are the zesponsihil-ty of-tl e b.iildirg des-g<aer. Tn_al Systema ERPLE-IT may be n-ila use3 for oin'. tera] h-cing a' tris -mss spaced 24" oc. Alternaruveellscabs or T -braces as sho-n on y, use Systerna standard detnil C001003160. FLzaE; VAUES FEE IB:) RESEARCH RE CRT #1607. Lceded for 10 PSF nort-corrurrert BSL. Drainage mist be provided to avo-d )went bracing is PIS (by )�to rctati&VbcPP See HD3-91 and 1-1995; 10.3.4.5 aryl 10.3.4.6. PLAMZ BASED CN GREEN III43ER VATSES. 5-105-10=1 8-1-5 10-0-10 , 5-8-8 5-8-8 6-3-12 5-10-1 13-11-6 24-0-0 29-8-8 35-5-0 41-8-12 19-11-1119-8-7 '-T-2 3 4 5 6 7 8 9 10 11 12 r•00 155# 6.00, 155# 1 Drwg:LVVII1JUMI- 'This des- based on drsd bracing applied fa71oAwg, schedde: per the trsx O.C. fran to 7C 24.0" 16-11-31 24- 0- 0 Tris truss is designed using the LBC -97 Coie. Bldg ncicse3 = Yes, End Zone = No H nncaihe/Oxaih Line = No , Dq�Cagy = B Bldg�h = 105.00ft, Bldg W1 = 40.00ft, Mean roof heir = 25.26ft, MPH = 75 Classification = 4, Dead Load = 26.0 psf - -------LCPD CASE #1 DESIGN LOADS ---------------- II IL Dir L.Plf L.Lcc R.Plf R.Lcc IC Vert 64.0 0- 0- 0 64.0 18- 0- 0 .50 'Ic Vert 128.0 18- 0- 0 128.0 22- 0- 0 .25 TC Vert 64.0 22- 0- 0 64.0 41- 8-12 .50 ' BC Vert 20.0 0- 0- 0 20.0 38- 0- 0 .00 BC Vett 28.0 38- 0- 0 28.0 41- 8-12 .31 BC Vert 8.0 41- 8-12 8.0 42- 0- 0 .38 TA- Lbs X.1r_C LL/'IL i 'Vert 155.0 18- 0- 0 .38 TC Vert 155.0 22- 0- 0 .38 11-9-0 SHIP 3-0 0-8 3.50 -3.50 �- 12 7 4 i t 16-2-12 Q 12-7-4 41812 t 13 14 15 16 17 18 19 5-5-14 7-4-14 6-3-10 1 6-3-10 J 7-9-12 5-5-14 12-10-12 19-2-6 25-6-0 33-3-12 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H11(16 ga.), positioned per Joint Report. Circled plates and false frame elates are positioned as shown above. 0-3-4 Cejy ESS/O,.., A/ to -�•. 2m 276 06' 03 OF CAL1F��\P 20 21S�- 8-5-0 41-8-12 7_44V40 6!j4/22/2001 OScale: 3/3211 1' e ® WARNING Read alt 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 B L U SAR MFG verified by the component invutfacturer 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. ® LLC Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed'ui any environment that 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 TRUSWAL SYSTEMS accordance with the following standards: 'JOINT DET4ILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4445 Nonbpark Dr.. Colo Springs. CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (rPl) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest Ad Tp5. 0 Version T6.2.3 Paper Associatjory(AFPA)'is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TBF: 157.7 Chk: Dsgnr: TC Live 16.0 pef TC Dead 16.0 pef BC Live .0 psf BC Dead 10.0 lbsf #LC = 13 3! TOTAL 42.0 psf tomer Name: fir da DurFacs L=1.25 P=1.15 Rep Mor Bad 1.00 O.C.Spacing 2- o� 0 Design Spec ABC -91 Deft Ratio: W360: TC: Li 360 Job Name: mayhei CSI BFr. ; X -IGC REACT SIZE .22 1 0- 1-12 1808 3.50" .23 2 37-10- 4 1926 3.50" .04 TC FC%£ AXE, RM CSI 1-2 -6039 .26 .41 .67 2-3 -5387 .18 .29 .46 3-4 -2264 .03 .20 .23 4-5 -1849 .02 .07 .09 5-6 -1870 .02 .27 .28 6-7 -1694 .01 .27 .28 7-8 212 .02 .17 .18 8-9 278 .03 .17 .20 BC FCRZE AXL END CSI 10-11. 5529 .71 .28 .99 11-12 5572 .71 .28 .99 12-13 4073 .52 .11 .63 13-14 1709 .18 .18 .35 14-15 1672 .17 .18 .35 15-16 1249 .12 .15 .27 16-17 -184 .00 .11 .11 REQ 'IJ ar 2x6 DFL #2 1.93 BC 2x6 DFL #2 1.68" TVEB 2x4 DFL SD*UM 2x4 DFL #1 & Btr. 12-3 plating spec : ANSI/IrpI - 1995 THLS IESIcN LS THE QT1R'1 m RIB[II;<' OF ffitRII,U RI3; Imp sham are based CNLY cn the tnzss material at each beariily. It_clal fCr 10 PSF ren-ocrxuaent txrr,• PLATR,U BASED IN t3:ZEII9 LLM2ER VAILFS. WEB FAKE CSI vm FORCE CSI 2-11 93 .03 5-14 -164 .13 2-12 -566 .26 6-14 -241 .22 3-12 2996 .39 6-15 -505 .25 3-13 -2727 .75 7-15 567 .23 4-13 741 .30 7-16 -1943 .74 5-13 703 .29 8-16 -289 .04 MAX rEIrECTI(V (span) ' ! L/999 IN MEM.11-12 (LIVE) L= -.26" D= -.43" T= -.69" MAX EEFLED'ITCN (cc ) • L/999 IN NEA1 16-17 (LIVE) L 04" D= .06" T` .10" ---_= Joint rrratians =____ 1 0- 0- 0 10 0- 0- 0 2 7-10- 6 11 7- 4- 1 3 13-11- 5 12 12-10-12 10-6-8 4 20- 0- 4 13 19- 2- 6 5 21-11-12 14 25- 6- 0 6 28- 4- 5 15 33- 3-12 7 34- 8-15 16 37-10- 4 8 37-10- 4 17 41- 8-12 = 9 41- 8-12 0-6-6 'Truss ID: B5 Qty: 4 Drw : C001 l /SUUl -Ul o O the tt far lateral bracing bracirg This truss is designed using the MC -97 Cc&- ®lanes at each lecatian drat. Lateral systets scrim include dia�ahal c>r x -bracing Bldg R -closed = Yes, Fid 7cnthe = No RmXi xle/C dean Lam = Db , E__? y = B are ther�pa ibility the kxLildirg �i�� Systats )3F2p1E-TT tray he brad Bldg Ie80.00ft, Bld3 idth = 40.00ft, A'1°an roof height = 25.27ft, MPH = 75 used fcr cn'ttinxus lateral ca trusses spaced 2411 cc. Alternativelyy, use scabs cr T -braces as she ah on Tna=c al _ Classificatirn = 4, Dead Icad = 26.0 psf Systens stanoiard detail 0001003160. RAZE VAU:ES PER`ICBO REM4pCH REF� #1607. tea-a;,-iage trust be provided to avoid priding. ! 7-10 _6 6-0-15 6-0-15 8-4-1 6-4-9 6-11-13 7-10-6 13-11-5 20-0-4 28-4-5 34-8-15 41-8-12 r 20-0-4 X11 -y4 19-9-0 1 2 3 4 5 6 7 8 9 6 -6.001 8-8 8-8 08 127 4 1 t 1 16-2-12 12-7-4 '-�-n t x-01 d1 -R-12 10 11 12 13 14 15 7-4-1 5-6-11 6-3-10-36 10 7-9-12 7-4-1 12-10-12 19-2-6 25-6-0 33-3-12 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or H11(16 ga.), positioned per Joint Report. Circled plates and false f -P elates are positioned as shown above. 11-9-4 SHIP -8-0 pF SS/ONq! 2 W p 76 :06:3 03 CI L S TfOFCAI\FO��\P 0-374 -- 16 17 STUB 41-8- 41-8-12 ®�� /,22/2001 Pd Scale: 3/32" 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 Huss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versinns of Tpl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be 'I" d by the component tremufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this B LU SAR MFG desvcrign meat or exceed the l(niding imposed by the local building code and the padcular application. The design assumes that the top chord is Literally braced by the roof or Moor sheathing and the bottom chord is Literally braced by a rigid sheathing nunerial directly attached, unless otherwise noted. ® LLC 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 plate corrosion. Fabricate, handle, install and brace this truss in TRUSWAL SYSTEMSaccordance with the following standards: 'JOINT DETAILS', by Tniswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4445 Northpark Ur., Colo Springs, CO 80907 accordance 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss 1'Lhte Institute crpl) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest Ind Tp5.0 Version T6.2.3 Paper Associaliod (AFPA) is looted at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TBF: 150.7 Chk: Dsgnr: TC Live 16.0 pef TC Dead 16.0 pef BC Live .0 pef BC Dead 10.0 �psf 42.0 psf #LC - 13 TOTAL WO: Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Den Ratio: 14/360: 7C: 14/480 job Name: mayhew CSI 2-10 84 .03 EFF 1 X -IDC 0- 1-12 FS%Cf 1962 SIZE RF12'D 3.50" 2.09" TC 2x5 EFL #2 13C 2x5 DFL #2 2 41- 7- 0 1752 3.50" 1.87" 2x5 EFL #1 9-11 .20 4-12 920 .37 7-14 -308 .08 MAX EEFLExTICN (span) I'Es 2x4 EFL S17NDARD TC FCRCE AXL END GSI 2x4 EFL #1 & Btr. 11-3 Plating spec : AIZIMI - 1995 1-2 -6737 .32 .44 .76 THIS EISI(V IS THE CJAPCSrIE IZES= OF ' 2-3 3-4 -6166 -2689 .24 .04 .34 .20 .58 .24 n=FEE LOAD CASES •e- are based �IIY 1�RIlZ I EIXIIREvENIS 4-5 5-6 -2209 -2401 .02 .06 .08 .29 on the truss material each 6-7 -2984 .03 .04 .26 .26 .30 > be provided to pa7dtrg -ainage7-8 -3146 .05 .31 .36 K FCRCE AXL FYZ CSI 9-10 6172 .68 .30 .98 10-11 6235 .69 .30 .98 11-12 4688 .61 .11 .72 12-13 2098 .22 .18 .41 13-14 2314 .24 .19 .43 14-15 2719 .35 .23 .58 T,m Fm:E CSI WEB FAKE CSI 2-10 84 .03 5-12 663 .27 2-11 -492 .23 5-13 215 .09 3-31 3373 .44 6-13 -654 .61 3-32 -3017 .84 6-14 492 .20 4-12 920 .37 7-14 -308 .08 MAX EEFLExTICN (span) L/999 IN MEN 11-12 (LIVE) LF -.31" D= -.51" Z` -.83-- .83"Joins JointLxatiav -- 1 0- 0- 0 9 0- 0- 0 2 7-10- 6 10 7- 4- 1 3 13-11- 5 11 12-10-12 4 20- 0- 4 12 19- 2- 6 5 21-11-12 13 25- 6- 0 6 28- 4- 5 14 33- 3-12 7 34- 8-15 15 41- 8-12 8 41- 8-12 10-6-8 2 0-6-6 Truss ID: BSA . Qty ®Denotes the reg.1isaterlt for lateral bracing at each locatiaz r=17o ar. L3tel'al bracing =tete Vkddz include t orx-bracirg are the reepcmiU I ity of the buildirzl designer. TYussal tern mm-rr may be used f= cott-inaaas lateral bracing rn trussesT 24" cc. Alternatively, use scabs cr T bras as sha.az on ThL�al Systems staniard detail CDo1003160. FL= VALLES PER ICBG RESFARai REFCRT #1607. Laaderl for 10 PSF nrn-Cazw ren t BCiL. PLATIDIJ BASED CN GEE LUvM VALLES. 7-107-10 6 1 6-0-15 , 6-0-15 i 8-4-1 6-4-9 6-11-13 7-10-6 13-11-5 20-0-4 28-4-5 34-8-15 41-8-12 20-0-4 11 U'19-9-0 r 1 2 3 4 5 6 7 8 6 00 -6.00� 8-K' 5 Drwg:LUV II I swI-u This dpi bel m dmd bracind g ied per the f�illo,vir7g sd>eclale: max O.C. fsan to BC 120.0" 16- 6- 0 25- 6- 0 This truss is desicyaed usirg the me -97 Ctxle. Bldg R--clos = Yes, End Zcne = No Fimzcane/oceart Line 1 Cathy = B 105.00ft, Bldg Width = 40.00ft, M� rccf = 25.27ft, MPH = 75 C aassificatim = 4, Dead Lcad = 26.0 pef 0- 3.50 12 7 4 16-2-12 ' 12-7-4 9 10 11 12 13 14 7-4-1 1 0 5-6-11 6-3-10 6-3-1 7-9-12 ; 7-4-1 12-10-12 19-2-6 25-6-0 33-3-12 9-4 SHIP �C �Q 0-3-4 'L 15 STUB 8-5-0 41-8-12i ^� TYPICAL PLATE : 1.5-3 a Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 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. 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 ma nd'acturer and/or building designer prior to fabrication. The build big designer must ascertain that the loads utilized on this, B L U SAR MFG design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes tient the top chord is Laterally braced by the roof or floor sheathing and the bottom chord is Laterally braced by it rigid sheathing rracrcd directly attached, unless otherwise noted. ® LLC 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 plate corrosion. Fabricate, handle, install and brace this truss in TRUSWAL SYSTEMS accordance with die following standards: 'JOINT DET4\11rS% by Tntswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design 4445 Northpark Dr., Cole Springs. CO 80907 Responsibilities, '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 hd Tp5.0 Version T6.2.3 Paper AssociQioo (APPA) is looted at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TBF: 156.0 Dognr: TC Live 16.0 psf TC Dead 16.0 psf BC Live .0 psf BC Dead 10.0 jasf 42.0 pof WT:2 #LC = 10 TOTAL r i E S/p,,.ql F 0 :30.'03 I IL CALIF 22/2001 Scale: 3/32" - 1' Name: DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 o.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360: TC: V480 Job Name: ma hew Truss ID: B6 3 Drw : EM X -LOC RFPLT SIS RE12'D TC 2x5 DFL #2 Dentes the rsc21ist3tat fcs lateral braeial 'This truss is designed using the 1 7- 1-12 2501 3.50" 2.29" BC 2x4 DFL #1 & Btr. ® atear i locatirn eitonrct. lateral bracing LHC -97 (bete. 2 41- 7- 0 1539 3.50" 1.64" FIIB 2x4 EFL S'IZ0ARD system Q-tich include d�c�l or x-bracing spec AMI/'I'PI - 1995 are the �a ihility c the hxUdintgg Tzv�ss ImU YI3�t Ehl late 'IC FCR2CE AXL 110 CSI M TSIIN IS 'ISE Cal C73r)E RESULT O cL�si�� 2htanal Sys BRACE rr rtay be Hnric�te/�z Lute = No Eft Stec y B 1-2 685 .09 .43 .51 MCII,TIPlE I12+D USES. used f� ea�tirm:us lateral lieacing on B1c13 length 105.00 ft, "FliclrYt = 0 00 ft 2-3 -705 .00 .43 .43 BEPRII , RE1Z!� sho n are rased ONLY trussee 24" oc. Altesrtatively, use Meat roof height 75 3-4 -1565 .01 .26 .27 on the truss narerial at each bearing. scabs ctr T -)nares as shat at Truncal LW Stantiard OO=xpan y,2Dead Im 26. pef 4-5 -1220 .01 .08 .08 PLATE VALIFS PER IC90 RESEARCH IM:CR' #1607. Systerm, statxbrd detail CD01003160.