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07200675 Permit File
07200675 Permit File 7090 LARNE DR CITY OF DUBLIN Division of Building Standards • 5800 Shier-Rings Road • Dublin, Ohio 43016 Phone: (614) 410-4670 • Inspection Line: (614) 410-4680 RESIDENTIAL OCCUPANCY PERMIT This is to certify that I have inspected the residence described below and approved it for occupancy. ADDRESS: 7090 WN I~ .)211/r PERMIT NO.: -7*0&7`5 BY l~)1J~ FINAL INSPECTION DATE: O6 09'20eg n 5800 Shier Rings Road CITY OF DUBLIN Dublin, Ohio 43016 Division of Engineering Phone: V/TDD 614-410-4600 Inspection Line: 614-410-4680 I Fax: 614/761-6506 DO NOT REMOVE THIS SHEET FROM SITE ENGINEERING FINAL INSPECTION PLEASE PRINT ALL INFORMATION Applicant: 4 p, / Company: -9tte; (Pro Detail Plot Plan of Lot) Lot No: p l Application No: Subdivision: PLEASE DO NOT MARK BELOW THIS LINE ? No Violations/Inspection Approved ? Violations/Disapproved ? Approved For Conditional Occupancy 1. Clean Curb & Gutter ?10. Adjust Manhole to grade (Sanitary/Storm) (Ord. 28-98, Sec. 97.38) 1. Rebuild Manhole Throa Sanitary/ orm) ? 2. Improper Approach (Ord. 59-74, Sec. 51.04) (Ord. 12-89, Sec. 153.210(A)) ?i2. Improper Grading ? 3. Adjust Water/Gas service box to grade (Ord. 7-75, Sec. 150.040) ? 4. Adjust Inlet to grade ?13. Clean Street/Clean Sidewalk 5. Erosion Control/Sod or Seed 10 (Ord. 7-75, Sec. 150.039(J)) (Ord. 40-98, Sec. 53.090 (G)) (O.R.C. 723.011) ? 6. Replace Damaged Asphalt ?14. Adjust Watch Valve to Grade (Mainline/Fire Hydrant) (Ord. 35-74, Sec. 97.37 (A & B)) ? 7. Handicap Ramp (Install/Replace) ?15. Install Grade Stakes (ADA Specification) (Policy 98-027) (Sec. 152.70) X6. Submit "As Built" Plot Plan (Policy 98-027) ? 8. Replace Damaged Curb, 5 ft. Minimum Sections (Ord. 7-75, Sec. 150.038(C)) ?17. Driveway Exceeds 8% Maximum Slope ? 9. Replace Damaged Sidewalk/Bikepath (Policy 98-019) (Ord. 35-74, Sec. 51.04) SGO01 L318. Remove Erosion Control Measures Comments: f- t.M j Contact Building Division at 410-4680 for re-inspection when work has been completed. The Engineering Final Inspection must be approved for to requestin an Occupancy Inspection by the Building Division Inspector: 06 Date: Z ` D~ i r"?,Re-Inspect pproved b jG D8 ? Disapproved Conditional cR Inspector: Date: i Engineering Final Inspection WHITE - Site YELLOW - File E 304 rev. 12/04 PP i p ell, co ~It X1.11 c" Cc d1 p p ti o T .C.944-6 g~~6 ~vZo l c 9¢S O R 44. ' +v a, 44.1 0 ~C ® •9 0.55% _ '2 ¢ g~~ c Grode ~ Brea ~ ~ ~ 1 944 30: O 1 Q9 x 946.5 95p p • IAT BAUER, DAVIDSON & MERCHANT, INC. CONSULTING ENGINEERS 255 GREEN MEADOWS DRIVE SOUTH WESTERVILLE, OHIO 43081 PHONE: 614-846-3393 FAX: 614-846-4575 PLOT AND GRADING PLAN L+OT NO. 606 ? BALLANTRAE SECTION 8 PART 1,/ PLAT BOOK 109 ? CITY OF DUBLIN PAGES 46 & 47 ? FRANKLIN COUNTY, OHIO MARCH 26, 2007 SCALE: 1 " = 30' ? / 15' NO 01 TURD Z ON E N 37' EASEMENT 25' NO BUILD ZONE? EX. 1 V EX. N 84'45'03" E 142.17 943.0 w gws5 - - 941.6 TC T 947.0 943.0 946.3 ? CO 8.00' d 946.3 26,67' 50.0' I I 606 = ro 944.5 N 4.Oe' LOT 607 N 0.476 Ac. w F.G.=946.1 N a/co Mc-02 12.00-tn 00 W I F.F.9948'3,33~ x&33' a 8.0' cb J ° 70.2' I 7.BF,-939.3 $ Z U I 9 6 3.33 G.F.a946.3? v 206 ? S a I DIVE 32.00' 946 946. a Q N 94 •g $ 11. PCH. $ . Z M 30.00' ° 1 0. u5 845.4 94X.9 946.3 (D I/ m 945.8 94 .4 SLOPE 2 SEMEN? - 948.0 X 338 4,916. Q 944.0 X ? T.C.=944 ' ~ F lw 9 5- 16.0' SA 928. O ,c 943. C.-9 5 C T.C -943.67 U 944.6 .7 C I STREET LIGHT 01•rw 43 ~4 6 8' 81KEPA7 3 4" ~ a DRIVE 60 ~Ot g' PUBLIC ACCESS EASEMENT S v~ 4tn W 1 k& yip, , ? =20,750 S.F. TOT AREA 2 920 S.F. DRIVE & AREA 1,233 S.F. LOT COVERAGE 20-OX NOTES +JBuildn to maintain existing subdiislon soil erosion control and existing tree protection fencing during construction. ,INo pinking on south side of Lame Drive during house construction. , Builder shall Insure that all utility franchwe under drive are compacted prior to paving of driveway. + Builder shall provide rear yard and skis yard drainage swabs. 14 This plot is prepared for the boat buuding department's use and Is not to be construed as having been prepared for the owner or for the on of the owner for arty purpose. W. have °iNn""A° &b bt N. AM the W. Pmeor no, y ~ Flood Routing MAPLE CRAFT CUSTOM see master grading b d rood ran. X a dweri on the Flood M-- plan for details fore dro for FRANKLIN. CO../, a~,, case,«rdy suWD DPAMN CHECKED O-1 I L ft w nwneo 3,0¢9CO 108G e(~,ee a We AUGUST 2, 1995? SS SM l REV. 4-9-07 SS I.D. 125 H:\DWG 07P&G\35707\35707PG1.DWG Order No. 357-07 x EN(:INEEMGCOMMJANCE City of Dub% I HEREBY CERTIFY THAT THE APPROVED AS NOTED GRADE ELEVATIONS SHOWN ON FPP 05.02.0-- THIS PLOT PLAN ARE THE RE MPACT ED GRAiV L4 RESULT OF AN "AS BUILT" SURVEY Sf R~ Ef RENSCH BAR 'A fRAI« ITfM304 PERFORMED ON w fS UNOER Pq AND BrAT fR f0 DR1 vE4v4 y sultvM as BUILDER $*NATURE OAT' 7 7oq BAUER, DAVI DSON & MERCHANT, INC. CONSULTING ENGINEERS 255 GREEN MEADOWS DRIVE SOUTH WESTERVILLE, OHIO 43081 PHONE: 614-846-3393 FAX: 614-846-4575 PLOT AND GRADING PLAN LOT NO. 606 BALLANTRAE SECTION 8 PART 1 PLAT BOOK 109 CITY OF DUBLIN PAGES 46 & 47 FRANKLIN COUNTY, OHIO MARCH 26, 2007 SCALE: 1 " = 30' 15' NO DISTURD ZONE 1V 37' EASEMENT 25' NO BUILD ZONE EX. N 942.5 EX. N 84'45'03" E 142.17 9,3.2 943.0 944.3 941.5 - - 941.6 w - - T 945__0 v _ 945.6 $ 947.0 X ~ 943.0 946.3 N 945.7 8.00' ,°n ~ 946.3 26.67' 1 9445 50.0' 0 606 M ~ CO 944.5 I N'" O w 5 w $ N a 4.0o F.G 946 1 0.476 Ac. w ABC ? Nµ ad Lo 0, MC-02 12.00'u, W .00 N Z I F.F.=948.3 33 3 8.0' N w I ' I T.0.6.=947.3 , 70.2 o ~ z 23.33' B•F•=939.3 0 9 U G.F.=946.3 2.33 g~ g QQ 0 1 945.8 pRNE 0 G.F E,,.946.04 32.00' is to m o il 71 N o 11.0 PCH. 946.3 Z M Q I x 4.9 30.00' ° 1 '6 6 0 9{4.7 co _ 945.4 . ' 945.3 cr_ 946 9 4 OBE, 946.3 944.4 °O 5 20 SEMENT w 90•9 s 948.0 X 037.8 Q 944.0 X - o C sus. INV.-935. 16.0 SA C~ F 928.4 943.8 M 943.9 0 7.C.=9 5.0 B C T.C.=943.67 U 7 944.6 43.7 943.67 Sp2EET LIGHT 943.73 SET I 44.6 GUf1ER 8' BIKEPATH 3 4" o LARNE DRIVE 60 8' PUBLIC ACCESS EASEMENT S W DUBLIN GRADING CERTIFICATE LOT AREA -20 750 S Y, NOVEMBER 29, 2007 HOUSE ARE 8 °2'620 S,- XXXX - AS- AT ELEVAIM DRIVE & WALK - XX.X = PROPOSED ELEVATIONS LOT COVERAGE 20'0% NOTES + Builder to maintain existing subdivision sal erosion control and existing free protection fencing during construction. + No parking on south side of Lame Drive during house construction. + SWder shall insure that all utility trenches under drive are compacted prior to paving of driveway. + Builder shaN provide rear yard and side yard drainage swales. This plot is prepared for the local building department's use and is not to be construed as having been prepared for the owner or for the use of E` the owner for any purpose. DO hew d+bm!rxe Shat V. kt S. wMtn the smile Pend No seeo Routing master radin er flood zone X m W w, m ft neee kwivance MAPLE CRAFT CUSTOM plan for details 9 Nob mw for FRANKLIN. CO. , a d& carmaur* SUWD DRAWN CHECKED amd s,,,,,b. 39049CO10BG tea,. D.& AUGUST 2, 1995 SS SM ' 357-07 P&G REV. 4-9-07 SS I.D. 102 H: \DWG 07P&G\ 183007\ 18307dgc 1.dwg Order No. 1830-07 BAUER, DAVIDSON & MERCHANT, INC. CONSULTING ENGINEERS 255 GREEN MEADOWS DRIVE SOUTH WESTERVILLE, OHIO 43081 PHONE: 614-846-3393 FAX: 614-846-4575 PLOT AND GRADING PLAN LOT NO. 606 BALLANTRAE SECTION 8 PART 1 PLAT BOOK 109 CITY OF DUBLIN PAGES 46 & 47 FRANKLIN COUNTY, OHIO MARCH 26, 2007 SCALE: 1" = 30' 15' NO DISTURD ZONE N 37' EASEMENT 25' NO BUILD ZONE EX. lV 942.5 EX. N 84'45'03" E 142.17' 843.2 943.0 844.3 941.5 I - - 941.6 I w - - ST rn _ 945.0 ? 945.6 0 X g 1 943.0 947.0 946.3 °n to 948.7 8.00' ` ° I 946.3 26.67 ~ 944.5 50.0' X41 606 I o M 944.5 N- w 5 0.476 Ac. $ N °a 4.00' F.G.D=946 1 w AIC [3 cv 00 0 u)0m MC-02 12.00';E, Z N J I 9 6 .00 F.F.=948.3 '2 2'33 3 8.0' o w I T.0.6•.=947.3 0 zQ I w 70.2' B.F=939.3 o ,r, U g 23.33' G .F.=946.3 a 3 2 3 1 99 PROP. o G.F. E'.-946.04 32.00' o m 0 11.0 PCH. $ 946.3 ;n a o I gD~RNE 10 Q m 9 945 91 N 30.00' 0 1 0'c0 945.0 N' r~ X _ 945.4 9 44. 4 9~ a SLOPE 946.3 945.3 -00 I 948.5 4.0%. 20 SEMENT w 944.9 s 948.0 X 037.8 Q 944.0 X o. < INV.-935. 16.0' F 928.4 943.8 3 1 943.9 T.C.=9 5A 944.7 B C T.C.=943.67 U 944.6 43.7 943-67 Srr I STREET LIGHT 943 73 g' BIKEPATH. 44.6 Guns .42 3 4" o - LARNE DRIVE 60 8' PUBLIC ACCESS EASEMENT ST W DUBLIN GRADING CERTIFICATE LOT AREA -20,750 S.F. NOVEMBER 29, 2007 HOUSE AREA =2,00 S.F.F. XXX.X - AS-8111LT ELEVATKW DRIVE & WALK = XX.X = PROPOSED ELEVATIONS LOT COVERAGE 20.01 NOTES + Builder to maintain existing subdivision soil erosion control and existing tree protection fencing during construction. • No parking on south side of Lame !rive during house construction. • Builder shall insure that all utility trenches under drive are compacted prior to paving of driveway. • Builder shall provide roar yard and side yard drainage swales. This plot is prepared for the local building department's use and is not to be construed as having been prepared for the owner or for the use of the owner for any purpose. w. hove dsb^eleed ,shot this lot On WOW, th. twft Parcel No. ~ loeo mRouting radin of Hood zone "X m shoes on uK nova kw,ronoe MAPLE CRAFT CUSTOM see plan for details 9 Rote Map for FRANKLIN. CO. , Ohio. cammuney sur:vv D Dw tN CHECKED PaaN N-i r 39049CO I08G Eff-&. ooe. AUGUST 2, 1995 SS SM REF. 357-07 P&G _ REV. 4-9-07 SS I.D. 102 H:\DWG 07P&G\183007\18307dgcl.dwg Order No. 1830-07 . City of Dublin Requisition for Purchase Recommended Supplier Information Purchase Date: 11 June 2008 Vendor # : Vendor Name: Positive Human Resource Solutions From Department: Building Address 1: Ken Porter Address 2. 7090 Larne Drive Finance/Purchasing Use Only: Ci : Dublin State: OH Zi :43017 Unit of Account Unit Price Extended Price Item Quantity Measure Description Number 1 Conditional Occupancy Refund 805-0210-710-2914 2 3 4 Permit No. 07-200675 5 7090 Larne Drive $4,000.00 $4,000.00 6 7 8 PLEASE INCLUDE ADDRESS & 9 PERMIT # ON CHECK STUB, THANKS. 10 Department Head Approval- U Date TOTAL $4,000.00 CITY OF DUBLIN CUSTOMER RECEIPT ..r Batcb ID: 11/30/07 01 Receipt no: 19953 Type SvcCd Description Amount 2007 200675 BP BUILDING PERMITS Qty $4300.00 POSITIVE HUMAN RESOURCE Tender detail CK Ref#: 1299 $4300.00 Total tendered: $4300.00 Total payment: $4300.00 Trans date: 11/30/07 Time: 12:18:16 THANK YOU FOR YOUR PROMPT PAYMENT POSITIVE HUMAN RESOURCE SOWTIONS 73-17/121 1299. KEN PORTER 145801017872 5463 COACHMAN RD., APT. A COLUMBUS, OH 43220 DATE PH. 614-493-2636 PAY TO THE 14, F ORDER OF i/ , UL7L hl! tin VAp DOLLARS 113 1.11c 1111111/ s t bank. F1~~SwWce ® Wbw*A1M MEMO 404 2 LOO L 7 5i: L4 58040 L 78 7 2i1' L 299 w Divisi- of Building Standards • 5800 Shier Rings Road Dublin, Ohio 43016 Phone: V/TDD 614/410-4670 Inspection Line: 614/410-4680 ~1 0 CONDITIONAL APPROVAL AGREEMENT This agreement made and entered into by and between (Project General Contractor) Herein after known as the ?reject Manager/General Contractor, and Owne Occupant Hereinafter known as the Owner/Occupant, and the City of Dublin, hereinafter known as the City, who mutually agree and covenant as follows: 1. The Project Manager/General Contractor, who is constructing a new premises at: Building Permit No. 'aooa~ has applied for a Certificate of Occupancy. 2. The premises, as of the date this agreement is signed, has not met all requirements of the Dublin Codified Ordinances, hereinafter known as the Code, and therefore additional final inspections cannot be approved. 3. The list of items, which is attached to and is a part of the agreement, is accepted by both the Project Manager/General Contractor and the Owner/Occupant, documentation of those items necessary to be completed prior to the project receiving final approval. 4. Acknowledging that the premises are not completed and that certain items, as shown, are requirements of the Code of the City, the Owner/Occupant, requests that the City allows occupancy of the premises and use of the property as of the date of this agreement. 5. In return for such above Conditional Approval, the Project Manager/General Contractor agrees to complete all items as shown by (date) 0 and further agrees to release, hold harmless and indemnify the City and its agents, assigns and employees from any and all obligation, liability, and/or responsibility that might arise as a result of permitting occupancy under a Conditional Approval Agreement. 6. In return for the City allowing conditional approval, the_Owner/Occupant hereby releases the City, its agent, assigns and employees from any and all obligations and/or responsibilities, related to the completion of the premises, and further agrees to release and hold harmless the City, its agents, assigns and employees from any and all liability that might arise as a result of occupancy of the premises. Further, the Owner/Occupant accepts the responsibility for the completion of those items shown as incomplete, and recognizes that the City may revoke the Conditional Approval NOUBLINDATAMPER~SERVER\PER\PF,R\THOMEW\OFFICE\WP\DOCS\DOC\FORMS\CONDiTIONAL OCCIJPANCY AGREEMENT dcc Page I of 2 Updated 4-02 Agreement causing the premises to be vacated; and/or the City may initiate legal action, if these items are not completed on a timely basis, and within the schedule contained in item S of this agreement. The Owner/Occupant agrees that the City or its agent shall have full access to the property to inspect, or at it's sole and exclusive discretion cause to be made any improvement necessary to bring any part of the premises into compliance with this Conditional Approval Agreement. 7. The Owner/Occupant and the Project Manager/General Contractor both agree that the City, by accepting this Agreement in allowing occupancy as of the date of this Agreement has in no way waived, forfeited or otherwise relinquished any rights and/or powers that it would have if this Agreement were not in effect. 8. The Owner/Occupant acknowledges that he is under no obligation whatsoever to enter into this Agreement, but that absent this Agreement, Conditional Approval to use the property will not be granted. 9. This Conditional Approval Agreement will serve as the Temporary Occupancy Permit the Building Official may issue in accordance with 4101:2-1-27(E) of the Ohio Administrative Code when the entire scope of the building work has not been completed, but the Building Official has determined the building can be occupied safely. N 30- Project Manager/General Contr or Date Project Manager/General Contractor (Signature) (Please O er/Occupant Date Owner/Occupant (Signature) (Please Print) d o ublin ate \\DUBLINDATA PER SERVER\PER\PER\TFiOMEWIOFFICE\WP\I)OCS\DOC\FORMS\CONDITIONAl.OCCUPANCY AGREEMENTA c Page '2 of2 Updated 4.02 Inspection Type(s): rall ZONING INSPECTION FORM Zoning/Landscape /Wj Commercial El Land Use and Long Range Planning Residential Code Enforcement Sign El CITY OF DUBLIN 5800 Shier-Rings Road; Dublin OH 43016 Other ? Telephone/TDD 614-410-4600 Dublin Planning Fax 614-410-4747 Dublin Inspection Line 614-410-4680 r' fl' __T Project Name: Permit 5 Project Address: i o f' Contact Person: Contact Phone: YES NO 1) Appwm l-t scape Plan & ROA YES NO 61) S%gg intstalled as approved ES) NO 2) Plans, Checklist & Permit on Site YES NO 7) Ong spaces, number & striped YES NO 3) L.ightiag installed per plan YES NO 8) 14wrditap~""spaces properly signed YES NO 4) Landscape installed per plan YES NO 9) Pafkiftg4s4ands 7 foot minimum YES O 5) Mechanic als screened per code 10) Meet residential appearance code Zoning Approve ~j CT { ~tx oning Conditionally Apprved (See Comments) Z Zoning Disapproved (See Comments) ? 1.Y Date of Ins ection Inspected B COMMENTS 4r ~ f j 61, J /t/( 64 4. rl A 1"V Zoning Inspection Form PLA-120 Date 08/12/04 r CITY OF DUBLIN Building Standards • 5800 Shier-Rings Road • Dublin, Ohio 43016 Phone: (614) 410-4670 • Fax: (614) 761-6566 • Inspection Line: (614) 410-4680 DO NOT REMOVE THIS SHEET FROM SITE NOTICE OF INSPECTION 0,9W77VA/az, Application # 1 f2W6175r Date Al I 3B` Inspection Type The undersigned inspectors checked your property at 700 ENE 14 ' for compliance with Building Code. Any violations listed below must be corrected within days. VIOLATIONS &k_b jnoK Drr~P~ll e~ r~- f~R ass F~eM 4 /7hs riVsi°t~r`Z~~A i01A[61 Tli~ F®u 0114& 1 Sd Al OFf &W Ct3O AND M,0171 AM7, - ~S 694r.6 I17PAL ONLY FIR rim n, 1,--4 - &NO r9700VAI !s _Ivoo , va 2, fQIJ V 7Onlht 0~j~-Y f't' FIAIZ 114 4!I) /bw- Nr Is IWO , co ? APPROVED ? DISAPPROVED By III, CONDITIONAL OF DUBLIl \N 5800 Shier Rings Road CITY Dublin, Ohio 43016 Phone: VITDD 614-410-4600 Division of Engineering Inspection Line: 614-410-4680 Fax: 614/761-6506 DO NOT REMOVE THIS SHEET FROM SITE ENGINEERING FINAL INSPECTION PLEASE PRINT ALL INFORMATION Applicant: Qj rrte~, / Company: Site: ` V Z-,r k-z ~-Z L r~ (Providg ~e 'I P t Plan of Lot) Lot No. Application No: Subdivision: r ~ J L PLEASE DO NOT MARK BELOW THIS LINE ? No Violations/Inspection Approved ? Violations/Disapproved ? Approved For Conditional Occupancy 1. Clean Curb & Gutter ?10. Adjust Manhole to grade (Sanitary/Storm) (Ord. 28-98, Sec. 97.38) 1. Rebuild Manhole Throa Sanitary/ orm) ? 2. Improper Approach Ord. 59-74, Sec. 51.04) (Ord. 12-89, Sec. 153.210(A)) ?12. Improper Grading ? 3. Adjust Water/Gas service box to grade (Ord. 7-75, Sec. 150.040) ? 4. Adjust Inlet to grade ?13. Clean Street/Clean Sidewalk (Ord. 7-75, Sec. 150.039(J)) > 5. Erosion Control/Sod or Seed (O.R.C. 723.011) (Ord. 40-98, Sec. 53.090 (G)) L314. Adjust Watch Valve to Grade ? 6. Replace Damaged Asphalt (Mainline/Fire Hydrant) (Ord. 35-74, Sec. 97.37 (A & B)) ? 7. Handicap Ramp (Install/Replace) ?15. Install Grade Stakes (ADA Specification) (Policy 98-027) (Sec. 152.70) A 6. Submit "As Built" Plot Plan Li 8. Replace Damaged Curb, 5 ft Minimum Sections / ' (Policy 98-027) ~ (Ord. 7-75, Sec. 150.038(C)); ?17. Driveway Exceeds 8% Maximum Slope ? 9. Replace Damaged Sidewalk/Bikepath (Policy 98-019) (Ord. 35-74, Sec. 51.04) ~C) ^ ?18. Remove Erosion Control Measures Comments: Contact Building Division at 410-4680 for re-inspection when work has been completed. The Engineering Final Inspection must be approved I rior to requestin an Occupancy Inspection by the Building Divisio 1/1'?'1 Date: Z~ D Inspector: Re-Inspection: 36 pproved'MPO-6-08 ? Disapproved Conditional ~9-a I1 aR o Inspector: Date. Engineering Final Inspection WHITE - Site YELLOW - File E 304 rev. 12104 PP 'CITY OF DUB71N Division of Building Standards * 5800 Shier-Rings Road * Dublin, Ohio 43016 Phone: (614) 410-4670 * Inspection Line: (614) 410-4680 DUNMOOR INVESTMENTS LLC 5013 PINE CREEK DRIVE WESTERVILLE, OH 43081 April 03, 2008 RE: l lding,'Pennit 1! "4 expiration Application Number, 07~~00675 Address: 7{ L.AV6XR Project Description. SQ FT _5019 Dear DUNMOOR INVESTMENTS LLC: The Building Standards Division records indicate that the above-mentioned permit will expire on May 28, 2008 and that the project has not received a Final Inspection Approval. In the event that we are in error; please contact this office immediately so that we may amend our files and issue the appropriate Final Approval or Certificate of Occupancy. If the project has not been completed or simply lacks a final inspection, please call the Inspection Line (614-410-4680) to schedule the final inspections as soon as possible. If additional time is necessary to complete the project, we will be happy to extend the permit for another six months, if you contact this office prior to permit expiration. There will be a $20.00 fee due at that time. We look forward to hearing from you soon regarding the completion of this project. If we may be of further assistance, please feel free to call our office at (614) 410-4670. Sincerely, Jeffrey Tyler Chief Building Official Building Permit No.: © 2oo(o Project address: 401 C) - a-' , Inspection Date AP DA Ins Comments a tion Date AP DA Ins Comments Plumbing nstttatlon q~,~.~ Underground r-7 Sewer Footing Final Electric 44 Foundation (,-7o7 Alf Final S eel Plumbing Oro undation Al Final HVAC $o~eT 51' Radon ~2l d~ Final Gas (i so, 0 FTF Fir", It 9slab Piping Rough Engineering ctric Z k5 (CWA) " Engineering Ele •ric pJ (Pre-Sod) Se :e tt Final 11 R b,7 1: Engineering Pf ing ao Ge sing Y (R, L i%n Rc HVAC JO/ Final Zoning k My Fir lace C s oning Rough lil~le2 t Occupancy t07 1/31 LY r ox 1?~J /'i CITY OF DUBLIN Division of Building Standards * 5800 Shier-Rings Road * Dublin, Ohio 43016 Phone: (614) 410-4670 * Inspection Line: (614) 410-4680 DUNMOOR INVESTMENTS LLC 5013 PINE CREEK DRIVE WESTERVILLE, OH 43081 April 03, 2008 RE: Building Permit Nearing Expiration Application Number: 07-200675 Address: 7090 LARNE DR Project Description: SQ FT 5019 Dear DUNMOOR INVESTMENTS LLC: The Building Standards Division records indicate that the above-mentioned permit will expire on May 28, 2008 and that the project has not received a Final Inspection Approval. In the event that we are in error, please contact this office immediately so that we may amend our files and issue the appropriate Final Approval or Certificate of Occupancy. If the project has not been completed or simply lacks a final inspection, please call the Inspection Line (6144104680) to schedule the final inspections as soon as possible. If additional time is necessary to complete the project, we will be happy to extend the permit for another six months, if you contact this office prior to permit expiration. There will be a $20.00 fee due at that time. We look forward to hearing from you soon regarding the completion of this project. If we maybe of further assistance, please feel free to call our office at (614) 410-4670. Sincerely, Jeffrey Tyler Chief Building Official T PERMIT Zoo MBER: CITY OF DUBLIN - (o-F5 DIVISION OF ENGINEERING CITY OF DUBLIN RESIDENTIAL BUILDING PERMIT SITE PLAN REVIEW CHECKLIST Subdivision: Lot Number: (oOb Reviewer: E n P 1" Address: Date: ~Oq O 05-02-07 ITEM DESCRIPTION YES NO N/A 1 Is this a revision to a Master Grading Plan? If Yes, verify that Design Engineer has submitted a revision for approval to the Master Grading Plan. If No, proceed with review. ? 2 Lot elevations match Master Grading Plan. 3 Are existing elevations on the site plan for a new home in an older subdivision or a plan with unusual grading field verified? If Yes, proceed with review. If No, request field verification. 4 Additional spot grades are shown on driveway and at the rear edge of the pedestrian path. 5 A distance is shown from the front of the garage (for a front-loaded garage) or at the street side edge of the apron (for a side-loaded garage) to the rear edge of the pedestrian path. 6 The driveway slope is less than 8.0%. 7 Driveway width is less than 26 feet at the curb line and 20 feet at the right-of-way 8 Driveway is located more than 3 feet from the property line and 6 feet from a fire hydrant. 9 Side yards do not exceed 3:1 slopes. 10 A major flood routing path is located on this lot. If Yes, does it match Master Grading Plan? If No, proceed with review. 11 First floor elevation is shown (not to be verified). 12 Basement floor slab elevation is shown (not to be verified). 13 Garage floor elevation is shown (not to be verified). 14 Sanitary sewer lateral location and elevations at tap and foundation are shown and labeled. 15 One-foot or more clearance is shown between basement floor slab elevation and end of service elevation for the sanitary sewer lateral. 16 Location and size of water service tap is shown and labeled. 17 Sanitary and storm structures are shown, labeled and match the approved construction drawings. 18 Water main and nearest fire hydrant are shown, labeled and match the approved construction drawings 19 Required sidewalk and/or bike path location and size is shown and labeled. 20 Location and size of existing sidewalk/bike path along side property line is shown and labeled. 21 Tree lawn size is shown and labeled as 7 feet. 22 100-year Floodplain, Floodway, and Floodway + 20 feet is shown and labeled~1 FEMA FIRM Map Number: -7,1D µ9C0/Q 8(2 Effective Date: Dg • 0:9 •15 V/ 23 Erosion control is shown, labeled and matches the approved construction drawings 24 Tree protection fencing is shown, labeled and matches the approved construction drawings 25 "No Parking Zone" along street frontage is shown, labeled and matches the recorded Final Plat 26 Easements are shown, labeled and match the recorded Final Plat 27 The drawing scale is shown. JL2A north arrow is shown. 2If a comer lot, address should be for street that the front door faces. Comments: 1) MAL A)NIA X0I A -1 01 REVIEW RESULTS: (APPROVED 0 DISAPPROVED 0 Expedited Second Review If this Site plan is disapproved, please return this checklist, the redlined Site plan, and two revised permit applications to the Division of Building Standards. 1/172007 NAFz&eeriag\POLICY\ENGPOLA 19.dor. BIRD YIOUN GOXUB• Wjuuziuuc G4/25/2047 14:44 FAX $14 764 0814 6375 riverside drive ( suite 100 BIRD HOUK dublin, chin 43017 l a b o r a t i v e phone 1 614 764 1122 c I fax 1614 764 9814 design0bird-houk.com April 25, 2007 Re: Lot 606 Mr. Charles Driscoll Maple Craft Custom Homes The 5dwards Company Baliantrae Golf course Community 495 South High Street, Suite 150 Dublin, Ohio Columbus, Ohio 43215 Dear Charlie: and they are consistent with our We have received the modifications for the above ria and is approved. review. This house meets o jr design review e am Dublin Golf Course Community This review does not supersede any and all requirements, as stated code in Development Text (Bailantme) or any other zoning or building If you wish to discuss any of these comments please give me a call. Very truly rs, d 4 Melissa Wires MLSIng 13 011111606app architects The place makers. land piarmers • landscape arehitec% TRAE T7 Pa?