----------= CASE #1 IESI(N ICAM ---------------- 5-6 -1885 .01 .31 .32 Drainage nuet be provided to avoid pcniuig. I -A -A fcr 10 FSF ncri-cawxzent Dal . Dir L.Plf L.Loc R.Plf R.Inc U,,A'M 6-7 -2489 .02 .31 .33 PLATIN BASED CN GEEK LLPEER VALLES. Ftnammaat bracing is(by ctl-n s) to TC Vert 64.00 0- 0- 0 64.00 41- 8-12 .50 7-8 -2675 .03 .54 .57 prevent rctatirn/tcFplirrJ. See FiD3-91 and BC Vert. 28.00 0- 0- 0 28.00 7- 0- 0 .00 AMI/rPI 1-1995; 10.3.4.5 and 10.3.4.6. BC Vert 20.00 7- 0- 0 20.00 41- 8-12 .00 DC FC12CE AXL )IID CSI 'Type The X.lac IIt/m 9-10 -501 .00 .34 .34 ' TC Vert 100.0 20- 0- 0 .38 10-11 -475 .00 .34 .34 TC Vert 100.0 22- 6- 0 .38 11-12 1220 .10 .30 .40 12-13 1.220 .10 .42 .52 13-14 1354 .13 .42 .55 14-15 1895 .19 .41 .60 15-16 1895 .19 .30 .49 16-17 2282 .29 .37 .66 VM PUKE: CSI VM FUKE CSI 2-10 -2073 .50 5-13 -374 .33 2-11 1377 .56 5-14 791 .32 3-11 -1509 .75 6-14 -664 .69 7-1-12 6-4-9 6-5-15 8-5-7 6-5-15 6-9-3 3-13 382 .16 6-16 476 .19 4-13 287 .11 7-16 -282 .08 7-1-12 13-6-5 20-0-4 28-5-11 34-11-9 41-8-12 MAX > EF=CN (tet) 20-0-4 11'1 19-9-0 L/999 IN MFM 15-16 (LIVE) 1 2 3 4 5 6 7 8' LF -.10" D= -.17" T= -.27" MAX tETi>:rrrCN (rte) f 6.00 100# 100# L/999 INMEM 9-10 (LIVE) LF .05" D= .09" T= .14" 8-8 84 Joint Lcxations 1 0- 0- 0 10 7- 1-12 2 7- 1-12 11 8- 9- 4 8-8 8-8 3 13- 6- 5 12 14- 0- 0 4 20- 1- 13 17- 0- 0 1068 2.5-4 11-9-4 5 21-11-122 -- 14 25- 0- 0 5-5 6 28- 5-11 15 28- 0- 0 7 34-11- 9 16 33- 2-12 SHIP QROFESS/ 9 410_ 80- 0 17 41- 8-12 _ 4-4 5-5 O 0-6-6 S=34 3-4 3-4-8-0 2 44-6 3-8 S=34 s9`l� m Exp.1?/31/02 * 41-8-12 T ` 0-3-4 q CM 9 1011 12 13 14 15 16 17 STUB �OFCALIFOP�\P 7-1-12 --I1�-1 8-0-0 8-2-12 8-6-0� 7-1-12 17-0-0 25-0-0 33-2-12 41-8-12 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 nlaten are nnait-in-A an =1- = �e �7,/30/2001 AS A. 'DMI " e� y Scale: 3/32" - 1' WAIUVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 136.09 WIN 33 # `Fro?kM, YEEW ® This design is for an individual building component not truss system. It has been based on specifications provided b the component manufacturer and done g g P Y P P Y P Chk: �► 4` Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Na B L U SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Degnr: #LC - rl3 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 D wFaes 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 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 Bnd 1.00 SYSTEMS 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 'JOINT BC Live 00 psf O. C. Spacing 2- 0- 0 4445TRUN.AL 4x45 Northpark Dr., Colo Springs. CO 80907 accordance with the followin standards: DETAILS', b Trusw:f'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design g • Y Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (11I13-91) and 11I13-91 BC Dead 10.00 psf Design Spec U13C-97 SUMMARY SHEET' by'rm. The Truss Plate Institute (1711) is located at 583 D'Onofrio Drive, Madison, Wisconsin 51719. The American Forest and D fl Ratio: I{/360 IC: I{/980 TpS . 0 Version T6.2.6 Paper Association (AFPA) is loaned at l it l 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 42.00 psf Job Name: ma hew Truss ID: B6A 1 Drw - EM X -IDC REACT SIZE IEQ' D TC 2xG DFL #2 Da Cres the ragaissta>t for lateral bracing This truss is designed using the 1 7- 1-32 2512 3.50" 2.30" BC 2x4 rFL #1 & Btr. ® at eadZ locatrrn sha re. Lateral hracing tBC-97 Cbcle. 2 41-10- 4 1760 3.50" 1.88" G B 2x4 DFL SIk11ARD eystars ubach include cur x-bracuag Bldg Enclosed = Yes Plating spec : PNSI/`TPI - 1995 are the ability the kuilding Taves LxaU =Nat E7'td 7rne TC FCRCE AXL aID CSI THI.9 DESICN IS THE CCIVEWI`IE RES= OF d�i���al System EPAa_rrr may be Fimicate/(tem Line = No Exp �t iT B 1-2 685 .09 .43 .51 M]LTIPLE ICAD CASES. used f� cat-inuous hlacdng on Bldg Length 105.00 ft, BS.ci3 G1ic$h = 30 00 ft 2-3 =709 .00 .43 .43 13FARIM RIITJIlZE vMIS eha az are based CMY tnnsses 24" _. Altemativel use Mean roof height = 25.27 ft, 75 y - _ 3-4 -1580 .01 .26 .27 on the truss material at � bearing. scabs cr -braces as t3ltoea't m Trus.c31 LBC Starrbxd , Dead I� = 26.0 pef 4-5 -1232 .01 .08 .08 PIA'IE VAUM PFR ICB0 REM*Zal RECila' #1607. System starrbrd detail (001003160.----------LCAD # DESIGN ICAW ---. 5-6 -1909 .02 .29 .30 I3ainage trust be provided to amid pmdim. Tmded for 10 PSF m1-cmanxent Ear . Dir L.Plf L.Icc R.Plf R.I= U,,' , 6-7 -2589 .03 .29 .31 PLATIN HASID CN GEEK LU,5 ER VAIIIL3. kaacirg is ed ON ctl'lercs) to 1C Vert 64.00 0- 0- 0 64.00 42- 0- 0 .50 7-8 -2777 .03 .26 .30 P ----t rctatiVt7 See HM -91 axil BC Vert 28.00 0- 0- 0 28.00 7- 0- 0 .00 I/I'PI 1-1995; 10.3 4. and 10.3.4.6. BC Vert 20.00 7- 0- 0 20.00 42- 0- 0 .00 BC FCRCE AXL RO CSIType The X.Loc u tm 9-10 -501 .00 .34 .34 'IC \Text 100.0 20- 0- 0 .38 10-11 -475 .00 .34 .34 TC Vert 100.0 22- 6- 0 .38 11-12 1230 .11 .30 .40 12-13 1230 .11 .42 .52 13-14 1371 .13 .42 .55 14-15 1929 .19 .40 .59 15-16 1929 .19 .33 .53 16-17 2394 .24 .33 .57 VEB FORCE CSI 6IB F= CSI 2-10 -2084 .50 5-13 -386 .34 2-11 1386 .56 5-14 810 .33 3-11 -1521 .76 6-14 -689 .71 7-1-12 6-4-9 6-5-15 8-5-7 6-5-15 7-0-7 3-13 388 .16 6-16 560 .23 4-13 294 .11 7-16 -342 .10 7-1-12 13-6-5 20-0-4 28-5-11 34-11-9 42-0-0 Max IETTGN (span) ,i 20-0-4 111-$ 20-0-4 L/999 IN MEM 15-16 (LSVE) 1 2 3 4 $ 6 7 8 L= -.10" D= -.16" T-- -.26" L/999 IN MEM 9-10 (LIVE) 6.00 10011 LF .05" D= .09" T= .14" 8-8 8- - Joint Location 1 0- 0- 0 10 7- 1-12 2 7- 1-12 11 8- 9- 4 8-8 8-8 3 13- 6- 5 12 14- 0- 0 4 20- 0- 4 13 17- 0- 0 10-6-8 iROFESS/ 5 21-11-12 14 25- 0- 0 5-5 2.$-4 11-9-4 Q ON 6 28- 5-11 15 28- 0- 0 7 34-11- 9 16 33- 2-12 SHIP �� ` �.• FS -n �F 9 420_ 00_ 00 17 42- 0- 0 = 4_4 5-$ = W V9 y�Z 0-6-6 a S= 3-4 3-4 C_ 1 A 3-4 0-6-6 m 42-0-0 KA 9 10 11 12 13 14 15 16 17 7-1-12�910-4 , 8-0-0 8-2-12 t 8-9-4 ; 7-1-12 17-0-0 25-0-0 33-2-12 42-0-0 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 Dlates are positioned as shown a 01. 30/2001 Scale: 3/32" - 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for individual building It has been based TBF: 138.0 �CWT;.139� �! WO\�SfSEW an component not truss system. onspecifications rovided b the component manufacturer and done g B PP Y P Chk: !fP/ Custcmter Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be 1 B L U SAR MFG 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 - r; , ids 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. 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 Idbr Bnd 1.00 TRt1SWAL SYSTEMS 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 psf O. (.Spacing 2- 0- 0 4445 Northpark Dr., Colo Springs, (0:10907 accordance with the following s4vtdards: 'JOINT DETAILS', by Trusw�, 'ANSI/TPI 1', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1418-91) 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 Dan Patio- 14/360 TC: I/480 Tp5.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 42.00 psf Job Name: ma hew Truss ID: B6B : I Drw g:C001Y1 1033-003 Bln X-L0C MCI` SIZE D�ntee the reckxisat a>t fcr lateral bracarry Thio truss is designed using the 1 7- 4-12 2531 3.50" 2.32' D BC 2x4 EFL #1 & Btr. ® at eadl location sho n. Lateral lnxiir3, IBC -97 Qxje. 2 41-10- 4 1749 3.50" 1.86" YrEB 2x4 DFL SI74�T� systere vdzidi include diaca-al or x_bracirxj Bldg Enclosed = Yee Plan' sJ TIE CE PI - 1995 are the xi li131 ity of the it aldin3 Truss Lccaticn = Not Ekd Zcr e T2 FCJX£ AXL )$]D CSI THIS I>SIIN TS TF3E TIE RFS(IIT CF deli��r Sam tray be Hazzc arie Cc�n Line - No 1-2 681 .09 .43 .51 M MPLE LQDD CASES. use3 for ern- n cis lateral �ac��sg m Bldg / 105.00 ft, B� � 0 ft 2-3 -609 .00 .43 .43 BE7IRTI� SIS sham are based CNLY trurx 24" cc. Alternative) use Mean rhheight = 25.27 ft, nph = 75 3-4 -1544 .01 .25 .26 an the truss naterial at � y LBC Statrl3rd Dead Iaad = 26.0 psf bearur3• scabs cur -)rte as shorn m TYus al 4-5 -1204 .00 .08 .08 PLATE VALUES PER ICBG RESEARCH RE UT #1607. Systere surd rail 0001003160. ---------- LOAD # LESIIN LQ'IS------------- S-6 -1884 .02 .29 .30 Drair a trust be piv✓ided to avid pa>ciirxJ. L-ded for 10 i?SF' rnn-caxxrra�t BC1Z. Dir L.Plf L.Inc R.Plf R.Lcc -_- 6-7 -2565 .02 .29 .31 PLAT>Z� BASED IN t�Q LLMI�R Pe n� bracing is re d (by others) to TC V 64.00 0- 0- 0 64.00 42- 0- 0 0 7-8 -2754 .03 .26 .29 pprevat rctatirn/tc�p See HIB -91 aryl BC Vert 28.00 0- 0- 0 28.00 7- 3- 0 .00 PNSIIM 1-1995; 10.3.4.5 and 10.3.4.6. BC Vet 20.00 7- 3- 0 20.00 42- 0- 0 .00 B` FC?X£ AXL )$1D CSI ''IIyy��e 9-10 -497 .00 .37 .37 .. 7fe 100 0 X. 20- 000 � 8 10-11 -647 .00 .37 .38TIC 11-12 1184 .10 .30 .40 TC Vert 100.0 22- 6- 0 .38 12-13 1184 .10 .42 .52 13-14 1349 .13 .42 .55 14-15 1907 .19 .40 .59 15-16 1907 .19 .33 .52 16-17 2374 .24 .33 .57 TAM FCFU: CSI WES I= CSI 2-10 -2081 .49 5-13 -404 .36 2-2.1 1467 .60 5-14 810 .33 3-11 -1624 .81 6-14 -689 .71 3-13 433 .18 6-16 561 .23 7-0-7 6-5-15 6-5-15 8-5-7 1 6-5-15 1 7-0-7 y _y _-i 4-13 278 .11 7-16 -343 .10 7-0-7 13-6-5 20-0-4 28-5-11 34-11-9 42-0-0 I*x tEG=CN (span) 20-0-4 1111-8 20-0-4 L/999 IN MEM 15-16 (LIVE) 1 2 3 4 5 6 7 8 L= -.10" D= -.16" T= -.26" MAX r4FrtrrrIN (cant) F-,-- U0 100# 100N _1 L/999 IN MEM 9-10 (LIVE)6008- L= .06" Ik .10" T= .16" 8_8 ==_- Joint Locatirns = 1 0- 0- 0 10 7- 4-12 2 7- 0- 7 11 8- 9- 4 8-8 8-8 3 13- 6- 5 12 14- 0- 0 4 20- 0- 4 13 17- 0- 0 I CIFES 5 21-11-12 14 25- 0- 0 10-6-8 5 5 �p Q S�p� 6 28- 5-U 15 28- 0- 0 2.5-4 7 34-11- 9 16 33- 2-12 11-9-4 `�'P �' ��s �fC 8 42- 0- 0 17 42- 0- 0 SHIP 9 0- o- o= 4-4 5-5 = 9Z�3_R6-6t '9� T 0-6-6 2. 4 S=3-4 3-4 c-a_e 3-4 0 6 6 N. 1^.04roA� L 42-0-0 4MLA 9 1011 12 13 14 15 16 17 7-4-12 -7-4 8-0-0 8-2-12 8-9-4 7-4-12 17-0-0 25-0-0 33-2-12 42-0-0 Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.), H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown a �a �Qtc� *7/30/2001 Ii�w /t Scale: 3/32" 1' WfiL(LViLV (i Read al! notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 138.0:11 ;9j#� WO: AAYEMW 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: /�w� �stcmer BL U SAR MFG in accordance with the current versions of TPI and AFPA design s4vndards. 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 . 13 - Name: d as 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 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. 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 TC Dead 16.00 psf Rep Mbr Bnd 1,60 TRUS1v tb SYSTEMS 4•US Northpark Da, Colo Springs, CO 80907 connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', b Truswa ANSUTPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design g y �' 'HANDLING BC Live .00 psf O.C. Spacing `2- 0- 0 Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIE -91 BC Dead 10.00 psf Design Spec UBC -97 Tp5. 0 Version T6.2.6 I SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 5$3 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Deft Ratio: 1/360 TC: 1/480 TOTAL 42.00 psf ]ob Name: ma hew CSI Truss ID: B6C 1 Drwg:CO01211033-004 CSI BRG. 1 X -T OC 9- 4-12 REACP SIZE REQ'D 2674 3.50" 2.48" TC 2x6 EFL #2 BC 2x4 DFL #1 & Btr, Dentes the for lateral ® IN(S)10 2-12 2 41-10- 4 1658 3.50" 1.77" VM 2x4 DELL ST/ at locatirn sbctn. Lateral bracing d x- lb �2 is deigned uaixz3 flue -117 .04 7-15 -693 .72 4-12 Plat; � spec : ANSI/'IPI - 1995 >� ty _- } �� building e. 576 TC 1-2 FCRCE 603 AXL, END CSI THIS L�SIIN IS THE CCI�PIE RES[IIR' OF A'SIf,TIPLE LOAD CASES. dei CEirr on be � Tr� BldgtBC-Enclosed - Y� 128 2-3 892 .08 .33 .41 BEPRIM REIXIREMENM based u catirUll,Sjs lateral bracitzg on Thus Iacatiah = Ilk. F]'Id 7rne 3-4 965 .11 .12 .33 .22 .44 .34 shoAn are CNLY cn the truss material at each hearing. trusses 3 24" oc. Alt t;vely, use scales or 'I -bre as shoAn rn IYtrst,�il Hurricane/0--earl Line = No - B B1cY3I� h 105.00 ft, B�ckJ Glidth = X0.00 4-5 -1246 .01 .26 .26 PIA'IE VALLIS RR ICBD RESEPR RE UU #1607. Systere st �lazd el-ai1 (001003160. Meath roof ft, ft 575 -6 6-7 7-8 -984 -1685 -2374 .00 .01 .02 .08 .29 .29 .08 .30 .31 Dtairtage trust be provided to avoid potrlit PLATI7 G BASED IN GREEN ILM�it VAIiF5. Loaded far' 10 PSF rrn-mzznrent Bal,. Rtrranent �git (by ct-1'rars) to pzeva �. . See HIB -91 aryl LBC Staniard 0 ., Dead L27 oad == 26.0 pef ----------LOAD CN3E #1 IFSIIN I�-------------.50 Dir L.Plf L.Ioo R.Plf R.Lcc 8-9 -2563 .03 .23 .26 SAI I/'PI 1-1995; 10.3.4.5 10.3.4.6. ILVM and TC Vert 64.00 0- 0- 0 64.00 42- 0- 0 BC FORCE CSI BC Vert 28.00 0- 0- 0 28.00 7- 3- 0 .00 10-11 -434 20 BC Vest 20.00 7- 3- 0 20.00 42- 0- 0 .00 11-12 -526 .02 .02 .00 . .20 .28 .21 .29...Type... lbs X 1ccTC 12-13 13-14 800 800 .04 .04 .28 .38 .32 .41 Veit 100.0 20- 0- 0 .38 TC Vert 100.0 22- 6- 0 .38 14-15 1.170 .10 .41 .51 15-16 1731 .16 .41 .57 16-17 1731 .16 .34 .50 17-18 2205 .21 .34 .55 TAEB FORCE CSI 'AM FCRCB CSI 2-11 -336 .10 6-14 -559 .50 2-12 -492 .15 6-15 816 .33 3-12 -117 .04 7-15 -693 .72 4-12 -2135 .98 7-17 576 .23 4-14 815 .33 8-17 -354 .10 5-14 128 .06 MAX Mm rr r ICN (span) L/999 IN ME14 16-17 (=) IF -.09" D= -.14" T= -.23" 111AX uEr=CN (carat) L/999 IN f4FM 10-11 (LIVE) LF -.03" D= -.05" T- -.08" ===== Joint Locations - -- 1 1 o- o- o In n- fl- o 2 7- 0- 7 11 4-10-12 3 9- 3- 0 12 9- 3- 0 4 13- 6- 5 13 14- 0- 0 5 20- 0- 4 14 17- 0- 0 6 21-11-12 15 25- 0- 0 7 28- 5-11 16 28- 0- 0 8 34-11- 9 17 33- 2-12 9 42- 0- 0 18 42- 0- 0 10-6-8 0-6-6 7-0-7---, 6-5-15 1 6-5-15 8-5-7 6-5-15 7-0-7 7-0-7 13-6-5 20-0-4 28-5-11 34-11-9 42-0-0 20-0-4 11V 20-0-4 1 2 3 4 5 6 7 8 9 16.00 100# j 8- 100// -6.00 11-9-4 SHIP _ 0-6-6 MFss �Fy m D C 45982 9 42-0-0 ;-6-0.exp.