# v Rcaawfid Golf Commua4 Architectural RevicW Commute Plan Approval Notification 606 Section: 8 X]ate: 4/25/07 Lot Number. Address: 7090 Larne Drive Builder: _Mole Craft Custos~a Homes Plans for the above referenced Lot have been reviewed by the BalXantrae Architectural Review Committee for compliance with: M Architectural Diversity Standatd !t Exterior Materials Usage ¦ Front Yard Set Back Requirements ¦ site Plan Requirements Plans are approved as subvdtted for the above referenced elements. ¦ No Further Appals Required a Additional Approvals ReS,wred as Follows: Approval les P Certiff by: Char. priscoll,lV,lember Flaw reviewed by Architectural Review Committee members, wards OaWCo~amuaudes, LLG ¦ Gerry Bir+ds.l=W,cr, JUnf jjoak andAssvd*tes ¦ Dehorttb Rrrtik -Go~vdwi~, ? .merry Reed, Latzdscape Amt Wen 8-'"vAfmn Pew Ed-rds, .L-wards Goycommurairds, LLC ~ Mjchae:l.p te, ,Lr,,r dscxpeAwhiw4 BitdHouk&Assoeiatts ¦ Chsdes P. Driscoff Edrosrds G-CQ-Muoides, LLC Brian Sent Jones, AMhitecr Permit # 7 -d 7 Permit Date NO REScheck Software Version 3.7.3 Compliance Certificate Project Title: Porter Residence Report Date: 04/02/07 Data filename: Untitled.rck Energy Code: 2003 IECC Location: Dublin (Franklin), Ohio Construction Type: Single Family Glazing Area Percentage: 17% Heating Degree Days: 5719 Construction Site: Owner/Agent: Designer/Contractor: Lot 606 Ballantrae Dublin, OH • Cavity Cont. ' ' • • • Ceiling 1: Flat Ceiling or Scissor Truss: 1950 30.0 0.0 68 Wall 1: Solid Concrete or Masonry:Exterior Insulation: 194 0.0 0.0 65 Wall 2: Wood Frame, 16" o.c.: 3426 19.0 0.0 168 Window 1: Wood Frame:Double Pane with Low-E: 504 0.350 176 Door 1: Glass: 63 0.350 22 Door 2: Solid: 21 0.500 11 Door 3: Glass: 21 0.350 7 Door 4: Glass: 24 0.500 12 Basement Wall 1: Solid Concrete or Masonry: 1203 0.0 5.0 97 Furnace 1: Forced Hot Air: 90 AFUE Air Conditioner 1: Electric Central Air: 13 SEER Compliance Statement: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2003 IECC requirements in REScheck Version 3.7.3 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Build Designer Company Name Date Porter Residence Page 1 of 4 REScheck Software Version 3.7.3 Inspection Checklist Date: 04/02/07 Ceilings: ? Ceiling 1: Flat Ceiling or Scissor Truss, R-30.0 cavity insulation Comments: Above-Grade Walls: ? Wall 1: Solid Concrete or Masonry:Extedor Insulation, R-0 (uninsulated) Comments: ? Wall 2: Wood Frame, 16" o.c., R-19.0 cavity insulation Comments: Basement Walls: ? Basement Wall 1: Solid Concrete or Masonry, 7.3' ht/7.3' bg/7.3' insul, R-5.0 continuous insulation Comments: Exterior insulation must have a rigid, opaque, weather-resistant protective covering that covers the exposed (above-grade) insulation and extends at least 6 in. below grade. Windows: ? Window 1: Wood Frame:Double Pane with Low-E, U-factor: 0.350 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break? Yes No Comments: Doors: ? Door 1: Glass, U-factor: 0.350 Comments: ? Door 2: Solid, U-factor: 0.500 Comments: ? Door 3: Glass, U-factor: 0.350 Comments: ? Door 4: Glass, U-factor: 0.500 Comments: Heating and Cooling Equipment: ? Furnace 1: Forced Hot Air: 90 AFUE or higher Make and Model Number: ? Air Conditioner 1: Electric Central Air: 13 SEER or higher Make and Model Number: Air Leakage: ? Joints, penetrations, and all other such openings in the building envelope that are sources of air leakage must be sealed. ? Recessed lights must be 1) Type IC rated, or 2) installed inside an appropriate air-tight assembly with a 0.5" clearance from combustible materials. If non-IC rated, the fixture must be installed with a 3" clearance from insulation. Skylights: ? Minimum insulation requirement for skylight shafts equal to or greater than 12 inches is R-19. Vapor Retarder: Porter Residence Page 2 of 4 ? Required on the warm-in-winter side of all non-vented framed ceilings, walls, and floors. Materials Identification: ? Materials and equipment must be installed in accordance with the manufacturer's installation instructions. ? Materials and equipment must be identified so that compliance can be determined. ? Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. ? Insulation R-values, glazing U-factors, and heating equipment efficiency must be clearly marked on the building plans or specifications. Duct Insulation: ? Supply ducts in unconditioned attics or outside the building must be insulated to R-8. ? Return ducts in unconditioned attics or outside the building must be insulated to R-4. ? Supply ducts in unconditioned spaces must be insulated to R-8. ? Return ducts in unconditioned spaces (except basements) must be insulated to R-2. ? Where exterior walls are used as plenums, the wall must be insulated to R-8. ? Insulation is not required on return ducts in basements. Duct Construction: ? Duct connections to flanges of air distribution system equipment must be sealed and mechanically fastened. ? All joints, seams, and connections must be securely fastened with welds, gaskets, mastics (adhesives), mastic-plus-embedded-fabric, or tapes. Tapes and mastics must be rated UL 181A or UL 181 B. Exception: Continuously welded and locking-type longitudinal joints and seams on ducts operating at less than 2 in. w.g. (500 Pa). ? The HVAC system must provide a means for balancing air and water systems. Temperature Controls: ? Thermostats are required for each separate HVAC system. A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor shall be provided. Service Water Heating: ? Water heaters with vertical pipe risers must have a heat trap on both the inlet and outlet unless the water heater has an integral heat trap or is part of a circulating system. ? Insulate circulating hot water pipes to the levels in Table 1. Circulating Hot Water Systems: ? Insulate circulating hot water pipes to the levels in Table 1. Swimming Pools: ? All heated swimming pools must have an on/off heater switch and require a cover unless over 20% of the heating energy is from non-depletable sources. Pool pumps require a time clock. Heating and Cooling Piping Insulation: ? HVAC piping conveying fluids above 105 degrees F or chilled fluids below 55 degrees F must be insulated to the levels in Table 2. Porter Residence Page 3 of 4 ~ A Table 1: Minimum Insulation Thickness for Circulating Hot Water Pipes Insulation Thickness in Inches by Pipe Sizes Heated Water Non-Circulating Runouts Circulating Mains and Runouts Temperature ("F) Up to 1" Up to 1.25" 1.5" to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-169 0.5 0.5 1.0 1.5 100-139 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for HVAC Pipes Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range("F) 2" Runouts 1" and Less 1.25" to 2.0" 2.5" to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 Low Temperature 106-200 0.5 1.5 2.0 Steam Condensate (for feed water) Any 1.0 1.0 1.0 1.5 Cooling Systems 1 5 2.0 Chilled Water, Refrigerant and 40-55 0.5 0.5 0.75 1.0 Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD: (Building Department Use Only) Y Porter Residence Page 4 of 4 LIGHT AND VENTILATION SCHEDULE PROJECT: Lot 606 Ballantrae MODEL MC02 LOCATION REQUIRED ACTUAL REQUIRED SQ. FT. LIGHT ACTUAL LIGHT VENTILATION VENTILATION GREAT ROOM 688, 0 55.0 103.4 27.5 73.8 KITCHENMOOK 368.0 29.4 66.3 14.7 54.7 LAUNDRY 98.0 7.8 8.7 3.9 7.0 MASTER BEDROOM 301.0 24.1 33.6 12.0 43.7 BEDROOM 2 298.0 23.8 33.8 11.9 21.4 BEDROOM 3 154.0 12.3 18.8 6.2 21.4 c v 0 J Page 1 4/3/2007 IBI Residential Load Calculation Worksheet 47- 2 ov (a 7 S " Worksheet # 2 Conditions: New single family dwelling, air-conditioning load is larger than heating load. , (Based on NEC 220.82) Required Loads less HVAC 2722 s q. ft. 3 watts s q. ft 8166 watts 4 Small Appliance Circuits @ 1500 watts ea. (Minimum is 2) 6000 watts 1 Laundry Circuit(s) @ 1500 watts ea. (Minimum is 1) 1500 watts 15666 watts Additional Loads less HVAC 9600 Range, Cookto , Oven (Total Nameplate Ratings) 9600 watts Electric Water Heater 0 watts 5000 Electric Clothes Dryer - See * 5000 watts Gas Clothes Dryer Motor 0 watts 1000 Dishwasher 1000 watts 894 Disposal 894 watts 1140 Sum Pump 1140 watts Sewage Pump 0 watts Water Pump- 0 watts 0 watts 0 watts 0 watts 0 watts 0 watts Total Calculated Load (less HVAC) 33300 watts Electric dryers use 5000 watts each or nameplate, whichever is larger, up to 4 dryers) Service Demand General Load: First IOkw of Total Calculated Load (less HVAC) 100% 10000 watts Remainder of Total Calculated Load (less HVAC) @ 40% 9320 watts Total General Load 19320 watts HVAC Load: Outdoor unit plus central unit blower motor 9600 Air Conditioning Load @ 100%* 9600 watts Total HVAC Load 9600 watts *Air Conditiong load is the sum of (Compressor = Volts X Amps = Watts) Plus (Blower motor = Volts XAmps = Watts) (NEC 220.82 (C)(1)) Total General Load + Total HVAC Load = Calculated Service Load 19320 watts + 9600 watts = 28920 watts Calcuated Service Load - Service Voltage = Minimum Service Arnpaciii] 28920 watts - 240 volts = 120.50 amps ate- 200(.7" Name Dunmoor Homes RESIDENTIAL BLOCK LOAD ESTIMATE Address . MG02-A 2-Story DESIGN CONDITIONS Outdoor., Summer DBNVB Wince Inside: Summer RH Winger Range Swing 951 73 0 r. 75 50% 72 24 3.0F r CLASS 8r DOORS Dir Type Glass Panes Frarne Shade Ovr. C-F H-F SO FT_ C-Lood H-Load SW Entry Door Wood 0" 31,5019-30 56.0 1,754 1,080 SW Window Clear 2 Metal TB None 0" 63.DD0 42.60 288.0 18,144 12,268 WALLS . Dir Frame R Shade Ovr. SW Wood 13 None 0' 1,89 5.60 872.0 1,648 _ 4,883 SW Masonry > Sit Below 10 Nona 0" 0. DO 3.22 651.0 0 2,0_98 ROOFXEILING Description R Ceiling under vented attic ~30 1.50 2.31 2,204.0 3,306 5,091 FLOUR Description Cover Cetiing Beim R Basement floor > 2ft below grade 0.00 1.70 1,800.0 0 3,059 COOLING LOAD SUMMARY COMM HEATING LOAD SUMMARY i HEATIM3 SUBTOTAL (Ail C-LOADS w I aT ~ 24,862 SUBTOTAL (All H-LOADS) 28,4T7 x SWING MULT. 1.00 + INFIL. & VENT. CFM x 77 _ 421 32,417 x DUCT MULT. ......1.20 = SUBTOTAL 60,894 x SUMMER CLIMATE MULT. 1.00 _ x DUCT MULT. 1,23 =SUBTOTAL _ 29,834 x WINTER CLIMATE MULT. 1.03 + *PEOPLE x530 _ y 3 1.590 = TOTAL HEA fiNG LOAD 78,A81 1,200 . + APPLIANCES SUBTOTAL (Less Outside Air Land) 32,624 + OUTSIDE AIR LOAD lroWent. cfrn xbad (ofrn) 3311 x 37 92,432 AIR QUANTITY (CFIil) TOTAL COOLING LOAD 45,055 COOLING OR HP CFM - PEOPLE x 230 - 3 690 pia coal. load I cooing CFM factor 23.80 1,652 - OUTSIDE AIR LATENT LOAD FURNACE CFM infd.&Vmt dm x lstent load (00) 33(; x 15 5,040 Mat heating load / hea ng CFM factor 49,00 1,600 = LATENT COOLING LOAD 3 73o COOLING SENSIBLE HEAT FACTOR SMISISLE COOLING LOAD .39,326 senlble ood. load / total cooling land 0.$728 Fllename• DUN MOOR RZB Page 1 411012007 10,32 Version 2.20 FOR OFFICE USE ONLY RESIDENTIAL SITE PLAN REVIEW PERMIT ~ 7 SUBDIVISION NAME E ~ ~ 0 r~~-rq C BUILDER'S NAME ~LW rY\ - Pmt v~ SECTION # Y LOT # tl CONTACT PERSON CURRENT ZONING TELEPHONE # PLAT RECORDED ? NEW ? REMODEL/ADDITION ? DECK/PATIO 0 FENCE ? OTHER ? 25% EXPANSION 0 SIGNIFICANT EXTERIOR ALTERATION - Altering Projections and/or Recesses Parkland Conveyed or Park Fee Paid 0 Approved/NA ? Disapproved Subdivision, Section and Lot Number Shown 0 Approved/NA ? Disapproved Street Name and R/W Dimensions Shown ? Approved/NA 0 Disapproved Scale and North Arrow Shown 0 Approved/NA 0 Disapproved Property Line Bearings and Distances Shown 0 Approved/NA ? Disapproved Building Lines Shown and Dimensioned ? Approved/NA 0 Disapproved All Easements Shown and Dimensioned 0 Approved/NA ? Disapproved No Build/No Disturb Zones Shown and Dimensioned ? Approved/NA ? Disapproved c Front Setback Confirmed or per Recorded Plat (Minimum roved/NA ? Disapproved Side Yards Verified (Minimum Comb MDBS ) proved/NA ? Disapproved ~ZS t jU Rear Yard Confirmed or per Recorded Plat (Minimum GC, gApproved/NA O Disapproved Lot Frontage Confirmed or per Recorded Plat (Minimum ) ? Approved/NA ? Disapproved Recorded Plat Information Verified by Date 0 Approved/NA ? Disapproved Building Footprint Shown and Dimensioned ? Approved/NA ? Disapproved Building Footprint Matches Plans Submitted (Include Reverse Layout) ? Approved/NA ? Disapproved 1 Bay Windows, Cantilevered Portions of Buildings Shown ? Approved/NA ? Disapproved C Decks, Patios, Covered Porches and Overhangs Shown and Dimensioned ? Approved/NA 0 Disapproved Air Conditioning Units Shown ? Approved/NA 0 Disapproved Accessory Structures Shown and Dimensioned ? Approved/NA ? Disapproved Fence, Wall or Satellite Dish Shown (Separate Permit Required) ? Approved/NA 0 Disapproved No Encroachments Shown ? Approved/NA ? Disapproved Driveway Shown and Dimensioned per Code Section 153.210 ? Approved/NA ? Disapproved Sidewalks Required Shown ? Approved/NA ? Disapproved Tree Protection Required Shown ? Approved/NA ? Disapproved Street Trees Required Shown 0 Approved/NA O Disapproved Minimum Caliper 2%-Inch ? Approved/NA ? Disapproved Yard Trees Required on All Street Frontages Shown 90-Foot Frontage or Greater - Minimum 3 Yard Trees Required 0 Approved/NA ? Disapproved Less Than 90-Foot Frontage - Minimum 2 Yard Trees Required ? Approved/NA O Disapproved Minimum Caliper 2'/2-Inch 0 Approved/NA ? Disapproved Distance From Side Property Line Minimum 7 Foot ? Approved/NA ? Disapproved Located Within the Minimum Front Setback ? Approved/NA ? Disapproved Proposed Species Listed on Approved Street Trees List ? Approved/NA 0 Disapproved Chimney - Cantilevered or Shed-Type Prohibited Chimney Shown with Foundation ? Approve u A 0 Disapproved Chimney Extends Beyond the Eave Line ? Approv u A 0 Disapproved Required Material - Brick Stone Stucco 0 Approve 0 Disapproved Foundation Mate ial - Two Materials Maximum Brick Stone Decorative Block proved NA 0 Disapproved Side-Load Garage Shown (Exempt from Street-Facing Garage Requirements) roved/NA ? Disapproved OR Street-Facing Garage Requirements - (IF Less than 60° to the Front Property Line) Door Opening Maximum Width Sizes Any One Garage Door Opening - Maximum 18 Feet ? Approved/NA ? Disapproved Combined Garage Do9r-Ope-nings-A4"iu M 2 Feet 0 Approved/NA 0 Disapproved Any Garage Door Maximum Height 9 Fee 0 Approved/NA 0 Disapproved Percents a of Gara a Doo udth to the Overall linear of the Front Elevation (A Detached Street-Facing Garage 22 Feet, or Less, Behind the Front levation Shall be Included in the Front Elevation Calculations) Door Opening Totaling Two or Less Car Widths - Maximum 35 Per nt ? Approved/NA ? Disapproved Door Opening Totaling Three Car Widths - Maximum 45 Percent 0 Approved/NA 0 Disapproved Projection From Adjacent Vertical Wall Plane of the Home - Garage Door Opening Totaling Two or Less Car Widths - Maximum 12 Fee 0 Approved/NA 0 Disapproved Garage Door Opening Totaling Three Car Widths - Maximum 10 Feet 0 Approved/NA 0 Disapproved Required Projection Between Doors - Minimum 16 Inches 0 Approved/NA 0 Disapproved Garage Door Material - Particle Board or 1llasonite Prohibited 0 Approved/NA 0 Disapproved Garage Door Color - Low-Contrast - Same or Similar to Primary House Color 0 Approved/NA 0 Disapproved arage Door Trim o o Match Doors or Primary House Trim Color 0 Approved/NA 0 Disapproved Roof - sin Roof Minimum Pitch 6:12 dary Roof Minimum Pitch 4:12 Disapproved of Material - Life Expectancy Minimum 25-Year 0 Approved/NA 0 Disapproved Metal Slate Tile Woo ? Approved/NA 0 Disapproved Asphalt Shingles Required to be "True" Dimensional Shingles 0 Approved/NA ? Disapproved Minimum Weight 240 Lbs/Square 0 Approved/NA ? Disapproved Exposure Length - Maximum 5%-Inch ~ ? Approved/NA 0 Disapproved Color - 4 0 Approved/NA ? Disapproved Water Table - I , Water Table - Above Grade 24 Inches V ? Approved/NA 0 Disapproved Water Table - On Front Elevation ? Approved/NA 0 Disapproved Exterior Finish Building Materials - (**See Additional Requirements for Predominately Vinyl Exterior - pg. 3) Building Materials - Life Expectancy Minimum 30-Year 0 Approved/NA 0 Disapproved Three Materials Maximum per Major Facade 0 Approved/NA ? Disapproved Brick Cultured Stone Fibrous Cement Glass Block Stone tucco Vinyl** Wood Board Exterior Material Changes - Inside Corner OR Minimum 2-Foot Wrap Outside Corner 0 Approved/NA 0 Disapproved IF Side Gable - Quoins OR Minimum 3%-Inch Wide Corner Trim Boards ? Approved/NA 0 Disapproved 2 Windows - Trim OR Shutters Required ? Approved/NiA 0 Disapproved Trim Minimum Width 3%:-Inch OR ©0 D?~ Brick Detailing, Soldier Course/Rowlock (Brick Exterior) OR V Lintels and Sills (Stone Exterior) t~eL &-;V OR C Shutters Shutters Required - Full Height and One-Half the Width of a Single Window OR Full Height and One-Fourth the Width of a Double Window Four-Sided Architecture Two Design-Elements Required on Each Elevation AND pproved/NA ? Disapproved Each Street-Facing Elevation Requires Three Design-Elements proved/NA 0 Disapproved (Corner and Through Lots Have More Than One Street-Facing Elevation) Design Elements: A Minimum 17 Square-Foot Door A Minimum 6 Square-Foot Window or (One Design-Element for Every 8 Feet of Run) A Chimney (Cantilevered or Shed-Type Prohibited) A Minimum 4 Square-Foot Decorative Gable Vent A Water Table (24 Inches from Grade) A Similar Significant Permanent Architectural Feature At Least One Design-Element in Each Vertical Half, AND App 1oved/NA ? Disapproved At Least One Design-Element Between Finish First Floor Level and 9 Feet Above, AND pr •ed/NA ? Disapproved At Least One Design-Element 9 Feet Above First Floor. ~'ed/NA ? Disapproved (Required If Wall Area is Greater Than 24-Feet Wide and 9 Feet High) Housing Diversity - Model Name ? Approved/NA 0 Disapproved BUILDING PERMIT ? Approved 0 Disapproved COMMENTS: REVIEWED BY DATE TAOFFICEMPOOMRESIDENTIAL REVIEW\RESIDENTIAL CHECKLIST WITH APPEARANCE CODE.DOC (Rev. August 2, 2005) 3 06/15/2007 09:44 6148463393 BDM PAGE 01/01 CITY OF DUBLIN Division of Building Standards • 5$00 Shier-Rings Road - Dublin, Ohio 43016 Phone: (614) 410-4M • Inspection Une: (614) 4104880 Application Number: 07.200675 SURVEYOR BUILDING LOCATION AND FIRST FLOOR ELEVATION CERTIFICATION FORM 1, tits undersigned, do hereby certify the followin location of building and elevation af_. tap of tha foundation 111 at the reifewenced prop wty. 'It. is the buildoft romponsibliity to insure that the location and elevatioh:441i4 oP 4jfie fbunOation wall plus the first floor syslsm, as per the approved prlhtit ply WA ;fib. : p arr .approved by the City of Dublin ((n referance to the city o*6i rik-u- , ftei~:i~3r agot;~e''i30 ;02 (k)). aiADL , DA4IDSON mp'1 i ; ;consulting Ingxneexat Property Owner: X2p;.e • Ciraft Qustam • 6/0 • Duenoor Moses Subdivision: BallAntrae Lot Number: 606 Address: 7090 Larne Drive Approved Foundation Elevation 9y - 3 Feet above mean sea lewl. Actual Top of Foundation 947.05 Feet above mean sea level, 0 ProMsslonal. Seal: B. B. SI atum of- Survey -0 STOVER a e~rt S. • tover, 7244 4 Q r' Pmfessional Surveyor No. 7244 June 15, 2007 ` IYAL Date This form is to be c6mpleted prior to the fbundatlon lnspeccon and must be made available on~site with the approved prints. Mm9fSurvmy OZN14 CITY OF DUBLIN Division of Building Standards • 5800 Shier-Rings Road • Dublin, Ohio 43016 Phone: (614) 410-4670 • Inspection Line: (614) 410-4680 Application Number: Ol •a,c o6 SURVEYOR BUILDING LOCATION AND FIRST FLOOR ELEVATION CERTIFICATION FORM 1, the undersigned, do hereby certify the following location of building and elevation of top of the foundation wall at the referenced property. It is the builder's responsibility to insure that the location and elevation of the top of the foundation wall plus the first floor system, as per the approved prints, comply with the site plan approved by the City of Dublin (in reference to the City of Dublin Codified Ordinance 1305.02 (k)). Property Owner: Subdivision: Lot Number: Address: Approved Foundation Elevation Feet above mean sea level. Actual Top of Foundation Feet above mean sea level. Professional Seal: Signature of Surveyor Date This form is to be completed prior to the foundation inspection and must be made available on-site with the approved prints. ExceVSurvey 02.N14 CITY OF DUBLIN Building Standards - 5800 Shier-Rings Road - Dublin, Ohio 43016 Phone: (614) 410-4670 - Inspection Line: (614) 410-4680 Date ~`al3 Q 7 Application No. ~'T • '2_00 APPLICATION FOR ELECTRICAL PERMIT Job Address 7o,~g Jo ~~~,eA?t Parcel No Subdivision BfIl 'T xe Lot No. 6010 Owner Name A/AtMOO/t- Telephone G ° 1~gt 75 U Contractor Name Telephone %3G g Zo~/2 Contractor Address / / c7 .41e&f- 049~b Dublin Registration No. Residential: New Sq. Ft.Alteration/Addition Sq. Ft. Temporary Service $40.00 . . $40.00 Minimum plus $20.00 for each additional 500 Sq. Ft. or fraction thereof over 1000 Sq. Ft. Low Voltage Systems: Square Feet $40.00 Minimum plus $10.00 for each additional 500 Sq. Ft. or fraction thereof over 1000 Sq. Ft. Commercial: New Sq. Ft. Alteration/Addition Sq. Ft. Temporary Service $60.00 $60.00 Minimum plus $60.00 for each additional 1000 Sq. Ft. or fraction thereof over 1000 Sq. Ft. and up to 50,999 Sq. Ft. (sizes above, See Fee Schedule) Low Voltage Systems: Square Feet $30.00 Minimum (plus $20.00 for each additional 1000 Sq. Ft. or fraction thereof over 1000 Sq. Ft.) 3% State of Ohio Surcharge (commercial only) cam,, Total $ JOB DESCRIPTION This permit is granted on the express condition that the said work shall in all respects, conform to the ordinances of the City of Dublin, all the laws of the State and the National Electric Code regulating construction, installation, repair and alteration, and may be revoked at any time upon violation of &rrvisi`~._ _ said C Signature of licensed contractor or homeowner L' Division of Building Standards oyy)y--\ v 04 Date: 1/1/2001 Application Number . . . . . 07-00200675 Date 8/13/07 Property Address . . . . . . 7090 LARNE DR Parcel Number: 274-001297 Alternate Address: BALLANTRAE 8-1 #1297 Tenant nbr, name . . . . . . SQ FT 5019 Application type description RES SINGLE FAMILY DETACHED Property owner . . . . . . . Contractor . . . . . . . . . DUNMOOR INVESTMENTS LLC Permit . . . . . . ELECTRICAL PERMIT Additional desc . . Permit Fee . . . . 220.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 2/09/08 Qty Unit Charge Per Extension BASE FEE 40.00 9.00 20.0000 RES ELECTRICAL SERVICE 180.00 Special Notes and Comments Note: Due to current driveway configuration it will be difficult to back out of garage! Driveway width at garage is only 20 feet. May want to change configuration. NOTICE TO APPLICANT SEPARATE OWNER/CIVIC ASSOCIATION REVIEW AND APPROVAL MAY BE REQUIRED BY DEED. APPLICANT IS RESPONSIBLE FOR COMPLIANCE WITH ALL APPLICABLE RESTRICTIVE COVENANTS AND DEED RESTRICTIONS REQUIRED BY TITLE. SAWCUT SIDEWALKS REQUIRED Contact ENGINEERING to coordinate 614-410-4624 PROTECT LANDSCAPING as per Dublin's Landscape Inspector at (614) 410-4660. STREET TREES REQUIRED CONTACT PAULA CHOPE, CITY FORESTER Call 410-4701 PRIOR to ORDERING AND INSTALLING for tree placement A Minimum of THREE, 2-1/2 Inch Caliper DECIDUOUS TREES are required in the front yard of this lot, No Closer than SEVEN FEET to a Side Property Line. YARD TREES are to be chosen from the species listed on the City of Dublin approved Street Tree List. Installation will occur during the landscape phase of this house. Placement of the THREE TREES will be Field-Verified by The City PRIOR to INSTALLATION. CORNER and THROUGH LOTS Shall Meet This requirement on all street frontages. Air conditioning units are NOT PERMITTED within Page 2 Application Number . . . . . 07-00200675 Date 8/13/07 Special Notes and Comments REQUIRED Side or Rear yards. Screen ALL Mechanical Units & Service Structures to top of unit including utility features and air conditioning units. Contact PLANNING DIVISION 410-4600 POST LIGHT at DRIVEWAY with PHOTO CELL REQUIRED. MUST MEET CITY OF DUBLIN RESIDENTIAL APPEARANCE STANDARDS. Fee summary Charged Paid Credited Due Permit Fee Total 220.00 .00 .00 220.00 Plan Check Total .00 .00 .00 .00 Grand Total 220.00 .00 .00 220.00 CITY OF DUBLIN Building Standards • 5800 Shier-Rings Road • Dublin, Ohio 43016 Phone: (614) 410-4670 • Inspection Line: (614) 410-4680 Date Z ° O T Application No. V 900&75 / APPLICATION FOR ELECTRICAL PERMIT Job Address 70 9Q Lr4.-,v 01 eW Parcel No. Subdivision 9A IC 4.,J 7-,?46' Lot No. Owner Name V I/a//1 doz AMCt Telephone G ly) Oc--Yf' 99/O Contractor Name /2 f ~PCTR i c 901U710Aa Telephone 7 YO) 34 9 gSy { .0 y1o/J' Contractor Address /F! der R l Aelw?Nr Dublin Registration No. / I Residential: New Sq. Ft. Alteration/Addition Sq. Ft. Temporary Service $40.00 $40.00 Minimum plus $20.00 for each additional 500 Sq. Ft. or fraction thereof over 1000 Sq. Ft. Low Voltage Systems: Square Feet $40.00 Minimum plus $10.00 for each additional 500 Sq. Ft. or fraction thereof over 1000 Sq. Ft. Commercial: New Sq. Ft. Alteration/Addition Sq. Ft. Temporary Service $60.00 $60.00 Minimum plus $60.00 for each additional 1000 Sq. Ft. or fraction thereof over 1000 Sq. Ft. and up to 50,999 Sq. Ft. (sizes above, See Fee Schedule) _ Low Voltage Systems: Square Feet $30.00 Minimum (plus $20.00 for each additional 1000 Sq. Ft. or fraction thereof over 1000 Sq. Ft.) 3% State of Ohio Surcharge (commercial only) Total $ JOB DESCRIPTION This permit is granted on the express condition that the said work shall in all respects, conform to the ordinances of the City of Dublin, all the laws of the State and the National Electric Code regulating construction, installation, repair and alteration, and may be revoked at any time upon violation of any visions of said laws. Signature of licensed contractor or ho`meeowner Division of Building Standards Date: 1/1/2001 CITY OF DUBLIN Building Standards • 5800 Shier-Rings Road • Dublin, Ohio 43016 Phone: (614) 410-4670 • Inspection Line: (614) 410-4680 Application Number . . . . . 07-00200675 Date 6/04/07 Property Address . . . . . . 7090 LARNE DR Parcel Number: 274-001297 Alternate Address: BALLANTRAE 8-1 #1297 Tenant nbr, name . . . . . . SQ FT 5019 Application type description RES SINGLE FAMILY DETACHED Property owner . . . . . . . Contractor . . . . . . . . . DUNMOOR INVESTMENTS LLC Permit TEMPORARY ELECTRIC PERMIT Additional desc . . Permit Fee . . . . 40.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date 12/01/07 Qty Unit Charge Per Extension BASE FEE 40.00 Special Notes and Comments Note: Due to current driveway configuration it will be difficult to back out of garage! Driveway width at garage is only 20 feet. May want to change configuration. NOTICE TO APPLICANT SEPARATE OWNER/CIVIC ASSOCIATION REVIEW AND APPROVAL MAY BE REQUIRED BY DEED. APPLICANT IS RESPONSIBLE FOR COMPLIANCE WITH ALL APPLICABLE RESTRICTIVE COVENANTS AND DEED RESTRICTIONS REQUIRED BY TITLE. SAWCUT SIDEWALKS REQUIRED Contact ENGINEERING to coordinate 614-410-4624 PROTECT LANDSCAPING as per Dublin's Landscape Inspector at (614) 410-4660. STREET TREES REQUIRED CONTACT PAULA CHOPE, CITY FORESTER Call 410-4701 PRIOR to ORDERING AND INSTALLING for tree placement A Minimum of THREE, 2-1/2 Inch Caliper DECIDUOUS TREES are required in the front yard of this lot, No Closer than SEVEN FEET to a Side Property Line. YARD TREES are to be chosen from the species listed on the City of Dublin approved Street Tree List. Installation will occur during the landscape phase of this house. Placement of the THREE TREES will be Field-Verified by The City PRIOR to INSTALLATION. CORNER and THROUGH LOTS Shall Meet This requirement on all street frontages. Air conditioning units are NOT PERMITTED within REQUIRED Side or Rear yards. . CITY OF DUBLIN Building Standards - 5800 Shier-Rings Road - Dublin, Ohio 43016 Phone: (614) 410-4670 - Inspection Line: (614) 410-4680 Page 2 -----Application Number . . . . . 07-00200675 Date 6/04/07 Special Notes and Comments Screen ALL Mechanical Units & Service Structures to top of unit including utility features and air conditioning units. Contact PLANNING DIVISION 410-4600 POST LIGHT at DRIVEWAY with PHOTO CELL REQUIRED. MUST MEET CITY OF DUBLIN RESIDENTIAL APPEARANCE STANDARDS. Fee summary Charged Paid Credited Due Permit Fee Total 40.00 .00 .00 40.00 Plan Check Total .00 .00 .00 .00 Grand Total 40.00 .00 .00 40.00 S CITY OF DUBLIN Division of Building Standards • 5800 Shier-Rings Road • Dublin, Ohio 43016 Phone: (614) 410-4670 • Inspection Line: (614) 462-3865 (Franklin County) Application No. 01 .2-00 (O~ Date lo ? New ? Remodel ? Residential ? Commercial 41 APPLICATION FOR PLUMBING PERMIT The undersigned hereby applies for a permit to do plumbing and an inspection of same at the following location in accord with Chapter 4101:2-51 of the Ohio Administrative, pCode, and all regulations of the Franklin County Board of Health. Job Address v \ v Parcel No. Subdivision/Project Name 6 1 4T 0, e Lot No- Owner's Name A.air Telephone O 1~ - ` I l Contractor's Name Telephone ~s-S 1 Contractor's Address sill Dublin Registration Number -;;>!~:5-~L_ _ Does the sewer discharge into an individual sewage disposal system or sanitary sewer? How far distant from any dwelling, well or cistern is the sewage tank? What is the size of the main drain? t Oflwhat materials do the vent pipes consist? u Of what material does the house drain consist? *INDICATE NAME OF CERTIFIED BACKFLOW TESTER This form must be properly filled out and returned to the office of the City of Dublin at least four days prior to the date of the FIRST INSPECTION, accompanied by a fee calculated upon the following basis: WATER TANK REPLACEMENT FEE $35.00 RESIDENTIAL COMMERCIAL Application for permit & first fixture $50.00 Application for permit & first fixture $60.00 - Number of remaining fixtures X $10.00 = $ Number of remaining fixtures X $12.00 = Total Inspection Fee $ D Total Inspection Fee Re-inspection fee (based upon disapproved Inspection and collected by the Franklin County Board of Health ONLY) $45.00 Qty. Qty. Qty. Air Admittance Valve Garbage Disposal Showers *Backflow Preventers Gas Water Heater Sterilizers Bath Tubs oZ Electric Water Heater Sump Pump Bed Pan Washers Interceptor Trap Primer Bidet Kitchen Sink Urinal Chemical Sinks Laundry Trays Wash Fountain Dental Cuspidors Lavatories Washing Machine Dilution Sump Mop Sinks Water Closets Dish Washers Outside Faucets Water Lines Drinking Fountain Roof Drains Water Storage Tank Floor Drains Rough-in Openings for Future Other Garage Catch Basin Sewage Ejectors GRAND TOTAL Division of Building Standards V, (01 109~ ~ 0 3: CITY OF DUBLIN Division of Building Standards • 5800 Shier-Rings Road • Dublin, Ohio 43016 Phone: (614) 410-4670 • Inspection Line: (614) 410-4680 Application Number . . . . . 07-00200675 Date 6/18/07 Property Address . . . . . . 7090 LARNE DR Parcel Number: 274-001297 Alternate Address: BALLANTRAE 8-1 #1297 Tenant nbr, name . . . . . . SQ FT 5019 Application type description RES SINGLE FAMILY DETACHED Property owner . . . . . . Contractor . . . . . . . . . DUNMOOR INVESTMENTS LLC Permit . . . . . PLUMBING PERMIT Additional desc . . Permit Fee . . . . 240.00 Plan Check Fee .00 Issue Date Valuation . . . . 0 Expiration Date . . 3/12/10 Qty Unit Charge Per Extension BASE FEE 50.00 19.00 10.0000 EA RES PLUMBING >1 FIXTURE 190.00 Special Notes and Comments Note: Due to current driveway configuration it will be difficult to back out of garage! Driveway width at garage is only 20 feet. May want to change configuration. NOTICE TO APPLICANT SEPARATE OWNER/CIVIC ASSOCIATION REVIEW AND APPROVAL MAY BE REQUIRED BY DEED. APPLICANT IS RESPONSIBLE FOR COMPLIANCE WITH ALL APPLICABLE RESTRICTIVE COVENANTS AND DEED RESTRICTIONS REQUIRED BY TITLE. SAWCUT SIDEWALKS REQUIRED Contact ENGINEERING to coordinate 614-410-4624 PROTECT LANDSCAPING as per Dublin's Landscape Inspector at (614) 410-4660. STREET TREES REQUIRED CONTACT PAULA CHOPE, CITY FORESTER Call 410-4701 PRIOR to ORDERING AND INSTALLING for tree placement A Minimum of THREE, 2-1/2 Inch Caliper DECIDUOUS TREES are required in the front yard of this lot, No Closer than SEVEN FEET to a Side Property Line. YARD TREES are to be chosen from the species listed on the City of Dublin approved Street Tree List. Installation will occur during the landscape phase of this house. Placement of the THREE TREES will be Field-Verified by The City PRIOR to INSTALLATION. CORNER and THROUGH LOTS Shall Meet This requirement on all street frontages. Air conditioning units are NOT PERMITTED within This permit is granted on the express condition that said work shall in all respects, conform to the ordinances of the City of Dublin and all laws of the State of Ohio regulating construction, installation, repair and alteration and may be revoked at any time upon violation of any provisions of law. CITY OF DUBLIN Division of Building Standards - 5800 Shier-Rings Road - Dublin, Ohio 43016 Phone: (614) 410-4670 - Inspection Line: (614) 410-4680 Page 2 Application Number . . . . . 07-00200675 Date 6/18/07 Special Notes and Comments REQUIRED Side or Rear yards. Screen ALL Mechanical Units & Service Structures to top of unit including utility features and air conditioning units. Contact PLANNING DIVISION 410-4600 POST LIGHT at DRIVEWAY with PHOTO CELL REQUIRED. MUST MEET CITY OF DUBLIN RESIDENTIAL APPEARANCE STANDARDS. Fee summary Charged Paid Credited Due Permit Fee Total 240.00 .00 .00 240.00 Plan Check Total .00 .00 .00 .00 Grand Total 240.00 .00 .00 240.00 This permit is granted on the express condition that said work shall in all respects, conform to the ordinances of the City of Dublin and all laws of the State of Ohio regulating construction, installation, repair and alteration and may be revoked at any time upon violation of any provisions of law. CITY OF DUBLIN Division of Building Standards - 5800 Shier-Rings Road - Dublin, Ohio 43016 Phone: (614) 410-4670 - Inspection Line: (614) 410-4680 Application Number . . . . . 07-00200675 Date 5/23/07 Property Address . . . . . . 7090 LARNE DR Parcel Number: 274-001297 Alternate Address: BALLANTRAE 8-1-#1297 Tenant nbr, name . . . . . . SQ FT 5019 Application type description RES SINGLE FAMILY DETACHED Property owner . . . . . . . Contractor . . . . . . . . . DUNMOOR INVESTMENTS LLC Permit RESIDENTIAL BUILDING PERMIT Additional desc . Permit Fee 0,Q 00 Plan Check Fee .00 Issue Date . . 6~~~a7 Valuation 0 Expiration Date . . 11/19/07 Qty Unit Charge Per Extension BASE FEE 140.00 9.00 40.0000 RES BLDG PLAN REVIEW 360.00 Permit . . RES HEATING, VENTILATING, A.C. Additional desc . . Permit Fee . . . . 230.00 Plan Check Fee .00 Issue Date Valuation 0 Expiration Date . . 11/19/07 Qty Unit Charge Per Extension BASE FEE 50.00 9.00 20.0000 RES HVAC 180.00 Permit . . . . LOW VOLTAGE ELECTRICAL PERMIT Additional desc . . Permit 'Fee . . . . 130.00 Plan Check Fee .00 Issue Date Valuation 0 Expiration Date . . 11/19/07 Qty Unit Charge Per Extension BASE FEE 40.00 9.00 10.0000 RES ELECTRICAL LOW VOLTAGE 90.00 Permit . . . . . . GAS LINE PERMIT Additional desc . . Permit Fee . . . . 70.00 Plan Check Fee .00 Issue Date Valuation 0 Expiration Date 11/19/07 Qty Unit Charge Per Extension This permit is granted on the express condition that said work shall in all respects, conform to the ordinances of the City of Dublin and all laws of the State of Ohio regulating construction, installation, repair and alteration and may be revoked at any time upon violation of any provisions of law. CITY OF DUBLIN Division of Building Standards - 5800 Shier-Rings Road - Dublin, Ohio 43016 Phone: (614) 410-4670 - Inspection Line: (614) 410-4680 Page 2 Application Number . . . . . 07-00200675 Date 5/23/07 Qty Unit Charge Per Extension BASE FEE 70.00 Permit . . . . . . WATER PERMIT Additional desc . . Permit Fee . . . . 1600.00 Plan Check Fee .00 Issue Date Valuation 0 Expiration Date . . 11/19/07 Qty Unit Charge Per Extension 1.00 1600.0000 EA WATER DUBLIN .75" WATER TAP 1600.00 Special Notes and Comments Note: Due to current driveway configuration it will be difficult to back out of garage! Driveway width at garage is only 20 feet. May want to change configuration. NOTICE TO APPLICANT . SEPARATE OWNER/CIVIC ASSOCIATION REVIEW AND APPROVAL MAY BE REQUIRED BY DEED. APPLICANT IS RESPONSIBLE FOR COMPLIANCE WITH ALL APPLICABLE RESTRICTIVE COVENANTS AND DEED RESTRICTIONS REQUIRED BY TITLE. SAWCUT SIDEWALKS REQUIRED Contact ENGINEERING to coordinate 614-410-4624 PROTECT LANDSCAPING as per Dublin's Landscape Inspector at (614) 410-4660. STREET TREES REQUIRED CONTACT PAULA CHOPE, CITY FORESTER Call 410-4701 PRIOR to ORDERING AND INSTALLING for tree placement A Minimum of THREE, 2-1/2 Inch Caliper DECIDUOUS TREES are required in the front yard of this lot, No Closer than SEVEN FEET to a Side Property Line. YARD TREES are to be chosen from the species listed on the City of Dublin approved Street Tree List. Installation will occur during the landscape phase of this house. Placement of the THREE TREES will be Field-Verified by The City PRIOR to INSTALLATION. CORNER and THROUGH LOTS Shall Meet This requirement on all street frontages. . Air conditioning units are NOT PERMITTED within REQUIRED Side or Rear yards. Screen ALL Mechanical Units & Service Structures to top of unit including utility features and air conditioning units. Contact PLANNING DIVISION 410-4600 This permit is granted on the express condition that said work shall in all respects, conform to the ordinances of the City of Dublin and all laws of the State of Ohio regulating construction, installation, repair and alteration and may be revoked at any time upon violation of any provisions of law. CITY OF DUBLIN Division of Building Standards - 5800 Shier-Rings Road - Dublin, Ohio 43016 Phone: (614) 410-4670 - Inspection Line: (614) 410-4680 Page 3 Application Number . . . . . 07-00200675 Date 5/23/07 Special Notes and Comments POST LIGHT at DRIVEWAY with PHOTO CELL REQUIRED. MUST MEET CITY OF DUBLIN RESIDENTIAL APPEARANCE STANDARDS. Other Fees . . . . . . . . . RES BLDG INSPECTION 510.00 RES CERTIFICATE OF OCC 30.00 SEWER DUBLIN 2000.00 SEWER COLUMBUS 3044.00 SEWER INSPECTION FEE 120.00 Fee summary Charged Paid Credited Due Permit Fee Total 2530.00 .00 .00 2530.00 Plan Check Total .00 .00 .00 .00 Other Fee Total 5704.00 .00 .00 5704.00 Grand Total 8234.00 .00 .00 8234.00 This permit is granted on the express condition that said work shall in all respects, conform to the ordinances of the City of Dublin and all laws of the State of Ohio regulating construction, installation, repair and alteration and may be revoked at any time upon violation of any provisions of law. APPLICATION FOR BUILDING PERMIT This form is provided by the Building Industry Association of Ohio as a public service. THE Builders PERMIT NUMBER Issued in Ohio Under Authority of C + z O r Auditors Taxing District .27Y C, t y o F D.410 Parcel Number ? y Oo 12 Q 1 -0 0 ' Address of Property "7 09 o l k e js. ~be' 'b o N a 0 a' Subdivision Lot ~Q 114.0 Ott Sec. PA4 1 (f0 Applicant's Name: )vavA %r- =?yojta-4,v f-j ~jL C. Phone Number: *bdA. M~rk (,raF4- C OJ O'Nn.01 p,~ r Email Address: FaxNumber: / Y_ O? 1 _ Q a Owner's Name: ICtN 0 L a'r d04% P *044r' Phone Number: Address: SY(0=-A 1Cft*t4*8W M Designer's Name: CP,^"Na Phone Number: G ! Y _ Q9 f`_ g I p Q Address: So 13 c?%*m%9-9-4 (e hr, W451 , O /L Yj, Fj Builder's Name: IwNe/ ~et. I 8- ~ Phone Number: Address: , jti I = rink t*4#X s Builder's ID: Type of Improvement: .4/4b) Improvement Cost: 337 111 Number of Bedrooms: 3 Heatin Fuel: ~s A g s Number of Gas Appliances per Unite 3 Number of Baths: Z 11/t- Sewage Disposal: C 14. ~ Garage S j of 10.4&/ Building Height jU 1 JjWy Water Supply: ~t Number Car Garage: a G a Building Zoning Unfinished Basement /$OL 80 j Lot Area it (171Sr Finished Basement IV 'A' Lower Level N A, Total % Occupied by Structure / Y. J 7 0 1st Floor Front Setback 2nd Floor _ `7 / Rear Setback y` w` 3rd Floor A? IA- Right Setback a Other AO) A- Left Setback 2 0 t Garage t7 Lot Width at Building Line X 97. (i0 Deck/Screened In Porch 3?Y w Gross Square Feet ~11g Zoning District p Building Area at Ground Level L 17 r SD Existing Use of Property v A C*4 4- I-AN o'~ Living Area Z(V 7 Flood Plain Yes No The owner of this building and undersigned, do covenant and agree to comply with all the laws of the State of Ohio and the ordinances of this jurisdiction, buildings, and to construct the proposed building or atructare or make the proposed change or n in acco with the plans and spxifieatiotts submitted herewith and certify that the infomuni gi on this application drawings and specifications are to the G 0 best of their knowledge, true and `r' Signature of Applicant Date Received Date Received Date Received Date A roved S-,,2,3 -0-7 Date Approved S• 0- a 7 Date Approved o , Zoning Official Plans Examiner Issuing Authority CITY OF DUBLIN Division of Building Standards - 5800 Shier-Rings Road - Dublin, Ohio 43016 Phone: (614) 410-4670 - Inspection Line: (614) 410-4680 These drawings have been reviewed for and shall comply with the 2004 Edition of the Residential Code of Ohio. PLAN REVIEW CHECKLIST d Application No. 0 7-.200/6 7S o ~ w ~ CL d Date Reviewed_ So- of V 7 y c E Cr m V ~ ~ v Reviewed By a 0 a Plan Reviewer's Comments & Notes v m a Q y __'0A'pproved Disapproved 0 H Z N ~ C tY OBSC Model Energy Code MEC Check worksheet required Manual J/Electric Loads ? Houses over 3, 000 Sq. Ft. Ordinance Stair Risers & Treads 7 3/4" max. riser 10" min. treads and 6'8" headroom R303.6 Stairway Illumination R312 Handrails & Guards R303.1 Light & Ventilation Schedules v/ Schedules Required on Plans; houses, additions and sunrooms R306 Sanitation - Fixture Clearance R307 Figure 307.2 R308 Required Safety Glazing R309 Attached Garage Fire Separation 1318"s. c. or 20 min. door and 518" gyp. Bd. Type x" on ? all common walls per City Ordinance R310 Bedroom Emergency Egress 15.7 sq. ft. (24" net hgt. 20" net width) max. window still hgt. Of 44" a.f.f R311 Exits Ole. I R311.4.2.1 Interior Doors Bath 2'4"x 68", habitable space 216"x 6'87(min) R311.4.3 Landings Minimum X x 3' R311.2.2 Understair Protection 1/2" gyp. Bd. Type X" R313 Smoke Detector Locations Bsmt./hal/way/bedrooms wired to prime e/ectricJbattery pack upli*nlerconnecled Ordinance Carbon Monoxide Detector Outside sleeping areas R317 Foam plastic separation R401.4.1 Soil bearing capacity Use 1,500 psf R403 Footing/pier/pad size & location(s) R403.1.6 Foundation anchorage 1/2.anchor bo/t@6'0"oc,7"intomasonry&concrete R404 Foundation wall sizes & reinforcements Stamped engineered foundation plan required for houses and additions R405 Foundation drainage systems R406 Damproofing or waterproofing R502.3 Floor joist(s) allowable spans Lumber specifications required on drawings R502.5 Allowable girder spans Per Tables R502.5(1) & R502.5(2) R502.6 Bearing 1 1/2" for wood & steel/ 3' for masonry & concrete R502.11.4 : Floor Trusses ? Engineered design required at Frame Inspection PLAN REVIEW CHECKLIST c 'o +o + H CL m ayi U O Cr 0 M Z0 c ° c Plan Reviewer's Comments & Notes 0 m a Q 0 O y Z o c R503 Floor sheathing R(402.2) Concrete floors on ground R 506 ? R602 Wood wall framing R602.7 Headers R602.10 Wall bracing Tables 502.5(1) 6 R502.5(2) R603 Steel wall framing Vol R703.7 Masonry veneer R802 Wood roof framing Table 703.4 R802.3 Framing details Show truss profiles on roof plan Raker ties, joist not perpendicular to rafters R802.4 Allowable ceiling joist spans R802.5 Allowable rafter spans R802.10 Roof trusses / Stamped engineered roof trusses required at framing inspection R807.1 Attic access R1001 Masonry chimneys 22"x 30" R1002 Factory built chimneys we Spark arrestor with rain cap per City Ordinance R1003 Masonry fireplaces ~ Spark arrestor with rain cap R1004 Factory built fireplaces &0' Table 1003.1 6 Figure 1003.1 R1005 Exterior air supply M1701 Combustion air R602.3.1 Stud size & spacing 50 cubic per 1,000 btu/h Table R602.3.1(2) Front & Back Form Revised 04/12/05 O 7 -moo o ~ 75 1. TKUZMAL Engineering eJob 3/23/2007 This eJob is prepared exclusively for: Dealers Lumber Co. 200 Kintner Parkway Sunbury, OH 43074 Work Order: 3_15_07 Job Customer: DUNMOOR HOMES Job Name: PORTER RESIDENCE Job Address: Truswal ID: T254135.J278904 hereby verify that this document was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer. I am responsible for the design of each component detail only not for the proper manufacture of the components. This document is no longer valid if any modifications are made to it. Truswal Systems Corporation 220 Westway Pl. Suite 200 Arlington, TX 76018 800-521-9790 AdlMl bill 1MiVAi Engineering eJob 3/23/2007 Table of Contents Page No. Truss Label Page No. 11 Truss Label Page No. Truss Label 1 C1 2 C1H 3 H1 4 H1A 5 H1B 6 H1C -1 F 7 71 H2 8 H2A 9 H26 --j F 10 H2C 11 H2D 12 H2E 13 H3 14 11. H3A 15 H3B 16 11 HK 17 H3D 18 H3E 19 H3F 20 M1 21 M10 22 M106 23 M1A I F 24 M16 25 11 M1C 26 M1D 27 M1E 28 M2 29 M2A 30 M2C 31 M2D 32 M2E 33 M3 34 M4 35 M5 36 M6 37 M7 38 M7A 39 M7q77 40 M8 41 M8A 42 M86 43 M8C 44 M8D 45 M8E 46 M9 47 M9A 48 T1 49 T2 50 T2A 51 T3 52 T3G 53 T5 54 V1 55 V1A 56 V2 57 V2A - 58 V3 59 V3A 60 V3G 61 V4 Page 1 Truswal Systems Corporation 220 Westway PI. Suite 200 Arlington, TX 76018 800-521-9790 AAA bb, I UK U ICI MOM Engineering eJob 3/23/2007 Truss Engineer Design Responsibilities The engineer's signature on this design certifies that the individual component depicted, if built with the materials and to the placements and tolerances specified, will bear the loads shown on the drawing. Users of the component are responsible for determining that any as-built component conforms to the design. The. loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineer's seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI 1-2002 Chapter 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical loads down to the foundation, the design of the foundation or analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document. A wet or embossed seal copy of this engineering document is available upon request. Truswal Systems Corporation 220 Westway PI. Suite 200 Arlington, TX 76018 800-521-9790 bl-IKUPM Engineering eJob 3/23/2007 Required Details* Other Available Details* ftQ:Hl40:truswal &ftp truswal com/DesignsDetails/CO/AltBrace pdf ftQ://140:truswal(a)ftp truswal com/DesignsDetails/CO/EvaluationRel2ortl607 pdf *Sealed versions of these details are available upon request. Truswal Systems Corporation 220 Westway Pl. Suite 200 Arlington, TX 76018 800-521-9790 • • • s Job Name: PORTER RESIDENCE Truss ID: C1 (aft : 7 CRITICAL MEMBER FORCES: TC Designed per ANSI/7PI 1-2002 2x4 SPF art This truss is designed using the BC 2x4 SPF 82 Th is design does not account for long term ASCE7-02 Wind Specification G8L BLK 2.4 SPF STUD time dependent loadingfo (creep). Building Bldg Enclosed . Ves, Importance Factor = 1.00 QC Detail Seet Designer must account r this. Truss Location =Not End Zone Refer testing to and Joint Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF Hurricane/Oc!'"60.98 Li= No Exp Category = C R truss plate values are based on MULTIPLE LOAD CASES. I C/IBC Bldg Length ft, 81 dg Width 40.00 ft proval as r h equired for by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: Mean roof heigght = 23.96 ft, mph 90 and ANSI/TPI and are reported in available Pg . 25 psf Ce = 1.0, I . 1.0, Ct = 1.10 TPI Standard Occu ancy, Dead Load = 12.0 psf documents such as ICBO 81607. Cap Truss apprication (pigyy back) only. Designed as Main Wind Force Resisting System Cable verticals are 2x 4 web material spaced Refer to appropriate detail(s). and Components and Cladding at 48.0 " o.c. unless noted otherwise. 20 psf Live Load applied to the bottom chord Tributary Area - 13 sqft in accordance with BOCA requirements for residential attics with clear height>42". 3-33-3- 333-1 3'3"1 6-6-2 1 2 3 8.00 8,0 4-4 2 -8 2-77-12 SHIP 047 0~7 i zz t 0-04 0-14 0-14 100-04 OF At 7-114 3-3.1 5 8.3.1 6 DONALD LEE 3-3-1 6-6-2 ~ ry SCOTT i TYPICAL PLATE : 2.5-4 OVER CONTINUOUS SUPPORT S ' E 49175 OtIl All connector plate/ are Truswal 20 ga. unless V. " o16"(1g ga.), "H"ftti a.), tr "~X"(TYVMX 20 ga.), Positioned perra Joit latex or b l n Details Report. 7 Circled tales and take /tame Iates are sttioned ass wn above . Shill a8ble stud aes to avoid over a with structul sta le I. WARMNGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_T_3_15_07_L00008_300001 and done in accordance with the current versions of TPI and AFPA design standards. No res ponsibsiy is assumed for dimensional accuracy. Dimensions are to be verified by the componenl manufacturer and/or building designer for to fabrication. The bustling designer must ascertain that the bads Dsgn r : MR #LC = 37 WT : 27# T R U S WA L uldi ed on this des gn meet or exca. ,he loading imposed by the local budding code and the particular application. The design assumes that the lop chord is laterally braced by the roof or floor sheathing and the bottom chard is labs braced b a TC Live 2 5.00 psf Li owDu r L=1.15 P=1.15 riders. Bracing stawn is for lateral support of components members only to reduce buckling legtll This componponent shall no not be placed in in any nY length. This component any TC Snow(Ps) 19.25 psf Rep MUr L=1.15 P=1.15 ® SYSTEMS environment that will cause the moisture content of the wood to weed 19% and/or cause connector plateconosion. Fabricate, handle, install TC Dead 10.00 psf Rep br Bnd /Comp /Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Dated Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 Rl4y Building Components Group, Inc. 'ANSIRPI 1'.' TCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C .Spacing 2- 0- 0 220 Wilt-y Place' Suite 200• Arlington, 7X 76018 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUS PLUS 6.0 VER : T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/241 Job Name: PORTER RESIDENCE Truss ID: C1 H Oty: 1 CRITICAL MEMBER FORCES: TC 2x4 SPF 82 Designed per ANSIZPI 1-2002 BC 2x4 SPF 82 This design does not account for ion term This design based on chord bracing applied Refer to Joint 2x Detail Sheet for pp 4 per the following schedule: Maximum Rotational Tolerance used Designnerremussttaccount9forrthis. Building Max o.c. from to IRC/IBC truss plate values are based on THIS DESIGN IS THE Cg4POSITE RESULT OF TC 24.00" 1-11- 0 5-11- 0 testingg and approval as required by IBC 1703 MULTIPLE LOAD CASES . Hip-Drop : 0-1-13 and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: Th is truss is designed using the documents such as IC80 81607. Pg . 25 psf, Ce ldg Encl = do. d 1.Or Ct = 1.10 ASCE7-02 Wiose = Vesn d d Specs, I cation Gable verticals are 2x 4 web material spaced Drainage must be provided to avoid ndin Bmportance Factor = 1.00 at 29.0 o.c. unless noted otherwise. Po g- Truss Location - Not End Zone Top chord supports 24.0 of uniform load 20 psf Live Load applied to the bottom chord Hurricane/Ocean Line . No Exp Category = C at 25 psf live load and 30 psf dead load. in accordance with BOCA requirements for Bldg Length 60.00 ft 61 dg Width - 40.00 ft Additional design considerations may be residential attics with clear height>42". Mean roof height = 23.'x2 ft, mph 90 required if sheathing is attached. TPI Standard Occupancy Dead Load .12.0 psf [r] indicates the requirement for lateral Designed as main wind force Resisting System bracing (designed by others) perpendicular and Coapgnent and Cladding to the plane of the member at I6'interval s. Tributary Area a = 16 sgft Bracing is a result of wind load applied to melnber.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face proding lateral support for webs in the trusvis plane and creating shear wall action to resist diaphragm loads. 1-11-0 7-10-0 -0 1-11-0 4-0-0 1-11-0 1 2 3 4 8.00 -8.0 3- aR3 3 4 1 -12 1- -9 1- -9 SHIP 0-0-4 0-0-4 0 Y f 1e` k 7-10-0 DONALD O 5 8 s 7-10-00 140 49175 - t 7100 ` 1. TYPICAL PLATE : 2.54 OVER CONTINUOUS SUPPORT if 00 40 All connector platef are Truswal 20 ( g ~Tyy 9 pe'a'+rP4r+ar8"'f Circled fates and false frame Istesgre nl aitiix esbsh~atlv~n above. tt a8 stiia ~latds to aXviid UrNo6w th sdrl~chi e~ Plato,', lion 9 le•. R3/2312007 ead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® 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 res W0: Dri ve_T_3_15_07_L00008_J00001 responsibility is assumed for dimensional accuracy. Dimensions T R U S WA L a noted. re to be venfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads Dsgn r : MR #LC = 37 WT: 23# ultlilld on this design meet or eased the loading imposed by the local building code and the particular application. The design assumes that the lop chord is laterally braced by the roof or poor sheathing and the bottom chord is laterally TC Live 2 5.00 psf Li veDu r L=1.15 P=1.15 by a lend h. This component directly attached, unless otherwise ed. Bracing shown 5 for lateral support of components members only to reduce buckling length. hs componponent shell not t be be placed in any TIC Snow(Ps) 19.25 psf SnoWDu r L=1.15 P=1.15 ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19%and cause connector plate corrosion. Fabricate, handle, install TIC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accroroance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 IM Building Components Group, Inc. 'ANSI/TPI 1'.' TCA 1'- Wood Truss Council of Amenca Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 770 Westw•ay Plan, Sufte 200, ArOngton, TX 76018 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste ON, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/2411 Job Name: PORTER RESIDENCE . Truss ID: H1 Q ; 2 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Web bracing regired at each location shown. 1 0- 2-12 1339 5.50 2.66 See standard details (7X01087001-001 revl). This design based on chord bracing applied 2 26- 4- 4 1339 5.50 2.66 WEB 2x4 SPF STUD ® Designed per ANSI/TPI 1-2002 per the fallowing schedule: BRG REQUIREMENTS shown are based ONLY 2.4 SPF #2 9-3, 3-11 This design does not account for long term 7C max 24o.0" from to on t he truss material at each bearing Refer to 3oint QC Detail Sheet for 11-4 time dependent loading (cree Building UPLIFT REACTION(S) Designer most account for is. Support C-C Wind Main Wind Non-Wind L/999 MEM 8-9 (LIVE) LC 37 IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF 1 -211 lb -177 lb L. -0.06" D- -0.06" T- testing and approval as required b IBC 1703 MULTIPLE LOAD CASES. -0.11" Loaded for 10 PSF non-concurrent RCLL. : 2 -211 lb -177 lb CRITICAL MEMBER FORCES: and AN I/TPI and are repor[. in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: HORI20NTAL REACTION(S) . TC COMP.(WR.)/ TENS.(WR.) CSI documents such as ICBO #16077. Pg = 25 psf, Ce = 1.0, I = 1.0, Ct 1.10 support 1 -243 lb 1-2 -1462 1.15)/ 227 1.60) 0.79 Hip-Drop 0-1-13 Drainage must be provided to avoid ponding. support 2 -243 lb 2-3 -1204 1.15)/ 289 1.60) 0.65 20 psf Live Load applied to the bottom chord This truss is designed using the 3-4 -917 1.15)/ 280(((1.60) ON rn accordance with ROCA requirements for ASCE7-02 Wind Specification 4-5 -1202 1.15)/ 288(1.60) 0.634 5 residential attics with clear hei ght>42". Bldg Enclosed =Yes, Importance Factor = 1.00 5-6 -1462 1.15)/ 227(1.60) 0.79 Truss Location = Not End Zone Hurricane/Ocean Line " No E Category = C BC COMP.(DUR.)/ TENS.(DUR.) CSI .00 ft Mean 60.00 ft Sidg D& ft, ead oihth== 00 7-8 -244(1.60)/ 244(1.60) 0.27 TPI Standard Occu ancy Dead Load = 12.0 psf 8-9 -170(1. 60) / 1140( 1.6) .48 Designed as Main Wind force Resisting System 9-60 -42((1.60915((1.150) 00.33 and Components and Cladding 10-11 -42 1.60)/ 915 1.15) 0.35 Tributary Area F ASE syyft 11-12 -170(1.60)/ 1140(1.15) 0.48 --LOAD CASE #1 DESIGN LOADS 12-13 -244(1.60)/ 244(1.60) 0.27 Vof r ert L.P00 L.Loc R. PIf R.Loc LL/TL WB COMP. ((WR)) TEN24 S ((DU0. 3 CSI TC Vert 90 - 0:1 1- 0 90.00 0- 0- 0 0.56 1-8 1112(1.80)%/ 1157(1.15) 0.63 TC Vert 70.00 00- 0 70.00 26- 7- 0 0.71 7C Vert 90.00 26- 7- 0 90.00 27- 6- 0 0.56 2-8 -73(1.15)/ 108(1.25) US BC Vert 20.00 0- 0- 0 20.00 26- 7- 0 0.00 2-9 -358(115)/ 179(1.60) 0.47 3-9 -73(((1..60)/ 330(((1.15)0.11 3-11 1 4-11 47 1. ) 60% 305 1.15) 0.10 5-61 -359(1.15)/ 181(1.60 0.47 - 5-lz 73(6.15>/ 608(6.25) 0.05 I' 4-0-0 11 3 8 6-13 -6286((1.15)/ 6242(1.60) 0.33 2 r3 4 5 6 8.00 8.0 6-6 5- 9- -13 2.5 4 2.5-4 8-8-10 8-8-10 SHIP 3-6 3-6 1-~T-5 t~5 2.5 4 5-6 2.5-4 3-6 5-6 81 S=3-6 2.5-4 W:508 W: R:1339 RA33 y~#7ar.