-12/31/02 �A C/VI� 10 11 12 13 14 15 16 17 18 F CALIF 4-10-12� 12-1"4 � 8-0-0 -i 8-2-12 i 8�� . 4-10-12 17-0-0 25-0-0 33-2-12 42-0-0 4" Z4V 7/30/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), � 7. 7/30/2001 Scales 00 1' "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. _ Circled plates and false frame Plates are ins;t;-A ao ar, ..., =u. .,e !! ®A.- ® WA-KIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBE: i4,6?'6` 244 '4" -7WQr. MAYHEW This design is for an individual building component not truss system. It has been based ons specifications provided b the component manufacturer and done P P y P in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Cbhe ,►.� Customer Name BL U SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer mast ascertain that the lands utilized on this Dsgnr t #LCIV • 3 � da ® 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 Literally braced by the roof or (lour sheathing and the bonom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing TC Live 16.00 pef? DurFaes L.1.25 P=1.15 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 pef Rep Mbr Bid 1.00 TRUSWAL SYSTEMS TRU Northpark Dr.. Colo Springs, CO 80907 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 accordance with the following standards: 'JOINT DETAILS', b Truswt, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design g • y BC Live .00 pef O.C. Spacing 2- 0- 0 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.00 pef Design Spec ABC -97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 42.00 psf D=fl lactic: I4/360 TC: I4/480 ob Name: mavhew BFG X -LCC RE74CT SIZE RB,�'D 1 0- 1-12 488 3.50" 1.50" 2 9- 4-12 2223 3.50" 2.00" 3 41-10- 4 1592 3.50" 1.70" TC FCRE AXL BND GSI 1-2 246 .02 .35 .37 2-3 596 .05 .35 .40 3-4 -1046 .01 .26 .27 4-5 -799 .00 .07 .07 5-6 -1556 .01 .28 .29 6-7 -2230 .02 .28 .30 7-8 -2419 .03 .21 .24 13✓ FORM AXL aZ CSI 9-10 -163 .01 .13 .14 10-11 -253 .00 .25 .25 11-12 534 .05 .25 .30 12-13 534 .05 .50 .55 13-14 1020 .11 .54 .65 14-15 1610 .17 .54 .71 15-16 1610 .17 .30 .47 16-17 2079 .22 .30 .52 V B FKE CSI 4&B FCRM GSI 2-10 190 .08 5-13 -504 .45 2-11 -533 .17 5-14 931 .38 3-11 -1935 .90 6-14 -677 .70 3-13 668 .27 6-16 546 .22 4-13 194 .08 7-16 -353 .10 WX EEFIFSTICiQ (span) L4/999 IN M4 13-14 (LIVE) L -.12" D= -.19" T= -.31" - -- Joint T ocatirns - 1 0- 0- 0 10 4-10-12 2 7- 0- 7 11 9- 3- 0 3 13- 6- 5 12 14- 0- 0 4 20- 0- 4 13 17- 0- 0 5 21-11-12 14 25- 0- 0 6 28- 5-11 15 28- 0- 0 7 34-11- 9 16 33- 2-12 8 42- 0- 0 17 42- 0- 0 9 0- 0- 0 'IC 2X6 DFL #2 BC 2x4 DFL #1 & Btr. YrEB 2x4 EFL S1 Pl at• i m spec : AIZI/,IPI - 1995 THIS msi(N IS n E CJmFcsITE RFB= OF r1Mtr:rrPLE LCAD G7SES. BFARM � d to ah are based QTLY on the truss material at each beating. FRATF VAILES PER I BO RE mvKH REPcRr #1607 Lczatirn of ird:erm- bearings slYuld be clearly narked az each truss. Lhairr-ge mast be prarided to avoid ponding. P ATBG BASED IN CSV IIP' ER VAIIES. 10-6-8 0-6-6 Truss ID: B6D Qty: ®Dentes the reWirattait for lateral brad rJ at each loCRtien shoat. Lateral bracing system sdhic> irrluk diagarml or x -bracing are the �ibility of: b-dlding des =. tetxi BRACE-rr may be trussesf 3 24" cn. Alternati%ily� use scabs cr T-)� as sl'. on Thwvctl SystErrB sta(1713EIrd detail 0001003160. T mXISA for 10 PSF nah-ocrian ert, BOIL. Int -bei'- plaiTe befcxethis truss. to p� at/tcPp� ee MM -91 others) AMI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. 7-0_7 6-5-15 1 6-5-15� 8-5-7 6-5-15 1 7-0-7 1 7-0-7 13-6-5 20-0-4 28-5-11 34-11-9 42-0-0 1 20-0-4 2 3 11 S 6 20 0 4 7 8 �6. 00 8-8 6.00 10011 1 t 100/1 3AA- UC -97 Osb. Bldg Enclosed = Yes 42- - :�`K Ra-mcane/(bean Line= No F Bldg La�lh = 105.00 ft, Bick3 Wic$hM40 00 ft roof In ght = 25.27 ft, nph = 9 10 11 44-1 12 12-1-4 13 14 15 16 8-0-0 -2-12 17 8-9-4 4-10-12 17-0-0 25-0-0 33-2-12 ; 42-0-0 Truswal Systems Plates are 20 ga. "H"(16 ga.), or "MX"(TWMX 20 unless shown by "18"(18 ga.), OVER 3 ga.), Circled r,l at -Pa .„A a -i -- c ___ _, __ positioned per Joint Report. 1 D This ttvss iB desigrred using the UC -97 Osb. Bldg Enclosed = Yes Truss Iacatim = Not End Zme Ra-mcane/(bean Line= No F Bldg La�lh = 105.00 ft, Bick3 Wic$hM40 00 ft roof In ght = 25.27 ft, nph = 75 LBC Stan3ard 0-Y Load = ---LC2AD �IESIIN ----Dir 26.0 psf # L� L.Plf L.Lcc R.Plf ----------------- -- R.Icc TC Vert 64.00 0- 0- 0 64.00 BC Vert 28.00 0- 0- 0 28.00 42- 0- 0 .50L 9- 3- 0 BC Veit 20.00 9- 3- 0 20.00 lbs X.Lx I- .00 42- 0- 0 .00 BC ert 100.0 20- 0- 0 38 BC Vert 100.0 22- 6- 0 ".38 W I 11-9-4 ¢ SHI i 0-6-6 Exp. 12/3 7/Q2 OF F ARTA /30/2001 ,*� p Y%� Scale: 3/32" 1' VVY11 LV11VU Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 136.7 WTF239� 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 B L U SAR MFG]will 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 . 12 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 Live 16.00 pef 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 TRUSWAL SYSTEMS cause the moisture content of the wood to exceed 197 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in 444.5 Northpark Dr., Colo Springs. CO 80907 accordance with the following stmndards: 'JOINT DETAII S', by TnnswaltANSI/TPI 1', 'WTCA F - Wood Truss Council of America Standard Design BC Live • 00 paf Responsibilities, 'NANDL,ING INSTALLING AND BRACING METAL III-A'fG CONNECTED WOOD TRUSSES' - (1-118.91) and '14I13-91 BC Dead 10.00 psf SUMMARY SKEET' by TPI. The Tniss Plate Institute (Tm) is located m 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and o TpS. 0 Version T6. 2. 6 Paper Association (AFPA) is located at 1111 1911, Street, NW, Ste 800, Washington, DC 20036. TOTAL 42.00p of Name: DurPace I. 1.25 P-1.15 Rep Mbr Bnd 1.00 O.C.Spaaing 2- 0- 0 Design Spec UBC -97 Defl Ratio. 1{/360 TC: 14/480 ]ob Name: ma hew 1 X -IOC REACT SIZE REQ'D 1 0- 1-12 653 3.50" 1.50" 2 13- 1-12 2556 3.50" 2.35" 3 41-10- 4 1506 3.50" 1.61" TC FCRM AXL IRID CSI 1-2 -437 .00 .34 .34 2-3 529 .04 .33 .38 3-4 -577 .00 .29 .29 4-5 -479 .00 .08 .08 5-6 -1375 .01 .28 .29 6-7 -2049 .02 .28 .29 7-8 -2238 .03 .20 .22 BC KRCE AXL EM CSI 9-10 326 .02 .28 .30 10-11 321 .02 .28 .30 11-12 -261 .00 .14 .15 12-13 -261 .00 .65 .65 13-14 829 .09 .72 .81 14-15 1447 .15 .72 .87 15-16 1447 .15 .26 .41 16-17 1920 .25 .23 .48 VEB KRCE CSI 4ffB FCRCE CSI 2-10 281 .11 5-13 -815 .73 2-11 -737 .66 5-14 1030 .42 3-11 -2142 .74 6-14 -674 .70 3-13 1458 .59 6-16 547 .22 4-13 -197 .15 7-16 -362 .10 MAX IFFT=CN (spm) . L/999 IN MFM 13-14 (LIVE) L -.15" D= -.24" T= -.39" --= Joint LoCation 1 0-0-0 10 7-0-7 2 7- 0- 7 11 13- 1-12 3 13- 6- 5 12 14- 0- 0 4 20- 0- 4 13 17- 0- 0 5 21-11-12 14 25- 0- 0 6 28- 5-11 15 28- 0- 0 7 34-11- 9 16 33- 2-12 8 42- 0- 0 17 42- 0- 0 9 0- 0- 0 .0� ' BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Northpark Dr.. Colo Springs. CO 80907 TP5.0 Version T6.2.6 TC 2X5 DFL #2 PC 2x4 DFL #1 & Btr. NEB 2x4 DFL Plating spec • AMI/TPI - 19�95� THUS IE9ICN IS THE Ca%rw TE RWLT OF K=PIE LOAD CASES. EFARM RDi�T.� shah are based CSILY on the txuss material at each bearM. tx' VALIIES PER 1� R1 H #1607 Locatim of interior bearir,:Is should he clearly nvr)ced on each truss. Drainage trust be prcvid� avoid BASED CN CC LIMBER VAL�S. - 10-6-8 0-6-6 Truss ID: B7 Qt) ®Denotes the rant ri rs3rv:,F for lateral Lhtacing at each leeat,rn shoHn. Lateral braain'g. syst�h Q -Ac include � or x - are TYusibiIlty of the kiuldi!; dpi S tens MACE IT may be use3 feslateral trusses 24" cc. Altemati�vely� use scabs or 1r as shoon, on Ttvs al SYzterns standard detail CD01003160. Leaded fcr 10 PSF nah-ccnanxeht ffir.. nust bei in before this>ss. Pe nEu ert ksaci"3 is (by others) to Prevent zrr=r,&QSee HIB -91 arra I/'IFI 1-1995; 10. .4.5 aryl 10.3.4.6. 7-0-7 1 6-5-15 ---16-5-15 8-5-7 6-5-15 1 7-0-7--t 7-0-7 13-6-5 20-0-4 28-5-11 34-11-9 42-0-0 -1 2 20-0-4 3 114$5 20 -A-A I 6 7 g F 6,00 100# m 100# -� 8' 6.00 8- 9 10 112 13 14 15 16 17 7-0-7 6-1-5-1 11_1 8-2-12 i 8-9-4 7-0-7 13-1-12 25-0-0 33-2-12 42-0-0 Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled slates and false frame elates are 7 'This truss is designed using the #LC . IW -97 Code. TC Live Bldg Bl--lcsed = Yee pef Thus Incatia, =Not axi Zcne 16.00 Hmzca ne/Ocean, Line= No Bld3M,atj , - 105.00 ft, Hid3 GIidth height = 25.27 ft, = AO 00 ft nph = UC Standard OcDead Load = ---------LGAID 75 26.0 psf # USICU ICIADS Dir L.Plf L. TC Vert 64.00 0- Ioe0 64-00 ---------_ 2R 0- 0 �50 BC Vett 28.00 0- 0- o 28.00 Vit 20.00 13- o- 0 20.00 13- 0- oBC u 17- 0- 0 BC Vert 70.00 17- 0- 0 70.00 BC Vett 20.00 25- o- 0 20.00 .00 25- 0- 0 .00 42- 0- 0 lbs X.Loc U4/'M TC .00 Vert 100.0 20- 0- 0 .38 7C Vest 100.0 22- 6- 0 .38 11-9-4 SHIP 0-6-6 OVER 3 SUPPORT rrEi[cIVINU 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 (RISS 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 ascenaui 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. Bracbng 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 wtwd to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordvtce with the following standards: 'JOINT DETAILS', by Trtsw;tl. (ANSI/TPI 1', 'WTCA F - Wood Trues Council of America Standard Design Responsibilities, '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 1111 19 h Street, NW, Ste 800, Washington, DC 20036. F C f� ��0/2001 �.Scale: 3/32" 1' TBF: 140.0 WT:246�jr Chk: Dsgnr: #LC . 12 TC Live 16.00 pef TC Dead 16.00 psf BC Live .00 pef BC Dead 10.00 pef TOTAL 42.00 pef Name: DurFacs L=1.25 P.1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dell Ratio: L/360 TC: 14/480 job Name: mayhew Eln , X -LOC RE= SIZE FS2'D 1 0- 1-32 1071 3.50 1.50" 2 a73- 1-12 2187 3.50" 1.96" 3 22-10- 4 3427 3.50" 3.28" 4 41-10- 4 1.185 3.50" 1.50" studs TC FCRZE AXL RD GSI ;Bi, ELK 2x4 DFL S1Pt0 Plating spec A25I/TPI - 1995 1-2 -1345 .00 .59 .59 Lorded for 10 PSF rrn- t ��- Interior s *pert or terpa ary sixffirx3 mast 2-3 3.143 .08 .70 .78 PLATII� �� CNC upR VALLE4, pq LOAD PIAL c2gr. 1R' (PRE_g�3) 3-4 594 .01 .70 .71 1,14x D FrFr•r CN (span) 4-5 : 659 .07 .16 .23 IF -.08" I= -.13" Z` -.20" 5-6 r 905 .06 .71 .77 7- 3- 1 6-7 -633 .00 .72 .72 3 13- 7-11 7-8 -1496 .01 .44 .45 22-10- 4 BC FU:KE AXL HID GSI 6 28- 4- 5 9-10. 