#a.,~ 4 U-21 b„ o =zi i OF o ofo 0 1#104*w..+..y~ I+ r 26-7-0 7 8 9 10 11 12 13 44 1R E( eti SCOTT 4 it E49175> ot" All connector plate are Truswal 20 ga. unless shown bj: 18"(18 ga.), "H"f18 gp.), or "MX" Circled laces and also frame hates are sltioned as n above. Sh 816 stud late(sT to a".0 orla swiotlni strupocluialntlates dor aeport 3/23/2007 t8 le . WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES This design is for an individual building component not buss 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 rDri : Ve_T_3_15_07_L00008_J00001 sponsib4ity 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 bads Dsg n r MR #LC = 38 HIT. 181# T R U S WA L utilized on this design meal or exceed the loading imposed by the local budding code and the particular 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 TIC Live 2 5.00 psf L i veDu r L=1.15 P=1.15 noted. Bracing shown W for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Snow (Ps) 19 . 2 S psf - SnowDu r L=1.15 P=1.15 ® SYSTEMS lenviniment that will cause the moisture content of the wood to exceed andlor cause connector plate corrosion. Fabricate, handle, install. TIC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards:'Joint and Cutting Detad Reporls' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 RM Building Components Group, Inc. ANSVTPI 1', WTCA V- Wood Truss Council of America Standard Des" n Res 220 Wastway Place, Suite 200, Arlington, 7X76019 ~9 p sttilte ( 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C .Spacing 2- 0- 0 (BCSI 1-03) and 73(51 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute TPI is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 1911h Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: H1A Qt : 2 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Web bracing required at each location shown. 1 0- 2-12 1420 5.50 2.83" 2.4 SP #1 3-4 See standard details (7X01087001-001 revl). This design based on chord bracing applied 2 26- 4- 4 1400 5.50 2.79" BC 2x4 SPF #2 ® Designed per ANSI/TPI 1-2002 per the folmaring schedule: BRG REQUIREMENTS shown are based ONLY WEB 2x4 SPF STUD This design does not account far ton term max o.c. from to 2x4 SPF #2 3-10 time dependent loading (cree Buy, din TIC 24.00" 9- 3- 8 17- 3- 8 On the truss material at each bearing Refer to Joint a Detail Sheet for P 9 UPLIFT REAC~ION(5) MAX DEFLECTION (Span) Maximum Rotational Tolerance used Designer must account for this. Support C6C W rid Main Wind Non-Wind L/999 MEN 30-11 (LIVE) LC 36 IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF 1 -209 - 1b -174 16 L= -0.24" D- -0.34" T= - tests sting and MULTIPLE LOAD CASES. 2 -09 roval 0.57" and ANSI/Td aand are are r s regedr,n avaigab1703 Loaded for 30 PSF rron-concurrent BCLL. HORIZONTAL R2EION(S)174 lb CRITICAL MEMBER FORCES: ) documents such as ICBO #1607. ASCE7-02 SNOW LOAD DESIGN CRITERIA: support 1 198 lb• 1T2 COMP.ff.15)% T11NOSi it 0 36 Hip-Drop : 0-1-13 Drainage5must'bee rovidedlto avo1dCpt = 1.10 support 2 -198 d -81 20 psf Live Load ap lied to the bottom chord 3 P onds rig. This truss is designed using the Z-3 -1448(1.15)/ 261(1.60) 0.71 in accordance with BOCA requirements for ASCE7-02 Wind Specification -4 -1129(1.15)/ 254(1.60) 1.00 residential attics with clear height>42". Bidg En clcatose d = Y es , I mportance Factor 1.00 4-5 -1412(1.15)/. 261(1.60) 0.69 Truss Loion = Not End Zone 5-6 -81(1.15)/ 105(1.15) 0.35 _ Hurricane/Ocean Line - No Ezp Category = C Bldg Len th 60.00 ft, 81 dg Width 40.00 ft BC COMP. (DUR.)/ TENS. (DUR.) CSI TPI Mean roo Standard O height = 22.93 ft, mph = 90 7-8 -219(1.60)/ 1169(1.15) 0.84 ccupWancyDea d Load 12.0 psf 8-9 77 1.60)/ 1If ((1.15 84 1 Designed as Main ind force Resisting System 11 - 2 20( 1.60)% 1143 ( 1.lSj 0.0. 84 and Components and Claddi 0- Tributary Area = 53 syyft ---LOAD USE #1 DESng IGN LOADS WB COMP. DUR.)/ TENS. DUR.) CSI Vert L.PIf L.LOC go R.Loc L 3 0.56 -7 -310 1.15)/ 142 1.60 0.08 TC Vert 90.00 - 0-11- 0 90.00 0- 0- 0 0.56 2-7 _11'201 115)/ 188 1 1.603 0.75 TC Vert 70.00 0- 0- 0 70.00 26- 7- 0 0.71 2-8 -1.60)/ 154 1.15) 0.12 TC Vert 90.00 26: 7: 0 90.00 27- 6- 0 0.56 3-8 -11(1.60)/ 319 1.15) 0.17 BC Vert 20.00 0- 0- 0 20.00 26- 7- 0 0.00 3-10 -173(3.15)/ 103 1.15) 0.30 4-10 / 323(1.25) 0.16 5-10 -130(<1.60)/ 154(1.15 0.12 5- 11 -53 1 189 1 60 0 6-11 1310(1.15)% 141((1.60] 0.075 8 9-3-8 n 8-0-0 1 2 3 4 5 6 8.00 -8.0 6- 5- 7 -13 5-6 4.8 7-4-10 7-4-10 SHIP 2.5-4 2.5-4 1L~5 T 1-~7-5 3-6 2.5-4 S=3-6 3-6 61 3 6 82 W:508 W:508 rdr'v`r'r`rya 1420 R:1400 If,•• ON HO 0110 U:-209 %0% DONALD 26-7-0 -1 1 LEE 7 8 9 10 11 v : S COTT t 49175 ''r'+krwrAV All connector plate are Truswal 20 ga. unlegs shown by "18"(18 ga.), "H"(16 g~ or "MX"(TYYMX 20 ga.), positioned per Joint Detai s Report. 3/23/2007 Circled llfbe and false frame totes are a `ioned as shown above. Shitf a6b a stud latex to avoid over a with structure totes or sta la . A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component nor truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_T_3_15_07_L00008_JO0001 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 bads Dsgn r : MR #LC = 38 WT : 165# T R U S WA L ullued on this desig n meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TIC Live laterally braced by the roof or floor sheathing and the bottom chord is laterally braced b a 2 5.00 psf Li owDu r L=1.15 P=1.1 5 r dngth. This midenall directly bpies in TC DeaW(Ps) 1019..25 00 Rep Mbr L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component t shelf not be pieced th any ® SYSTEMS environment that will cause the moisture content of the wood to exceed l9%andlorcause connector plate comosion. Fabricate, handle. install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 IM Building Components Group, Inc. ANSIRPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities.13UILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 710 Wattway Place, Suite 200, Arlington, 1X76018 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onwfno Drive, Madison, TRUSPLUS 6.0 VER : T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC- 2003 DEFL RATIO: L 240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: H1B Q : 2 BRG X-LOC REACT SIZE RE%D TC 2x4 SPF 82 Designed per ANSI/TPI 1-2002 1 0- 2-12 1512 5.50 3.01" BC 2.4 SPF This design does not account for Tonyy term This design based on chord bracing applied 2 26- 4- 4 1512 5.50 3.01 WEB 2x4 SPF STUD time dependent loading (creep). Bui ldin per the following schedule: c. from BRG REQUIREMENTS shown are based ONLY 2x4 SPF 82 3-10, 10-5 Designer must account for this. TG 24 g max o.0" 7- 3- - 3- 8 19to Lumber shear allow.bl.s are per NOS. Refer to Joint QC Detail Sheet for .00" - 3- 8 On the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used UPLIFT REACTION(S) MAX DEFLECTION (span) : MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on Support C-2 Wind Main Wind Non-Wind L/999 MEN 9-10 (LIVE) LC 3S Loaded for 10 PSF non-concurrent BCLL. testinyy and approval as r 1 -207 lb -171 lb ASCE7-02 SNOW LOAD DESIGN CRITERIA: and AN I/TPI and are reported in by availIBCabl1703 2 -207 lb -171 16 CRITICAL -0.08" D= -0 E: T= -0.14" p9 document such as re ICBO repor 81607. ted in e HORIZONTAL REACTION(S) 7l . CRITICAL MEMBER FORCES: = 25 psf, Ce = 1.0, I = 1.0, Ct = 1.10 documents such TC COMP. DUR.TENS. WR.) CSI Hip-Drop : 0-1-13 Drainage must be providd ( This truss is desi ned usin the pondi ng : e to avoid support 7 -158 16 1-2 -56 1.15 / 82(1.15) 0.21 9 g 20 psf Live Load applied to the bottom chord [ ASCE7-02 Wind 5 ecification with -------LOAD CASE 81 DESIGN LOADS 2-3 -1569 1.15 / 246 1.60) 0.34 Bldg Enclosed =pYes, I in accordance wit BOLA requirements for rt L.PIf L.LOC R.Plf R. LOC LL/TL -4 -1580 1.15 / 282 1115 .60) 0. 95 mportnance Factor = 1.00 residential attics with clear hei t>42". 3 .95 Truss Location - Not End Zoe 9'h TC Vert 90.00 - 0:11 - 0 90 90.00 - 0- 0 0.56 4-5 -1580 1.15)/ 2821.60) 0 Hurricane/Ocean Line = No Ezp Category - C TC Vert 70.00 0- 0 70.00 266- 7- 0 0.71 5-6 -1569(1.15)/ 246 1.60) 0.34 Bldg Length 60.00 ft 8'I dg Width = 40 00 ft TC Vert 90.00 266- 7- 0 90.00 27- 6- 0 0.56 6-7 -56(1.15)/ 82 .1) 0.21 Mean roof heigght - 22.17 ft, mph 90 BC Vert 2000 .0- 0- 0 20.00 26- 7- 0 0.00 BC COMP.(DUR.)/ TENS.(DUR.) CSI TPI Standard Occu ancy, Dead Load = 12.0 psf 8-9 -226(1.60)/ 1164 <1.15) 0.57 Designed as Main Wind Force Resisting System 9-10 -113(1.60)/ 1241(1.15) 0.60 and emponents and Cladding 10-11 -133(1.60)/ 1241(1.15) 0.60 Tributary Area = 53 soft 11-12 -226(1.60)/ 1164(1.15) 0.57 IWB COM7pS (CDU15)/ TE107((1~. 60) 0(07 2-8 -1654(1.15)/ 195(1.60) 0.76 2-9 -56(1.60)/ 215 3.15) 0.12 / 212 1.25) 0.11 3-10 -115(1.60)/ 607 1.15) 0.19 4-10 -603(1.15)/ 152 1.60) 0.48 5-10 -115(1.60)/ 607 1.15) 0.19 5-11 / 212(1.25) 0.11 6-17 -1654((1.15)% 195(1.60) 0.76 7-12 -275(1.15)/. 107(1.60) 0.07 7-3-8 12-0-0 7-3-8 1 2 3 4 5 6 7 8.00 -8.0 6- 2.546-85-10-13 4-8 6-0-10 4-8 6-0-10 2.54 SHIP TT 2.5-4 1i-5 1~5 3 8 2.5-4 5-6 2.5-4 61 3-8 82 R: 50 2 W:508 s ? ~1 e•C U:-207011 o U-207 OAO 26-7-0 t ;r DONALD 8 9 10 11 12~ )E * t SCOTT ¢ E 49175 ~""'Drrrwrw All connector plates are Truswal 20,n-. upnlega shoyvn b~"7818 ga.), "F{"116 ga.) or "MX"I MX 20 ga.)ositionad per J0Int Details Report. 3/23I2OO / Circled Mates and false Game lateosltlone ass own above. Shl able 'stud Mates to avoid ow a with structure Mates or sta Ie . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® 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 desi n standards. No reW0: Dri Ve_T_3_1$_07_LOOQ08_J00001 9 sponsibility is assumed for dimensional accuracy. Dimensions are to be venfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads Dsg n r : MR #LC = 38 WT : 165# T R U S WA L util zed on th s design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TIC Li is lateraly braced by the roof or floor sheathing and the bottom chord is laterally braced a Live 2 5.00 psf L i veDu r L=1.15 P=1.15 by rigid sheathing material directly attached, unlessolherwise TC Snow(Ps) 19.25 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TIC Dead 10.00 psf Rep Mb r Brill / Comp / Tens and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Tnswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 RM Building Components Group, Inc. 'ANSI7TPI1','WTCA1'-Wood Truss Council of America Standard Design Responsibilities,BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf O.C.Spacing 2- 0- 0 220 Wostway Pie", SWfe 200, ArOnyfon, TX 76018 (SCSI 1403) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 " e ? 4 Job Name: PORTER RESIDENCE Truss ID: H1C Qty: 2 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP 81 Web bracing re uired at each location shown. 1 0- 2-12 2774 5.50 2.30" BC 2x4 SP 240OF-2.OE q This design based on chord bracing applied WEB 2x4 SPF STUD See standard details (TX01087001-001 rev!). 26- 4- 4 2774 5.50 2,30" ® Designed per ANSI/TPI 1-2002 per the following schedule: BRG REQUIREMENTS Shown are based ONLY 2x4 SPF 82 1-8, 12-6 This design does not account for long term max O.C. from to 2 PIT BLR 2x4 SPF STUD time dependent loading (tree i Tf 24•x" 5- 3- 8 21- 3- 8 on the truss material at each bearing Refer to Joint QC Detail Sheet for p). Bu !ding UPLIFT REAG&C 5 Desi er most account for this. ( ) MAX DEFLECTION (span) Maximum Rotational Tolerance used THIS Support C6C wind Main Wind Non-Wind on D SIGN IS THE COMPOSITE RESULT OF 1 -1372 lb -8816 lb L/999 MEM 9-10 (LIVE) LC 14 IRC/IBC truss plate valuesqui are based MULTIPLE LOAD USES. 2 L= -0.21" D- -0.16" T= -0 36" testingg and approval as rered by IBC 1703 -1319 16 -856 16 and i7 dpi and are re rted in available Loaded for 30 PSADF non-concurrent BCLL. HORIZONTAL REACTION(S)) CRITICAL ME BER FORCES: DUR) CSI po APCE7-02 SNOW LO DESIGN CRITERIA: support 1 -110 16• ( documents such as ICBO yyN1607. g = 25 psf, Ce = 1;0, I : 1.0 Ct = 1.10 rmanent 1-2 -3064 151,11 71(1.60) 0.73 Peprevent rotation/topplinged See SCSI others) 103 Drainage must be provided to avoid ponding. Thps°truss isldesi fined usin 2-3 -3815 1.15)/ 2054(1.60) 0.70 20 psf Live Load applied to the bottom chord ASCE7-02 Wind SPeci fi cationg the 3-4 -3839 1.15)/ 2045 1.60) 0.64 and ANSI/TPI 1. in accordance with M requirements for Bld Enclcoatiosedn = : Ves, Not End I 4-5 -3839 1.15)/ 2045((1.60) 0.7 nce Factor = 1.00 5- 0 residential attics with clear hei t>42", T9 End Zone - 6 3839 .1 15)/ 1544(1.602 0.74 russ Lo mWpi hth 0.00 ft Hurricane/Ocean Line . No Ezo Category = C BC COAW.(WR1 TENS.(WR.) CSI MB1 9 ean ggrooftheipphht°.002y1,Det~0 ~ ft 7-8 -110(1.60)/ 110(1.60) 0.42 TPI Standard Occu ancad'Load AS psf 8-9 -1227(1.60)/ 2477 I.15) 0.63 Desiggnned as Main Wind Force Resisting System 9-10 -1936(1.60)/ 3831(1 5) 0.75 and Cmmponents and Cladding 10- 11 -1936(1.60)/ 3635 1.15) 0.75 Tributary Area = 116 sgft 11-12 -1211(1.60)/ 2478 1.15) 0.65 -------LOAD CASE 81 DESIGN LOADS 12-13 0(1.60)/ 0 1.15) 0.43 TC Vert rt L.90.00Pif L.LOC R. PIf R.Loc L0.16 WB COMP.(DUR TENS.(DUR.) CSI - 0-11- 0 9 0.00 0- 0- 0 0.56 1-7 -2507(1.15)/ 1224(1.60) 0.64 TC Vert 70.00 0- 0- 0 70.00 26- 7- 0 0.71 1-8 -1257(1.60)/ 2531 .15) 0.80 TC Vert 90.00 26- 7- 0 90.00 27- 6- 0 0.56 2-8 -160(1.60)/ 217((11 .15) 0.12 BC Vert rt 2010 ..00 0- 0- 0 20.00 6- 4- 0.00 2-9 -889(1. 60)/ 1812(1.15) 0.99 BC Vert 0- 4- 4 10.00 26- 2-12 2 0.00 3-9 -519(1.15)/ 107((1.60) 0.26 BC Vert 20.00 26- 2-12 20.00 26- 7- 0 0.00 3-11 -52((1.15))/ 47 1.15) 0.06 ...Type... !lots X.LOC LL/TL 4-11 -474 1.15 / 91(1.60) 0.24 TC Vert 60.0 - 0-11- 0 1.00 5-11 -891(1.15 / 1829(1.15) 1.00 Tf Vert 60.0 27- 6- 0 1.00 5 12 -170(1.60)/ 226(1.15) 0.12 CRITICAL POINT LOADS ------------------14a, r, Min 6-12 -1238(1.60)/ 2532(1.15) 0.80 BCYVert 1X 4oc4 2 "3 Du -211%1u60 6-13 -2508(1.15)/ 1172(1.60) 0.64 BC Vert 3- 4- 4 230/1.15 -101/1.60 BC Vert 5- 4- 4 230/1.15 -173/1.60 BC Vert 7- 4- 4 230/1.15 -173/1.60 BC Vert 9- 4- 4 230/1.15 -173/1.60 5-3-8 16-0-0 5-3-8 BC Vert 13- 3- 8 2301.15 -173%160 1 2 3 4 6 6 BC BC Vert I Vert 17- 2-12 2300%11155 123/1.60 BC Vert 19- 2-12 230/1.15 -173/1.60 8.00 -8.0 BC Vert 23- 2-12 230/3:15 :101/1.60 BC Vert 25- 2-12 283/1.15 -211/1.60 j 6- -4 2.5- 6 4 -13 I 4-8-10 4-10 4-8-10 1~ 4-10 SHIP 1 I~r5 4Z 1- 5 2.5-4 6-6 6-6 5-12 6-6 Ell S=H5125 2.5-4 W: W :508 R:2774 R:2774 # tr OF +to 10 R:277 U-137 F1-1110 0,10 U:-1319 f~ i~ r 6-7- r " DONALD ~ ~a 7 6 9 10 11 12 13 LEE " - SCOTT 1 X E 49175 f ~a x y T 8 a w 8~ H M Cu 6 a s i2 cle~n IaMOtes and raise f ame la[eare n~ slGonatl as~{1=rn8o abdve~'Sht aa~slud IXtd yy~X 20 ga.l 'rositiodnt sGU~Gkuralntla=es Bor sq °e . 3/23/2007 o avoid a w1 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES 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 ba verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads Dsgn r: MR #LC = 15 WT : 190# T R U S WA L uliizad on this design meet or exceed the loading imposed by the local building code and the particular 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 TC Live 2 5.00 psf Li veDu r L=1.15 P=1 , 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shah not be placed in any TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS environment that will cause the moisture content of the wood to ezceed19%and/o cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace thi truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tnlswal software, BC Live 0.00 psf. 1.00 / 1.00 / 1.00 RW Building Components Group, Inc. 'ANSIRPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAFETY INFORMATION'- 22o Waslway Pace, Su#0 200, ArRngfon, TX 76018 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) s located at 583 D'Onofrio Drive, Madison, BC Dead 10.00 psf O. C. Spaci rig 2- 0- 0 TRUSPLUS 6.0 VER : T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 190, Street, NW, St. 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 • , R a Job Name: PORTER RESIDENCE Truss ID: H2 Qt : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #1 Designed p 1 0 or ANSI/TPI 1-2002 - 2-12 2217 5.50 2.62 2z4 SP 2400E-2.OE 4-5 This design does not account for lon term This esign basd an chord bracing applied 2 38- 5- 4 2368 S.50 2.79 BC 2x4 SP #1 time dependent loading (cree BUYl din per thde fol maxi rieg schedule: BRG REQUIREMENTS shown are based ONLY WEB 2x4 SPF yz0OF-2.OE 11-13 p 9 max O.C. fr Designer most account for this. TC 24.00" 15- 4om - 0 23-10- 0 On the truss material at each bearing 2x4 SPF STUD 2-10, 14-7 Maximum Rotational Tolerance used UPLIFT REACTION(S) MAX DEFLECTION (span) WEDGE 2x6 SPF #2 THIS DESIGN IS THE COMPOSITE RESULT OF Support C-1 Wind Main Wind Non-Wind L/996 MEN 13-14 (LIVE) LC 37 PLT BLK 2x4 SPF STUD MULTIPLE LOAD CASES. 1 -182 ib -134 lb L- -0.46" D= -0.23" T= -0.69" Loaded for 10 PSF non-coNncurrent BCLL. IRC/IBC truss plate values are based on 2 -216 lb 167 16 AS E7-02 SNOW LOAD DESIG CRITERIA: testing HORIZONTAL REACTION(S) . CRITICAL MEMBER FORCES: tRPI aand are rs required in available 03 support 1 -308 b TC COMP.(WR.)/ TENS. DUR.) CSI 9.= 25 psf, Ce - 1i0, I = 1.Oi Ct = 1.10 epo -308 1b 1-2 -3348(1.>/ 295 1.60) 0.76 DPrainage must be provded to avoid pondrng. documents and AN S Isuch as IC80 #167. support :310088 2-3 -3235 1.15)/ 396 1.6) 0.58 This truss is designed using the 20 psf Live Load ap lied to the bottom chord Hip-Drop 0-1-13 15 ) ASCE7-02 Wind Specification p --LOAD [ASE #1 DESIGN LOADS - 3-4 -3182 1.15 / 436 1.60 0.73 Bldg Enclosed . Yes, Importance Factor 1.00 in accordance with BOCA requirements for Dir L.Plf L.Loc R.Plf R.Loc LL /TL 4-5 -2058 1.15)/ 311 1.60) 0.91 Truss Location = Not End Zone residential attics with clear height>42". TC Vert 70.00 0- 0- 0 70.00 38- 8- 0 0.71 5-6 -3179<1 :15)/ 431<1.60) 0.73 B rrri Lane/Oc"ean60700 ft~61 Ez Category = C 7C Vert 90.00 38- 8- 0 90.00 39- 6- 8 0.56 6-7 -3232((1.15)/ 390((1.60)) 0.58 p 7-8 -3347 1.15)/ 291 1.60 0.76 y dg Width = 40.00 ft BC Vert 20.00 0- 0- 0 20.00 38- 8- 0 0.00 Mean roof heigght = 17.11 ft, mph = 90 BC COMP. DUR.)/ TENS. <q1R.) CSI TPI Standard Occu ancy, Dead Load = 12.0 psf 9-10 -185 1.6)/ 2652(1.15) 0.85 Designed as Main Wind Force Resisting System 10-11 -34 1.60)/ 1983(1.15) 0.77 and Components and Cladding 11-12 -34 1.60)/ 1983(1.15) 0.90 Tributary Area = 77 sqft 12-13 -27((1.60)/ 1984(1.15) 0.90 14 14-15 -168(1.611 (2650(1.15) O0.77 .BS WB COMP. (OUR.TENS.(WR.) CSI 2-10 -539(1.15)/ 268(1.60) 0.39 4-10 -193(((1.60)/ 1062(1.15) 0.65 4-12 -62 1.60)/ 480 1.15 0.22 5-12 -82 1.60)/ 476 1.15) 0.22 5-14 -178(1.60)/ 1058 1.15) 0.60 7-14 -535(1.15)/ 256(1.60) 0.39 15-4-0 8-0-0 1 1 -4 0 1 2 3 4 5 6 7 g 8.00 8.0 5-6 5 -5-12 S=3-8 2.5-4 2.5-4 5=3-8 10-7-9 11-1-14 SHIP 6-6 6-6 = 4-4 4-4 x 0-4-14 44 S=5-8 2.54 S=5-8 44 0-4-14 B1 82 W:508 R:2217 R:2368 a#/ r U:-182 U:-216 0# jf, OF, 0 i r V 7/0 38 8-0 0-4-8 / 't4~at•N o 0 4 9 10 11 12 13 14 15' FLEE ii E SCOTT i a~ *175 TYPICAL PLATE : 6-6 S T 11i# All conqnector play? re Truswa120 ga. unlefla oho n b "18"(1goa ) I{ (16 gg ) or " X"~TMX 2or . , tdonad per Joint Details Re rt 3/23/2007 Ctrcle0 labs and fa~se frame mates are atnone~as Mown abdl2e.•ShiH a6~e stud latis to avoid11 a wdh structural late. or at le . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_T_3_15_07_L00008_JO0001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility sponsibdiry is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer aridlor buidlrg designer prior to fabrication. The building designer must ascertain that the bads Dsgn r : MR #LC = 38 WT: 256# ul on this desgn most or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally TC Live 2 5.00 psf L1 owDu r L=1 . 15 P=1 . 15 TRUSWAL noted. Bracing shown is for lateral support of components members only to reduce buckling length. This c component shelf not nom be placed in in any by This component directly otherwise TIC Snow(Ps) 19.25 psf SnowDur L=1.15 P=1.15 ed in any ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector Plateconosion. Fabricate, handle. install TIC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports' avarable as output from 7ruswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 SM Building Components Group, h C. 'ANSVTPI 1', WTCA 1'- Wood Truss Council of America Standard Design Rea BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 230 Mkstway Pin", Sues 200, Arlington, TX 76019 p Instit tea,'Bt11LDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located x1583 D'Onofrio Drive, Madison, TRUS PLUS 6.0 VER : T6 . S . 41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: H2A Q : 1 BAG X-IOC REACT SIZE REQ'D TC 2z4 SP :1 Web bracing re ui red at each location shown. - 2 -12 2123 5.50" 2.50" 2x4 SPF t2 6-8 This design baised on chord bracing applied See standard details (7X01087001-001 reel). per the followng schedule: 2 1 38 0- 5- 4 2273 5.50" 2.68"g 2x4 SPF Y2 ® Designed per ANSI/TPI 1-202 maz o. c. from to BRG REQUIREMENTS shown are based ONLY 2x4 SPF STIR 2-10, 14-7 This design does not account for long term TC 24.0" 13- 4- 0 25- 4- 0 On the truss material at each bearing WEDGE 2x6 SPF #2 time dependent loading (creep). Building UPLIFT REACTION(S) MAX DEFLECTION (span) : PLT BLX 2x4 SPF STUD Desi ner must account for this. Support C-C Wind Main Wind Non-Wind L/999 MEM 13-14 (LIVE) LC 34 Refer Io Joint X Detail Sheet for THIS DESIGN IS THE COMPOSITE RESULT OF 1 -178 16 -129 16 MULTIPLE LOAD CASES. Maximum Ro t tational Tolerance used 2 -211 lb -161 16 L= -0.43" D. -0.18" .62" IRC/IBC truss plate values are based on CRITICAL MEMBER FORCES: Loaded for 10 PSF non -concurrent BCLL. testi T. -0 ngy and a HORIZONTAL TION(S) REAC TC COMP.(OR.)/ TENS. (DUR.) CSI ASCE7-02 SNOW LOAD DESIGN CRITERIA: and ANSI/TPI and are reporiedrin avai lab1e03 support 1 -265 b 1-2 -3219 1.15 / 305(1.60 0.51 Thigs-trusspis'desi=ned using the' Ct - 1.10 documents such as IC80 :107. Hi p-sUppprt 021-13265 lb 2-3 -2940(1.15)/ 346 1.603 0.56 ASCE7-02 Wind SpecBfication Drainage must be provided to avoid ponding. ---------LOAD CASE #1 DESIGN LOADS 3-4 -2347(1.15)/ 321 1.0 0 .61 Bldg Enclosed . Yes, Importance Factor = 1.00 20, psf Live Load apilied to the bottom chord Oir L.PIf L.Loc R. Pif R.Loc LL/TL 4- -2347(1.15)/ 321 1.0) 0.1 Truss Location =Not End Zone n accordance with BOLA requirements for TC Vert 70.0 0- 0- 0 5 70.0 38- 8- 0 0.71 5-5 -2837((1.153/ 342 1.603 0:566 residential attics with clear height>42". 7-8 -3219(1.15)% 300 1. 0) 0.88 Hurricane/Ocean Line - No Exo ,Category = C TC Vert 90 0 . 38- 8- 0 90.00 39- 6- 8 0.56 Bldg Len th =gh60.0 ft, Bldg Width = 40.0 ft BC Vert 20.0 0- 0- 0 20.00 38- 8- 0 0.0 7 2 1 60 0 98 pancy, 6 Ded ' LOad 120 psf BC COMP.(Wft.)/ TENS. OR.) CSI TPInStroo andardi 0ccDesigned as MainuWind Force Resistin System 9-10 -216(1.60)/ 2561 DUN 0.72 and C g 10-11 63 1.60)/ 2074 1.15) 0.72 Tribut`sarrynArea an77Csgfding 11-12 -63(1.60)/ 2074 1.15) 0.99 12-13 54 1.60)/ 2075((3.15) 0.98 14-1S -196(1.60)% 2560(1.15) 0.71 WB Cp4P.(DUR. / T1 2"21j CSI 2-10 -427(224(1.60) 0.34 3-10 -81(1.60689(1.15) 0.22 3-12 -87 1.60)/ 772(((1.15) 0.24 4-12 -598(1.15)/ 129(1.60) 0.28 5-12 -91((1.60)/ 771 1.15 0.24 5 4 -14 -425(1.15)% 26 2 7 09 1.60) 0.33 13-4-0 I 12-n~1 114-0 1 2 3 4 15 6 7 8 8.00 8.0 5-6 5- -1-12 S=3-8 2.5-4 9_ _9 2.5-4 9-9-14 6-6 SHIP x 4-4 3-6 x 0-4-14 34 S=5-8 3-8 S=5-8 34 0-4-14 B1 7-8 B2 1::508 R:2123 lrtA#+... U: 178 R:2273 U:211 / OF ; 38-8-0 8 f# DONALD LEE 9 10 11 12 13 14 15 ' 4 a~ 2 SCOT ; ~ 7E1 : 4 a 0 E 45175 +Kt ~ TYPICAL PLATE : 6-6 4 7 f 9A ~7( C,rcleen lats and ~a~tie frames elates are n Ilo~r~asb8,-own~a~'Sh'il~ a8~e~s- Iate~s dIXv2, IM14" aVIAXi ehupcluralntlateiior seport 3/23'2007 tit le . WARI Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component nol fuss system. It has been based on specifications provided by the component manufacturer WO • D ri ve_T_3_15_07_L00008_] 00001 and time 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 bads Dsgn r : MR #LC = 38 WT. 253# utilized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes 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 TC Live 2 5.00 psf Li veDu r L=1.P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Snow (Ps) 19.2 5 psf $nOWDU r L=1.1515 P=1.15 TRUSWAL® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards:'Joinl and Cutting Detail Reports' available as output from Truswad software, BC Live 0.00 psf 1,15 / 1,10 / 1,10 IM Building Co,nponents Group, Inc. ANSI1TPI 1', WTCA 1'- Wood Tress Council of America Standard Desi n Res 220 Wsrway Pfacs, Suffe 200, AAmgron, TX 76018 9 ponaibtute('B; is located COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C. Spacing 2- 0- 0 (BC51 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute TPI is located a1583 83 D'On D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 80, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/246 Job Name: PORTER RESIDENCE Truss ID: H2B Q : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Web bracing r uired at each location shown. 1 0- 2-12 2106 5.50 2.48" 2x4 SP 2400F-2.OE 3-5 Th is design based on chord bracing applied See standard details (7X0108)001-001 revl). 2 38- S- 4 2257 5.50 2.66" WE8 2x.4 Sp 4 SPF #2 ® Designed per ANSI/TPI 1-2002 per the folma nogcschedufrom to BRG REQUIREMENTS shown are based ONLY 2x4 SPF STIR 10-2, 2-11 This design does not account for long term TC 24.00" 11- 4- 0 27- 4- 0 the truss material at each bearing time dependent loading (creep). Building on UPLIFT REACTION 5) MAX DEFLECTION (s an) g WEDGE 2x6 SPF #2 15-7, 16-7 Designer must account for this. Su -Wind Refer to Joint QC Detail Sheet for pport C-C Wind Main Wind Non-Wind L/999 MEM 12-13 (LIVE) LC 35 Lumber shear allowables are per NOS. Maximum Rotational Tolerance used 2 1 -173 lb -124 lb -0.27" D= -0 T= -0 IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF -205 16 -156 lb CRITICAL ES: .44" testing and approval as required by IBC 1703 HORIZONTAL REACTION(S) CRITICAL MEMBER FORCES: and ANSI/TPI and are reported in available MULTIPLE LOAD CASES. support 1 222 lb TC COMP. (DUR.)/ TENS.(WR) CSI Loaded for 30 PSF non-concurrent BCLL. pp pp ASCE7-02 SNOW LOAD DESIGN CRITERIA: g 3-2 -3185 279(1.60) 0.78 Dfain gesmusthbesrovided60o avoid ponds rig. p 25 psf, Ce 3.0 Hi SDrroprt 021 13222 16 2-3 -2816 1.15)/ 307 1.60) 0.63 20i nsaccordanced p 3-4 -2750 326(1.60) 0.82 wi thl6 dCAtrequirements foord 9 = . , I 1.0, Ct . 3.10 pKE7tpzsWi~d Specs fi cationg the 4-5 -2750 1.15)/ 326(151 .60) 1.60) 0.82 residential attics with clear height>42". Bldg Enclosed = Yes, Importance Factor = 1.00 5-6 -2752(1.15)/ 303 0.63 Truss Location = Not End Zone 6-7 -2816(1.15)/ 278 1.60) 0.49 Hurricane/Ocean Line = No Ex Category = C 185(1.15)/ 274(1.60) 0.78 Bldg Length60>.00 ft §S Bfdg ihth- 40 7 - 8 - 3 Mean roo heigh 9 .00 ft BC COMP. OUR.)/ TENS. (DUR.) CSI TPI Standard Occupancy, Dead Load 12.0 psf -10 -215 1.60)/ 2542(3.15) 0.67 Designed as Main Wind Force Resisting System 10-11 -215 1.60)/ 2541(1.15) 0.64 and Components and Cladding - 77 12-13 -79 1.60)/ 2260(1.15) 0.64 11-12 -79 1.60)/ 2260(1.15) 0.60 Tributary LOAD CASE #1fDESIGN LOADS 13-14 -68 1.60)/ / 2261 1.15) 0.64 Dir L.PDO L. Loc R..0 R.LOC LL/7 14-15 -68 1.60) 2261((1.15) 0.60 TC Vert 70.00 0- 0- 0 70.00 38- 8- 0 0.71 1 15-16 -197 1.60)/ 2541(1.15) 0.64 TC Vert 90.00 38- 8- 0 90.00 39- 6- B 0.56 16-17 -196 1.60)/ 2542(1.15) 0.67 BC Vert 20.00 0- 0- 0 20.00 38- 8- 0 0.00 WS COMP.(DUR.)/ TENS.(DUR.) CSI 2-10 / 136 1.25) 0.07 1-11 -363(1.15)/ 170 1.60) 0.43 3-11 -14(1.60)/ 501 1.15) 0.16 3-13 -112~11~~ 1.60)/ 918 1.15) 0.29 4-13 -8141.15)/ 173 1.60) 0.80 5-13 -11fi 1.60)/ 918(1.15) 0.30 5-15 9 1.60501(1.15) 0.16 7-15 -363 .1161(1.60) 0.43 7-16 / 136(1.25) 0.07 11-4-0 16-0-0 11-4-0 1 2 3 4 5 6 7 8 8.00 -8.0 7-8 2.5 4 7.7LLtc 3 4 7-11-9 8- 14 1 3-6 SHIP = m\ 1 2 04-14 2.5-4 2. 54 4-8 S=4-8 2.54 0-4-14 0.0 S=4-8 2.54 7-8 132 W:508 W:508 ~ ,frr.r..:a•,,w U:1103 R::2-257 0 OF •a••s•wy ~0 w 38 8-0 O -A-8 tf,~ y t?£ NALa aL 9 10 11 12 13 14 15 16 17 ' 4 `0 E SCOTT S i %0 E49175> 2 t TYPICAL PLATE : 7-8 ~«•+.rralrr!/ 1 co Hector late ra Truswal 20 ga. unest}$ shown b~"1818 ga.), "H"116 gl, or "MX"(TW~X 20 ga. , osltioned par Join11 Dalai s Report 3/23/2007 Cucle~ Islas and se creme latex are sHicu= as own abbove. Shift a6 stud labs to avoid o rPa wtth structural ate" or sta la . WAR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Dri ve_T_3_15_07_L00008_JO0001 and done in accordance with he 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 bads Dsgn r : MR #LC = 38 WT : 251# ufted on this des gn meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally brers0 by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing materiel directly attached, unless otherwise TIC Live 2 5.00 psf Li veDu r L=1.15 P=1,15 1, Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TIC SHOW (Ps) 19.2 5 psf $nOWDU r L=1.1$ P=1.15 TRUSWAL ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19%all/or cause connector plateconosion. Fabricate, handle, install TIC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tnmwal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 AM Building Components Group, Inc. 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 220 Wesrway PNu, Suit. 200, Anff gt.n, TX 76018 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Sheet, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: H2C Q : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #1 Web bracing re uired at each location shown. - 2-12 2143 5. SO" 253" 2z4 SPF #2 1-3, 7-9 y This design based an chord bracing applied See standard details (iX01087001-001 revl). per the fol 1 0 lowing schedule: 2 38- 5- 4 2284 5.50" 2 ..69" SEg 2x4 SPF #1 ® Designed per ANSI/TPI 1-2002 maz o.c. from to STUD BRG REQUIREMENTS shown are based ONLY 2x4 SPF #2 3-13, 4-14 This design does not account for long term TC 24.00" 9- 4- 0 29- 4- 0 on the truss material at each bearin time dependent loading (creep). Building 9 14-7 Designer must account for this. UPLIFT REACTION(S) MAX DEFLECTION (span) : WEDGE 2x6 SPF #2 Refer to Joint QC Detail Sheet for Support C-1 Wind Main Wind Non-wind L/999 MEN 15-16 (LIVE) LC 34 THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used 1 -168 lb -119 lb L= -0.29" D= -0.14" T= -0,43" MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on Loaded for 10 PSF non-concurrent 8CLL. gg HORIZONTAL upport REACTION(S) -150 16 and roval CRITICAL MEMBER FORCETENS.(DUR.) CSI ASCE7-02 SNOW LOAD DESIGN CRITERIA: andtANSI/TPIaand are reportedrin available03 support 1 180 lb 1-2 -3274(1.15)% 299(1.60) 0.82 AS Pg ^ 25 psf, Ce= 1.0, I = 1.0, Ct = 1.10 documents such as ICBO #1607. support 2 180 16 2-3 -3000 1.15)/ 284 1.60 0.59 ThiC s t02russ is designed using the Drainage must be provided to avoid Pondin 9• Hip-Drop 0-1-13 E7- Wind ecificati on 3-4 -3285 1.15)/ 326 1.60) 0.77 20 psf Live Load ap lied to the bottom chord --LOAD CASE #1 DESIGN LOADS Bldg Enclosed Yes, Importance Factor = 1.00 p Oir L.PIf L.LOC R.Pif R.Loc L0.71 4-5 -3271 1.15)/ 325 1.60) 0.75 Truss Location Not End Zone in accordance with BOCA requirements for TC Vert 70.00 0: 0 0 70.00 38- 8- 0 0.71 5-6 -3271((((1.15)/ 325 1.60 0.72 Hurricaneatioan Line = No Ezyo Category = C residential attics with clear height>42". TC Vert 90.00 38- 8- 0 90.00 39- 6- 8 0.56 7 6-7 -8 -2985<1.15)% 280 1. 0) 0.573 9 Mean ~ootheight~ OO15tjlgft9 mWpihth 900.00 ft eC Vert 20.00 0- 0- 0 20.00 38- 8- 0 0.00 1 60 8-9 -3258(1.15)/ 292(1.60) 0.82 TPI Standard Occu ancy, Dead Load = 12.0 psf BC COMP.(DUR.)/ TENS '(M) CSI Designed as main Wind Force Resisting System 10-11 -241(1.602624(1.1i) 0.72 and Components and Cladding 11-12 -102(1.602431(1.15) 0.49 Tributary Area = 77 sgft 12-13 -102(1.60)/ 2431 1.15) 0.55 13-14 -138 1.6033/ 3304 1.15) 0.68 14- 1 5 -89 1 1 15-16 89(1.60)% 2421 1.153 0.50 16-17 -223(1.60)/ 2611 1.15) 0.71 WS COMP.(OUR.)/ TENS.(DUR.) CSI 2-11 -246(1.15)/ 169 1.60) 0.20 3-11 / 341 1.15) 0.19 3-13 -101(1.60)/ 1327 1.15) 0.42 4-13 -647(1.15)/ 141 1.60) 0.63 4-14 -127(1.15)/ 70 1.60) 0.06 6-14 -612(1.15)/ 139 1.60) 0.59 7-14 -107(1.60)/ 1318 1.15) 0.42 7-16 / 348 1.15) 0.19 8-16 -247(1.15)/ 164(1.60) 0.20 9-4-0 I 0-0-0 9 4 0 1 2 3 4 5 6 17 g g~ 8.00 8.0 S=3-8 6- -12 7-8 2.5-4 2.5-4 7 8 T 2.5-4 6_ _g 2.5-4 7-1-14 3-6 SHIP = 3-6 x 04-14 2.54 3-8 4-10 2.54 0-4-14 9.0 S=3-8 S=3-8 : W:508 7 8 W132 R:2143 R:228 U-168 -200 #0440 0, w r* ss.*.ye 38-8-0 0-g 8 ~ * S DONALb 10 11 12 13 14 15 16 17 i ` LEE %a 111 1 SCOTT +w E49175 .z. TYPICAL PLATE : 7-8 r 8 T 000 rtR aa T ~a'r.var v0 Cticledn tales and alse frame aI tel ie nos$ltone asb ^own~ag ga)• ^H"(16 g~l.), or "MX^~TWMX 20 pa. , itioned per Joint Detail a Repcr~y. 3/23/2007 ! 1 Bove. Shill a a stud Isles to avoid 3r aPwtth etru 10% latea or eta le . Read all notes on this sheet and give a copy of it to the Erecting Contractor. CUSt : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Dri ve_T_3_15_07_L00008_J 00001 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 bads Dsg n r : MR #LC = 38 WT: 247# T R U S WA L utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes 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 TC Live 2 5.00 psf Li veDu r L=1.15 P=1,15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component she8 not be placed in any TIC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, instal TIC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1,15 / 1,10 / 1.10 FM Building Components Group, Inc. 'ANsIfTPI I','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- 220 WmstwayPiece. Such 200• Arlington, 1X76018 (SCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, St. 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: H2D m Qt : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP 240OF-2.OE Web bracing re wired at each location shown. This desi q pp 1 0- 2-12 2031 S.50" 2.40" 2x4 SP #1 1-2, 6-7 gn based on chord bracing applied lied See standard etails (7X01087001-001 caul). per the f.11 o 2 38- 5- 4 2182 5.50" 2.57" BC 2x4 SP #1 Designed per ANSI/TPI 1-2002 g schedule: BRG REQUIREMENTS shown are based ONLY WEB 2x4 SPF STUD This design does not account for loo term max o.0" from to 2x4 SPF #2 2-11, 3-12 g TC 24.00" 7- 4- 0 31- 4- 0 On the truss material at each bearing 12_6 time dependent loading (creep). Building UPLIFT REACTION(S) MAX DEFLECTION (Span) : WEDGE 2x6 SPF #2 Designer must account for this. Support Cd,C Wind Main Wind Non-Wind L/999 MEN 11-12 (LIVE) LC 35 Lumber shear allowables are per NDS. Refer to eJoint Rot QC Detail Sheet for 1 -166 l6b -117 lb - IRC/IBC truss plate values are based on Maximum Rotational Tolera :net used 2 -198 1 -148 16 CR 0.28" D= -0.23" T= -0.51" THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION(S) CRITICAL MEMBER FORCES: andtANNI/Tand PIaand are as required aby IBC vailab1703 MULTI PLE LOAD CASES. support 1 144 lb reported TC COMP . (DUR.)/ 2TENS. W.6 R.) 62 CSI documents such as ICBO #1607. Loads d for 10 PSF non-concurrent BOLL. support 2 144 lb -2 -3049 1.1566 10) 0. Drainage must be provided to avoid pondin ASCE7-02 SNOW LOAD DESIGN CRITERI 1 A: Hip-Drop : 0-1-13 2-3 -3863 1.15)/ 343 11.60) 0.86 9• Pg = 25 psf, Ce = 1.0, I 3 = 1.0, Ct = 1.10 This truss is designed using the -4 -3896 1.15)/ 344 .60) 0.79 20psf Live Load aphlied to the bottom chord ASCE7-02 Wind Specification 4-5 -3896 1.15)/ 344 1.60) 0.76 in accordance wit BOCA requirements for Bldg Enclosed - Yes, Importance Factor 1.00 5-6 -3896(1.15)/ 344 1.60) 0.82 residential attics with clear height>42". Truss Location - Not End Zone 6-7 -3050(1.15)/ 261 1.60) 0.63 Hurricane/Ocean Line = No Ex& Category - C Bldg Length = 60. 00 ft Bidg Width = 40.00 ft BC COh1P.(WR.)/ TENS. DUR.) CSI Mean roof hl = 14. 5 ft, mph = .0 90 8-9 -152(1.60)/ 2408 1.15) 0.64 TPI Standard Occu ancy, Dead Load = 12.0 psf 9-10 -152(1.60)/ 2407 1.15) 0.47 Designed as Main Wind Force 0.esisti rig System 10-11 -152(1.60)/ 2407 1,15) 0.50 and Components and Cladding 11-12 12 -199(1.60)/ 3904 1.15) 0.74 Tributary Area = 77 sGGft -13 -140(1.60)/ 2407(1.15) 0.51 - -LOAD CASE #1 DESIGN LOADS (1. 60)/ 2407(1.15) 0.47 Dir L.PIf L.L0 R. PI 13-14 - f R.Loc LL/TL 14-15 - 140140(1.60)/ 2408(1.15) 0.64 TC Vert 70.00 0- 0- 0 70.00 38- 8- 0 0.71 7C Vert 90.00 38- 8- 0 90.00 39- 6- B 0.56 WS COMP.(WR.)/ TENS. DUR.) CSI BC Vert 20.00 0- 0- 0 20.00 38- B- 0 0.00 / 266 1.25) O.I3 2-11 -105(1.60)/ 1871 1.15) 0.59 3-11 -779(1.15)/ 148 1.60) 0.48 3-12 -70(1.15)/ 46 1.15) 0.04 5-12 -743(1.15)/ 155(1.60) 0.46 6-12 -113(1.60)/ 1903(1.15) 0.60 6-14 / 271(1.25) 0.14 7-4-0 I 24-0-0 74-0 11 2 3 4 5 16 7 8.00 S=3-8 5- -12 6-6 2.5-4 2.5-4 6-6 5-9 6-6 g_g 5-9-14 4-4 4-4 SHIP 2 zo~ - = 04-14 2.5-4 S=3-8 5-12 2.54 04-14 B1 3-8 S=3-8 B2 8 R:2031 R:W:508 0.4 OF 2182 ~ ~ i 1 DONALD % ~ } 38-8-0 0~4 8 t o SCLEE OTT 8 9 1011 1213 14 15~ E 0175 • . TYPICAL PLATE : 6-6 ~ 0 011l ~'~+rr,w2rr°~ 1 connector piaandte ~refumTtuV 20san sttt ga.write;soshneown bA"18"(16 pa.), "H"f 16 g~l or "MX"(TYYAAX 2, dgovir Q a.11, ositilgod per Jo'nt Dletai s Report~ 3I23I2OO / Crcle Isles d as own orsta ~a se e ale absve. Shf a e stud labs to Pa with structural taes le . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-T_3_15_07-L00008_300001 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 veriflad by the component manufacturer ancilor building designer prior to fabricalion. The building designer must ascertain that the bads Dsgn r : MR #LC = 38 WT : 233# T R U S WA L uHuad co 'Ns design meat or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 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 buckli len M. This com TC Snow (Ps) 19.25 5 f SnowDu t shall not paced in any p r L=1.15 P=1.15 ® SYSTEMS rig g porter Bnd / Comp P=/1.15 environment Thal will cause the moisture coolant of the wood to exceed l9% and/or cause connector plate conosion. Fabricate. handle, install TC Dead 10.00 psf Rep Rep Mb r and brace this truss in accordance with the following standards: 'Joint and cutting Dotal Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 RM Building Components Group, Inc. 'ANSI/TPI 1',WTCA1'-Wood Truss Council of America Standard Design Responsiblitles,BU ILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 220 Wastway Place. Suite 200, Arlington, 7X76018 (SCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)is located at 1111191hStreel. NW, Ste $00, Washington, OC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: H2E Qt : 2 BRG X-LOC REACT SIZE REQ'D 7C 2x4 SP #1 Designed per ANSI/7PI 1-2002 This g q applied 1 0- 2-12 3595 5.50 1.50 2x4 SPF #2 1-2, 6-7 This design does cwt account for ton term gn based on cha rd bracin 2 38- S- 4 3987 5.50 1.65 9C 2x4 SP 2400E-2.OE per thde following schedule: WEB 2x4 SPF STUD time dependent loading (creep). Building wax o.c. from BRG REQUIREMENTS shown are based ONLY 2x4 SPF #2 2-10, 3-12 Designer must account for this. 7C 24.00" 5- 4- 0 33-1- o on the truss material at each bearin Refer to Joint QC Detail Sheet for UPLIFT REACTION S) 9 12-5, 14-6 Maximum Rotational Tolerance used MAX DEFLECTION (span) WEDGE 2x6 SPF #2 THIS DESIGN IS THE COMPOSITE RESULT OF Support C6C W nd Main Wind Non-Wind PLT BLK 2x4 SPF STIR 1 -1439 76 -918 b l L/933 MEM 12-13 (LIVE) LC 14 MULTIPLE LOAD CASES. 2 -1638 lb -1011 b L= -0.49" D= -0.36" T= -0.85" Loaded for 10 PSF non-concurrent BOLL. IBC t IRC/IBC truss plate values are based on Hip-Drop CRITICAL MEMBER FORCES: ASCE7-02 SNOW LOAD DESIGN CRITERIA: testa ng and approval as required by I8C 1703 Ths trss isldesigned usin the TC COMP. DUR.)/ TENS.(WR.) CSI Pg = 25 psf, Ce : 1.0, I = 1.0, Ct - 1.10 and ANI/TPI and are re clad in available ASCE7-02 Wind 9 1-Z -5643 1.15)/ 2384(1.60) 0.76 + + + + + + + + + + + + + + + + + + Specification documents such as I #1607. Bldg Enclosed = Yes, I 2-3 -8933 1.15)/ 3909 1.60 0.74 Nail pattern shown is for Pdi loads only. Drainage roust be provided to avoid pondin 9 mportance Factor = 1.00 Concentrated loads MUST be distributed to 9• truss Location = Not End Zone p -4 -10413 4568 1.60 0.86 each tyail eqs minually. iOnnto multi-ply the cawith hangyers Permanent bracing is required (by other 3 s) to Blrlgi LengiOczan60~pp ft No BldgxW i dthe~r40.OC0 ft 4-5 -10413 1.15)/ 4568 1.60) 0.87 use 3' n. rrying member. andvANSI raPIt n/toppling. See SCSI 1-03 Mean roof hei ht - 13. Dead mph 90 5-6 -8964 1.15)/ 3958(1.60) 0.73 For more than 2 ply, use additional fasten- /T gg 6-7 -5738 1.15)/ 2474(1.60) 0.72 2-PLY! Nail w/- 2 WEBSstaff ered(pper NOS) TPI Standard Occu ncy, Dead Load 12.0 sf ers as indicated from the back plys, or use in: TC- 2 BC BC- 2 WEBS- 2 PER F007!•* Designed as Main i Wnd Force Resisting System BC CMi ffit TENS. DUR.) CSI any other approved+d + t+i + +by others). 20 psf Live Load ap lied to the bottom chord and Camponnts and Cladding 89 -1884(3.60)/ 4552 1.15) 0.52 + + + + + + + + + + in accordance with 89CA requirements for TributaryArea = 164 sgft 9--10 -1883(1.60)/ 4550 1.15) 0.58 residential attics with clear height>42". --LOAD USE #1 DESIGN LOADS 10-11 -3840(<1.60))/ 9046 1.15)) 00.77 Dir L.Plf L.Loc R.Plf R.L.c LL/TL 1-13 -3688(1:60)% 9087( 1.15) :70 TC Vert 70.00 0- 0- 0 70.00 38- B- 0 0.71 TC Vert 90.00 38- 8- 0 90.00 39- 6- 8 0.56 113-14 -3888 1.60)/ 9087(1.15) 0.76 BC Vert 20.00 0- 0- 0 20.00 2- 4-12 0.00 14-15 -1957 1.60)/ 4635(1.15) 0.57 BC Vert 10.00 2- 4-12 10.00 38- 3- 4 0.00 15-16 -1958 1.60)/ 4638(1.15) 0.51 8C Vert 20.00 38- 3- 4 20.00 38- 8- 0 0.00 ...Type... lbs X.Loc LL/TL WB COMP. OUR TENS. DUR.) CSI TC Vert 60.0 39- 6- 8 1.00 2-9 -301 1.60)/ 636 1.15) 0.17 CRITICAL POINT LOADS 2-30 -2127 1.60)/ 4991 1.15) 0.79 Type X.Loc Max/Dur Min/Dur 3-10 -1344 1.15)/ 418 1.60) 0.18 BC Vert 3- 4-12 234/1.15 -90/1.60 3-12 -697 1.60)/ 1576(1.15) 0.25 SC Vert 5- 4-12 234/1.15 -148/1.60 4-12 -604 1.15)/ 125((1.603 0.08 BC Vert 7- 4-12 234/1.15 -148/1.60 S-12 -1333 1:15)% 1413(160) 0.18 BC Vert 9- 4-12 234/1.15 -148/1.60 BC Vert 11- 4-12 234/1.15 -148/1.60 6-14 -2099(1.60)/ 4956 1.15) 0.78 BC Vert 13- 4-12 234/1.15 -148/1.60 6-15 332(1.60)/ 688 1.15) 0.19 BC Vert 15- 4-12 234/1.15 -148/1.60 BC Vert 17- 4-12 234/1.15 -148/1.60 BC Vert 19- 4- 0 234/1.15 -148/1.60 BC Vert 21- 3- 4 234/1.15 -148/1.60 BC Vert 23- 3- 4 234/1.15 -148/1.60 BC Vert 25- 3- 4 234/1.15 -148/1.60 BC Vert 27- 3- 4 234/1.15 -148/1.60 SC Vert 29- 3- 4 234/1.15 -148/1.60 5-4-0 28-0-0 5-4-0 BC Vert 31- 3- 4 234/1.15 -148/1.60 1 2 3 q BC Vert 33- 3- 4 234/1.15 -148/160 2-PLYS 5 6 7 8C Vert 37- 3- 4 27211.15 -130/1.60 REQUIRED 6700 8 0 5.83- -12 5-8 3-4 4-A 2.5-4 3-11-9 6-6 j 4-4 64-4 4-5-14 1 = 2 I SHIP E;;~ rrN 0-4-14 2.5 4 5-8 3-8 S=H5125 2.5-4 0-4-14 1 B1 S=H5125 5-8 132 W W:508 #r*r'#`.""oa U:-1439 R:3987 #+~~f- OF 0 U:-1638 i# sae*H.. s P~ rEq 38-8-0 01 8 a DONALD ~i * Y 8 9 10 11 12 13 14 15 16 SCLEE OTT i q Q E 4175 ' I TYPICAL PLATE : 6-6 • $ t f# t ~ Y g ( f~ WB6 N "e4w,r.ArAr~t/ CUrcledn 18~tas ands aPie h8se alms ara nls done~asbah~ow n ~ a boeva e~Sh'ft1 a6 g ~e~ s.,;.y s to X 2. d r a 8 ~a.l Positioned str r e icatur Jofnt Detai s Reo 3/23/2007 with Pa Isles ors e. Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' D ri ve_T_3_15_07_L00008_J 00001 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 Dsgn r : MR #LC = 15 WT: 234# T R U S WA L uW¢etl on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 25.00 Ps f Li veDu r L=1.15 P=1.15 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 TC Snow Ps 19.25 ruled. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall cwt be placed in any ( psf SnowDu r L=1.15 P=1.15 ® SYSTEMS -ronmentthat will cause the moisture content of the wood to mead 19% and/or cause connector plate corrosion. Fabricate, handle, install TIC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards:'Joinl and Coding Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.00 / 1.00 / 1.00 RW Building Components Group, Inc. 'ANSIfTPI 1, WTCA V- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 ps f O. C. Spaci ng 2- 0- 0 220 WasM'ay Place, SYlta 200, Arlington, TX 76018 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The AmeicanForest and Paper Association (AFPA)is located at 111119thStreet, NW,Ste 800,Washington, DC 2DO36. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 . Job Name: PORTER RESIDENCE Truss ID: H3 Qt : 2 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Designed per ANSI/TPI 1-2002 1 0- 2-12 1407 5.50 2.80" BC 2x4 SPF #2 This design does not account for tort term This design based on chord bracing applied 2 25- 8-12 1267 5.50 2.52" WEB 2x4 SPF #2 time dependent loadin (cree Buildin per the following schedule: 2x4 SPF STUD 2-8, 11-5 Desi g l? g max o.c. from to BRG REQUIREMENTS shown are based ONLY THIS DESIGN IS THE COMPOSITE RESULT OF gner must account for this. TC 24.00" 11- 0- 0 15- o- 0 on the truss material at each bearing MULTIPLE LOAD CASES. Refer to Joint ti Detail Sheet for UPLIFT REACTION(S) MAX DEFLECTION (span) Loaded for 10 PSF non-concurrent SCLL. Maximum Rotational Tolerance used Support C:1 Wind Main Wind Non-Wind L/999 MEM 10-11 (LIVE) LC 37 ASCE7-02 SNOW LOAD DESIGN CRITERIA: IRCting truss plate values are based on 1 -156 lb -129 lb 97 lb 126 lb L- 0 Pg = 25 psf, Ce = 10 I Lo old - 1.10 - andANI/TPIaand are reportedrin availabie03 - .12" D- -0.06" T= -0.19" Drainage must be provided to avoid ponding. documents such as ICBO #1607. HORIZONTAL REACTION(S) CRITICAL MEMBER FORCES: TC Hip-Dro 0-1-13 support 1 211 b C 1874 1.IR.)/ TE211 1.6.) CSI This truss is designed using the 1-2 -1874(1.15)/ 211(1.60) 0.46 20 psf Five Load applied to the bottom chord ASCE7-02 Wind Specification support 2 211 lb tance Factor - 1.00 --LOAD CASE #1 DESIGN LOADS 2-3 -1708(115)/ 261(1.60) 0..46 in accordance with BOCA requirements for Bldg Enclosed - Yes, Importance TC VeDi 3-4 -1163(1..15)/ 224(1.603 035 residential attics with clear height>42". Truss Location Not End Zone 90 00 90.00 1-5 -1704((1.15)/ 266((1.60 0.46 Hurricane/Ocean Line = No Exp Cate rtr WL.Plf OO - 0-10- L.LOC 8 9R.Plf 0 0- R.0-Loc LL/TL 0 0.56 5-6 -1870 1.15)/ 216 1.60) 0.45 Bldg Length - 60.00 ft Bid Width ~r40.00 ft TC Vert 70.00 0- 0- 0 70.00 25-11- 8 0.71 f 9 BC Vert 20.00 0- 0- 0 20.00 25-11- 8 0.00 Mean r- heiOght 11.45 ft, mph = 90 BC COMP.(DUR.)/ TENS. (DUR.) CSI - TPI Standard ccupancy, Deft" mph 12.0 psf 7-8 -147 1.60)/ 1478((1.15) 0.63 Designed as Main ind Force Resisting System 8-9 -16 1.60)/ 1126(1.15) 0.67 and Cimponents and Cladding 9-10 -25 1.60)/ 1126(1.15) 0.67 Tributary Area = S2 sqft 10-11 -251 .60)/ 1126(1.15) 0.52 11-12 -164(1.60)/ 1474(1.15) 0.66 WB COMP. OUR.)/ TENS. WR.) CSI 2-8 -332 1.15)/ 184((1.60) 0.16 3-8 -102 1.60)/ 503(1.15) 0.16 3-9 -81 J1.60)/ 210(1.15) 0.10 4-9 -61 1.60)/ 271(1.15) 0.10 4-11 -110 1.60)/ 497(1.15) 0.17 5-11 -329 1.15)/ 193(1.60) 0.16 t 11-0-0 r 4-0-0 10-11-8 1 2 3 4 5 6t 8.00 8.0 10 5- 5- 2.5-4 2.5-4 7- -7 8- -3 SHIP 3-8 3-8 2 = 0-4-7 2,54 2.54 2.5-4 04-12 1311 S=3-6 B2 W :508 W:508 t##r~~r" r R:1 0 OF 158 a 126 ~0°' iq 0A W8 ee+ ea. V 25-11-8 f# t'# DONALD LIEE 7 8 9 10 11 12~ 1 S OTT E 49175 s All connector platefa ? are Truswal 20 ga. unle¢s shown %"18" own '18 abogave.), "H"116 g~.) or "MX"(TWMX 20 ga.), positioned p Circ le s lse fr onad as s er Joint Details Report. 3/23/2007 d lace and ame later are s i. Shift al a stud ales to avoid ova a with structural totes or sta le . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Drive-T_3_15_07-L00008_100001 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 bads Dsgn r : MR #LC = 38 WT: 143# T R U S WA L utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 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 nded. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Snow(PS) 19.25 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standwds:'Joint and Cutting Detail Reports' available as output from Truswai software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 MW Building Components Group, Inc. •ANSI(TPI 1% WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C .Spacing 2- 0- 0 210 Westway Pl#ee, Suite 100, Arlington, TX 76018 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER : T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code : IRC- 2003 DEfL RATIO: L/240 TC: L/240 = a r Job Name: PORTER RESIDENCE Truss ID: H3A Q : 1 BRG X-LOC REACT SIZE REQ'D TC 2z4 SPF 82 Web bracing required at each location shown. This desi n based an chord bracin 1 0- 2-12 1376 5.50 2.74 2x4 SP 2400E-2.OE 3-4 ® See standard tletails MO1087001-001 revl). per the following schedule: 9 applied 2 25- 8-12 1211 5.50 2.41 BC 2z4 SP BRG REQUIREMENT F 82 Designed per ANSI/TPI 1-2002 max o.c. from to - WEB 2x4 SPF STUD This desi TC 24.00" 9- 0- 0 17- 0- 0 S shown are based ONLY 2x4 SPF 82 3-10 gn does not account for long term on the truss material at each bearing Refer to loint QC Detail Sheet for ties dependent loading (for Building UPLIFT REACTION(S) MAX DEFLECTION (s an) : Maximum Rotational Tolerance used Designer must account for tRES. Support C1 wh rid Main Wind Non-Wind P THIS DESIGN IS THE COMPOSITE RESULT OF - 1 -159 b -129 1b L/999 MEM 8-9 (LIVE) LC 37 IRC/IByCy truss plate values are based on MULTIPLE LOAD CASES. l roval L= -0.17" D= -0.07 T: -0.24" andtANS I/Tano PI aand are reporLedrin avai1Cble03 ASCE7a02 o SNOW 10 LOPSF AD nDESIGN c CRITERIACLL. HORIZ2 -127 ONTAL REACTION(S)) -97 16 CRITICAL MEMBER FORCES: documents such as I CBO are support 1 171 1b TC COMP.fflt.)/ TENS. R.) C Hip-Drop D : P9 = 25 psf, Ce = 10, I - 1.0r Ct = 1.10 support 2 171 lb 1-2 -1781(1.15)/ 216((1.W60) 0.48SI p Drainage must be provided to avoid ponding. This truss is designed using the 2-3 -1548(1.15)/ 218(1.60) 0.67 20 psf Live Load applied to the bottom chord ASCE7-02 Wind Spec, cation 3-4 -1234(1.15)/ 212 1.60) 0.72 in accordance with BOLA requirements for Bldg Enclosed : Yes, Importance Factor 1.00 4-5 -1504(1.15)/ 221 1.60) 0.65 residential attics with clear hei ght>42". Truss Location = Not End Zone 5-6 -1741(1.15)/ 221 1.60) 0.47 Hurricane/Ocean Line = No Ex& Category = C Bldg Length = 60.00 ft Bidg Width = 40.00 ft BC COMP. DI1R.TENS.(DUR.) CSI Mean roof height G=y ll.f8 ft, h 90 7-8 -151 ~160)/ 1397<1.15) 0.80 DesigneddasdMain WiddyFOrcedResmpi stinglSystemf 8-9 -46 1.60)/ 1264(1.15) 0.76 and Components and Cladding 10 9-10 -46 1.60)/ 1264(1.15) 0.73 Tributary Area EASE '?f 10-11 -168 1.60)/ 1362(1.15) 0.76 --LOAD CASE 8DESIGN LOADS WB COMP. (DUR.)/ TENS.(DUR.) CSI Dir L.Plf L.Loc R.Pif R.Loc LL/TL 2-8 -214(1.15)/ 149(1.60) 0.15 TC Vera 90.00 - 0:10 - B 90.00 00- 0 0.56 3-8 12((1.60)/ 411((1.15) 0.23 TC Vert 70.00 00- 0 70.00 25:1 1- 8 0.71 3-10 -180 1.15)/ 108(l60)/ 0.24 BC Vert 20.00 0- 0- 0 20.00 25-11- 8 0.00 4-10 / 351(1.15) 0.19 5-10 -216(1.15156(1.60) 0.15 f 9-0-0 r 8-0-0 8-11-8 H r1 2 3 4 5 67 8.00 8.0 6 5- 6- -10 2.5-4 2.5-4 6-4-7 6-11-3 SHIP 3-6 3-6 2 _ 0-4-7 2.5-4 S=3-6 3-6 0-4-12 B1 W:508 W:508 R:1376 R:1211 / OF U: 159 U:-127 I# cii, BAs«•...."'0.o. w .ra* i OA8 25-11-8 iq#DO LEE 7 8 9 10 11 SCOTT ; i 0 S ~ E 49175 TWM A)H cledR".11.10.1 plate ~re /cTruswa120 ga. unle; shoiyn b108"(1 Bt a.),Shlifi e)st.;M abs to avoldua r a{ wim shin uia{ntl8~tesior s3/23/2007 Circ pltea ands se ame Ilatex are sftona as own ab WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. II has been based on specifications provided by the component manufacturer WO: D r i ve_T_3_15_07_L00008_3 00001 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 lob ds Dsgn r : MR #LC = 38 WT: 135# T R U S WA L ull ied on this design meat or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord is lalerely braced by the roof or floor sheathing and the bottom chord is laterally braced by a TC Live 2 5.00 psf Li owDu r L=1.15 P=1.15 9 y y lend . This component directly attached, placed unless otherwise TIC Snow(PS) 19 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not b be be in any .2 5 psf $nOWDU r L=1.15 P=1.1 S ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tnmwal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 /rte Building Components Group, 1111. 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 ps f 0. C. Spaci ng 2- 0- 0 220 Weshway Place, Suite 200, Arington, TX 76018 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, MW, Ste 800, Washington, DC 20036, Bldg Code: IRC-2003 DEFL RATIO: L/240 TC• L/24 Job Name: PORTER RESIDENCE Truss ID: H3B Q : 1 BRG X-LOC REACT SIZE REQ'D TC 2z4 SPF X2 Designed per ANSI/TPI 1-2002 This design based on chord bracing applied 1 0- 2-12 1359 5.50" 2.70" BC 2X4 SPF #2 Th i design does not account for long term per the following schedule: 2 25- 9- 4 1359 5.50" 2.70" WEB 2z4 SPF STUD time dependent loading (creep). Building maz o. c. from to BRG REQUIREMENTS shown are based ONLY Refer to Joint % Detail Sheet for Designer must account for this. TC 24.00" 7- 0- 0 19- 0- 0 Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF UPLIFT REACTION(S) on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. Support CK Wind Main Wind Non-Wind MAX DEFLECTION (span) : testing and approval as required by IBC 1703 Loaded for 10 PSF non-concurrent BCLL. 1 -160 lb -130 lb L/999 MEM 7-8 (LIVE) LC 36 and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: 160 6 130 1 documents such as ICBO #1607. P 25 sf, Ce 1.0, I = 1.0, Ct =d 1.10 HORIZONTAL REACTION(S) : L= -0.11 D= -0.09" T= -0.20" Hip-Drop : 0-1-13 Draina a must be po g. support 1 136 b CRITICAL MEMBER FORCES: This to is designed using the 20 psfgLive Load apgli.ddtootJieobottohchord TC COMP.(UUR.)/ TENS. T&O R.) CSI ASCE7-02 Wind !p ecification in accordance with BOCA requirements for LOAD CASE 6#1bDESIGN LOADS 1-2 -1703(1.15)/ 21160) 0.81 Bldg Enclosed Yes, Importance Factor = 1.00 residential attics with clear hei ht>42". Oir L.Plf L.Loc R.Plf R.Loc LL/TL 2-3 -1492((1.15))/ 20360)) 0.82 TrusiscanLocation - Not End Zone g _ e/Ocean Line = No EX 4-5 _14 1 ) 0.81 H urr TC Vert 70.00 0-10- 0 0.00 26- 0- 0 0.71 Mean Lengthe - 60.00 ft, Bldg pihth== Category 40. = C 00 ft TC Vert 90.00 26- 0- 0 90.00 26-10- B 0.56 root BC COMP. <DUR.)/ TENS. (t)11R.) CSI Oc BC Vert 20.00 0- 0- 0 20.00 26- 0- 0 0.00 6-7 -110(1.60)/ 1309(1.15) 0.74 DPI Standard cupancy, Dead Load = 12.0 psf 7-8 -110(1.60)/ 1669((1.15)) 0.83 Designed as Main Wind Force Resisting System 8-9 -110(1.60)/ 1669<1.15) 0.83 and components and Cladding 9-10 -110(1.60)/ 1309((1.15) 0.74 Tributary Area = 52 sgft WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-7 / 535(1.15) 029 3-7 -435(1.15129(1.60) 0..42 3-9 -435(1.15)/ 129(1.60) 0.42 4-9 / 535(1.15) 0.29 t 7-0-0 r 12-0-0 7-0-0 1 2 3 4 5 8.00 8.0 4- 0-10 ZZ6,54= 25 5- -7 5- -3 SHIP 3-6 3-6 0-4-7 20-4-7 81 2.5-4 B2 W:508 OF R:1359 R: 359#~~''"'•+r/ w U:-160 U:-160 * a 0(108 10 8 ~ C3OtEE r . 