968 .06 .23 .29 34- 8-15 10-11 471 .03 .61 .64 9 0- 0- 0 11-12 -652 .00 .61 .61 ' 12-13 -652 .00 .63 .63 13-14 1124 .02 .63 .66 14-15 3.124 .14 .05 .19 15-16 1436 .16 .31 .27 16-17, 1439 .16 .16 .32 studs -Truss ID: B8 Qty: DFL #2 ®des the far lateral )sacuxJ lomtrrn�• lateral bracing BC2� DFL VM 2x4 DFL at each armee tem 4acr include diel on -hr--`g the Icuilding ;Bi, ELK 2x4 DFL S1Pt0 Plating spec A25I/TPI - 1995 the regxxtsibility of design''. Tn>s+l System FgPCE-TT may be used f� �tiraxxts lateral bxacitv on • THIS ESICN IS THE C24FMrIE FERLT OF h•L=PLE LOAD CASES. tri res �•�, d24" cc. Alternatively, use or fi-)ram as u�an on Tnzssal gel; SIS d -lam are based QTLY on the truss material al at each bear:.LM scabs stan3ard detail C001003160. t �� pM" IC90 ISI 1E' #1607. Lorded for 10 PSF rrn- t ��- Interior s *pert or terpa ary sixffirx3 mast Location of interior b.arirsjs slxuld be before r Perhe in tna ern hracir (by oI-.) to xec this truss. is clearly ustmarbe on each truss. mast be pm✓idad to avoid pandirx3. ac 4 O 16.0 in. o. c. MX. rnevart rctata.m/tcpplace Lirs3. See HIB -91 and I/TPI 1-1995; 10.3.4.5 arra 10.3.4.6. Csihle ►u= are <It is assorted that one fax of this truss < is sheathed with pl ancnd board PLATII� �� CNC upR VALLE4, pq LOAD PIAL c2gr. 1R' (PRE_g�3) diixJ�, < siding or si If not, < additianal loads mast be considered on FRai: TO: _ -- < rnraantisLuaas 1: a iM. es. __ -p'-�„ 25' 0" use adequate staZales gable blocw. lateral brach - See 4ifB ' FCROE CSI 4EB FAKE CSI 2-10 176 .07 5-13 -970 .66 2-11 -1054 .85 6-13 -1467 .77 3-11 -1107 .87 6-15 541 .22 4-11 -508 .52 7-15 -978 .80 4-13 -1002 .75 7-16 257 .10 1,14x D FrFr•r CN (span) Hurricane/Oceart Lim = lb, E73 CategmY = B 40.00ft, L/999 IN MEM 12-13 (LIVE) mean height = 25.27ft, MFH = 75 IF -.08" I= -.13" Z` -.20" Classification = 4, Dead Load = 26.0 pef Joint Locatiahs ---- _0- - --- ----LSD CASE #1 D SIIN LOADS ---------------- Dir L.Plf L.Lcc R.Plf R.Loc I. t M 0-0- 0 10 7- 3- 1 .42 2 7- 3- 1 11 13- 1-12 .00 3 13- 7-11 12 14- 0- 0 4 20- 0- 4 13 22-10- 4 5 21-11-12 14 28- 0- 0 10-6-8 6 28- 4- 5 15 28-11- 5 7 34- 8-15 16 34- 8-15 8 42- 0- 0 17 42- 0- 0 9 0- 0- 0 0-6-6 e nay e detaihave Truswals 9abl bracaang Lateral 1 hah lane with the dm.•ds have not been arnsiclered unless noted athowise. 'I1ese loads arra their eanrrrtions are the responsibility of the buldinq designer. 7-3-1 6-4-9 6-4-9 8-4-1 6-4-9 7-3-1 7-3-1 13-7-11 20-0-4 28-4-5 34-8-15 42-0-0 20-0-4 1,11 -fit 20-0-4 1 2 3 4 5 6 7 8 F-6. 00 -6.001 8-8 1 Drwg:LUV11/-)VV1-V4-r Designed for 3.0 K lbs dta t 1a�Plii hotbearar�7(a) - alcrxj the drnd alarg partial c3xrrl tomltuzxaas indicated cin tjrre.tly with clad lc5. arra 0 % live load. Asatia =1.33. Partial ctiLF Clormectian.(b mistcn tra f a�ual load to each ply (or add-ai) sho n. 11his truss is designed usirx3 the LBC -97 Code. Bldg nicicsed = Yes, ald Zahn = No Hurricane/Oceart Lim = lb, E73 CategmY = B 40.00ft, Bldg Lh - 105.00ft, B1d3 4hdth - s't mean height = 25.27ft, MFH = 75 r Classification = 4, Dead Load = 26.0 pef - --- ----LSD CASE #1 D SIIN LOADS ---------------- Dir L.Plf L.Lcc R.Plf R.Loc I. t M TC Vert 74.0 0- 0- 0 194.0 21- 0- 0 .43 TC Vert 194.0 21- 0- 0 74.0 42- 0- 0 .42 BC Vert 28.0 0- 0- 0 28.0 13- 0- 0 .11 BC Vert 70.0 13- 0- 0 70.0 23- 0- 0 .00 BC Vert 20.0 23- 0- 0 20.0 42- 0- 0 .00 11-9-4 SHIP ice ESS/0?,v 4 F DA,�' 0-6-6 Vii. tim XP: 06' 0 03 c� 42-0-0 � !��, TRT OF CA9 10 112 13 1415 16 17 7-3-1 5-105-10119-8-86-1-1 5-9-9 7-3-1 n 7-3-1 13-1-12 22-10-4 28-11-5 34-8-15 42-0-0 �P22/2001 TYPICAL PLATE 1.5-3 Scale: 3/32" 1' Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or OVER 4 SUPPORT �v "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING Read all notes oil this sheet and give a copy of it to the Erecting Contractor. TBF: 263.3 wT: a #� .>ro: 'mer N ® 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: ' ss carer Name in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to bejDagnr:#LC - 18 R MFG unified by the component manufacturerand/or building designer prior to fabrication. The building designer mustascertain that the loads utilized on this BLU SA 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 16.0 psf DurFacs L-1.25 P-,1.15 braced by the roof or fluor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 16.0 s f Re Mbr Bnd 1.00 ® LLC Bracing shown' is for Lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that P p will cause the rnoigture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 ps f O.C. Spacing 2- Or 0 TRUSWAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design BC Dead 10.0 �sf Design Spec UBC -97 4445 Northpark Dr.. Colo Springs. CO 50907 Responsibilities, '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 3rnd Dafl Ratio: 1t/360• TC: It/360 Tp5.0 Version T6.2.3 Paper Assoc4iort (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. I.TOTAL 42.0 pef fob Name: mayliew , FEE FC&2CE CSI EW, : X -LDC REACT SIZE TC 2.6 DFL #2 1 .0- 1-12 1095 3.50" TV 1.50' BC 2>6 DFL #2 2 22-10- 4 3 41-10- 4 2854 731 3.50" 3.50" 2.67 1.50" FEB 2x4 DFL SIANDAM Platim spec • ANSI/I'PI - 1995 M DEfLFX-TTCN (V L/999 IN NEM 12-13 (LIE) BC Vat 70.0 13- 0- 0 70.0 23- 0- 0 LF -.08" D= -.13" T= -.21-- .21"---== .00 THIS DESIC3I IS UE QI"IEiSTIE FMKII,T OF TC , FCi�C£ AXL END CSI K=PLE LCAD a%EL--.slz> ah are based CNLY EE'ARIM 1-2 2-3 ' -1335 -781 .01 .29 .30 .29 on the truss material. at eadl bearing. 1,11607 3-4. -813 .00 .29 .21 PATE VALLE5 PER Its REFI FE= 4-5. 628 .00 .08 .20 .07 .16 Lecatiat of interior bEorirrgs shatld be 5-6 847 .37 clearly trtarked ah each truss. 6-7, 383 .09 .28 .28 .33 Drain age mast be provided to avoid patd'M. 7-8 -637 .04 .00 .29 .29 PLA= BASED CN CFEW ILMSER SES' BC FCRCE AXI, HID CSI 9-10 1126 .15 .18 .33 10-J1 1123 .15 .42 .57 11-12 -313 .00 .46 .46 12-13 -313 .00 .54 .54 13-14 -324 .00 .54 .54 14-15 .-324 • .00 .07 .07 15-16 497 .06 .13 .19 16-17 501 .06 .14 .21 FEB FORCE GSI , FEE FC&2CE CSI 2-10 185 .08 5-13 -649 .44 2-11 -610 .49 6-13 -737 .39 3-11 -415 .33 6-15 413 .17 4-11 1494 .61 7-15 -664 .54 4-13 -1181 .897-16 254 .10 M DEfLFX-TTCN (V L/999 IN NEM 12-13 (LIE) BC Vat 70.0 13- 0- 0 70.0 23- 0- 0 LF -.08" D= -.13" T= -.21-- .21"---== .00 =====Jau-it Locatials =---- 1 0- 0- 0 10 7- 3-:1 2 7- 3- 1 11 13- 1-12 3 13- 7-11 12 14- 0- 0 4 20- 0- 4 13 22-10- 4 5 21-11-12 14 28- 0- 0 6 28- 4- 5 15 28-11- 5 10-6-8 7 34- 8-3-5 16 34- 8-15 8 42- 0- 0 17 42- 0- 0 9 0- 0- 0 0-6-6 Truss ID: B9 Qty: ®Dentes the regtisstant fcr lateral bracing at each location shawh. Lateral )-acing, eyelets v eepc in^d i i t di f-ti)el�ldingact are the ibility oT the designer u%&QlBRACE-rr may be used for crntin, -S,= bracing on tnisses spacecl 24" cc. Alternativel use scalls cr T -mss as sho n cn Tnasval Systems shard detail 0001003160. Icsded fcr 10 PSF hat-crnairzaht BCSI,. Inte<icr support or tecc ary shcs=xj mast be in place before this truss. I arsnaat braczrg is (by ctl)e91 to rp event rctatia'A/tr� See HIB -91 and I/'TPI 1-1995; 10.3.4. arr110.3.4.6. 7-3-1 6-4-9 6-4-9 8-4-1 6-4-9 7-3-1 9-3-1 13-7-11 20-0-4 28-4-5 34-8-15 42-0-0 20-0-4 1111420-0-4 1 2 3 4 5 6 7 8 00 _e ooh 8-8 �r A'f.n_n 9 10 1R2 13 1415 16 17 7-3-1 5-105-101 1 -8-8` -8-� 6-1-1 5-9-9 7-3-1 7-3-1 13-1-12 22-10-4 28-11-5 34-8-15 42-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. 4 'This truss is designed using the WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. LBC -97 C1xle. 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 Blog Enclosed = Yes, Enid Zane = No verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that die 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 I a-rlcahe/C cera Lithe = NO , F� Category = B 105.00ft, B1dg Ffidth = 40.00ft, 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 Bldg Mean roof height = 25.27ft, MPH = 75 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 with the following standards: 'JOINT DET40S% by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Classificatirn = 4, Dead Load = 26.0 psf accordance Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 t Plate Institute (TPI) is located at 583 D'O»ofrio Drive, Madison, Wisconsin 53719. The American Forest Aid - --- ----LOAD CASE #1 E SICN LOAM -------- ------- Dir L.P1f L.Lcc R.Plf R.Loc L14s'M TC Vert 64.0 0- 0- 0 64.0 42- 0- 0 .50 BC Vat 28.0 0- 0- 0 28.0 13- 0- 0 .31 BC Vat 70.0 13- 0- 0 70.0 23- 0- 0 .27 BC Vert 20.0 23- 0- 0 20.0 42- 0- 0 .00 . t 11-9-4 SHIP 0-6-6 ? pf ESSIpNq\ D. 227 9 ijp: 0§x30:03 / * t v VIL ^ _ 'eGF CAL1fe N okz? (/Q A. r d U/2001 OVER 3 SUPPORTS cale: 3/32 1 THF: 152.0 Dsgnr: TC Live 16.0 psf TC Dead 16.0 psf BC Live .0 psf BC Dead 10.0 �sf 42.0 psf WT: 267 # #LC a 12 TOTAL WO_,MAYHEW Custcyner Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec VBC-97 Dafl Ratio: 14/3 60: TC: `14/360 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 B L U SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that die 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 ® 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 Literal support of components members only to reduce buckling length. This component shall not be placed in any environment that TRUSWAL SYSTEMS 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 with the following standards: 'JOINT DET40S% by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4445 Northpark Dr.. Colo Springs. CO 30907 accordance Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 t Plate Institute (TPI) is located at 583 D'O»ofrio Drive, Madison, Wisconsin 53719. The American Forest Aid Tp5. 0 Version T6.2.3 SUMMARY SHEET' by TPI. The Truss Paper Associakoq (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. THF: 152.0 Dsgnr: TC Live 16.0 psf TC Dead 16.0 psf BC Live .0 psf BC Dead 10.0 �sf 42.0 psf WT: 267 # #LC a 12 TOTAL WO_,MAYHEW Custcyner Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec VBC-97 Dafl Ratio: 14/3 60: TC: `14/360 job Name: mayhew EM X -LOC K'ACL' SITE Rf12-b 1 0- 1-12 1095 3.50" 1.50" 2 22-10- 4 2854 3.50" 2.67" 3 41-10- 4 1098 3.50" 1.50" TC FCISE AM 130 CSI 1-2 -1335 .01 .29 .30 2-3 -781 .00 .29 .29 3-4 -834 .00 .20 .21 4-5 751 .08 .07 .16 5-6 1285 .09 .28 .37 6-7 1215 .04 .28 .33 7-8 -1529 .12 .21 .33 BC FERC£ AXL HID CSI 9-10 1235 .15 .18 .33 10-11 1233 .15 .42 .57 11-12 -1293 .00 .46 .46 12-13 -1293 .00 .54 .54 13-14 -1490 .00 .54 .54 14-15 -1490 .14 .04 .18 15-16 1832 .22 .17 .39 16-17 675 .00 .23 .23 WEB FaKE CSI WEB FLRCE CSI 2-10 185 .08 5-13 -707 .48 2-11 -660 .53 6-13 -780 .41 3-11 -421 .33 6-15 431 .17 4-11 1494 .61 7-15 -748 .61 4-13 -1181 .897-16 254 .10 M4X DE L=CN (, L4/999 IN MEM 12- 13 (=)Ls -.08" D= -.13" T-- -.21" ---= Joint Lccatiazs =-=_ 1 0- 0- 0 10 7- 3- 1 2 7- 3- 1 ll 13- 1-12 3 13- 7-11 12 14- 0- 0 4 20- 0- 4 13 22-10- 4 5 21-11-12 14 28- 0- 0 6 28- 4- 5 15 28-11- 5 7 34- 8-15 16 34- 8-15 8 42- 0- 0 17 42- 0- 0 9 0- 0- 0 TC 2x5 DFL #2 BC 2x5 LFL #2 PIm 2x4 LFL SE*EAS1D Platitz3 spec : ANSIMI - 1995 TI-IISD IW IS TAE CIVIFI BITE FE= OF 11MELE LCAD C%SES. BEApZG ra:j lRII`'E s shD�ah are based CNLY an the truss material at each bearing. MAZE VALJ k PER IBO 1sFAR REEM #1607 L catiah of interior bearings should be clearly narked cn each truss. Drainage trust be provided to avid paxit'rg. PLAMU BASED CN GRE 9 LLMM_VALLES. ZRPG LOAD PARI7AI.1 OmTr. &;M (PRE -STUB) FFM: TO: 30' 0" 42' 0" 10-6-8 0-6-6 'Truss ID: 69D Qty ®Denctee the regaisarB>t fcr later bracing at each lo=&ien shoal. Lateral brdcirrg system tdhich IrrIU& or x-bracirz3 are the reports. bility of the Wilding des, TYusJal tem GRAM -1T tray be or „�hti t l brace �h trusses shared 24" cc. Altenatively, use scats or T-hraces as sho n on Truest System starrlard detail 0701003160. To;;ded for 10 FSF n n-mnsrent BOIL. Interior support or tenpa any shcring mast be in place beforethis truss. Ramianettt bracing is (by ctlhera) to prevatt rctatiah/tcpp See HIB -91 and I/TPI 1-1995; 10. .4.5 aryl 10.3.4.6. 7-3-1 6-4-9 _ 6-4-9 8-4-16-4-9 7-3-1 7-3-1 13-7-11 J 20-0-4 28-4-5 J 34-8-15 J 42-0-0 20-0-4 1;11-$ 20-0-4 rl 2 3 4 5 6 7 8 600 6.001 8-8 Al 11 11 IA 9 10 112 13 145 16 17 7-1-1 5-((x-11 9-8-8 x-1-1 5-9-9 7-3-1 7-3-1 13-1-12 22-10-4 28-11-5 34-8-15 42-0-0 1 Drina : 001173001-026 ...................... WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. DeesjSrl�yed fcr 3.0 K lbs drag loaded - � � c3�d al 'ea�tintaasthet .) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done ilrlicatedoa dhtly with dead and 0 ;;'live load. iai=1.33. Partial in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be cont i n xc u= reactia t = 250 ELF Mmc. da CtrX)ectiCn (by otFi�s) trust transfer equal verified by the component mamdacturer and/or building designer prior to fabrication. The building designer must asceraun that the loads utilized on this load to each ply (or add -az) sho+n. 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 UPLIFT REAMC 1(S): braced by the roof or floor shc:dhing and the bottom chord is Laterally braced by a rigid sheathing material directly attached, unless otherwise noted. 