1 26-0-0 1-1 +~.TI i 6 7 8 9 10 pf? E 49175 '++.,wrrrr All connector plate? ~rs Truswa~ 20 ga. unl pl shorn bo~"18"(78 ga.), "Fi"f16 g~l I, or "JX~~T"X 26 ga.?, positia 0 per Jofnt Deta1 s Rirport 3/23/2007 Circled tales and fa se frame ales are sibona as wn above. Shi a le stud a s to avoid overlap w atructura tales or staple . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_T_3_15_07_L00008_J 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : MR #LC = 38 WT' 117# are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that Ina bads T R U S WA L ulilued on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li V eDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, union othemise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any TC Snow (Ps) 19.2 5 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS emimnmentthat will cause the Moisture content of the wood to turceed19%andforcause connector plate corrosion. Fabricate, hardle,install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards:'Joint all Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 /rte Building Components Group, inc. ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design ResponsibiRies,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 220 W4wtway Place, Suite 200, Arlington, TX 76018 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at1111191hStreet. NW, Ste 800. Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 r s r Job Name: PORTER RESIDENCE Truss ID: H3C Q : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Designed per ANSI/TPI 1-2002 This design based on chord bracing applied 1 0- 2-12 1516 5.50 1.79 2x4 SP 2400F-2.OE 2-4 This design does not account for long term per the following schedule: 2 25- 9- 4 1516 5.50 1.79 BC 2x4 SP #1 time dependent loading (creep). Building max o. c. from to BRG REQUIREMENTS shown are based ONLY WEB 2x4 SPF STUD Designer must account for this. TIC 24.00" S- o- 0 21-'0 0 Lumber shear allowables are er NOS. Refer to loin QC Detail Sheet for UPLIFT REACTION(S) : on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used Support C8C Wind Main Wind Non-Wind MAX DEFLECTION (Span) : MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on 1 -162 lb -132 lb L/999 MEM 7-8 (LIVE) LC 34 Loaded for 10 PSF non-concurrent BCLL. testing and approval as required by IBC 1703 2 -162 lb -132 lb L= -0.14" D= -0.10" T= -0.24" ASCE7-02 SNOW LOAD DESIGN CRITERIA: and ANSI/TPI and are reported in available Hip-Drop : 0-1-13 CRITICAL MEMBER FORCES: P9 = 25 psf, Ce . 1.0, I - 1.0, Ct - 1.10 documents such as ICSO #1607. This truss is designed using the TC COMP. DUR.)/ TENS. (DUR.) CSI 20insaccordanced wapplito~uirements forrd Drainage must be provided to avoid ponding. ASCE7-02 Wind Speclficati on 1-2 -2007 231(1.60) 0.41 with BOCA Bldg Enclosed =Yes, Importance factor = 1.00 residential attics with clear height>42". 2-3 -2320 1.15)/ 201(1.60) 0.80 Truss Location .Not End Zone 3-4 -2321(1.15)/ 201(1.60) 0.80 Hurricaneg/Ocean Line = No Exp Category - C 4-5 -2010(1.15)/ 231(1.60) 0.41 Mean rooftheight0=~ 9.956fdg sipihth 900.00 ft BC COMP. DUR.)/ TENS ffft ) CSI TPI Standard Occupancy, Dead Load 12.0 Psf 6-7 -142(1.60)/ 1589(1.15) 0.48 Designed as Main Wind Force Resisting System 7-8 -200(((1.60)/ 2787 1.35) O. S6 CCOmponents and Cladding 98--910 --142 1.602787 1.15) 0.56 Tributary Area " 52 soft 9-10 -142 1.60)/ 1593 1.15) 0.48 ----------LOAD CASE #1 DESIGN LOADS Dir L.Pif L.Loc R.Plf R.Loc LL/TL I COMP.(DUR.)/ TENS.(DUR.) CSI TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 2-7 / 986(1.15) 0.54 TC Vert 70.00 0- 0- 0 70.00 26:10 - 0 0.71 3-7 -690(1.15155(1.60) 0.49 TC Vert 90.00 26- 0- 0 90.00 260- 8 0.56 3-9 -690(1.15155(1.60) 0.49 BC Vert 20.00 0- 0- 0 20.00 26- 0- 0 0.00 4-9 / 986(1.15) 0.54 t 5-0-0 r 16-0-0 5-0-0 1 t2 3 r4 8.00 8.0 3- -10 5 .5-4 5- 3- -7 3-8 4 -3 = 3-8 SHIP 2 0-4-7 4-4 S=4-6 4-4 0-4-7 B1 B2 W:508 W:508 R:1516 R:1516 ((®o U:-162 U:-162 rsesr+yMr As Y 10 8 p,10 8 g r. CX}NAL>O~ t 26-0-0 i LSE . * t r6 7 8 9 10 SGCiTT X49175= t. t All cof~nector plates fro Ttvswal 20 ga. unle§s shown b "18"(18 a "tf r16 g~ tx "MX;g"X 2io ga.), Positiloled per Joint Deta Is Re~po~t 3/23/2007 Circle lates and fa se frame plates are post ttoned as own a vii. Shill a e stud a to avoid over a w struclure l plates ors e . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D ri ve_T_3_15_07_L00008_] 00001 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 budding designer must ascertain that the loads Dsgn r : MR #LC = 38 WT: 134# T R U S WA L utl-d on =s ign meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 is laterally by the roof a floor sheathing and the bottom chord is laterally braced by a rigid sheathing materiel directly attached, unless otherwise TC Snow(Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any ® SYSTEMS environment that will cause the moisture content of the wood toaxceed19%and/or cause connector plate corrosion. Fabrimis.handle, inslall TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' avatable as output from Truswal software, BC Live 0.00 p S f 1.15 / 1.10 / 1.10 RM Building Components Group, Inc. 'ANSIjTpI 1','WTCA 1'- Wood Truss Council of America Standard Design Respo isibdities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C .Spacing 2- 0- 0 220 Wesfway Place, SuHa 200, Arlingfon, TX 76018 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onrofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Sham, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: H3D Q : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP 240OF-2.OE **[PMl=PLATE MONITOR USED-See )oint Re ort** 1 0- 2-12 2105 5.50" 1.74 2x4 SPF #2 1-2, 6-7 Designed per ANSI/TPI 1-2002 p This design based on chord bracing applied 2 25- 9- 4 2104 S.50" 1.74 BC 2x4 SP 2400F-2.OE This design does hot account for long term per the following schedule: WEB 2x4 SPF STUD time wax o.0" from to BRG REQUIREMENTS shown are based ONLY pendent loading (creep). Building TC 24.00" 3- 0- 0 23- 0- 0 on the truss material at each bearin PLT BLK 7x6 SPF r2 2-10, 13-6 Designer must account for this. UPLIFT REACTION(S) 9 Refer to Joint QC Detail Sheet for Support C-7 Wind Main Wind Non-Wind MAX DEFLECTION (span) 2x4 SPF STUD 18 Maximum Rotational Tolerance used 2 -704 16 481 lb L/708 MEM 11-12 (LIVE) LC 11 IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF L= -0.43" D= -0.29" T= -0.72" testing and approval as required by IBC 1703 MULTIPLE LOAD CASES. Hip-Drop 0-1-13 CRITICAL MEMBER FORCES: and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: This truss is desi Tf COMP. DUR.TENS. (DUR.) CSI documents such as ICSO #1607. Pg . 25 psf, Ce = 1.0, I 1.0, Ct 1.10 ASCE7-02 Wind Specl~fi cats ong the 1-2 -2994 1.151159(1.60) 0.76 Permanent bracing is required (by others) to Drainage must be provided io avoid ponds rig. 81 Enclosed Yes, Morten revent rotation/to in See SCSI 1-03 rig ce Factor 1.00 2-3 -5498 1.15 / 2082(1.60) 0.74 ' 3 4 6667 1 20 psf Live Load applied to the bottom chord Truss Location - Not Zone andp pp g ANSI/TPI 1. in accordance with BOCA requirements for Hurricane/Ocean Line No Ez Category = C - -.15/ 2470(1.60) 0 . 79 y 4-5 -6667 1.152470(1.60) 0.79 residential attics with clear height>42". Bldg Length - 60.00 ftBicig Width 40.00 ft -6 -5497 1.152034(1.60) 0.74 T P Mean roof height = 9.'LS ft, mph = 90 5. 7 -3011 1.15)/ 1117(1.60) 0.76 I Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System BC COMP. DUR.)/ TENS. DUR.) CSI and components and Cladding 8-9 -902 1.60)/ 2379 1.15) 0.48 Tributary Area = 87 sgft 9-10 -902 1.60)/ 2377 1.15) 0.39 ----------LOAD USE #1 DESIGN LOADS 10-11 -2081 1.60)/ 5683 1.15) 0.69 Dir L.Plf L.Loc R.Plf R.LOC LL/TL 11-12 -2032 1.60)/ 5683 1.15) 0.60 TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 12-13 -2032 1.60)/ 5683 1.15) 0.69 TC Vert 70.00 0- 0- 0 70.00 2- 0-12 0.71 13-14 -865 1.60)/ 2393(1.15) 0.39 TC Vert 35.00 2- 0-12 35.00 4- 0-12 0.71 14-15 -866 1.60)/ 2395(1.15) 0.48 TC Vert 70.00 4- 0-12 70.00 21-11- 4 0.71 TC Vert 35.00 21-11- 4 35.00 23-11- 4 0.71 WB COMP.(DUR.)/ TENS.(WR ) CSI TC Vert 70.00 23-11- 4 70.00 26- 0- 0 0.71 2-9 -77(1.60)/ 251(1.15) 0.12 = TC Vert 90.00 26- 0- 0 90.00 26-10- 8 0 . Sfi 2-10 -1205 1.60)/ 3311,11:610 5.3 BC Vert 20.00 0- 0- 0 0.00 2- 0-12 0.00 3-10 -830 1.15)/ 228() 0.22 BC Vert 10.00 2- 0-12 2 10.00 23-11- 4 0.00 3-11 -368 1.60)/ 1)05(1.15) 0.59 BC Vert 20.00 23-11- 4 20.00 26- 0- 0 0.00 4-11 -444<<1.15))/ 89((1.60)) 0.12 ...Type... lbs X Lot LL/TL 5-11 -420<1.60)/ 1081 1.15 0.59 7C Vert 60.0 - 0 i -0- B 1.00 5-13 -829(1.15)/ 224(1.60) 0.22 TC Vert 60.0 26-10- 8 1.00 5-13 -1193(1.60)/ 3359(1.15) 0.53 CRITICAL POINT LOADS 6-14 -82(1.60)/ 251(1.15) 0.12 Type X.LOC Max/Dun Min/Our TC Vert 3- 0-12 119/1.15 -94/1.60 TC Vert 22-11- 4 119/1.15 -94/1.60 BC Vert 3- 0-12 35/0.90 14/1.60 BC Vert 3- 0-12 130/1.15 -65/1.60 BC Vert 5- 0-12 130/1.15 -85/1.60 BC Vert 7- 0-12 130/1.15 -85/1.60 SC Vert 9- 0-12 130/1.15 -85/1.60 BC Vert 11- 0-12 130/1.15 -85/1.60 BC Vert 13- 0- 0 130/1.15 -85/1.60 BC Vert 14-11- 4 130/1.15 -85/1.60 8C Vert 16-11- 4 130/1.15 -85/1.60 BC Vert 18-11- 4 130/1.15 -85/1.60 3-0-0 20-0-0 3-0-0 , BC Vert 20-11- 4 130/1.15 -85/1.60 f1 2 3 4 1 BC Vert 22-11- 4 35/0.90 14/1.60 5 2n6 7 BC Vert 22-11- 4 130/1.15 -85/1.60 8.00 8.0 8-12 4 4-8 4 -12 2- -10 6-6 6-6 T 2 4 7 4-4 4-4 2-11-3 _ = ISHIP 0-4-7 2.5-4 5-8 4-8 5-8 0-4-7 S=H5125 2.5-4 rA+ Ell W 50 .0y)-19 r -418 gO I le, CF R:2105 -o-12 7-t)-12 9-n-12 34-11-416-11 -11-4 1 R:21004 ~0~~ •.....,~#r~© i ALD . w! `t ~,U:-750 U: 704 eft, DON LEE 01'-`18 OH8 si . SCOTT : i 26-0-0 8 9 10 1112 13 14 15~• E49175r IST TYPICAL PBLATE : 6-6 g ga Ili M ~7yyMg 1 rt'warr rr## C,iclean latas and a~se ( mae 18tes ga. are nl s,Go ed asb> ,o.n~abdva!~Sh.4 alatud latds to avoldbv9rfaosw sdtru~cluiaintls es don stapole . 3/23/2007 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer WO' Dri ve_T_3_15_07_L00008_] 00001 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 bads Dsgn r : MR #LC = 14 WT: 165# T R U S WA L ulilzed on 1Ns design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a TC Live 25.00 psf Li veDu r L=1.15 P=1.15 y rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 19.25 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.00 / 1.00 / 1.00 IM Building Components Group, Inic. 'ANSIrTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibggies,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 PS f pdGlg 2 220 Westway Place Suds 200, Arlington, TX 76018 (BCSI 1-03) and 13CS1 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, .C.S n - 0- D TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)is bcaledat 1111191hStreet, NW,Ste 800,Washington, DC 2DO36. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: H3E Q : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Designed per ANSI/TPI 1-2002 This design based on chord bracing applied 1 0- 2-12 1308 5.50 2.60 BC 2x4 SPF #2 Th is design does not account for long term per the following schedule: 2 ZS- 8-12 1167 5.50" 2.32 WEB 2.4 SPF STUD time dependent loading (cree Building IT o.c. fron to BRG REQUIREMENTS shown are based ONLY 2x4 sPF #2 9-3, 3-10 Designer must account for this. TC 24. Do" 12-11- 0 17- o- 1 THIS DESIGN IS THE COMPOSITE RESULT OF Refer to Joint QC Detail Sheet for UPLIFT REACTION(S) : On the truss material at each bearing MULTIPLE LOAD CASES. Maximum Rotational Tolerance used Support CQC Wind Main Wind Non-Wind MAX DEFLECTION (span) Loaded for 10 PSF non-concurrent BCLL. IRC/IBC truss plate values are based on 1 -159 lb -129 lb L/999 MEN 8-9 (LIVE) LC 36 ASCE7-02 SNOW LOAD DESIGN CRITERIA: testing and approval as required by IBC 1703 2 -134 lb -97 lb Pg = 25 psf, Ce = 10, I . 1.0, Ct = 1.10 and ANSI/TPI and are reported in available HORIZONTAL REACTION(S) L= -0.11" D. -0.20" T= -0.32" Drainage must be provided to avoid ponding. documents such as IC80 #1607. support 1 211 b CRITICAL MEMBER FORCES: Hi Dro : 0-1-13 This truss is desi ed using the su 1 COMP. WR.)/ TENS. (DUI.) CSI 20 psf Qive Load applied to the bottom chord Bld ASCE7-02 Wind Specs9fication9 PPo!'?LOAD USE1#16DESIGN LOADS 1- -2 1679 1.15)/ 229(1.60) 0.56 in accordance with BOCA requirements for g Enclosed " Ye, Importance Factor - 1.00 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 23 - -1413 1.15)/ 235 1.601 0.56 residential attics with clear height>42". Truss Location = Not End Zone TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 3-4 -1459((1.15))/ 305 1.603 0.37 Nurri canegs/Ocean Line = No Ez Cate ory - C TC Vert 70.00 0- 0- 0 70.00 25-11- 8 0.71 5-6 -1450(1.15)% 230 1.60) 0.29 Mean rooftheiaphhtO=UDllt§38fdg Chi hth 9 4UD0.00 ft BC Vert 20.00 0- 0- 0 20.00 25-11- 8 0.00 6-7 -1694(1.15)/ 239(1.60) 0.32 7PI Standard Occu ancy, Dead Load 12.0 psf Force Resisting System BC COMP. WR.)/ TENS. DUR.) CSI and Designed as Components Main and Wi Clndadding ( 8-9 -122 1.60)/ 1322(1.15) 0.67 Tributary Area - S2 sgft 9-10 -13 1.60)/ 988(1.15) 0.63 10-11 -52 1.60)/ 1134 1.15) 0.40 11-12 -52 1.60)/ 1134 1.15) 0.58 12-13 -181 1.60)/ 1338 1.15) 0.68 WB COMP. WR.j/ TENS. (DUR. CSI 2-9 -377 1.15)/ 187(1.60) 0.27 3-9 -49 1.60)/ 444(1.15) 0.14 3-30 -198 1.60)/ 914(1.15) 0.29 4-30 -956 1.15)/ 227(1.60) 0.90 5-10 -75 1.60)/ 215(((1.15) 0.12 5-12 -lfi 1,60)/ 319 1.15) 0.17 6-12 -275(1.15)/ 165 1.60) 0.19 r 10-11-8 !1-11$ 4-1-1 8-11-7 1 2 3 4 !5 6 7! F870 0 -8.0 8.0 5-6 6 4-7 10 2.5-4 7- -2 >2.5-4 8- -14 SHIP 3-6 3-6 2 = 04-7 fl-M 2.54 4-8 2.54 04-13 131 S=3-6 B2 W:508 W:508 ##OAFr"`7_ R:1308 R:1167 ~+o `r ouB:-15s u:-13a ~;~+,4 .:';.....e,r~©ilb '-I 25-11-8 DONALD 8 9 1011 12 13! * LEE* t scOTT i E 49175 OAF * •w•4?.rxlrxnri# All connector plates are Truswal 20 ga. unless sho .n bj"18"(16 ga.), "H"116 ga.), or "MX"ITYVMX 20 ga.), Positioned per Joint Details Report. 3IZ3I2OO / Circled latex and false frame plates are stdone as own above. Shift able stud tales to avoid over a with structural latex or staple). WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES This design is for an indivkhol building component not truss system. It has been based on specifications provided by the component manufacturer WO: D ri ve_T_3_15_07_L00008_100001 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 DS MR #LC = 38 WT: 151# y designer prior to fabrication. The building designer must ascertain that the bads 9nr: T R U S WA L utiized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 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 TIC Snow (Ps) 19.25 psf SnowDu r L=1. 15 P=1. 15 Wed. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle. install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 SM Building Components Group, Inc. 'ANSI7TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibi Pies, 13UILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. spaci ng 2- 0- 0 220 Westw%y Pace, Suite 200, Arlington. TX 76018 (SCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofro Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsb53719. The American Forest and Paper Association (AFPA)islocated at1111191hStreet, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO. L/240 TC• L/24 Job Name: PORTER RESIDENCE Truss ID: H3F Q : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF 82 b bracing rey~ired at each location shown. This desi n based on chord bracin a lied 1 0- 2- -12 1589 5.50': 3.16" BC 2x4 SP 81 WeSee standard details (7X01087001-001 revl). 9 9 PP 2x4 SPF 82 8-11 per the following schedule: 2 25- 9 4 2334 5.50 2.75" WEB 2x4 SPF STUD Designed per ANSI/TPI 1-2002 max o. c. from to BRG REQUIREMENTS shown are based ONLY This design does not account for long term TC 24.00" 14-11- 0 19- 0- 1 2.4 SPF 82 10-3, 3-12 time dependent loading (creep). Building UPLIFT REACTION(S) : on the truss material at each bearing PLT BLK 2x6 SPF 82 Designer must account for this. Support CaC Wind Main Wind Mon-Wind MAX DEFLECTION (span) : THIS DESIGN IS THE COMPOSITE RESULT OF Refer to Joint Detail Sheet for 1 -326 lb -167 lb L/999 MEM 12-13 (LIVE) LC 14 MULTIPLE LOAD CASES. Maximum Rotational Tolerance used 2 -710 lb -431 lb L= -0.19" D= -0.14" T= -0.34" ASCE7a02oSNOW LOADnDESIGN-concurrent CRITERIA: testingg andsapprovalvasurequiredabydl6C 1703 NHORIZONTAL , Dpport REACTION(S) CRITICAL MEMBER FORCES: Pg 25 psf, Ce - 1.0 I = 1.0 Ct = 1.10 and ANSI/TPI and are reported in available Hip-Drop 0-1-13 TC COMP. DUR. / TENS. OUR. CSI Oraina a must be ' p g. documents such as ICBO 81607. This truss is desi ned using the 1-2 -2166 1.15 / 487((1.60 0.68 9 provided to avoid ondIn 2-3 -1789 530(1.60] 0.66 20 psf Live Load applied to the bottom chord Permanent bracing is required by others) to ASCE7-02 Wind Specification 3 in accordance with BOLA requirements for prevent rotation/to Bldg Enclosed = yes, Importance Factor 1.00 3-4 -3042 1.15)/ 1019 1.60 0.96 residential attics with clear hei ght>42". nd ANSI/TPI 1. pilling. See BCSI 1-03 Truss Location = Not End Zone 4-5 -2475 1.15)/ 795 1.60 0.73 Hurricane/Ocean Line = No Ezo Category - C 5-6 -2770R IS)/ 950(1.60) 0.45 Bldg Length - 60.00 ft, Bidg Width - 40.00 ft -7 -3360 . 15)/ 1115 (1 . 60) 0.74 6 f Mean roo height - 11.93 ft, mph 90 BC COMP.(WR.)/ TENS. (DUR.) CSI TPI Standard Occuyancy Dead load = 12.0 psf 8-9 -300(1.60)/ 1703 1.15) 0.73 - Designed as Main Wind force Resisting System 9-10 -301(1.60)/ 1702 1.15) 0.65 and Components and Cladding 30-11 -227(1.60)/ 1391 1.15) 0.55 Tributary Area = 81 syft 11-12 -227 1 1.60)/ 1391 1.15) 0.28 -----LOAD CASE 81 DESIGN LOADS 12-13 -698 1.60)/ 2311 1.15) 0.75 Dir L.PIf L.LOC R.PIf R.LOC LL/TL 13-14 -869 1.60)/ 2697(1.15) 0.74 TC Vert 90.00 - 0:10: 8 90.00 0: 0: 0 0.56 14-15 -874 1.60)/ 2710(1.15) 0.91 TC Vert 70.00 0- 0- 0 70.00 26- 0- 0 0.71 TC Vert 90.00 26- 0- 0 90.00 26-10- 8 0.56 2W9 COMP. (DUR.)/ TENS. DUR.) CSI BC Vert 20.00 0- 0- 0 20.00 15-11- 4 0.00 / 179 1.25) 0.09 BC Vert 10.00 15-11- 4 10.00 23-11- 4 O.DO 2-10 -477(1.15)1 104 1.60) 0.46 BC Vert 20.00 23-11- 4 20.00 26- 0- 0 0.00 3-10 -17 1.60)/ 413 1.15) 0.13 - .Type... lbs X.Loc LL/TL 3-12 -857(1.60)/ 2196 1 TC Ve .15) 0.76 TC Vert 60.0 - 0-10- 8 1.00 4-12 -1875(1.15)/ 651 1.60) 0.97 rt 60.0 26-10- 8 1.00 5-12 -fib 1.60)/ 244 1.15) 0.13 CRITICAL POINT LOADS 5-13 -461 1.60)/ 1018 1.15) 0.56 Type X.Loc Max/Dar Min/Dar 6-13 -532 1.15)/ 236(1.60) 0.26 BC T. 16-11- 4 308/1.15 -177/1.60 6-14 -189(1.60)/ 510(1.15) 0.27 SC Vert 18-11- 4 308/1.15 -177/1.60 BC Vert 20-11- 4 308/11 -109/1.60 SC Vert 22-11- 4 462/1..15 5 -226/1.60 10-11-8 3-11-8 4-1-1 6-11-15 1 2 3 4 5 6 7 8.00 8.0 , -8.0 8-8 V5-7 4-10-10 2.5-4 7- -2 2.5-4 8 -14 SHIP 3-8 6-6 = 3-6 2 0-4-7 2.5-4 2.5-4 8-8 3-6 2.5-4 0-4-8 S=3-6 B2 B1 W:508 4 W:508 R:1589 R:2334 r"r ? U-326 U-710 ?'`IS OF 0, OA8 0 1 8 a•....,,,' j w r 26-0-0 1 rx DONIALDQ~a '8 9 10 1112 13 14 15 * LEE t SCOTT TYPICAL PLATE : 6-6 E 48175 ? ~ ••,lST !f • d A!I coclanneGkor plate€ are Truswa 20 ga. unie44s shown b "18"(1 ga.), "H" 1B ga.), or " X"(TWMX 2 C 0 ga.) ositionod per Joint Details Report. 3I~ / lrd tales and false frame ~ates are oned as Clown above. Shift a01e stud latex to avoid overPa with structural latex or sta le . WAR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-T_3_15_07-L00008_300001 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 aid/or building designer prior to fabrication. The budding designer must ascertain that the bads Ds gr r : MR #LC = 15 WT: 167# T R U S WA L ull on Ibis design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 ,.,=,.y braced by the roof or noor 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 TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tnrswal software, BC Live 0.00 psf 1.00 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANSI/TPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibilkies,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C .Spacing 2- 0- 0 220 W"tway Place, Suih 200, AnUngton, TX 76018 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Ondrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)is located at 111119thStreet, NW,St.800.Washngton,DC 2D036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC:.L/24 Job Name: PORTER RESIDENCE Truss ID: M1 Q : 13 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Designed per ANSI/TPI 1-2002 Required bearing widths and bearing areas 1 0- 2-12 389 5.50" 1.50" WEB 2x4 SPF STUD This design does not account for long term apt when truss not supported in a hanger. 2 5- 2-12 230 HGR 1 .50" time dependent loading (creep). Buding UPLIFT' REACTION(S) : Refer to Joint QC Detail Sheet for Designer must account for this. Su BRIG REQUIREMENTS shown are based ONLY Max,_. Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF Support -30ilb 'n7 lb N°n Wind on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. 2 -173 lb -103 lb MAX DEFLECTION (span) testing and approval as required by IBC 1703 Loaded for 10 PSF non-concurrent BCLL. HORIZONTAL REACTION(S) and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: 7 1 -0L/999.02" 3-4 (LIVE) LC 42 documents such as ICBO #1607. Py 25 psf, Ce - 1.0, I - 1.0, Ct - 1.10 support 2 187 16 L= -0.02" D= -0.05" T= -0.07" This truss is designedusing the End verticals are designed for axial loads - --------LOAD CASE #1 DESIGN LOADS CRITICAL MEMBER FORCES: ASCE7-02 Wind Specification only unless noted otherwise. Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC COMP.(DUR.)/ TENS.CDUR.) CSI Bldg Enclosed - Yes, Importance Factor - 1.00 Extensions above or below the truss profile TC Vert 90.00 - 0-11- 0 90.00 0- O- 0 O.S6 1-2 -97(1.15)/ 971 0.56 Truss Location - Not End Zone ppd (if any) have been designed for loads TC Vert 70.00 0- 0- 0 70.00 5- 3- 8 0.71 Leghe=an W BC COMP. fflt / TENS.(DUR.) CSI Hurri nt 60.00 ftBldgxWithe 4 0 00 ft thewendeofothe extensiodsl havednotpBean at 8C Vert 20.00 0- 0- 0 20.00 5- 3- 8 0.00 3-4 -188(1.60)/ 61(1.60) 0.21 Mean roof height - 11.f8 ft, mph 90 considered unless shown. A drop-leg to an TPI andard Occupancy Dead Load 12.0 psf otherwise unsuppppoorted wall may create a lW3 COf33«W15)% TE163 J.60) 0 09 andlggSnntCemp onent5l andiCl addoi eg Resisting System cohsederationt(by othets)s additional design 1-4 -62((1.60)/ 192 1.60) 0.08 Tributary Area : 11 sqft 20 psf Live Load applied to the bottom chord 2-4 -179(1.15)/ 166 1.60) 0.09 ,p accordance with BOCA requirements for residential attics with clear height>42". 1 2 8.00 2.5.4 4-8-10 4-8-10 2.5-4 1 -5 . -4 3-4 2.149 Ell E12 W:508 W:108 R~g,,, R:230 0 cr Ll W 5-3 8 0:-173 3 41 DOLE LD SCOTT ?s ~a?r°~~#~# All connector plates are Truswal 20 ga. unless shown bjo"18~18 ga.), "F{"116 ga.), or "MX"(TYYMX 20 ga.), positioned per Joint Details Report. 3I ~3I ~OOJ Circled laces and false frame latex are sitione " g as wn above. Shl ale stud laces to avoid owe a with structural Isles or sta le . / Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D ri ve_T_3_15_07_L00008_] 00001 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 Wilding designer prior to fabrication. The building designer must ascertain that the bads Dsg n r : MR #LC = 44 WT : 34# T R U S WA L ulp zed on this dasgn meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced TIC Live 2 5.00 psf Li veDu r L=1.15 P=1.15 y by arigid sheathing material directly aaached, unless otherwise TC Snow(Ps) 19.25 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shell not be placed in any ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19%andlor cause connector plate cunosim. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 IM Building Components Group, Inc. •ANSI/TPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 220 Weatwey Place, Suite 200, Arlington, 7X 76018 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW,Ste800,Washington, DC20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC• L/24 Job Name: PORTER RESIDENCE Truss ID: M10 Q : 1 BRIG X-LOC REACT SIZE REQ'D TC 2x4 SPF 82 ••[PM]=PLATE MONITOR USED-See Joint Report*• This design based on chord bracing applied 1 0- 1- 8 736 3.00 1.50 2x4 SPF 82 Designed per ANSI/TPI 1-2002 per the following schedule: 2 11-10-12 585 1.50 1.50 WEB 2x4 SPF STUD This design does not account for lon tere max o. c. fram to BRG REQUIREMENTS shown are based ONLY Refer to Joint QC Detail Sheet for time dependent loading (creep). Building TC 24.00" 6- 0- 0 9-11- 8 Maximum Rotational Tolerance used Designer must account for this. UPLIFT REACTION(S) : on the truss material at each bearing IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF Support CBC Wind Main Wind Non-Wind MAX DEFLECTION (span) testi and approval as required by IBC 1703 MULTIPLE LOAD CASES. 1 -140 lb -99 lb L/999 MEM 5-6 (LIVE) LC 34 and AN I/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: 2 -143 lb -84 lb L= -0.06 D= -0.05" T= -0.11" documents such as ICBO #1607. Pg . 25 psf, Ce = 10, I " 1.Ot Ctp.1.g10 HORIZONTAL REACTION(S) End verticals are designed for axial loads Draainage must be Provided to avoid .ridin. support 1 101 1b CRTEICAL PMB( RF)O~CETE20 (DUR.) CSI Extensionssabove ortbel owsthe truss profile Th i sOtruss isldesi ed using the support LOAD CASE1#1bDESIGN LOADS - 1-2 -1102(1.15))/ 207((1.60)) 0.45 (if any) have been designed for loads ASCE7-02 Wind Specification D- L.Plf L.Loc R.Plf R.L.c LL/TL 3-4 529((1.15)% 126(1.15) 0.11 theiende0 the extensions! havednotpEdend at Truss6Location "Y Not End Zonece Factor .1.00 TC Vert 70.00 0-10- 0 0.00 11-11- 8 0.71 A drop-leg BC COMP.(WR.)/ TENS99(1.7.(WR.) CSI bi= red a unsteatrreq Tres add tionalodesign Bllani Lonethe. 60.001ft. Bft9xppidth=gory=0C ft BC Vert 20.00 0- 0- 0 20.00 11-11- 8 0.00 5-6 -255(1.6015) 0.54 p m 6-7 -249(1.60)/ 101 616 (3( 11.15) 0.46 20n psf Live Loadyapt) dMa;nupand y Folce ResistinglSystemf 7 - 8 -137 ( 1 .60)/ 6.15) 0.20 plied to the bottom chord Designed as W W8 COMP.(DUR.)/ TENS. (DUR.) CSI2 in accordance with BOCA requirements for and Components and Cladding Z-6 / 114(0.90) 0.08 residential attics with clear heiglit>42". Tributary Area " 24 sgft 2-7 -469(1.15)/ 121((11..615) 0) 01128 .1 0.2 3-7 6 226 3-8 -780((1.15)/ 174 1.60) 0.23 4-8 88 1.1541 1.60) 0.03 6-0-0 3-11-8 2-0-0 1 2 3 4 4.00 4.00 2.5-4 4- 5-12 T 2- - 2-11-15 2-11-15 3- -3 SHIP 2.5-4 T X15 2.5 4 2.5-4 4-6 B2 81 W:108 7W:300 R:585 0 8 f- OF R:736 U:-143 tf#.t'',,•••.•+../ ieL U. 010-8 * DONALID 11-11-8 I $ EE 5 6 7 8 1 ~ E 49175 ref All connector plate3 are Truswal ,20 ga. unless shown by "16"(18 ga.), "M"f16 gf.),tu ;1 ale or X"(T"X 20 gpositioned per Joint Data ils R on. 3/23/2007 Circled latex and false frame latex are skinned as shown above. Shift 6 e ss to avoid ovirla with structural Iatas ors le . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Drive-T-3-15-07-L00008-100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds MR #LC = 36 WT' S 8# are to be verified by the component manufacturer and/or building designer prior to fabrication. The budding designer must ascertain that the bads gnr' T R U S WA L u do on this design motor exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TIC Live 25.00 psf L i veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is lateretly braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown a for lateral support of components members only to reduce buckling length. This component shall rot be placed in any TIC Snow(Ps) 19.25 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS emkmnmentthat will cause the moisture content of the wood to exceed 19%arid/or cause connector plate common. Fabricate, handle. install TIC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Join! and Cutting Detail Reports' evadable as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 RMBuilding Components Group, Inc. 'ANSIrrPl1%WTCAV-WoodTrussCouncilofAmencaStandardDesignResponsibdifies,'BUILDMGCOMPONENTSAFETYINFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 220 Wasfway Place, Suite 200, Arlington, TX 76018 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)is located at 111119thSir",NW,Ste BDO,Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: M10B Q : 1 BRG X-LOC REACT SIZE REQ'D TC 2.4 SPF #2 ;PLATE MONITOR USED-See Joint Report•* This design based on chord bracing appli I ed 1 0- 1- 8 738 3.00 1.50" BC 2x4 SPF #2 Desgned Par ANSI/TPI 1-2002 per the following schedule: 2 11-10-12 583 1.50" 1.50' Refer to Joint QC40etail Sheet for This d'sIgendent loading (creeop).l Buiy oiling 7C ~24.U0" 4- " 0 7-i1- 8 time BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used Designer most account for this. UPLIFT REACTION(S) : On the truss material at each bearing IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF Support C&C Wind Main Wind Non-Wind MAX DEFLECTION (span) testing and approval as required by IBC 1703 MULTIPLE LOAD CASES. 1 -157 lb -99 lb L/999 MEN 6-7 (LIVE) LC 34 and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: 2 -147 lb -84 lb L- -0.09" D- -0.06" T= -0.15" documents such as ICBO #1607. Pg - 25 psf, Ca- 1.0, I = 1.0 Ct - 1.10 HORIZONTAL REACTION(S)) CRITICAL MEMBER FORCES: End verticals are designed for axial loads Draapinage must be provided to avo(d ponding. support 1 110 lb 7C COMP. <DUR.)/ TENS.<WR.) CSI Extensionssabovedorthel owsthe truss profile 7hisOtruss ~sldesiyned using the supportLOAD CASE O#16DESIGN LOADS 1-2 -1278(1.15)/ 259(1.60) 0.20 (ifany) have been designed for loads ASCE7-02 wind Specification Dir L. PIf L.Loc R. PIf R. LOC LL /TL 2-3 -1411((1.15)/ 269((1.60) 0.48 indicated only. Horizontal loads applied at Bldg Enclosed =Yes, Importance Factor 1.00 TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 3-4 51 1.15)/ 53 1.15) 0.48 the end of the extensions have not been Truss Location = Not End Zone pp TC Vert 70.00 0- 0- 0 70.00 11-11- 8 0.71 BC COMP. DUR.)/ TENS. DU R.) CSI otherwise unless wall dr.p-l.g B dgi Lengeth=~60~00 ftNO8l dgxWi dthe~ 40f00 ft BC Vert 20.00 0- 0- 0 20.00 11-11- 8 0.00 5-6 -324 1.60))/ 1180((1.15) 0.43 hinge effect that requires additional design Mean roof height = 10.59 ft, mph 90 6-7 -318 1.60)/ 1198(1.15) 0.45 consideration (by others). TPI Standard Occupancy, Dead Load 12.0 psf 7-8 -319 1.60)/ 1413(1.15) 0.54 20 psf Live Load applied to the bottom chord Designed as Main Wind Force Resisting System WB COMP.(DUR.)/ TENS.<DUR.) CSI rn accordance with BOCA requirements for and components and Cladding 2-6 / 81(0.90) 0.06 residential attics with clear height>42". Tributary Area = 24 sgft 2-7 -36(1.60)/ 220 1.15) 0.12 3-7 / 63 0.90) 0.04 3-8 -1459(1.15)/ 329 1.60) 0.63 4-8 -174(1.15)/ 80 1.60) 0.05 I 4-0-0 I 3-11-8 I 4-0-0 1 1 2 3 4 4.00 4.00 2.5-4 4 5-12 1 2-1 -15 2-1 -15 3- -3 SHIP 3-4 T X15 2.5-4 2.5-4 4-6 B2 Ell W:108 + R:583 0{}8 0Of IS ON ~ 0:738 U:-147 n f 41t. .0 •••a/~. M W1 rN•tr•••• 0- tr DONALD LEE 5 6 11-11-8 7 81 SCOTT tt 0 E 49175 All connector plate ~tre Truswal 20 ga. unless shown by "18"(18 go.), "H"(16 ga.ls, or "MX"(TN1MX 28 ga.l Positioned par Joilnt fhtaiIs Report. 3/23/2007 Circled tales and Pa se frame tales are position" as shown above. Shi a ble tud Isles tto avoid ov r a with atruMura Islas or sfa le . WAR G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-T_3_15_07-L00008_300001 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 bads Dsgn r : MR #LC = 36 WT: 58# T R U S WA L uUmed on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf L i veDu r L=1.15 P=1.15 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 TC Snow(Ps) red. Bracing shown is for lateral support of components members only to reduce buckling length. This component shad not be placed in any 19.2 5 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS envimmenlthat will cause themoisture content ofthewood toexceed 19%and/or rauss connector plate comosion. Fabdrele,harile,install TC Dead 10.00 psf Rep Mbr End / Comp / Tens and brace this buss in accordance with the following slandards:'Joint and Cutting Detail Reports' evadable as output from Tnnwal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 IM Building Components Group, Inc. 'ANSIRPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibdilies,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C .Spacing 2- 0- 0 120 Wastway Pill", Suits 700, Arlington, TX 76018 (SCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive. Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19111 Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 c Job Name: PORTER RESIDENCE Truss ID: MIA Q : 5 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Designed per ANSI/TPI 1-2002 Required bearing widths and bearing areas 1 0- 2-12 246 5.50" 1.50" BC 2x4 SPF #2 This design does not account for long term ap 1 when truss not supported in a hanger. 2 5- 2-12 230 kit 1.50" Refer to Joint K Detail Sh et for tDiesirerremusttaccount9forrthi s. Building SU TI upportR~CC&CWind Main Wind Pion-Wind BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF 2 -173 lb -103 lb on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. HORIZONTAL REACTION(5) MAX DEFLECTION (span) testing and approval as required by IBC 1703 Loaded for 10 PSF non-concurrent BCLL. support 1 187 lb L/999 MEM 3-4 (LIVE) LC 42 and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: support 2 187 lb documents such as ICSO #1607. P 25 psf, Ce = 1.0, I - 1.0, t = 1.10 This truss is designed using the L= -0.02" D- -0.05 T- -0.07" 20 psf Live Load applied to the bottom chord Intl verticals are designed for axiCal loads ASCE7-02 Wind Specification CRITICAL MEMBER FORCES: in accordance with BOCA requirements for only unless noted otherwise. Bldg Enclosed =Yes, Importance Factor = 1.00 TC COMP7 . r(R.))/ TENS.(DUR.) CSI residential attics with clear height>42". Extensions above or below the truss profile Truss Location - Not End Zone pp 1-2 -9<1.15)/ 97(1.15) 0.56 i(if any) ndicated only. Horizontal dloadsl ap lied at urricane/Ocean c = an60Line - No .00 ft, BidgxWidthegori0 00 ft BC CORP.(DUR.)/ TENS.(DUR.) CSI the end of the extensions have not applied Mean roof height = 11.28 ft, mph = 90 3-4 -188(1.60)/ 61(1.60) 0.21 considered unless shown. A drop-leg to an TPI Standard Occu ancy Dead Load 12.0 psf otherwise unsupported wall may create a Designed as Main Wind force Resisting Systam WB COMP.(DUR.)/ TENS.(DUR.) CSI hinge effect that requires additional design and Canponents and Cladding 1-3 -191(1.15)/ 19(1.60) 0.05 consideration (by others). Tributary Area = 11 sqft 1-4 62(1.60)/ 192(1.60) 0.08 2-4 -179(1.15)/ 166(1.60) 0.09 1 2 8.00 2.5-4 4-8-10 4-8-10 2.5-4 1-~-5 3 4 2.5M4 B1 B2 W:508 W:108 0 "o R:246 R:230 / At OF 0 ~ U: l 5 3 8 U:-173 .....,s *t! s. 3 4 r ?t t DONA LIrELO * t SCOTT # ST "'+rrrrar~"~ All connector plate re Truswal 20 ga. un "H"116 gga.), or "MX"~TYYMX 20 ga.), positioned per Joint Details Report. 3/23 I ~OO~ Circled lateless shown by "16"(18 ga , r and ~at se name latex are sit.oned as shown above . Sh' lots stud ales to avoid ow with structural latex or sta to . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specilimlions provided by the component manufacturer WO: D ri ve_T_3_15_07_L00008_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r • MR #LC = 44 WT' 32# are tope verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the beds 9 T R U S WA L uld zed on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the lop chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 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 TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any ® SYSTEMS environmenlthat will cause themoisture content of the wood to -.ad 19% and/or mum connector plate conomon. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and time this truss in accordance with the following standards: 'Joint and Cutting Celled Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 IM Building Components Group, Inc. 'ANSI/IPII','WTCAV- Wood Truss Council of America Standard Design Responsibdeies,'BUILDINGCOMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 220 Wastway Plau, Suits 200, Arlington, TX 76018 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofr o Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet , NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: M1B Q : 3 BRG X-LOC REACT SIZE - REQ'D TC 2x4 SPF #2 Designed per ANSI/TPI 1-2002 This design based on chord bracing applied 1 0- 2-12 389 5.50" 1.50" 8C 2x4 SPF #2 This design does not account for long term per the following schedule: 2 5- 2-12 230 HGR 1.50" WEB 2x4 SPF STUD time dependent loading (creep). Building max o.c. from to BRG RE UIREMENTS Refer to 3oint QC Detail Sheet for Designer must account for this. 7C 24.00" 3- 3- 6 S- 3- 8 Q Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF Required bearing widths and bearing areas on the tr.SS materialshown at are beachased bearing IRC/IBgCg truss plate values are based on MULTIPLE LOAD CASES. UpEly 1 when truss not supported in a hanger. MAX L/999E ~MEM4o5 ((LIVE) LC 35 andAANI/Tand PI and aIere#160 required available 03 ASCE7a02SSPNOWI LOAD=DESIIGNICRITTERRIA: 1.10 Suppo REACTION(S) : CK Wind Main4Wind Non-Wind 0 _63 lb 1 L= -0.02" D- -0.05" T= -0.07" End verticals are designed for axial loads Drainage must be provided to avoid ponding. 2 -101 lb -63 lb CRITICAL MEMBER FORCES: only unless noted otherwise. Hip-Dro : 0-1-13 This truss is designed using the TC COMP.(WR.)/ TENS. <DUR.) CSI Extensions above or below the truss Profile 20 psf Q1 ve Load applied to the bottom chord ASCE7-02 Wind Specification 1-2 -55(1.15)/ 61(1.15) 0.16 1f any) have been designed for loads in accordance with BOCA requirements for Bldg Enclosed - Yes, Importance Factor - 1.00 2-3 0(1.60)/ 0(1.60) 0.09 indicated only. Horizontal loads applied at residential attics with clear height>42". Truss Location =Not End Zane the end of the extensions have not been Hurricane/Ocean Line = No Exp Category = C BC COr4P. ffW/ 11,114 it fSI considered unless shown. A drop-leg to an Bldg Length - 60.00 ft, Bldg Width 40.00 ft 4-5 -68(1.60)/ 89(1.15) 0.22 otherwise unsupported wall may create a Mean roof heioht = 10.79 ft, mph 90 hinge effect that requires additional design TPI Standard Occupancy, Dead Load = 12.0 psf WB COMP.(WR.)/ TENS. (R.) CSI consideration (by others). Designed as Main Wind Force Resisting System 1-4 -264(1.15)/ 114( DU1.60) 0.07 and Components and Cladding 2-4 -123(((1.15)/ 0.06 Tributary Area - 11 sgft 2-5 -150 114(1.60) 0.06 ----------LOAD CASE #1 DESIGN LOADS 3-5 -59 1.15)/ 41(1.60) 0.02 Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 90.00 - 0-11- 0 90.00 0- 0- 0 0.56 TC Vert 70.00 0- 0- 0 70.00 S- 3- 8 0.71 BC Vert 20.00 0- 0- 0 20.00 S- 3- 8 0.00 3-3-8 2-0-0 I1 32 3i 8.00 5- 2.5-4 3-4-10 3-2-13 3-4-10 2.5-4 SHIP 1- -5 2.5-4 2.5-4 B1 B2r,a'"~ 0 If, OF W:508 8 R:230 r0 6~~ 5-3-8 i LIA 01 0 4 5 r DO 0 Y t LEE SCOTT 0 ~ E 43175 e. O ~~~'+>rar.o~~~ All connector plates re Truawal 20 ga. unless shoy~rn by "1818 ga.I, "H"116 g~.) or "A1X"ITWMX 20 ga.l ~osi0onod per Joint lMtails Repo e. /007 Circled alas and fa~se frame fates are drone as .flown above. Shi a a stud labs to avoid o with structural Isles ors I J/ WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D r i ve_T_3_15_07_L00008_J 00001 and dare in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds MR #LC = 3 7 WT• 35# are to be verified by the component manufacturer and/or building designer prior to fabrication. The budding designer must ascertain that the bads 9nr• T R U S WA L uldized on this design meal or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf L i veDu r L=1.15 P=1.15 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 budding length. This component shag not be placed in any TC Snow(Ps) 19.2 5 psf SnOWDU r L=1.1$ P=1.1$ ® SYSTEMS amnronmml1-1 will causethemoisture content of the wood to exceed 19% and/or cause connector plateconosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 RW Building Components Group, Inc. •ANSIriPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibdgies,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O. C. Spaci ng 2- 0- D 220 Wmstway Place, SuNo 208, Arlington, TX 76018 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Tross Plata Institute (TPI) is located x1583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO L/240 TC: L 24 Job Name: PORTER RESIDENCE Truss ID: M1C Q : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Deisigdned per ANSI/TPI 1-2002 This design based on chord bracing applied 1 0- 2-12 246 HGR 1.50" BC 2x4 SPF #2 Ths esign does rut account for long term per the following schedule: WEB 2.4 SPF STUD time depend ent loading (tree g 2 5- 2-12 230 HGR bi.soll ased ON Refer to Joint QC Detail Sheet for Designer must account for this. Bulldin TC ma24o00" 3fram 8 S t3 BRG 8 REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF Required bearing widths and bearing areas on the truss material at each bearing IRC/ISC truss plate values are based on MULTIPLE LOAD CASES. appl when truss not supported in a hanger. MAX DEFLECTION (s an) ; testingg and approval as required by IBC 1703 Loaded for 10 PSF non-concurrent BOLL. UPLIFT REACTION(S) L/999 MEM 4-5 p and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: Support C&C Wind Main Wind Non-Wind (LIVE) LC 35 documents such as IC80 #1607. Pg. 25 psf, Ce - 1.0, I - 1.0, Ct . 1.10 1 -20 lb -7 lb L- -0.02" D= -0.05" T- -0.07" End verticals are designed for axial loads Drainage must be provided to avoid ponding. 2 -101 lb -63 lb CRITICAL MEMBER FORCES: only unless noted otherwise. Hip-Drop 0-1-13 This truss is designed using the TC COMP.(DUR.)/ TENS.(DUR.) CSI Extensions above or below the truss profile 20 psf Live Load applied to the bottom chord ASCE7-02 Wind Specification 1-2 -SS 1.15)/ %1 .15) 0.16 (if any) have been designed for loads in accordance with BOCA requirements for Bldg Enclosed .Yes, Importance Factor = 1.00 2-3 0(1.60)/ 1.60) 0.09 indicated only. Horizontal loads applied at residential attics with clear height>42". Truss Location - Not End Zone the end of the extensions have not been Hurricane/Ocean Line No Exp Cate r BC COMP. (DUR.)/ TENS.(WR.) CSI considered unless shown. A drop-leg to an Bldg Length - 60.00 ft, Sidg Width 40.00 ft 4-5 -68(1.60)/ 89(1.15) 0.22 otherwise unsupported wall may Create a Mean roof height . 10.79 ft, mph 90 hinge effect that requires additional design TPI Standard Occupancy Dead Load 12.0 psf WB COMP.(DUR.)/ TENS.(DUR.) CSI consideration (by others). Designed as Main Wind force Resisting System 1-4 -117 3.15)/ 70(1.60) 0.03 and Components and Cladding 2-4 -123 1.15)/ 0.06 Tributary Area - 11 sgft 2-5 -149 1.15)/ 114(1.60) 0.06 3-5 -59 1.15)/ 41(1.60) 0.02 1 3-3-8 F 2-0-0 i 1 2 3 8.00 5- 2.5-4 17-11 3-4-10 3 4-10 3- -13 SHIP 2.5-4 1- -5 2.5-4 2.5-4 w:508 w 108 000- V_ OF 0 • R:246 R:230 U:-20 I 5-3-8 I U:-101''••••• 4 5 DONALD •a * a ~sp~g 6 yy1 ~4 E SOi O ~.E-49175 ti /6 # ~•M4Y.Ma/4#~l# All connector plate re Truswal 20 ga. unless shown b "1816 ga.) "H"116 ga. , or p% TVYMX 20 ga.,, positioned per Joint Details Report. 3/23/2007 Circled totes and a se frame totes are sltionad ass own above: Shifftt .g a totes to avoid ovens with structural totes or sta le . WARNING Read all notes on this Sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. If has been based on specifications provided by the component manufacturer WO: Dri ve_T_3_15_07_L00008_3 00001 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 bads Dsgn r: MR #LC = 37 WT: 34# T R U S WA L ultlized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TIC Live 25.00 psf L i veDu r L=1.15 P=1.15 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 TC Snow(Ps) 19.25 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, inslatl TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens end brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 RM Building Components Group, Inc. ANSI/TPII','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDINGCOMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 220 Westway Pin-' Suft# 200, Arlington, TX 76018 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) istocaled at 1111 19th Street, NW, Ste BOO, Washington, DC 20D36, Bldg Code: IRC-2003 DEFL RATIO: L/240 TC L/24 f I • Job Name: PORTER RESIDENCE Truss ID: M1 D Qt 4 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF x2 1 0-2 - 2- 12 12 449 5.50" 1.50" WEB 2x4 SPF 7r2 Designed per ANSI/TPI 1-2002 This design based on chord bracing applied 284 HGR 1.50" 2x4 SPF STUD This design does not account for long term per the following schedule: 2 BRG 5- REQUIREMENTS Shown are based ONLY Refer to Joint QC Detail Sheet for time dependent loading (creep). Building coax o. c. Fran to On the truss material at each bearing IRCBC used on Designer must account for this. TC 24.00 1- 3- 8 S- 3- 8 THIS DESIGN IS THE COMPOSITE RESULT OF Required bearing widths and bearing areas BRG HANGER/CLIP NOTE testinngg and approval as required by IBC 1703 MULTIPLE LOAD CASES. appl when truss not supported in a hanger. 2 LU524 and AI andI and are repported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: UPLIFT REACTION(S) . Support Connection(s)/Hanger(s) are documents such as ICBO Y1607. Pq - psf, Ce = 1.0, I - 1.0n Ct .1.10 Support C&C Wind Main 16 Wind Non-Wind not designed for horl ZOntal loads. End verticals are designed for axial loads Drainage25must be provided to avoid ponding. 1 -272 It --154 SEE SIesign CATALOG only unless noted otherwise. Permanent bracing is required (by others) to Extensions above or below the truss profile prevent rotation/toppling. See BCSI 1-03 Hip-Drop : 0-1-13b 100 lb FOR ADDITIONAL INSTALLATION NOTES (if any) have been designed for loads and ANSI/TPI 1. Th is truss is designed using the MAX DEFLECTION (span) ; indicated only. Horizontal loads applied at 20 psf Live Load apppplied to the bottom chord ASCE7-02 Wind Speti ficati on L/339 MEM 4-5 (LIVE) LC 3 the end of the extensions have not been residentialcattics with clearrheight>42r. Bldg Enclosed =Yes, Importance Factor - 1.00 L= 0.18" D= -0.:04" T= 0.14" hinge unless sham. A drop-leg to an Truss Location Not End Zone CRITICAL MEMBER FORCES otherwise unsupported wall may create a Hurricane/Ocean Line No Ezp Category - C TC L MEMBER TENS. (DUR.) CSI nge effect that requires additional design Bldg Len th .ph60.00 ft Bldg Width 40.00 ft 1-2 -12 160)/ 50(115) 0.19 consideration by others). TVInStandardsBCcupandy tie::d lod 1290 psf 42-5 3 0 1..15) 0( 1..60) 0.39 Desiggnned as Main Mind korce Resisting System BC COMP.(WR.TENS. (DUR.) CSI and C•mfwnents and Cladding 4-5 -109(1.60136(1.15) 0.50 Tributary Area = 13 siqft -LOAD CASE M1 DESIGN LOADS WB COMP.(WR.)/ TENS.(WR.) CSI Dir L.Plf L.Loc R.Plf R.Loc LL/TL 1-4 -180(1.15)/ 34(1.60) 0.05 TC Vert 90.00 - 0-i1- 0 90.00 0- 0- 0 0.56 2-4 -250(1.15)/ 142((1.60) Of TC Vert 70.00 0- 0- 0 70.00 5- 3- 8 0.71 2-5 -144(1.15)/ 116 1.60) 0.07 BC Vert 20.00 0- 04:1 0 20.00 0- 4-12 0.00 - 5 -150(1.15)/ 90(1.60) 0.04 BC Vert 10.00 0- 2 10.00 4- 4-12 0.00 BC Vert 20.00 4- 4-12 20.00 5- 3- 8 0.00 3 TL ...Type... lbs X.Loc LL/ TC Vert 60.0 - 0-11- 0 1.00 CRITICAL POINT LOADS _ I 1-3-8 r Type X.Loc Max/Dur Min/Dur 4-0-0 BC Vert 1- 4-12 48/1.15 -81/1.60 1 2 3T BC Vert 3- 4-12 48%1.15 -81%1.60 8.00 5 2.5-4 2.5-4 2-0-10 1-1 -13 24-10 SHIP 1- -5 J 5-4 2.5-4 _1 41 21 2 n B1 ayvr~a? e 0 it l % U.4272 4 5 8 LBUS24 ##i~0 ....f«fef.~/et0,% r W:108 5 R:284 * "s DONALD Its U:-211 ! p LEE i 0 : sco 0 E 49175 A41 connector la a re 7ruawa120 ~ tt ga. units s sho n b 18"118 Cvcled latex snda~se frame Plates are s'~ttonefas blown abo~ra. M Sht 16 a61e~stud lataa(T To avoldbavirta $wlgi stru~ctura~ntlates f or sample . P 3/23/2007 ® WARIMIGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES This design is for an Individual building component rot truss system. It has been based on specifications provided by the component manufacturer aril done in accordance with the current versions of TPI and AFPA des' n standards. No res WO: Dri ve_T_3_15_07_L00008_J 00001 ~g ponsibtlily is assumed for dimensional accuracy. Dimensions are to be verified by the rxxn,-nl manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads DSgn r : MR #LC = 14 wT : 30# T R U S WA L ulA ¢ed on this design meet or exceed the loading imposed by the local building code and the particular 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 TC Live 2 5.00 psf Li veDu r L=1.15 P=1.15 Holed. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Snow (Ps) 19.2 5 psf SnowDu r L=1.15 P=1.1 S ®SYSTEMS environment that will cause the moisture content of the wood to exceed 19% all/or cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd /Comp /Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tnrswal software, BC Live 0.00 psf 1.00 / 1.00 / 1.00 SM Building Components Group, Inc. •gNS"P, 1', WTCA 1'- Wood Truss Council of America Standard Desi n Re 220 Westway ft", Suffe 200, Arffngfon, TX 76018 (SCSI _ 9 aititNie(TPI) iLDING COMPONENT 83 D'On SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.41 Wscon 1-03) and SUMMARY Amen Forest and Paper Associationl(APA) i5sbca Plate located Inatt111119th Street, NW,, Ste 800, Washington DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: WE Qt : 12 BRG X-LOC REACT SIZE REQ'D TC 2,4 SPF #2 Designed per ANSI/TPI 1-2002 - 2-12 210 5.50" 1.50" This design does not account for long term SuppiUPLIFT REACTION(S) 1- 2-12 4. 1.50" WEB 2 2 4 x4 SSPF PF STUD time dependent loadin 1 0 g (creep). Building rt C8C B lb :Main Wind Non-Wind BRG REQUIREMENTS show8n1are" 50based ONLY Refer to )eint QC Detail Sheet for Desiggner must account for this. 2 -58 2 Maxf mw Rotational Tolerance used THIS DE5IGN 15 THE COMPOSITE RESULT OF 1 16 -53 16 on the tr055 material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. This truss idesigned using the ION (span) testingy and approval as required by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: TrASCE7-02 Wind Specification CRITICAL MEMBER FORCES and ANSI/TPI and are reported in available MAX DEFLECT Importan ce Factor = 1.00 . (DUR. ) TC R 5 TENS CSI documents such as ICBO #1607. P3 ve2 rti cals 5 psf,are designeCe = 1.0, dl df = or 1.0, axial ft = 1. loads uss 10 Bldg Enclosed location = = Yes, Not End Zone 1-2 -2 COMP00" .1)/ 18(1.15) 0.02 20 psf Live Load applied to the bottom chord only unless noted otherwise. Hurricane/Ocean Line : No ExW pp Category C in accordance with BOCA requirements for Extensions above or belay the truss profile B1 dg Length 60.00 ft Bldg idth = 40.00 ft 9C CORP.(DUR.)/ TENS.(OUR.) CSI residential attics with clear height>42"• if any) have been designed for loads Mean roof height 20.159 ft, mph 90 3-4 -49(1.60)/ 16(1.60) 0.01 indicated only. Horizontal loads pp TPI Standard Occu ancy Dead Load 12.0 psf the and of the extensions have natpbeend at Designed as Main Wind ddor ce Resisting System WB COMP. (DUR.)/ TENS. (DUR.) as considered unless shown. Adrop-leg to an and Components and Clylaing 1-3 -195(1.15)/ 20(1.60) 0.05 otherwise unsupported wall may create a Tributary Lr~ea CASEsI1tDESICM LOADS 1-4 23(1.60)/ 70(1.60) 0.03 hinge effect that requires additional design Dir L.Plf L.Loc R.Plf R.Loc LL/TL 2-4 -38(1.1538(1.60) 0.01 consideration (by others). TC Vert 90.00 - 0-11- 0 90.00 O- 0- 0 0.56 TC Vert 70.00 0- 0- 0 70.00 1- 3- 8 0.71 BC Vert 20.00 0- 0- 0 20.00 1- 3- 8 0.00 1 2 800 2.5-4 2.5-4 240-10 24-10 1-2-5 2.54 2.5-4 i 0 E12 0/ 1f Of z !7,w 0 + R:21013 1-3-8 4 R'48 8 ;i js ewa. t4 U:-10 U:-81 tNAL.D wM LEE sco 1 E 49 75 ~ Fait 7 S T ~ All connector plates era Truswa120 unls s shown by "18" 18 g ~'ei+F'rrIV 0 3/23/2007 Circled latex and false fume Wte as m stioned as ahownlabo~ve~'Shi a61e3stiid Mates toMid owria~wiotlni stru~cluialntla es f or s~~la . ® WARNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES This design is for an individual building component not buss 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 res Ds : r: ve_T_3_15_07_L00008_J 00001 ponsiblity is assumed for dimensional accurecy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads Dsgn r MR #LC = 43 WT: 12# T R U S WA L uli¢ed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord lis laterally braced by the roofw floor sheathing and the bottom chord is laterally braced TC Live 2 5.00 psf Li veDu r L=1.15 P=1.15 y by a rigid sheathing material directly attached, unless otherwise need. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any TC Snow(Ps) 19.25 psf $nOWDU r L=1.15 P=1.15 ® SYSTEMS environment that will cause the moisture conlemoflhewoodto exceed 19% and/or causs conneclor plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this mss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tnuswal software, BC Li ve 0.00 psf 1.15 / 1.10 / 1.10 OW Building Components Group, Inc. ANSI/TPI 1'. WTCA 1'- Wood Truss Council of America Standard 220 Wssfwsy Pfau, Suits 200, Arlington, TX 7#018 Design Institute COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spacing 2- 0- 0 (SCSI 1-03) and 13C51 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Plate I nstilue (TPI) is located x1583 83 D'On D'Onafrio Drive, Madison, TRUS PLUS 6.0 VER : T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/241111 4 • Job Name: PORTER RESIDENCE Truss ID: M2 Qt : 9 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF 82 Designed per ANSI/TPI 1-2002 1 0- 2-12 384 5.50" 1.50" 8C 2x4 SPF 82 This design does not account for tong term Rpepquyi red bearing widths and bearing areas ot supported in a hanger. 5- 3- 4 235 HGR 1.50" WWEEfer to Joint 2.4Deiail Sheet Far time dependent loading (creep). Building UPLIFT REACTION(S) BRG REQUIREMENTS Shown are based ONLY Maximum Rotational Tolerance used Designer must account for POSITE this. RESULT OF Supplrt on the truss material at each bearing IRC/IBC truss plate values are based on THIS DESIGN IS THE C014 2 -56 lb Mai-26 lb Non-Wind MAX DEFLECTION (span) andtestiANng and approval as required by IBC 1703 MULTIPLE LOAD CASES. S Loaded for 10 PSAF non-concurrent BCLL. - - MEN 3-4 (LIVE) LC 43 I/TPI and are reported in available ASCE7-02 SNg1 LP DESIGN CRITERIA: HORIZONTAL RE4ACTi183l 85 16 L= -0.04" D= -0 05" T= -0 documents such as IC80 •1607. p -support 1 183 16 L/999 . 10 " This truss is designed using the g 25 psf, Ce = 10, I = 1.0, Ct 1.10 support 2 181111, CRITICAL MEMBER FORCES: ASCE7-02 Wind Specification End verticals are desi gned for axial loads - --------LOAD CASE •1 DESIGN LOADS TC COMP.(DU 11 TENS.( 1. 