1401 the Re Mbr Bnd 1.00 P This truss is designed using CBC -97 Code. Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that Bldg a -closed. = Yes, End 7rsle = No J. 'r�cane/C�h Line = No , FV Category = B Fin Bldg Laxth = 105.00ft, Bldg Witth = 40.00ft, O.C. Spacing 2- 0- 0 MEl roof = 25.27ft, MPH = 75 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA I' - Wood Truss Council of America Standard Design 'IIIB-91 Classification. = 4, Dead Lcad = 26.0 pef Desi Spec UBC -97 9a SP - --- ----LOAD CASE #1 IESIIN ICADS ---------------- Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATIi CONNGC.TGD WOOD TRUSSriS' - (IIIII.91) and ` Dir L.Plf L.Lcc R.Plf R.Lnc TU./rr. TC Vert 64.0 0- 0- 0 64.0 42- 0- 0 .50 BC Vit 28.0 0- 0- 0 28.0 13- 0- 0 .11 BC Vert 70.0 13- 0- 0 70.0 23- 0- 0 .27 BC Vert 20.0 23- 0- 0 20.0 42- 0- 0 .00 11-9-4 SHIP 2 0-6-6 �F� FESS/0/,9\ QQ � A . �/ �iv0ai Z769 * \V�4: Ob 30 03 / * IL h�P TFOFCAI�F �. r ,##Q�s�,�6/22/2001 _ale: 3/32 = 1 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or OVER 3 SUPPORTS or-yla "H"(16 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: 152.0 WT:20'ft V `CiWtcrfter Name: ® 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 De #LC = 14 sir da verified by the component mamdacturer and/or building designer prior to fabrication. The building designer must asceraun that the loads utilized on this TC Live 16.0 psf DurFaee L=1.25 P=1.15 B L U SAR 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 shc:dhing and the bottom chord is Laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 16.0 s f P Re Mbr Bnd 1.00 P ® 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 plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pef O.C. Spacing 2- 0- 0 TRIJSWAL SYSTEMS Northpark Dr.. Colo Springs, Co 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA I' - Wood Truss Council of America Standard Design 'IIIB-91 BC Dead 10.0 sf Desi Spec UBC -97 9a SP 4443 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATIi CONNGC.TGD WOOD TRUSSriS' - (IIIII.91) and ` SUMMARY SI IGB'r b I'I'I. 'rhe Truss PL•tte Institute I'I'I is boated at 583 D'Onofrio Drive, Madison, Wisconsin 5371x9. The Amerism Forest .rad Defl Ratio: 366 TC: `Lu/360 W Tp5. 0 Version T6.2.3 Paper Assoccllion (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL ' 42.0 psf Job Name: mayhew Em ' X -LOC REACP SIZE REQ'D 1 0- 1-12 2.102 3.50" 1.50" 2 22-10- 4 2751 3.50" 2.56" 3 39- 7- 0 - 432 3.50" 1.50" TC . FCRC£ AXL, BM CSI 1-2 -1351 .01 .29 .29 2-3 -797 .00 .29 .29 3-4 ' -829 .00 .20 .21 4-5 , 573 .07 .07 .15 5-6 781 .08 .30 .38 6-7 384 .04 .30 .35 7-8 . -437 .00 .19 .19 BC , FCRCE AXL R0 CSI 9-10 1.140 .15 .18 .33 10-11 1137 .15 .42 .57 11-12 -265 .00 .46 .46 12-13 -265 .00 .54 .54 13-14 -318 .00 .54 .54 14-15 -318 .00 .05 .05 15-16 341 .02 .12 .14 16-17 28 .00 .11 .11 LAB FaK£ CSI WEB F02CE CSI 2-10 184 .07 6-13 -665 .35 2-11 -607 .49 6-15 357 .15 3-11 -415 .33 7-15 -481 .39 4-11 1495 .G1 7-J.G 174 .07 4-13 -1157 _ .87 8-16 353 .14 5-13 -615 .42 8-17 -391 .05 MAX Em=clq (span) • 14/999 IN MEM 12-13 (LIVE) Lr= -.08" D= -.13" T= -.21" ---== Joint T=t-iazs ==== 1 0- 0- 0 10 7- 3- 1 2 7- 3- 1 11 13- 1-12 3 13- 7-11 12 14- 0- 0 - 4 20- 0- 4 13 22-10- 4 5 21-11-12 14 28- 0- 0 6 28- 4- 5 15 28-11- 5 7 34- 8-15 16 34- 8-15 8 39- 8-12 17 39- 8-12 9 0- 0- 0 A TC ' 26 rFL #2 BC 2x5 DIEL #2 I'm Zx4�IT SMUM Plating spec THLS MSICN IS THE C2GCSTIE Rl:S[II+T CF EEAPMZ F 1S sham are based CNLY on the truss ttatmmal at each b:.arircg. RATE. VXM PFR IBD RESE7+12CH REPCRr 4,1607. Lrxation of interior bearirrjs shatld be clearly narked on each truss. Drainage must be provided to avoid parbrg. PLATIDZ; BFUSED CN GMEN UMNR VALM- End verticals desicgred for axial loads only. E]nd verticals that are extended above on below* the truss profile (if any) may require additional desicgr aris'deratica (y others) for lateral four due to wind or serene Ica ds on the building. 10-6-8 0-6-6 Truss ID: B 10 ®D,otes the regArarent fcr lateral bracing at each lomtron sheat. Lateral bracing.. systere vhiich include dill cr x-bracuzg are the respazsibility Of the builduV designer. Tru%al SWtem MACE -1T my be used for azitinxus 1=tl bracing - trusses spaced 24" oc. Alternatively, use scabs or T -bras as sho,n on 'IYu.�al Systetr, standard detail C001003160. Leaded for 10 PSF rrn- t BSL• Interior s *crt or terperary s'-irrl must be in place be%e ertxt this truss. Peritmuelnt braci rctati&VtcPpp See HM-9s)� AIS �I 1-1995; 10.3.4.5 and 10.3.4.6. 7-3-1 , 6-4-9 6-4-9 8-4-1 6-4-9 ,4-11-13 9-3-1-3-1 13-7-11 20-0-4 28-4-5 34-8-15 39-8-12 20114 1411->+1 17'2-1) 1 2 3 4 5 6 7 x r 6 00 8-3 6.001 3 nns truss is designed -ire 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 IBC -97 0 -An. WO: MAXg Name. Bldg arlosed = Yes, E2 d Zane = 110 DurFaes L=1.25 P=1.15 H.trrn cane/Cbean Larre = Db , Bx u C�tsgcay = B braced by rite 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 Want support of components members only to reduce buckling length. This component shall not be placed in any environment that in Bldg Width = 40.00ft, e Mbr Bnd 1.00 Rep p 2- 0- 0 MemLffx105.00ft, rcof height = 25.27ft, MPH = 75 will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss Classification = 4, Load Id = 26.0 psf O.C. Spacing - -------LO=tD CASE #1 E SIGq LOAM ---------------- 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 Ind Dir L.Plf L.L c 'R.Plf R.Lac LI -M TC Vert 64.0 0- 0- 0 64.0 39- 8-12 .50 BC Vert 28.0 0- 0- 0 28.0 13- 0- 0 .11 BC Vert 70.0 13- 0- 0 70.0 23- 0- 0 .27 BC Vat 20.0 23- 0--7"0 20.0 39- 8-12 .00 O -A 39-8-12 r2 -3F.- 4 9 10 lIl2 13 1415 16 17 STUB 7-3-1 5-10 11J -8y 8 6-1-1 i 5-9-9 4-11-13., 9-3-1 13-1-12 22-10-4 28-11-5 34-8-15 39-8-12 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or OVER 3 "H"(16 ga.), positioned per Joint Report. Circled plates and false / P S SI p^,DA 9\ .y 769 p xp: 6:30,03 ,tr ivi� /ti2/200 dcale: 3/32" 1' ®_.. B L U SAR 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 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 TBE: 148.2 WT:59 calk:Customer Dsgnr: #LC = 12 WO: MAXg Name. TC Live 16.0 ps f DurFaes L=1.25 P=1.15 ® LLC braced by rite 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 Want support of components members only to reduce buckling length. This component shall not be placed in any environment that in TC Dead 16.0 sf F' e Mbr Bnd 1.00 Rep p 2- 0- 0 will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss BC Live .0 psf O.C. Spacing 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 Ind BC Dead 10.0 �sf - Design Spec UBC -97 SUMMARY SHEET' by TPI. The Truss Plate institute (rPq is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest TOTAL ' 42.0 ps f Defl Ratio: L/360' TC: 1460 Tp5.0 Version T6.2.3 Paper AssocOilion (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. job Name: mayhew CSI A BIS 1 X -LCC 0- 1-12 FZtrr 1044 SIZE FS:2I9 3.50" 1.50" 'IC 2x6 DFL #2 BC 2x4 DFL #1 & Btr. 2 22-10- 4 3 39- 5- 6 1979 ' 581 3.50" 3.50" 1.74" 1.50" TVB 2x4 DFL SU*1 ARD PlatirxJ spec : PMI/TPI - 1995 .03 8-16 -393 .34 5-13 584 .24 M41S IESIcn IS UE CavECSrIE RESULT O TC FCt1C£ AXL HID CSI MI=PIE LOAD a%SES. h are based QII�Y EEARUSZ 1-2 2-3 -1282 -701 .01 .24 .25 .25 on the truss material at each kearim. 3-4 -589 .00 .24 .11 PLATE VALUES PER ICED RESEARCH REli1ZI' #1607. 4-5 -539 .00 .11 .14 .14 Location of interior bearings should be 5-6 6-7 434 -198 .00 .06 .21 .22 .27 .22 clearly narked on each truss' Drainage must he provided to avoid 7-8 -323 .00 .00 .18 .18 1x4 rnuh. cont:i uc us lateral bracarrl at to flat 'IC vk)e a indicated w/ 2-1bd nails 8-9 -626 .00 .18 .18 each. I1trker mast be structural grade. BC FCRCE AXE, HID CSI Brace © 24" o.c. unless noted ctlher dse. 10-11 1068 .11 .17 .28 }3.A= Bi=d Q1 GEEN UMBER VAUES• 11-12 1066 .11 .17 .28 10 0- 0- 0 12-13 1066 .11 .17 .28 13-14 205 .02 .17 .19 14-15 205 .02 .17 .19 15-16 -419 .00 .21 .21 16-17 518 .04 .21 .25 17-18 518 .04 .16 .21 18-19 32 .00 .16 .16 VM FCKE CSI iIEB FCR(£ CSI 2-11 227 .09 6-16 795 .32 2-13 -622 .55 7-16 -272 .22 4-13 64 .03 8-16 -393 .34 5-13 584 .24 8-18 100 .04 5-14 168 .07 9-18 539 .22 5-15 -1081 .73 9-19 -545 .06 6-15 -994 .75 I.Px E FTF CN (span) 14/999 IN MEM 11-12 (LIVE) LF -.03" D= -.05" T= -.08" --=== Joint locations ===== 1 0- 0- 0 11 7- 3- 4 2 7- 3- 4 12 12- 0- 0 10-6-4 3 11- 4- 6 13 13- 6- 8 4 13- 6- 8 14 18- 1- 8 5 18- 1- 8 15 22-10- 4 6 22-10- 4 16 28- 5- 8 7 28- 5- 8 17 30- 0- 0 = 8 34- 8-12 18 34- 8-12 0-6-6 9 39- 7- 2 19 39- 7- 2 10 0- 0- 0 'Truss ID: B 1 1 . Qty ®Derctes the re% snort for lateral braairg at each location shoah. Lateral l -doing Systems odricir include di�a�a7 h�Idir 'acrrsg are the ibility of the desicyh�� tare BRACE-rr may he used for catdrLx: is lateral bracing az trusses spared 24" cc. Alterrativelyy, use scab orT-braces as sham on Trtas�l System standard detail ()01003160. Loaded for 10 PSF rnh-mhaurent BCti. Dt:eeicr sngaport cr temporary shoring must be in place before erecting this truss. Dd:ehdeci tcp cid requires, 2x4 web material at 48" o.c. nwc. dr� to the dhOrd bela+ and attached with 1.5-3 minplates or (5)-16 ga. staples, er adagJate miring by others typical each end. Flat top chid has not been designed for dei ftrtzJ straw unless noted otherwise. 7-3-4 6-3-4 9-3-12 5-7-4 6-3-4 7-3-4 13-6-8 22-10-4 28-5-8 34-8-12 19-11-1117-6-13 t 1 2 3 4 5 l 6 7 8 9 00 r 14-0-0-6.001 - 1 End vela cals desigrrxi for modal loads only. Frd verticals that are marled above cr belay the truss profile (if any) tray require additinhal design artsideratirn (by others) for lateral forces doe to wind cr m; sm c loads on the building. 'This deer based on chcrd hracirg implied er pthe f�a11o,isg schedule: max o.c. frau to TC 24.0" 32-11-11 28- 0- 0 This truss is designed using the UBC -97 Code. Bldg Elhcicse3 = Yes, ad Zone Harricarte/Crean Line = No ,Category = B Brag = 1o5.00ft, Bldg T�dth = 40.00ft, Mir roof height = 25.26ft, MPH = 75 classification = 4, Dead Load = 26.0 psf 11-9-0Q�kpF S SHIP Slplvq �QrcC !�y 1-8-1 CO &rc .L 9 cr 27 b : 0 0 0;3 / 1L � 39-7.2 '-OF CAUF�,� 2-4-14 �- p•� 10 11 1213 -3 15 16 17 18 19 STUB `� 7-3-4 6-3-4 9-3-12 _, 5-7-4 6-3-4 VIi 7-3-4 13-6-8 22-10-4 28-5-8 34-8-12 ®kt-,N /y2�2/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or OVER 3 SUPPORT ° V/f+�/ I'll" (16 ga.), posPPA itioned per Joint Report. Circled plates and false �.A frame plates are ositioned as shown above. "* ® TBE: 150.7 WT:261 # r'FT6?aMA7fEtEW 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 mmnufachtrer mrd done Chk; Cue tomter Name : 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 = 12 da B L U SAR MFG 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 16.0 ps £ 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. TC Dead 16.0 sf Re 17br Bad 1.15 ® LLC Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that P P 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 .0 ps f O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS aceordance with the following standards: 'JOINT DETp14.S', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4445 Northpark Dr., Colo Springs, CO 50907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 oaf 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 Ind - Defl Ratio: 14/360.' TC:'Iti/480 Tp5.0 Version T6.2.3 Paper Assoeddou (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. I.TOTAL ' 42.0 po f lob Name: mayhew CE CSI Bl, 1 X -IOC 0- 1-12 REMT 1092 SIZE Ra2'A 3.50" 1.50" 'IC 2x5 DFL #2 BC 2x4 EFL #1 & Btr. 2 22-10- 4 3 39- 5- 6 2634 . 581 3.50" 3.50" 2.43" 1.50" 1,EB 2x4 IFL SITD?1M PlatirrJ spec • ANSI/`IPI - 1995 540 .22 5-15 -1393 .93 9-19 -546 .06 THIS DESI(V IS n E Ca4FCSrIE RESULT OF Tc FAKE AXL )SID CSI NiII,TTPLE 1.00 CSS. FEApzu 1 S drool are based C NLY 1-2 -1382 .01 .27 .28 on the truss material at each bearing' 2-3 -805 .00 .27 .28 prnIE VALIES PFR ICB0 re3EPRCH JQKFU #1607. 4-5 -635 2 3 Trrattcrn of mor' he rlr a sl'n-ld be 5-6 6-7 469 -199 .00 .06 .00 .41 .42 .48 .42 clearly ttariced on each tress. � to avoid pnd>rxj• =eq 7-8 8-9 -324 -627 .00 .21 .21 .21 .21 2x4 wa_b material at 48" o.c. naoc. dt to the chard below .00 and attaded with 1.5-3 thin. plates, or BC FCRC£ AXL HID CSI (5)-16 ga. staples, or adagaate nailarrl by 10-11 1157 .12 .20 .31 others typical each end. PLA= BASED CN C,REEQ LLM!¢R VALLES. 11-12 1154 .12 .20 .31 Flat top dh:=d has not been clesigned for 12-13 1154 342 .12 .20 .31 drifting sraa unless noted 13-14 14-15 342 .03 .03 .20 .20 .23 .23 15-16 -450 .00 .23 .24 16-17 519 .04 .23 .28 17-18 519 .04 .19 .23 18-19 32 .00 .19 .19 FEB FCRC£ CSI VU FCR CE CSI 2-11 226 .09 6-16 2-13 -617 .54 7-16 816 -288 .33 .23 4-13 100 .04 8-16 -396 .35 5-13 512 .21 8-18 103 .04 5-14 166 .07 9-18 540 .22 5-15 -1393 .93 9-19 -546 .06 6-15 -1400 .91 TC 24.0" 12-11-11 17- 8- 8 119,X IEFLFX:TICN (span) ' TC 24.0" 24- 3- 8 28- 0- 0 L/999 IN hIFM 11-12 (LIVE) IBC -97 Cbcle. L= -.03" D= -.05" Z` -.08" Bldg Ehclosed = Yes, Fid Zone = No - Joint Lncatia's === 1 0- 0- 0 11 7- 3- 4 2 7- 3- 4 12 12- 0- 0 3 11- 4- 6 13 13- 6- 8 4 13- 6- 8 14 18- 1- 8 5 18- 1- 8 15 22-10- 4 6 22-10- 4 16 28- 5- 8 7 28- 5- 8 17 30- 0- 0 8 34- 8-12 18 34- 8-12 9 39- 7- 2 19 39- 7- 2 10 0- 0- 0 TYPICAL PLAT( : 1.5-3 BLUSAR MFG ® LLC TRt1SWAL SYSTEMS 4445 Nortbpnrk Dr., Colo Springs. Co 80907 Tp5.0 Version T6.2.3 1 9-6-4 1= 0-6-6 -Truss ID: B12 . Qty ®ra)&es the ze%xissteht for lateral br7acing at each loratim slx-. Lateral system QAch itrlu3e cr r- are the ibility the baildurJ desk,=Iffl-1Sys BRACE-rr may be used for con tirLtazs tat s lraan5 on trusses spaced 24" cc. A1tenYatively, use scabs or hraees as sho an on Trusuzl System standard detail CDO1003160. Loaded for 10 PSF rrna-caaame'rt BOLL. htx=cr MR=t or tenporary &=irJ trust be in place before this truss. z see otheHIB-91) to tq� See HIB -91 acrd �I 1-1995; 10.3 4 51 and 10.3.4.6. 1x4 titin. axtiruom lateral braciM attached to flat TC Q-jere indicated w/ 2-10d nails each. hamber trust be structural grade. Brace G 24" o.c. unless crated cthm7ld-. 7-3-4 6-3-4 9-3-12 5-7-4 J 6-3-4 9-3-4 13-6-8 22-10-4 28-5-8 34-8-12 r1 37-11-1115-6-13 4 �5 6 F 7 15-6-13 8 9 1 D aYd verticals designed for woal loads rnly. acct ve ticals that are exten3ed above or below the truss profile (if any) tray reguze additic al design cawidoatiax ON others) farlateral farces doe to wird or seismic lcaa& am the b,zildin3. 'This desist based on chard bracin3 applied per the follauing sdrsltle: rrmc O.C. fzan to TC 24.0" 17- 8- 8 24- 3- 8 TC 24.0" 12-11-11 17- 8- 8 TC 24.0" 24- 3- 8 28- 0- 0 This truss is designed usiM the IBC -97 Cbcle. Bldg Ehclosed = Yes, Fid Zone = No Hurricxu're/(bean Line = I3c ,F� y = B dth 40.00ft, r Bldg Lrjth 105.0Oft, Bldg = Mean roof )right = 24.76ft, MPH = 75 Classificatirn = 4, Dead Load = 26.0 psf - ---IABD CASE #1 IESI(N LOADS ---------------- --Dir L.Plf L.Lcc R.Plf R.Lcc iILM TC Vert 64.0 0- 0- 0 64.0 18- 0- 0 .50 TC Vert 128.0 18- 0- 0 128.0 24- 0- 0 .44 TC Vert 64.0 24- 0- 0 64.0 39- 7- 2 .50 BC Vert 20.0 0- 0- 0 20.0 39- 7- 2 .00 Type.... Lbs X.Iec LLVIM TC. Veit 155.0 18- 0- 0 .38 TC Vert 155.0 24- 0- 0 .38 10-9-0 SHIP �1-8- 3 39-7-2 2-4-14 _ s` 10 11 1213 14 15 1617 18 19 STUB 7-3-4 6-3-4 9-3-12 5-7-4 6-3-4 7-3-4 13-6-8 22-10-4 28-5-8 34-8-12 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or OVER 3 SUPPORTS '• H"(16 ga.), positioned per Joint Report. Circled plates and false i�;O, frame plates are positioned as shown above. TBF: 148.7. WARNING Read aft notes on this skeet and give a copy of it to the Erecting Contractor. � sF2'�� This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and doneC hk: 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 12 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 16.0 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. TC Dead 16.0 ps f 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 plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design BC Dead 10.0 JDs Responsibilities, '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 lid TOTAL 42.0 psf Paper Associat or%(AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TDA I.. 2tn m .2769 30 03 civr- 11, 2/2001 ,,�1Le: 3/32" - 1' dt ac.s L=1.25 P=1.15 Rep Mir Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Def? Ratio: L{/360: TC: U./480 Job Name: mayhew CSI WEB EFG 1 X -IDC 0- 1-12 REACT 1044 SIZE RB,�'D 3.50 1.50 TC 2x6 DFL #2 BC 2x4 DFL #1 & Btr. 2 22-10- 4 3 39- 5- 6 1979 581 3.50" 3.50" 1.74" 1.50" WEB 2x4 DFL SB4EARD Plating spec • ANSI/'IPI - 1995 .55 7-16 -272 .22 4-13 THIS DESICN IS THE CU4p3;rIE RE A= OF TC FCRCE AXL HID CSI K=PLE LOAD CASES. 1 are based MY EEARII� I7��TIS 2-3 -1282 -701 .01 .24 .25 .25 on the truss material at each bearing. 3-4 -602 .00 .24 .12 PLATE Vb= PER ICBG RLm*rHIlE= #1607. 4-5 -539 .00 .11 .14 .14 Location of interior bearings should be 5-6 434 .00 .06 .21 .27 clearly ❑m*ed on each Vis' L3aint. must be' edto avoid panning 6-7 7-8 -198 -323 .00 .00 .22 .18 .22 .18 PLATIN BASEDCN TIMBER VAUES. Erol verticals designed for axial loads only. 8-9 -626 .00 .18 .18 End verticals that are extended above or BC FCRCE AXL 114D CSI below the truss profile (if any) may reg ire 10-11 1068 .17 .28 additional design consideration (boy others) .11 forces due to wind or nuc 2-13 1065 .11 .17 .28 loads on. t1 )uildirr3 13-14 205 .02 .17 .19 14-15 205 .02 .17 .19 15-16 -419 .00 .21 .21 16-17 518 .04 .21 .25 17-18 518 .04 .16 .21 18-19 31 .00 .16 .16 WEB FCFCE CSI WEB FORCE CSI 2-11 227 .09 6-16 795 .32 2-13 -622 .55 7-16 -272 .22 4-13 64 .03 8-16 -393 .34 5-13 584 .24 8-18 100 .04 5-14 168 .07 9-18 539 .22 5-15 -1081 .73 9-19 -545 .06 6-15 -994 .75 MAX LEFI.F)`I'ICN (span) L/999 IN h1EM 11-12 (LIVE) L= -.03" D= -.05" 71- -.08" == Joint Tx tions �=== 1 0- 0- 0 11 7- 3- 4 2 7- 3- 4 12 12- 0- 0 3 10-11- 0 13 13- 6- 8 4 13- 6- 8 14 18- 1- 8 5 18- 1- 8 15 22-10- 4 6 22-10- 4 16 28- 5- 8 7 28- 5- 8 17 30- 0- 0 8 34- 8-12 18 34- 8-12 9 39- 7- 2 19 39- 7- 2 10 0- 0- 0 I 8-6-4 l= 0-6-6 'Truss ID: B 13 . Qty: ®Denotes the re3aia:erex& for lateral bracit7g at each location sham. lateral Moire =terns vine h include or x -bracing =terns ihility Ythe or ERA E71T tray be der for arttinaaas t bracing on trusses spaced 24" cc. Alternatively, use scabs or T-brraces as sh a n on Tcusnal system Standard detail CD01003160. Loaded fon 10 PSF rtah-ccrhCxIrrent BCLL. Irttez i o' vipport or terrporary dao r -U must be in pCcr± of ater this attad7ad russ 1x4 min. exrntrhvots ]ateral to flat TC tdaere irolicated w/ 2-10d nails each. Lhtrrber mast be stntctu ml grade. Brace 0 24" o.c. tmless netted cthE wise. 7-3-4 6-3-4 9-3-12 , 5-7-4 J 6-3-4 7-3-4 13-6-8 22-10-4 28-5-8 34-8-12 15-11-1113-6-13 - r l 2 3 4 5 6 7 8 9 6. 14-0-0 00 r -6.0 1 Drwjr. COO 1173001 -010 This desr'�h based on d=d bracing applied per the fcalowing sd'te3tle: max o.c. fl= to TC 24.0" 12-11-11 28- 0- 0 Tis truss is designed using the L1r-97 Code. Blcl3 0-c1oce3 = Yes, Erol 7rste = No Hurricane/Ooean Line = No , DqD Cate3ozy = B Bldg LeTjth = 105.00ft, Bldg Width = 40.00ft, Nleuh roof height = 24.26ft, MFH = 75 classification. = 4, Dead Load = 26.0 psf 10 11 1213 14 15 1617 18 7-3-4 , 6-3-4 9-3-12 5-7-4 6-3-4 7-3-4 13-6-8 22-10-4 28-5-8 34-8-12 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or H"(16 ga.), positioned per Joint Report. Circled plates and false a -1.t- - positioned as shown above. 2-4r-- l4 19 STUB OVER 3 SUPPORTS �r ESs'O""' DA;� F�\ I 2 69 ):0 '30'03 C IL CF �AL1E�^� r /2001 e: 3/32" - 1' ® B L U SAR MFG -- ...- -- vvfixNrNG Read ail notes on this .skeet 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 i n 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: 137.3 WT: 237'# {� tails: Ds #LC = 12 !, �zaxw ,, Cis• _ester Name: cia l TC Live 16.0 ps f DurFaes L=1.25 Pv1.15 ® LLC braced by the roof or fluor 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 16.0 s f p Re Mbr Bnd 1.15 p 0- 0 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 .0 psf O.C. Spacing 2- TRUSwAL Sl'�TGn1S 4445 Nortbp"rk Dr.. Colo Springs. CO 80907 accordance with the following standards: 'JOINT DETpILrS', by Tntswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HANDLING BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 t BC Dead 10.0 }asf Design Spee UBC -97 Responsibilities, INSTALLING AND Institute is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest lid bfl Ratio: 14/360.' TC: 14/480 Tp5. 0 Version T6.2.3 SUMMARY SHEET' by TPI. The Truss Plate (TPI) Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 42.0 paf Job Name: mayhew FAKE CSI Bl, 1 X -LCC 0- 1-12 PE ICT 1267 SIZE I�12' Ia 3.50" 1.50" TC 2x5 DFL #2 BC 2x4 DFL #1 & Btr. 2 22-10- 4 3 39- 5- 6 2776 737 3.50" 3.50" 2.59" 1.50" WEB 2X4 Plating spec Ai8I/IPS -586 .51 . -375 .30 THIS EE9I(2q IS THE Ca4poSrIE RST OF TC FCRCE AXL BND GSI NLII,TIPLE LC1AD C %SES •sham are 1 (III Y ZEARII� HI 1-2 -1746 .02 .24 .25 on the truss tnater-ial at each beam' 2-3 -1186 .01 .24 .24 PLATE VAUEr. PER ICED RESEAIKH REPa' #1607. 3-4 4-5 -979 -627 .01 .35 .55 .36 .56 Location of interior bearings should be 5-6 -448 .00 .00 .55 .56 clearly marked on each truss' 171ait trtust be prided to avoid porior�• 6-7 7-8 -603 -837 .00 .00 .19 .19 .19 .19' _ n 7x4 min• cct-± aas lateral �1g _ acned to flat TC Q -,ere indicated w/ 2-10d nails BC FCRCE AXI, END CSI each. Lrntber nest be struclatal grade. 9-10 1478 .15 .19 .33 Brace O 24" o.c. unless In ted otherwise. 10-11 1475 .15 .19 .33 11-12 1475 .15 .20 .35 12-13 657 .06 .20 .26 13-14 -271 .00 .22 .22 14-15 -209. .00 .22 .22 15-16 711 .07 .22 .29 16-17 711 .07 .19 .25 17-18 31 .00 .19 .19 4m FAKE CSI 4 EB FIDE CSI 2-10 222 .09 5-15 869 .35 2-12 -586 .51 6-15 -375 .30 3-12 73 .03 7-15 -311 .27 4-12 566 .23 7-17 -102 .03 4-13 -1127 .85 8-17 736 .30 5-13 1464 .59 8-18 -702 .08 5-14 -2649 1.00 TL Vert 155.0 14- 0- 0 .38 TC Vert 155.0 28- 0- 0 .38 I'm M=r ciq (spare) • L/999 IN P'6.M 10-11 (LSVE) LF -.04" Ik -.07" T= -.11" _= Joint Locations === 1 0- 0- 0 10 7- 3- 4 2 7- 3- 4 11 71- 0- 0 3 13- 6- 8 12 13- 6- 8 4 18- 1- 8 13 18- 1- 8 5 22-10- 4 14 22-10- 4 6 28- 5- 8 15 28- 5- 8 7 34- 8-12 16 31- 0- 0 8 39- 7- 2 17 34- 8-12 9 0- 0- 0 18 39- 7- 2 T 7-6-4 L 0-6-6 Truss ID: B 14 Qty ®Denotes tlhe rec-� for lateral bracing at each location el'-. Lateral kuafurg g systens vdhid, irrinxie is x - are the re ihility o the building designer.tats BRACE -IT nay be used fon cantinaau3 lateral bracing az trusses spaced 24" on- Alter ativelyy, use scabs or T -braces as sh ,n on Tntstial Systens standard detail CD01003160. T ceded for 10 PSF rnarcmcurre nt BOIL. Inte-icr suppmrt or terpo ary sharing mast be in place before errt this truss. Remanent baring is re� o", ctl�ns) to preventrntatiah/tc>.p See HIB -91 and AMI/IPI-1-1995; 10.3.4.5 and 10.3.4.6. PLATII , BASED CN t'3; EN LIFIBER VAUES. 7-3-4 6-3-4 9-3-12 J 5-7-4 6-3-4 7-3-4 13-6-8 22-10-4 28-5-8 34-8-12 13-11-11 11-6-13 1 2 3 4 5 6 7 8 60 155# 14-1-1 iJ5n' W 6.001 1 D aid verticals designed for ad..al leads only. Ek -.d verticals that are extended above or bacw the truss profile (if any) may regmxe additional design consideration Ox otters) for lateral forces due to wind or seismic loads on tthbuilding. des're based rn dicrdlAe bracing implied p rthe filla�irzg schedule: ttax 0.c. front to TC 24.0" 13-11-11 28- 0- 0 This truss is designed usinxg the UBC -97 Cb3e. Bldg FYrleced = Yes, ad Zine = 1b A.u-ricane/Gtech Line = lb , Exp Y = B Bldg = 105.00ft, Bldg W1 :h = 40.00ft, Mean roof heir = 23.76ft, MPH = 75 Classification = 4, Dead Load = 26.0 psf ----- ----I-CAD CASE #1 E SICK LQbM ---------------- Dir L.Plf L.Lcc R.Plf R.Lcc LI.'M TL Vert 64.0 0- 0- 0 64.0 14- 0- 0 .50 TC Vert 328.0 14- 0- 0 128.0 28- 0- 0 .44 TC Vert 64.0 28- 0- 0 64.0 39- 7- 2 .50 BC Vert 20.0 0- 0- 0 20.0 39- 7- 2 .00 Type... Lbs X.Lcc U -VIM TL Vert 155.0 14- 0- 0 .38 TC Vert 155.0 28- 0- 0 .38 T 8-9-0 SHIP L �` • ,1 i' Gh, Z eL m 2 69 p p VO JV VJ 39-7-2 I IL 2 4�_ 9 10 11 12 13 14 15 16 17 18 STUB �/ T OF CALIF 3�F�\P 7-3-4 6-3-4 9-_ 12 i 5-7-4 J 6-3-4 7-3-4 13-6-8 22-10-4 28-5-8 34-8-12 0eP4p 6/�22/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or OVER 3 SU 'rtriS6 e: 3/32" 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false f,-- mates are Dositioned as shown above n ®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 m component anufacturer 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 L U SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this R . T design meet or exceed the load'ung imposed by the load building code and the paticular application. The design assumes that the top chord is Laterally T braced by the roof or noor sheathing and the bottom chord is Literally braced by a rigid sheathing m dcrial directly attached, unless otherwise noted. ®LLC Snaring shown is for Lateml 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 plate corrosion. Fabricate, handle, install and brace this truss in TRUSNVAL SY,17EMSaccordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 3345 Northpark Dr., Colo Springs, CO 30907 Responsibilities, '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 Lid Tp5. 0 Version T6.2.3 Paper Associaliott (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TBF: 133.3 WT:226 A Chk: Dsgnr: #LC - 12 TC Live 16.0 psf TC Dead 16.0 psf BC Live .0 psf BC Dead 10.0 �S f TOTAS, 4G2. U psf Name: da DurFacs L=1.25 P-1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Den Ratio: 1./360: 712: !W480 Job Name: ma hew -Truss ID: C Qty: 2 . Drdes'�a1r : ' BM X -LCC RE74C r SIZE REQ' D TC 2x6 DFL #2 ** (EM) =PLATE 1 LZR i15�See5 Dint Rpt** the folla✓irz3 based rn drircl laacirs3 Plied Platitsg spec PMI/VI sdrrlAe: + 1 0- 2-12 5330 5.50" 2.84" BC 2x8 �+ � ,THIS >FSZIN IS UE CJ>vJli)6ZTE REST OFtrwc o.c. fran to 2 27- 9- 4 6270 5.50" 3.34" S 6EB 2x4 L&Z SITC 24.0" 5-11-11 22- 0- 0 ATE VALES FER ICBG > -I RER1Q #1607. hLILTIPLE Ujn f3t_�S. FLshan are based aiLY SUB tnrss is designed using the TC FCFCE AXL END CSI ++++++++++++++++++++++ BEARII�F IS �-g7�• 1-2 -10259 .12 .27 .39 Nail pattern shooat is for PLF loads only. -a the truss be: ial each b:.d pen. Bldg IIrloned - Yes, E]'rd late - No 2-3 -11162 .13 .26 .39 Oxrated lig f4 LT be distribited to Host provided avoid $ CYt ttulti- 1 with l ttmratt braciar3 ie (by ) to FLmic�re/ I,;.P = No categmY = 3-4 -10859 .15 .26 .41 each fly e3ra11Y P y �' rctatiaz/tc� it rs3 See HIB -91 w -,d Bld3 105.00ft, Bldg FTidth = 40.00ft, 4-5 -17116 .37 .23 .60 use 3' into -3 _ 2 76ft, MFH = 75 cany�r�g Z/IPI 1-1995; 10. .4.5 aryl 10.3.4.6. Mean height - 1 5-6 -16721 .35 .22 .57 Fcr none than 2 ly, add nail cluster front 1x4 n- n. cait-inKus laterl 1 attadi Clasaificatirn = 4, Dead Load = 26.0 psf 6-7 -11164 .16 .25 .41 additional ply(s) arrl/ar bolts if shoon, or ----- ---LMD CASE #1 MICN I�L6 ---------------- 7-8 -11474 .14 .26 .40 use arty ctlrr approded detail (by ct]tas) ' each. fist 'IC e r trust > he sted w/ 2-103 nails Dir L.Plf L.Lcc R.Plf R.Loc LLfII, ++++++++++++++++++++++ ems• Iur1»tttrstbestrtottnal9rle' 8-9 -11191 .14 .27 .42 W AT71SZ BASED IN a;EW LIMBER VALLES. gree p 24" o.c. unless noted ether - TC Vert 64.0 Vert 128.0 6 6- 0- 0 64.0 6- 0- 0 .50 BC FCFKE AXI, END CSI 2 -FLY! Nail w/10d BOX, staggered =-Y7M Vert 64.0 22- 0- 0 64.0 28- 0- 0 .50 - 0- 0 128.0 22- 0- 0 .50 10-11 9059 .28 .17 .44 Sect. 12) in: TC- 2/ft BC- 2/ft•�- 2/ftTC r BC Vert 40.0 0- 0- 0 40.0 19- 0- 0 .00 11-12 9100 .28 .17 .44 BC Vert 300.0 19- 0- 0 300.0 28- 0- 0 .33 12-13 16741 .51 .31 .82Type Iles X'Lr-C UB' 13-14 18401 .56 .18 .74 TC'Vert 128.1 6- 0- 0 1.00 14-15 18401 .56 .21 .77 TC Vat 128.1 6- 0- 0 .00 15-16 16398 .50 .16 .66 TC Vert 128.1 22- 0- 0 1.00 16-17 9919 .30 .16 .46 TC Vat 128.1 22- 0- 0 .00 17-18 9909 .30 .16 .47 BC Vest 1434.0 8- 0- 0 .38 BC Vest 846.0 10- 0- 0 .38 VERB FCIK£ GSI ➢d•B FTS tSI BC Vat 599.0 12- 0- 0 .38 2-11 -1033 .06 5-15 -2000 .14 13C•Veit 638.0 14- 0- 0 .38 2-12 1524 .31 6-15 2420 .49 BC Vert 657.0 16- 0- 0 .38 3-12 4073 .83 6-16 -6022 .46 BC Vat 638.0 18- 0- 0 .38 4-12 -6767 .52 7-16 4218 .86 4-13 2805 .57 8-16 759 .15 3-7-3 6-4-13 4-0-0 4-0-0 4-5-8 5-6-8 5-13 -1530 .11 8-17 -245 .013-7-3 10-0-0 14-0-0 18-0-0 22-5-8 28-0-0 5-14 1389 .28 I5-11-1 � 5-11-11 rEtFr-r CN (span) r 3 4 5 6 7 8 9 tjtx L/999 IN h1EM 13-14 (LIVE) 2-PLYS Lr -.21" D= -.35" T= -.56" REQUIRED �6.00 - 16-0-0 -6.001 256# Joint Laations ==_� 1 0- 0- 0 10 0- 0- 0 8.12 -10 3-8 3-10 1 2 3- 7- 3 11 3- 7- 3 3-4 T T 3 5- 6- 8 12 5- 6- 8 I 3-4 4 10- 0- 0 13 10- 0- 0 3-6-4 5 14- 0- 0 14 14- 0- 0 3-6-4 6-10 6 18- 0- 0 15 18- 0- 0 6-8 SHIP 7 22- 5- 8 16 22- 5- 8 SO -6-6 0-6 OES 8 24- 4-13 17 24- 4-13 4-4 S-8 H1216 4-4 8-12 4-4 Q�ce 9 28- 0- 0 18 28- 0- 0 8-12 D 1434# 846, 599j 638j 657j 638# 769 69 % y 28-0-0 - ` � •,t 610'03 lU 11 12 13 14 15 16 17 18 1 IL 3-7-3 6-4-13 4-0-0 4-0-0 4-5-8 5-6-8 3-7-3 10-0-0 14-0-0 18-04O 22-5-8 28-0-0 qTF C IFOF�\P A4 %22/2001 r ss shown b "18"(18 a.) or ale: 5/32" - 1' Truswal Systems Plates are 20 ga. Repo y a "H"(16 ger.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ®WARNING Read ail notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 98.0 WT:18' # I MAYBE41 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: Cue tanner Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be D,9': #LC 9 da B L U SAR MFG 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 16.0 psf 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. TC Dead 16.0 psf Re Mbr Bnd 1.00 ®LLC Bracing shown'is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that p p Will write the moigture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf O.C. Spacing 2- 0- 0 TRUSWAL SYJ71,h9S accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA I'- Wood Truss Council of America Standard Design 4445 Northpark Dr., Colo Springs. CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB-91BC Dead 10.0 �sf 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 Ind TOTAL 42.0 psf Deft Patio. L/360• TC: V I 480 Tp5. 0 Version T6.2.3 Paper Associadod (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. job Name: mayhew EII. X -IOC RE4Cr SIZE REQ'D 1 0- 1-12 3192 3.50" 3.40" 2 27-10- 4 3192 3.50" 3.40" TC FCRCE AM EM CSI 1-2 -5521 .15 .26 .41 2-3 -5397 .14 .24 .38 3-4 -5002 .23 .63 .86 4-5 -6407 .38 .32 .70 5-6 -5002 .23 .61 .84 6-7 -5395 .14 .24 .38 7-8 -5521 .15 .26 .41 BC Fa E AXL RM CSI 9-10 4854 .63 .21 .84 10-11 4852 .63 .20 .83 11-12 6412 .83 .14 .97 12-13 6412 .83 .14 .97 13-14 6412 .83 .17 1.00 14-15 6387 .83 .14 .97 15-16 4853 .63 .20 .83 16-17 4854 .63 .21 .84 WM F .CCE CSI V B KRZE CSI 2-10 97 .04 5-14 386 .16 2-11 -19 .00 5-15 -1800 .94 3-11 1518 .62 6-15 1531 .62 4-11 -1811 .94 7-15 -20 .00 4-13 372 .15 7-16 97 .04 4-14 7 .00 Mq7{ rEFLECTrCN (spat's) L/999 IN MEM 13-14 (LIVE) LF -.14" D= -.27" T"- -.42" =- - Joint Lccatia'is = 1 0- 0- 0 10 4- 5- 4 2 4- 5- 4 11 7- 6- 8 3 7- 6- 8 12 10- 0- 0 4 11- 9- 9 13 ll- 9- 9 5 16- 2- 7 14 16- 2- 7 6 20- 5- 8 15 20- 5- 8 7 23- 6-12 16 23- 6-12 8 28- 0- 0 17 28- 0- 0 9 0- 0- 0 TC ' 2x6 rFL #2 BC 2x6 DFL #2 VM 2x4 rFL SIAM ItxtJx�r shear alloAables are per NLS -97. to nTF VATSFS PER IC3O RE MARCH REMU #1607. Drai.rrage mist be p%vided to avoid pazlisg' lr4 nun. o�tlruci s lateral bracirY3 at to flat 'IC 47exe indicated w/ 2-16d nails eadz. Lu»he' trust be structtnal grade. Brace Q 24" o.c. unless noted otherwise. T 4-6-4 T=0-6-6 'Truss ID: D QtY Platim spec : KSI/Am- 1995 MSIFSICi1 ZS u E apsmrm RES[II.T OF NE=PLE ICAD CABS. BFARu\, M shot are based QTLY on the truss natexial at eadi bearirz3. T caded for 10 PSF rtrn-cc'> =ent BC<t - Perttanaat bracitrl i.s(by others) to co ppr7t rotettim/tc1oIirr3. See HIB -91 andPDSI/'I'PI 1-1995; 10.3 4.5 aril 10.3.4.6. PlATIN3 BASED CN GZEEN LLK R VAUES. 4-5-4 3-1-4 4-3-1 4-4-13 4-3-1 ,3-1-4 4-5-4 4-5-4 7-6-8 11-9-9 16-2-7 20-5-8 23-6-12 28-0-0 7-11-11 i 7-11-11 1 2 4 5 6 7 8 6,00 510# 5 6.00, 1 Drwg- M-nB desi based on curd bracitz3-VPlled per the foololloaing scheckAe: " ttwc o.c. frcm to TC 24.0" 7-11-11 20- 0- 0 This trUSs is designed usit7g the UBC -97 (axe. Bldg &closed = Yes, EYrl Zone = No azir carie/ox Line = No ,Iia Categ�y = B Bldg gth 105.00ft, Bldg Phdth = 40.00ft, r mom roof height= 22.26ft, MPH = 75 caassificatirn = 4, Dead Lcad = 26.0 psf ---- ---LOAD CASE #1 DESIGN ICADS ---------------- Dir L.Plf L.Lcc R.Plf R.Lx I14M 7c Vert 64.0 0- 0- 0 64.0 8- 0- 0 .50 TC Vert 160.0 8- 0- 0 160.0 20- 0- 0 .50 'IC Vert 64.0 20- 0- 0 64.0 28- 0- 0 .50 BC Vert 70.0 0- 0- 0 70.0 28- 0- 0 .00 't!yyppee Lbs X.Lx UVIM IL lfzt 255.2 8- 0- 0 1.00 TC Vert 255.2 8- 0- 0 .00 TC Vert 255.2 20- 0- 0 1.00 TC Vit 255.2 20- 0- 0 .00 T 5-9-0 =0-6-6t SHIP r lC,t,41 �9 ` ;%p:6 0 03 VI2 ( ?-6- 28-0-0 h �P AL1F0� 9 10 11 12 13 14 15 16 17 4-5-4 3-1-4 4-3-1 4-4-13 J 4-3-1 3-1-4 4-5-4 4-5-4 7-6-8 11-9-9 16-2-7 20-5-8 23-6-12 28-0=0 �A 622/2001 'r Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or I�Scale: 5/32" a 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. �o ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 96.7 WT: 17,S f�/>YJ�W 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: CtkV crosr Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dognr: #LC - 10 cia B L U SAR MFG 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 16.0 psf DurFaes L=1.25 P-1.15 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 Dead 16.0 of Re Mbr Bnd 1.00 ® LLC Irking shown' is for Lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that p p 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 .0 ps f O. C. Spacing 2- 0- 0 TRUS�VAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4445 Nonhpark Dr., Colo Springs. CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -911 BC Dead 14.0 Pof 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 Iafl Ratio: 11/366 'IC: t,/480TPS. 0 Version T6.2.3 Paper AssocialioA (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 46.0 paf F,EB FL12C£ CSI 1, EB FCRZE CSI 2-11 2322 .47 5-16 -8763 .59 2-12 -2169 .13 6-16 -1652 .10 3-12 3090 .63 6-17 1750_ .36 4-12 2331 .47 7-17 -1062 .07 4-14 3017 .61 8-17 -658 .04 4-15 -5787 .39 8-18 293 .06 5-15 6867 .44 MAX EEFL rITCN (span) L/999 IN M24 12-13 (LIVE) Lr= -.07" D= -.11" T` -.17" 4-5-4 13-1-4 4-5-4 7-6-8 � 7-11-11 2-PLYS r 1 2 RRQUIRZ;DF -6.00 _= 1 Joint LcratiaZs =- 0- 0- 0 11 4- 5- 4 hew 2 'Truss ID: D 1 Qty: 2 Drwv 01-029 - jobNome: 7- ma 3 7- 6- 8 13 10- Bi� X -IOC REACT SITE RE�'L� TC 2x6 1&Z, # XSI/1IM - 1995 GF This deli based on chord bracing applied the f�lo»tg sd fie: 2-12 1 0- 2-12 6693 5.50" 3.57' EC 2x6 EFL #2 THIS LESIQi IS THE CCD'0LISTIE RESULT 1 mwc O.C. fmn to 2 16- 9- 4 10572 5.50" 5.26" 2x6 DFL #1 10-13 PE]LTTPLE LOAD CASES. based CNLY TC 24.0" 7-11-U 20- 0- 0 3 27- 9- 4 -668 5.50" 1.50" 4JEB 2x4 EFT, STIP 2x4 DFL #1 & Btr. 15-5 ElARII. REjifFo'!ENIS sho n are on the truss ttaterial at each bearing. UPLIFT RFACITCN(S) TC FCRC£ AXI, HD CSI Lumber shear allaables are per NCS -97. PLATE VALUES FER IBO FEMM; H FEE= #1607. 3 -960# Jl,;A truss is designed rising the 9 1-2 -9936 .12 .22 .34 Iocat1ah of interior bearings should be T-ded for 10 PSF rdn-con nxertt BQL. Tnteriar supp=t or teary shoring nust LBC -97 Code. 0- 0 2-3 3-4 -7825 -7324 .06 .06 .21 .14 .27 .20 clearly marked on each truss. Drainage trust be provided to avoid be in plarx before this truss. bn-acuig � (by mss) to Bldg Er -,closed osed = Yes, End Zan = No B Hm:rtc�te/� Line = Tb ET Category = 4-5 5-6 -2157 3499 .01 .13 .14 7x4 stun. ea'ttintws lateral bracing�nct to flat TC td�re indicated w/ 2-10d nails as I>L�v> a t sctatlrn/t4�P See IAB -91 and Bldg 105.00ft, Bldg Width = 40.00ft, Q hleah height = 22.26ft, MPH = 75 6-7 2282 .23 .14 .21 .21 .44 .35 each. Iun� must be structural grade. I/TK 1-1995; 10.3.4.5 andl 10.3.4.6. PLAMZ BASED CK CEN ILDiBER VAUES. Classificatirn = 4, Dead Load = 26.0 psf 7-8 2424 .15 .11 .26 Brace Q 24" o.c. unless noted wise. 2 -PLY! Nail w/10d B:DC, staggered M-97 ----------ICAD CASE #1 MSI(V IC ArS ---------------- 8-9 2063 .12 .11 .23 Sect. 12) in: TC- 2/ft BC- 7/ft WEBS- 2/ft Dir L.Plf L.Loc R.Plf R.Loc Ii,/'IL TC Vogt 64.0 0- 0- 0 64.0 28- 0- 0 .50 r BC FCRCE AXL RO CSI BC Vet 765.0 0- 0- 0 765.0 6- 0- 0 .00 10-11 8807 .49 .44 .92 BC Vet 896.0 6- 0- 0 896.0 17- 0- 0 .00 11-12 8733 .48 .45 .93 BC Vet 28.0 17- 0- 0 28.0 28- 0- 0 .11 12-13 5627 .30 .46 .77 13-14 5627 .37 .38 .75 14-15 5641 .36 .36 .72 15-16 1798 .71 .43 .55 16-17 -3448 .01 .43 .45 17-18 -1772 .00 .09 .09 18-19 -1763 .00 .09 .09 F,EB FL12C£ CSI 1, EB FCRZE CSI 2-11 2322 .47 5-16 -8763 .59 2-12 -2169 .13 6-16 -1652 .10 3-12 3090 .63 6-17 1750_ .36 4-12 2331 .47 7-17 -1062 .07 4-14 3017 .61 8-17 -658 .04 4-15 -5787 .39 8-18 293 .06 5-15 6867 .44 MAX EEFL rITCN (span) L/999 IN M24 12-13 (LIVE) Lr= -.07" D= -.11" T` -.17" 4-5-4 13-1-4 4-5-4 7-6-8 � 7-11-11 2-PLYS r 1 2 RRQUIRZ;DF -6.00 _= 1 Joint LcratiaZs =- 0- 0- 0 11 4- 5- 4 T 2 4- 5- 4 12 7- 6- 8 3 7- 6- 8 13 10- 0- 0 4-6-4 4 11- 2-12 14 11- 2-12 5 14- 0- 0 15 14- 0- 0 6-8 6 16- 9- 4 16 16- 9- 4 I0-6-6 7 20- 5- 8 17 20- 5- 8 8 23- 6-12 18 23- 6-12 9 28- 0- 0 19 28- 0- 0 10 0- 0- 0 3-8-4 5-6-8 3-8-4 3-1-4 4-5-4 11-2-12 16-9-4 20-5-8 23-6-12 28-0-0 7-11-11 3' 4 5 6 7 8 9 12-0'0 --6.001 16-9-4 T 4-6-4 q SHIP IO -6- /CF tSS/GNq(� CO W �� `. DA;tii 2c. I. m 769 r 28-0-0�r P: 6'30;'03 10 11 12 13 14 15 16 17 18 19 V I L. 4-5-4 3-1-4 3-8-4 5-6-8 3-8-4 3-1-4 4-5-4 T F CAL1F��\P 4-5-4 7-6-8 11-2-12 16-9-4 20-5-8 23-6-12 28-0-0 CO ,6/ 2/200 ,r Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or OVER 3 S[JPPORT 5/32" 1' "H"(16 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: 95.3 WT:172 #W,4 This design is for an individual building component not truss system. It has been based at specifications provided by the component manufacturer and doneCbilc: Cuet(Arter Name: 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 = 12 da B L u SAR MFG verified by the component manufacnver and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this s� 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 16.0 ps f DurFaes L=1.25 P-1.15 LLC braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. 13ricing shown.is for Ldcrl support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 16.0 pef Rep Mbr Bnd 1.00 will cause the moisture content of the wood to exceed 199 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pef O.C.Spaeing 2- 0- 0 TRUSNVAL SYSTEMSaccordance with the following standards: 'JOINT DETPIIS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' -Wood Truss Council of America Standard Design aa43 Northpark Dr., Colo Spr rags, CO 50907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 } sf 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 1d Defl ratio: 1+/360: TC: IV360 it Tp5.0 Version T6.2.3 Paper Associa 'oq (AFPA)'is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 42.0 pef Job Name: ma hew 11 'Truss ID: E 3 Drw -030 ' Bl� X -LCC REACT' SIZE R!QT TC 2xG M #2 Plating spec : PMI/TPI - 1995 THIS m3icif LS THE anwrIE Rsaw in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be 'Ibis dpi�r based on dyxd bracing �ml;ed per the follo.rirg scheclde:' 1 0- 1-12 2 17-10- 4 5846 3.50" 2.08" 9178 3.50" 3.26" BC 2a6 EFL SS 1,M 2x4 LFL SIP1IDAM Iv6.LTTPLE LOAD CASES. BEAR M RB�7IRED'iB`iI5 sham are based CNLY DurFaee L=1.25 P=1.15 mmc O.C. fran to , TC 24.0" 3-11-U 14- 0- 0 TC FCKE AXL RD CSI 2x4 IffI #1 & Btr. 15-7 PLATE VALIES PER ICPJ RESEARCH RELiiZI' #1607. cn the truss ttat�ial at eadi bearing. This truse is designed using the 1-2 -11601 2-3 -11976 .07 .07 .11 .18 .11 .18 I3ainage mist be provided to avoid pondng. 13 >t bracing is regairecl (17y others) to + + + + + + + + + + + + + + + + + + + + + + Nail pattern shzin is for PIF loads rnlyy Desi Spec UBC -97 gn � LDC -97 Code. B1d3 Enclosed = Yes, FYd Zcne = No Line No MT Category = B 3-4 -19619 4-5 -26435 .19 .35 .23 .42 .25 .60 Prevent rctat>on/tcpp See HIB -91 and ZQSII*M 1-1995; 10.3.4.5 � 10.3.4.6. ��.rated loads nW be distrib-ite3 to each ply�a1� y. Cn multi -ply with 3" na1ls min. into the ��, TOTAL 42.0 paf HnHcane/Ct�a = , Bldg 105.00ft, Bldg width = 40.00ft, I�1�height = 21.26ft, NPH = 75 5-6 -24330 6-7 -17629 .29 .24 .53 .20 .35 bc4 min. mitiraxus lateral bracing attache) to flat TC vktese indicated w/ 2-10d nails use For more than 2 ply, add nail caster from Q Classification = 4, D=ad Load =• 26.0 psf #1 I£SICN IQAM ---------------- 7-8 -16931 .15 .14 .05 .19 each. Lumber trust be stru ttnal grade. additia>aal ply(s) k*ar bolts if stn.az, er detail (by others). ----------LCAD CASE Dir L.Plf L.Lec R.Plf R.Lec LL/`IL Brace © 24" o.c. unless noted ether doe. use any other approved TC Vert 64.0 0- 0- 0 64.0 4- 0- 0 .50 BC Fa:�M AXL BND CSI PLAMZ BASED IN GEEN IL= VALIPS. + + + + + + + + + + + + + + + + + + + + + + 3 -PLY! Nail w/10d RX, staggered M-97 TC Vert 96.0 4- 0- 0 96.0 14- 0- 0 .50,)• 9-10 10281 10-11 18653 .26 .10 .35 Sect. 12) in: TC- ?/ft BC- 2/ft 4hBS- 2/ft TC Vert 64.0 14- 0- 0 64.0 18- 0- 0 .50 18- 0- 0 11-12 25593 .46 .64 .10 .56 .17 .81 Nail in layers cr timm each face. BC Vet 30.0 0- 0- 0 30.0 .00 'Type I.bs X.Lcc 114/11, 12-13 27034 .67 .17 .85 TC Vert 43.7 4- 0- 0 1.00 13-14 27033 .67 .16 .84 TC Vert 43.7 4- 0- 0 .00 5 23596 19-15 .59 .14 .72 TC Vert 43.7 14- 0- 0 1.00 15-1 15078 .37 .18 .56 TC Vert 43.7 14- 0- 0 .00 lNM FCRCE CSI 4m FCRCE CSI BC Vet 4290.0 8- 0- 0 .38 EIC Vert 2588.0 10- 0- 0 .38 2-10 5200 .70 5-13 2599 .35 . BC Vert. 1747.0 12- 0- 0 .38 3-10 -8474 .32 5-14 -3526 .13 - BC Vert 2465.0 14- 0- 0 .38 3-11 5072 4-11 -7581 .69 6-14 4112 .56 6-15 -7186 .27 PIC Vat 1747.0 16- 0- 0 .38 4-12 4683 .29 .63 7-15 7574 .32 -To transfer the point load(s) equally to 5-12 -780 .03 3-6-8 2-1-14 _ 2-3-10 2-0-0 2-0-0 2-5-8 3-6- 8 each ply: 10A nails KNX tEFLECTI N ( ) E) Ii/999 IN 1IEP4 12-13 (LIVE) ( 3-6-8 5-8-6 3-I1-11 8-0-0 10-0-0 12-0-0 14-5-8 3-11-11 18-0-0 Cluster the back ply(s) with as specified at each point load location. Allow 3.5 SQIN. (min) per nail and distribute 141 - 15" Ik - 24" - 1 2 3 4 5 6 7 8 them within 12' of the hanger perimeter. 3-FLYS If 30d (4.5" long) nails are specified, drill a _ Joins Locations_ 1 0- 0- 0 9 0- 0 0 REQUIRED I 6. 00 10-0-0 _6. 00 I lead hole for each nail @ 75% of the nail's 2 3- 6- 8 10 3- 4-12 87 87 diameter. Distribute the nails evenly. 3 5- 8- 6 4 8- 0- 0 10- 0- 0 11 12 13 5- 8- 6 8- 0- 0 10- 0- 0 T 5-7 -10 3-8 3-8 7- OR Use and adequatehrong Ited hange5 (designed by others.) T 6 12- 0- 0 14 12- 0- 0 7 14- 5- 8 15 14- 7- 4 2-6-43 8 18- o- 0 16 18- o- 0 2-6-4 12 6-10 SHIP 110-6-6 I0-6-61 ESS/0 5-7 5-6 6-8 3-6 3-6 g_g oe 4290# 2588# 1747# � 2465# 1747# 2 6 . p 18-0-0 p: 06/ ;03 9 10 11 12 13 14 15 16 IL 3-4-12 2-3-10 2-3-10 2-0-0 2-0-0 2-7-4 3-4-12 FOFCAUF 3-4-12 5-8-6 8-0-0 10-0-0 12-0-0 14-7-4 18-0-0 Uk �2/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or Scale: 9/32" - 1' "H"(16 Joint Report. Circled plates and false e !" ga.), positioned per frame plates are positioned as shown above. 'T� WARNING Read ail 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 �F: se.o efarr'o3 C k: wo rmcJ � ester Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dognr: #Le = 9 2. v 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 16.0 paf DurFaee L=1.25 P=1.15 B LU SAR MFG designn 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. for to buckling length. This component shall not be in any environment that TC Dead 16.0 psf Rep Idbr Baid 1.15 Bracing shown is Literal support of components members only reduce placed 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 .0 paf O.C. Spacing 2- 0- 0 TRUS%VAL 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 t ! BC Dead 10.0 sf P Desi Spec UBC -97 gn � SUMMARY SI IEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest 5nd Lkfl Ratio: It/360 TC: ' It/360 Tp5. 0 Version T6.2.3 Paper Associifiun (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 1 TOTAL 42.0 paf BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.2.3 6-0-13 I0-6-6 Truss I D : ) 612 Qty: Plating spec : ANSI/TPI - 1995 THIS LFSI(V IS TAE CaA CSrIE REAILT ,CF ninPLE ICAD CASFS. IEARIM SFS sham are based 0ILY on the truss material. at eadl beani-g. Interna sttppc t or tarpmary slrrug mist be in place befc a erecting this truss. 6-0-0 6-0-0 1 2 F 6 100 , DrwLr: LUU 1 1 Juy 1-u T 7-3-9 3-6-6 SHIP 1 LIPLsa*crit 22 IN(S) KRI t REAC2T160#S) 'llns�etruss is dest 5 ligrted usi ng t1 - MC -Y7 Ccxe. Bldg FYnalosed = Yes, FYtd Zrne = No 11 ariccarte/0--ea1 Lim = No , Exp Cate9mY = B Lff105.00ft, Bldg Width = 40.00ft, Mean roof heir = 21.51ft, NPH = 75 Classificatitn = 4, Dead ir_ = 26.0 psf F -2-6-0-1 job, N4m6: ma hew i 6-0-0 3 4e , CO, BM X -ICC REP,Cf SIZE 1 0- 1-12 433 3.50" IGZ2'D 1.50"1 TZ 2xs LEL #2 DC 2x4 LEL #1 & Btr. Truswal Systems Plates are 20 ga. unless "H"(16 ga.), positioned per Joint Report. Circled plates and false+�1f.: 2 6- 0-12 402 1.50" 1.50" PUME VA= PER IC20 IesEAFCH REIM #1607. �"iIO�� YI�W 3 10- 0-12 135 1.50" 1.50" Laacled for 10 PSF nm -mitt BCI -L. 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 with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be ' 4 10-11- 2 ' 11 3.50" 1,50" Trratiar Of intericr bearirJgs should be TC Live 16.0 pef 5 5-10- 4 62 3.50" 1.50" clearly marked rneach VA Rep Mbr Bnd 1.15 Bracing shown is for lateral support of components members only to reduce buckling will cause the moisture content of the wood to exceed 1995 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pef BASID CN EEN1I1 vM accordance with the following standards: 'JOINT_ DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HANDLING AND IBRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB -91 TC Fig2CE AXE, BND CSI Design Spec UBC -97 Responsibilities, INSTALLING SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest Pd TOTAL 42. 0 pef 1-2 -169 .01 .20 .22 Paper Association (AFPA) is located at 1111 19111 Street, NW, Ste 800, Washington, DC 20036. 2-0 -79 .00 .20 .20 0-0 -23 .00 .02 .02 0-0 -4 .00 .00 .00 BC FCRiE AXL HID CSI 3-4 160 .00 .12 '.12 4-0 0 .00 .00 .00 P•1FtX La -LECTION (span) ' L/999 IN M3-4 (LIVE) IF -.02" D= -.03" T-- -.05" - = Joint Lccatia'is = 1 0- 0- 0 3 0- 0- 0 2 6- 0- 0 4 6- 0- 0 BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.2.3 6-0-13 I0-6-6 Truss I D : ) 612 Qty: Plating spec : ANSI/TPI - 1995 THIS LFSI(V IS TAE CaA CSrIE REAILT ,CF ninPLE ICAD CASFS. IEARIM SFS sham are based 0ILY on the truss material. at eadl beani-g. Interna sttppc t or tarpmary slrrug mist be in place befc a erecting this truss. 6-0-0 6-0-0 1 2 F 6 100 , DrwLr: LUU 1 1 Juy 1-u T 7-3-9 3-6-6 SHIP 1 LIPLsa*crit 22 IN(S) KRI t REAC2T160#S) 'llns�etruss is dest 5 ligrted usi ng t1 - MC -Y7 Ccxe. Bldg FYnalosed = Yes, FYtd Zrne = No 11 ariccarte/0--ea1 Lim = No , Exp Cate9mY = B Lff105.00ft, Bldg Width = 40.00ft, Mean roof heir = 21.51ft, NPH = 75 Classificatitn = 4, Dead ir_ = 26.0 psf F -2-6-0-1 �ATf OF CAL1fO!� i 6-0-0 3 4e , CO, 6-0-0 6/2'2/2001 0 4 ca1' shown by "18"(18 ga.) or OVER 5 SUPPOlt1`3� Sle: 7/32° Truswal Systems Plates are 20 ga. unless "H"(16 ga.), positioned per Joint Report. Circled plates and false+�1f.: frame later are positioned as shown above. TBF: 20.0 WTi '35 #' �"iIO�� YI�W WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Name: 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 with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be ' Chk: Ds #LC - 10 gnr' cwt ewer da ' accordance verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 pef DurFaes L=1.25 P=1.15 design meet or exceed the braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. length. This component shall not be placed in any environment that TC Dead 16.0 pef Rep Mbr Bnd 1.15 Bracing shown is for lateral support of components members only to reduce buckling will cause the moisture content of the wood to exceed 1995 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pef O.C. Spacing 2- 0- 0 accordance with the following standards: 'JOINT_ DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HANDLING AND IBRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB -91 BC Dead 10.0 sf Design Spec UBC -97 Responsibilities, INSTALLING SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest Pd TOTAL 42. 0 pef Defl Ratio: 141360, TC: IW480 Paper Association (AFPA) is located at 1111 19111 Street, NW, Ste 800, Washington, DC 20036.