15) 0DUR.) .46 CSI TruBldgss Encl Locati osed =Yes, Importance Factor .1.00 only unless noted otherwise. Dir L.PIf L.Loc R. PIf R.LOC LL/TL 1-2 -102(1.15) / 88(on = Not End Zone pp Extensions above or below the truss profile TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 BC COMP. DUR.7ENS.(WR.) CSI Hurricane/Ocean6Line ft No ExWidthe= 40.00 ft Cif any) have been designed for loads 7C Vert 70.00 0- 0- 0 70.00 5- 4- 0 0.71 ( III; g gory ' C indicated only. Horizontal loads applied at BC Vert 20.00 0- 0- 0 20.00 5- 4- 0 0.00 3-4 -60(1.60183(1.60) 0.31 Mean roof height = 13.81 ft, mph = 90 the end of the extensions have not been TPI Standard cu ancy Dead load = 12.0 sf considered unless shown. Adrop-leg to an WB fOMP. (DUR.)/ TENS. (DUR.) CSI Designed as Main Wind force Resisting System otherwise unsupported wall may create a -4 -164(1.15)/ 1 2 48(1.60) 0.06 and Components and Claddin hinge effect that requires additional design Tributary Area 11 sgft 9 consideration (by others). 20' psf Live Load applied to the bottom chord e accordance with BOLA requirements ements for residential attics with clear height>42". 1 2 8.00 2.5-4 3-1,11-9 3-11-9 4- 2.5-4 SHIP 0-4-14 14 T 2.5-4 B1 B2 ,rar..n W:508 W:108 *trar R:384 ;i0 U-56 U148 4-0 d 10i3f?NALb a LEE 3 4 SCOTT f E 45175 xST /s0 All connector plate aare Truswa120 gg II{{ ~~~'+~'+s"+wr~ Circled Islas and alse hams laces It. re nl s$nioner~asb town~abd4a~'Sh.416 B stud Isles o~evo d oav§r ap tli strueluiafntlalss tlo/ist8 ~e . 3/23/2007 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component nol cuss system. It has been based on specifications provided by the component manufacturer WO' Dri ve_T_3_15_07_L00008_J 00001 and done in accordance with the current versions of TPI and AFPA design standards. No ms ' g . The is assumed for dimensional accorecy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads Dsgn r : MR #LC = 44 WT ; 24# utilized on IN$ design meet or mead the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is latemly braced by a rigid sheathing malarial directly attached, unless otherwise TC Live 2 5.00 psf Li veDu r L=1.15 P=1 . 1 5 rested. Bracing shown is for lateral support of components members only to reduce buckling length. This component shag not be placed in any TC Snow (PS) 19..2 5 psf SnOWDU r L=1.15 P=1.1 S TRUSWAL 6ZSL~ SYSTEMS environment that will cause the moisture content of the wood to exceed 19%arwlor cause connector plate con osion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens arid brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 /M Building Components Group, Inc. 'ANSI7fPl 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.06 psf O. C .Spacing 2- 0- 0 220 Wastway Ple"A sua• 200, Arlington, TX 76018 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Trims Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER : T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: M2A Q : 2 BRG X-LOC REACT SIZE REQ'D TCBC 2x4 SPF #2 Design ed per ANSI/TPI 1-2002 g applied - 2 -12 384 5.50 1.50" 2x4 SPF W2 Thi design does not account for tort term This design based on chord bracin 1 0 per the following schedule: 2 5- 3- 4 235 HGR 1.50" Refer to Joint 2x4Detail Sheet for time dependent loading (tree Bu9lding BRG REQUIREMENTS shown are based ONLY i max 240c... from Maximum Rotational Tolerance used Designer must account for tRES TC 3- 4- 0 5-to- 0 .00 on the truss material at each bearing IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF Required bearing ng widths and bearing areas MAX DEFLECTION testing and a MULTIPLE LOAD CASES. appl when truss not supported in a hanger. (span) pproval as required by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: UPLIFT REACTION(S) L/999 MEM 4-5 (LIVE) LC 34 and ANSI/TPI and are reppoorted in available Pg . 25 psf, Ce 1.0, I 1.01 Ct - 1.10 Support C&C Wino Main Wind Non-Wind -0.0.03" T= -0.04" d9ccup tps: s0~1-13 ICBO M1607. Drainage must be provided to avoid pon L= 1" D: -0 ding. 1 -74 7 -57 1 CRITICAL MEMBER FORCES: This truss is desi ned using the End verticals are designed for axial loads _ 1T2 1-195(1W. 15)j TEN49(W6U) 0 16 B1dg7Enclo ed Specifi Iatmpolttance Factor = 100 only unless noted r bel pi se. ----?-----LOAD CASE X1 DESIGN LOADS Ye, Extensions above or below the truss profile Dir L.PIf L. LOC R. PIf R.LOC L0.56 .15)/ 0 1.60) 0.07 Truss Location - Not End Zone {if.any) have been designed for lopapds TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 2-3 0(1 TC Vert 70.00 0- 0- 0 70.00 5- 4- 0 0.71 Hurricane/Ocean Line - No Ezpp Category C thel endeof the extensionslhavednot beend at C COMP. (DUR.)/ TENS.(DUR.) CSI Bldg Len th =oohh60.00 ft Bldg Width = 40 00 ft considered unless shown. A drop-leg to an BC Vert 20.00 0- 0- 0 20.00 5- 4- 0 0.00 B reate a 4-5 -72(1.60)/ 127(1.15) 0.17 AT1eI"Standardl0ccupancy, lUeadLosad = 1290 psf otherwise unsuphpappotorted wall may c WB COMP. (DUR.)/ TENS. (DU11) CSI Designed as Main Wind Force Resisting System ,:ffect (hby oetghersjs additional design 2 -178(1,15)/ 100(1.60) 0.06 and Components and Cladding 20 psf Live Load applied to the bottom chord 3-5 -5 -64(1.15)/ 43(1.60) 0.02 Tributary Area = 11 sqft in accordance with BOCA requirements for residential attcs with clear height>42". 3-4-0 1 2-0-0 1 2 3 8.00 5- 2.5-4 2- -9 e:f 2-5-12 3-1-14 SHIP 2.5-4 T 0.4-14 1 2.5-4 131 B2 *a JFAO es, R :50 W:108 OF R:235 # t a U:-74 U-90 0-10-8 LF-E 5-4-0 r4 5 ~ 'Lti SCCtTT ~ * 1 5;t 0 ~E 4917 { 'W„~.w.ar4lr~rM All connector plates f9 Truswa120 go. unless shown b1h "1818 ga) "H"176 g~l.) or "MX"(TWMX 20 ga.), Positioned per Jotnt Details RapoR. `/11 O Circled Iatas and fa se frame totes are slhoned as own above. Shill si a stud late, to avoid over a with structural Hates or eta la . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive-T_3_15_07-L00008_100001 arxl 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 budding designer must ascertain that the bads DSgr r : MR #LC = 36 WT: 26# T R U S WA L utilized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live laterally braced by the roof or floor sheathing and the bottom chord is laterall braced 2 S.00 psf Li veDu r L=1.15 P=1 . 1 5 y by a rigid sheathing material directly attached, unless otherwise TC Snow PS 19.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shaft not t be be pt.. placed in any ( ) pS f SIIOWDU r L=1.15 P=1,15 ® SYSTEMS emironment that will cause the moisture content of the wood to exceed 19°%andior cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' evadable as output from Truawal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 Rw Building Components Group, Inc. 'ANSI/TPI I% WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 220 wstway Pis", Suite 200, Arlington, TX 76018 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison, TRUSPLUS 6.0 VER : T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code : IRC-2003 DEFL RATIO: L/240 TC: L/241 4 t Job Name: PORTER RESIDENCE Truss ID: M2C Q : 2 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Designed per ANSI/TPI 1-2002 This deli 1 0- 2-12 425 S. SO" 1.50" BC 2x4 SPF #2 This design does not account for long term gn based on chord bracing applied WEB 2.4 SPF STUD DD per the following schedule: 2 5- 2-12 272 HGR 1.50" Refer to Joint QC Detail Sheet for Designe musttaccountgforrthis. Building TC XI lfr3~- 8 5-t3- 8 BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF Required bearing widths and bearing areas on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. apply when truss not supported in a hanger. BRG HANGER/CLIP NOTE testing and approval as required by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: UPLIFT REACTION S) 2 LUS24 and ANSI/TPI and are reported in available Pg 25 psf, Ce . 1.0, I = 1.0 Ct 1.10 documents such as ICBO #1607. r Support C-1 Wind Main Wind Non-Wind Support Connection(s)/Hanger(s) are Hip-Drop 0-1-13 Peramaneht bracih prove dell, to avoid ponding. 1 -172 lb -87 lb not designed for horizontal loads. This truss is designed using the g is required (by others) to 2 -130 lb -47 76 SEE SIMPSON CATALOG ASCE7-02 Wind Specification prevent rotation/toppling. See BCSI 1-03 --LOAD CASE #1 DESIGN LOADS ----------------Dir Plf R.Pl FOR ADDITIONAL INSTALLATION NOTES Bldg Enclosed - Yes, I and ANSI/TLo 1. er 90 00 L.LOC 90 00 R.LOC LLL dg mportance Factor 1.00 20 sf Live Load lied to the bottom chord Truss Location =Not End Zane p applied TC Vert 90.00 - 0-11- 0 90.00 0- 0- 0 056 MAX DEFLECTION (span) in accordance wit BOLA requirements for 7C Vert 70.00 0- 0- 0 70.00 S- 3 - 8 0..71 L/999 MEM S-6 (LIVE) LC 13 Hurricane/Ocean Line - No Exp Category = C residential attics with clear height>42". BC Vert 20.00 0- 0- 0 20.00 0- 4-12 0.00 L= -0.02" D= -0.02" T- -0.04" Bldg Length 60.00 ft, Bldg Width = 40.00 ft BC Vert 10.00 0- 4-12 10.00 4- 4-12 0.00 CRITICAL MEMBER FORCES: Mean roof height - 12.65 ft, mph 90 BC Vert 20.00 4- 4-12 20.00 5- 3- B 0.00 TPI Standard cu ancy, Dead Load . 12.0 psf ...Type... lbs X.Loc LL/TL 7C COMP.(WR.)/ TENS. (DUR.) CSI Designed as Main Wind Force Resisting System Vert 60.0 0-11- 0 1.00 -410((1.15)/ 201((1.60) 0.26 and Components and Cladding CRITICAL POINT LOADS 2-3 0 1.600 1.1S) 0.4S Tributary Area . 12 sgft Type X.Max/1.1 Min/Dur BC COMP.(WR.)/ TENS.(DUR.) CSI BC Vert 1- 4-12 53/11.15 -42/1.60 4-5 -202(1.60)/ 365(1.15) 0.26 BC Vert 3- 4-12 53/1.15 -42/1.60 5-6 -202(1.60)/ 364(1.15) 0.32 WB COMP. DUR.)/ TENS. DUR. CSI 2-5 -21 1.60)/ 84 1.153 0.05 2-6 -369 1.15)/ 204 1.60) 0.17 3-6 -160 1.15)/ 89 1.60) 0.04 i 1-3-8 4-0-0 , '1 2 3 8.00 5- 2.54 -4 1- -8 T 2.5-4 1-1-11 0--¢-3 I 1-9-S 11 ~ 11 SHIP 2.5 4 4 4 "W Ell 132 0 0 CF W:508 LUS24 R:425 8 t DONALD LIA72 R:272 a•r r LEE LIA30 SCOTT 0-11-0 1 _ 5-3_8 ~ 2F3 : T i 4 5 61 a E 49175 i 4111 f tt 8 ( ga~ ~8 ~~'m'rrt#r #r/ C,ice7iol s ase fnmse la~s~are leyasb&18"~ab~ e)'Sh1Hl able~s= d IX"(TWMX 20 gya. , positio~ledr lit .In tlates Bor sapo~t alas to avo andidb~ al, w1 is to le . 3/23/2007 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specificalions provided by the component manufacturer WO: Drive-T_3_15_07-L00008_100001 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 andlor building designer prior to fabrication. The budding designer must ascerlam that the bads Dsgn r : MR #LC = 14 WT : 26# uuized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing malarial directly attached, unless otherwise TIC Snow (Ps) 19.25 psf SnowDu r L=1. noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 15 P=1.15 ® SYSTEMS em'ironmentlhat*11cause(hemoisture moisture content of thewood toexread19%andforcause, connector plate corrosion. FabricMe,handle,install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tnnwal software, BC Live 0.00 psf 1.00 / 1.00 / 1.00 OW Building Components Group, Inc. 'ANSI/TPI 1', 9NTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 220 Westway Place, Suite 200, Arlington, TX 76018 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Ondrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)is located at Ill 1191hStreet, NW.Ste ON,Washinglon,DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC- L/2411 Job Name: PORTER RESIDENCE Truss ID: M2D Ot : 2 BRG X-LOC REACT SIZE REQ'D TC 2z4 SPF #2 Designed per ANSI/TPI 1-2002 Required bearing widths and bearin areas 3-14 205 5 HGR O 1.50 BC 2z4 5PF #2 Thisweedepend nil lonot account ' ading (creep). 1BU91d9 g UPLIFT REACTIussnot supported in a hanger. WEB 2z4 SPF STUD CS BRG REQUIREMENTS shown are based ONLY Refer to Joint QC 2 1- Detail Sheet for Designer must account for this. Support <K IN 6 i~32 ~16 NOn Wind Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF On the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. - lb -2S MAX DEFLECTION (5 an) testing and approval as required by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: This2truss is4designed usingbthe L/999 MEM 3-4 and AN I/TPI and are reported in available ( IVE) LC 35 #1 Pg 2S psf, Ce - 1.0, I 1.0, Ct = 1.10 ASCE7-02 Wind Specification L= 0.00" D= 0.00" T= 0.00 documents such as ICBO #1607. 20 psf live Laad applied to the bottom chard Bldg Enclosed -Yes, Importance Factor 1.00 CRITICAL MEMBER FORCES: in accordance with BOCA requirements for Truss Location Not End Zone TC MEMBER FORCES: TENS. <DUR.) CSI residential attics with clear height>42". Hurricane/Ocean Line No Ez Category - C 1-2 -28(1.60)/ 19(1.15) 0.02 Mean roosiheigght0-~12.476ft9 mmphth 90'00 ft BC COMP. (DUR.)/ TENS. (DUR.) CSI TPI Standard Occu ancy Dead Load = 12.0 psf 3-4 -13(1.60)/ 41(1.60) 0.02 Designed as Main Wind force Resisting System and Cmaponenta and Cladding WB COMP.(WR.)/ TENS.(DUR.) CSI Tributary Area = 3 sgft 2-4 -38(1.15)/ 39(1.60) 0.02 - --------LOAD CASE 1 DESIGN LOADS Din 00 R.P00 R. Loc LL/TL TC Vert 90 90 - 0:10 - 8 90 0- 0- 0 0.56 TC Vert 70.00 00- 0 70.00 1- 4- 0 0.71 BC Vert 20.00 0- 0- 0 20.00 1- 4- 0 0.00 1 2 8.0D 2.5-4 1- -9 2.5-4 1- -9 1-9-14 O-4T14 SHIP 1 2.5-4 r' O ~ : Ell E12 W:508 W:108 ii,....,, R:205 R:54 # ae © R U:-41 U:-42 41t * DOLNEAE eea Y 0-10-8 tt : SCOTT r I 140 10 t ! F- 3 4 491T3 - 1 ; ST i# All coan%lor piagIr Pre Truswal 20 ga. unle$$ ahoWn by "18"(7g~a.), "H"118 8~.) or ;l "fTYYNIX 20 ga.l Positioned per Joint Dotail s Raor't P 3/23/2007 Circle tales an a se freme )etas are ..b.one as Shown a e. Shift a a 'stula s to avoid ov r a with structure tales ors a . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-T_3_15_07-L00008_300001 ant 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 deligner DS MR #LC = 43 WT' 8# poor b fabrication, The building designer must ascertain that the bads 9nr: T R U S WA L uli zed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li ve0u r L=1.15 P=1.1$ 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 TC Snow(Ps) 19.2 5 psf SnowDu r L=1.1$ P=1.15 ® SYSTEMS environment that will cousethemoisture content ofthewood toexceed 19%and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens and brace this tons in accordance with the following standards: 'Joint and Cutting Dalai) Reports' available as output from Tnnwal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 IM Building Components Group, Inc. 'ANSIRPI 1', VVTCA i'- Wood Truss Council of America Standard Design Responsibili ies, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O C. Spaci ng 2- 0- 0 220 Westwey Plan, Suss 200, Arlington, TX 78018 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUS PLUS 6.0 VER: T6.$.41 Wisconsin 53719. The American Forest and Paper Association(AFPA) is located at 111119th Street, NW, Ste 800. Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: WE Ot : 6 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Designed per ANSI/TPI 1-2002 Required bearing widths and bearing areas 1 0- 2-12 245 5.50" 1.50" BC 2x4 SPF #2 This design does not account for long term app/ when truss not supported in a hanger. 2 5- 3- 4 235 HGR 1.50" WEB 2x4 SPF STUD time dependent loading (creep). Building UPLIFT REACTION(S) BRG REQUIREMENTS shown are based ONLY Refer to joint OC Detail Sheet for Designer must account for th9 s. Support CBC Wind Main Wind Non-Wind Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF 1 -14 lb on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. 2 -148 lb -85 lb MAX DEFLECTION (span) testing and approval as required by IBC 1703 Loaded for 10 PSF non-concurrent BCLL. HORIZONTAL REACTION(S) and AN I/TPI and are reported in available ASCE7-02 SHOW LOAD DESIGN CRITERIA: support 1 183 b L/999 MEM 3-4 (LIVE) LC 43 documents such as IC90 #1607. Py ve2S psf, Ce = 1.0, I = 1.0, Ct 1.10 support 2 183 lb L= -0.04" D- -0.05" T- -0.10" This truss is designed using the Intl rticals are designed for axial loads CRITICAL MEMBER FORCES: ASCE7-02 Wind Specification only unless noted otherwise. TC COMP.(WR.)/ TENS. fflt.) CSI Bldg Enclosed = Yes, Importance Factor = 1.00 Extensions above or below the truss profile 1-2 -103(1.15)/ 88(1.15) 0.46 Truss Location =Not End Zone <if.any) have been designed for loads BC COMP.(DUR.)/ TENS.CDUR.) CSI Rip Lehgeth-an60100 ft No BidgxupWidth 40.00 ft thetendeof the extens onsl havloads notpbeend at 3-4 -60(1.60)/ 183(1.60) 0.31 Mean roof heigght . 13.81 ft, mph = 90 considered unless shown;1 A drop-leg to an TPI Standard Occu ancy, Dead Load 120 psf otherwise unsupported l may create a WB COMP.(DUR.)/ TENS.(DUR.) CSI Designed as min Wind Force Resisting System hinge effect that requires additional design 2-4 -164(1.15)/ 148(1.60) 0.06 and Components and Cladding consideration (by others). Tributary Area = 11 sqft 20 psf Live Load applied to the bottom chord in accordance with BOCA requirements for residential attics with clear height>42". 1 2 8.00 2.5-4 3-11-9 3-11-9 2.5-4 T 0-4-14 i A E 2.5-4 81 E12 JYaN/ ly;~ W:508 W:108 R:245 R:235 if- OF0 IN LIA4 54-0 U-148 0 r3 4r i~ t}{3NALQ ~ M i * ± L * t 4 SCOTT 3 t E 49175 rr 01 ~~'m'r+wa?/0 All connector plates pre Truswal 20 ga. unless shown by "18"(19.%!' "H"178 8.), or "t~X"(TWMX TO ga.1, posdioned per Joint Details Reoli. 3/23/2007 Circled plates and fa se frame plate dioned as mown aShi agle stud Iates to avoid ovirla with structura latas orap le . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-T_3_15_07-L00008_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ps MR #LC = 44 WT' 2 3# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the toads 9nr• T R U S WA L ""Bracing on this design meet or exceed the loading imposed by the local bustling code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 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 (Ps) 19.25 psf SnowDur L=1.15 P=1.1 S I'd* Bracing sloven is for lateral support of components members only to reduce buckling length. Tits component shah not be placed in any TC Snow( SYSTEMS environmentmatwNcause themoisture content the wood to exceed l9%and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd /Comp /Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Li ve 0.00 psf 1.15 / 1.10 / 1.10 SM Building Components Group, Inc. 'ANSI/TPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibsities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 220 Westway Place, Suae 200, Arlington, 7X76018 (BCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)is kxatedat 111119thStreet, NW,Ste 8N.Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: M3 Q : 2 BRG X-LOC REACT SIZE REO'D TC 2x4 SPF #2 •*[PM]=PLATE MONITOPR USED-See Joint Report- UPLIFT REACTION(S) : 1 0- 2-12 251 5.50" 1.50" BC 2x4 SPF #2 Designed Per ANSI/TI 1-2002 Support C8C Wind Main Wind Non-Wind WEB 2x4 SPF STUD This design does not account for long term 1 -45 16 -32 lb 2 2- 3- 4 98 1.50" 1.50" Refer to joint QC Detail Sheet for time dependent laadi rill (creep). Building 2 -68 lb -41 lb BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used Designer must account for this. This truss is designed using the on the truss material at each bearing IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF ASCE7-02 Wind SpYecification MAX DEFLECTION (span) testingg and approval as required by IBC 1703 MULTIPLE LOAD CASES. Bldg Enclosed =es, Importance Factor = 1.00 L/999 MEM 3-4 (LIVE) LC 42 and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: Truss Location = Not End Zone documents such as ICBO #1607 Py 25 psf, Ce ;es 1i0, I 7. 1.0, Ct 1.10 Hurricane/Ocean Line - No Ezo Category . C L= 0.00" D- 0.00' T- 0.00" 20 psf Live Load applied to the bottom chord End verticals are gned r axial loads Bldg Length = 60.00 ft B1 dg Width = 40.00 ft CRITICAL MEMBER FORCES: in accordance with BOCA requirements for only unless noted othelrwise: Mean roof height : 9. AS ft, mph = 90 TC COMP.(DUR.)/ TENS.(UUR.) CSI residential attics with clear height>42". Extensions above or be ow the truss profile TPI SSgntnandard Occuppancy, Dead Load - 12.0 psf 1-2 -37(1.15)/ 36(1.15) 0.07 (if any) have been jeongtnaldl for looaapd~ied at and Cemponentsiand Cyly Cladding Resisting System indicated BC COMP. (DUR. TENS.(DUR.) CSI the and of the extensions have not been Tributary LOAD CA5Es#12DESIGN LOADS 3-4 -25(1.60)/ 76(1.60) 0.06 considered unless shown. A drop-leg to an otherwise unsupported wall may create a Dir L.Plf L.Loc R.PIf R.Loc LL/TL W8 . COMP. fflt.)/ TENS.(DUR.) CSI hinge effect that requires additional design TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 2-4 -68(1.15)/ 64(1.60) 0.03 consideration (by others). 7C Vert 7000 0- 0- 0 70.00 2- 4- 0 0.71 BC Vert 20..00 0- 0- 0 20.00 2- 4- 0 0.00 1 2 8.00 42,5-4 1-11-2 1-11-2 2- 14 2.5-4 SHIP 0-4T-7 1 U:-68 00'v > BI R:98 OF 0 W:508 R:251 11" U:-45 ON8 a[E711V/kLb~.Y{~ , 4f LEE I 0-10-8 4 24-0 t SCOTT 3 1 r 3 4~ ~,E4$1T5 t ~a'rr+erw~t M All connector plate ra Truswal 20 ga. unlefitt shownasb 18"(1b 9 ga.), "H"(16 gga.), or "MX"(TYYMX 20 ga. , itloned per Joint Datails Report. Circled plates and ase trams latex are sftlo ned $town aove. Shift a Is stud Isles to avoid ovrta with structure{ latex or sti p le . 3/23/2007 RWARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_T_3_15_07_L00008_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds gn r • MR #LC = 43 WT' 12# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads T R U S WA L utdired on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 25.00 psf L i veDu r L=1.15 P=1.15 is laterally braced by the roof a floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TIC Snow(Ps) 19.25 psf SnowDu r L=1. 15 P=1. 15 Mad, Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any TC Dead 10.00 psf Rep Mbr Bnd /Comp /Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate conoson. Fabricate, handle, install BC Live 0.00 pf 1.15 / 1.10 / 1.10 and brace this truss in accordance with the following standards:'Joint and Culling Detail Reports' available as output from Truswal software, AM Building Components Group, Inc. 'ANSI/TPI 1', WTCA V- Wood Tmas Council of America Standard Design Responsibdilies,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 220 Wotway place, Suite 200, Arlington, TX 76018 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrb Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)is located at Iit 1191hSir",NW,Ste 800,Washington,DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: M4 Q : 2 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF 62 "•(PM]=PLATE MONITOR USED-See Ioint Report** UPLIFT REACTION(S) 1 0- 3-14 328 7.75" 10" WEB 2x4 SPF STUD This~desi SinrdoNslotlaccount for long term Support C8-95 lb Mai-62ilb Non-Wind 2 3- 1- 6 130 1.50" 1. 5.50" Refer to Joint W Detail Sheet for time dependent loading (creepp). Building 2t -68 7b -38 lb ximum onGtheQtrussEmateritalnatreachsbea0riing IRC/IBC trusstplateavaluesrareebased on THISsDESIGNmIStTHEc-COMPOSITEtRESULT OF TASCE7t 2sWind Spec9ficationg the MAX DEFLECTION (Span) testing and approval as required by IBC 1703 MULTIPLE LOAD CASES. Bldg Enclosed - Yes, Importance Factor - 1.00 L/999 MEM 3-4 (LIVE) LC 42 and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: Truss Location = Not End Zone documents such as ICSO 81607. P 25 psf, Ce = 1.0, I 1.0, Ct 1.10 Hurricane/Ocean Line . No Ezp Category = C L= 0.00 D- 0.00" T= -0.01" 20 psf Live Load applied to the bottom chord End verticals are designed for axial loads Bldg Length = 60.00 ft Bldg Width - 40.00 ft CRITICAL MEMBER FORCES: in accordance with BOCA requirements for only unless noted otherwise. Mean roof height 9.~7 ft, mph = 90 TC COMP. (DUR.)/ TENS. (DUR.) CSI residential attics With clear height>42". Extensions above or below the truss profile TPI Standard Occupancy, Dead Load = 12.0 psf 1-2 -42(1.15)/ 37(1.15) 0.14 if any) have been designed for loads Designed as Main Wind Force Resisting System indicated only. Horizontal loads applied at and Components and Cladding 8C COMP.(WR.)/ TENS. (DUR.) CSI the end of the extensions have not been Tributary Area - 6 syyft 3-4 -24(1.60)/ 75(1.60) 0.08 considered unlepess shorn. Adrop-leg to an ----------LOAD CASE 81 DESIGN LOADS W8 COMP .(WR.)/ TENS. ffft.) CSI hinge affect sthatrrequires addit onal design TC Vert 90.00 - lL 2-14 90.00 00. 0 c0 L0:5 6 oTherwise 2-4 -92(1.15)/ 69(1.60) 0.03 consideratim (by others). TC Vert 70.00 0 0 0 70.00 3- 2- 2 071 BC Vert 20.00 0- - 0- - 0 20.00 3- 2- 2 0.00 1 2 5.66 2.5-4 1-10-7 1-10-7 2 4-14 2.5-4 SHIP T o-1aa R3-6 B2 W:108/.+~.. e ~,,m+ 81 R:130 / ~,4~e~,,......, #i0 R:328 U: 68 60f8 U:-95 NRLD 4 1-2-14 4 n ; LEE 1SCOTT 1 3 4 49175 i. dt~ /ul wranector plate ~re Truswal 20 ga. unle$$ shown by "78"(18 ga.), "H"f16 g~l or "~TWMX 20 gga. , ~ositionad r Joint Detai It Repoft Circle fates ande frame fates are sdtone as shown abbove. Shi a a stud .;4X s to avoidb~r with strrPctural f 3/23/2007 asates or s e . WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: D ri ve_T_3_15_07_L00008_3 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r' MR #LC = 43 WT' 14# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that me bads ' T R U S WA L utilized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the lop chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 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 TIC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. gracing shown is for lateral support of components members onlyto reduce buckling lengm. This component shall not be placed in any TIC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS 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 accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, BC Live 0.00 PS f 1.15 1.10 1.10 / RM Building Components Group, Inc. 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C .Spacing 2- 0- 0 220 Wastway Plato, Suft• 200, Arlington, TX 16018 (SCSI 1-03) 8nd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036, Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 s Job Name: PORTER RESIDENCE Truss ID: M5 Q : 13 ERG X-LOG REACT SIZE REQ'D 7C 2x4 SPF #2 Designed per ANSI/TPI 1-2002 Required bearing widths and bearing areas 1 0- 1-12 278 3.50" 1.50" BC 2x4 SPF #2 This design does not account for long term apply wRe~n uOsN~Sr)wt supported in a hanger. 2 2-11- 4 131 HGR 1.50" WEB 2x4 SPF STUD time dependent loading (creep). Building PL FT Refer to 3oint QC Detail Sheet for Designer must account for this. Support CSC W1nd Main Wind Non-Wind BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF 1 -47 lb -31 lb 2 85 lb 49 on the truss material at each bearing IAC/IBC truss plate values are based on MULTIPLE LOAD CASES. BRG HANGER/CLIP NOTE testing and approval as required by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: This truss is designed using the 2 LUS24 and ANSI/TPI and are reported in available Pgg - 25 psf, Ce " 1.0, I . 1.0, Ct .1.10 ASCE7-02 Wind Specification Sup for axial loads Bldg Enclosed -Yes, Importance Factor = 1.00 port Connection(s),/Hanger(s) are documents such as ICBO #1607. Entl verticals are designed PO 20 sf Live Load applied to the bottom chord only unless noted Truss Location - Not End Zone not designed for horizontal loads. in accordance with BOLA requirements for Extensions above or below the truss profile Hurricane/Ocean Line - No Ezpp Category = C SEE SIMPSON CATALOG residential attics with clear height>42". (if any) have been designed far loads Bldg Length - 60.00 ft , Bldg Widthi 40.00 ft indicated only. Horizontal loads ap lied at Mean roof height = 9.10 ft, mph FOR ADDITIONAL INSTALLATION NOTES the end of the extensions have not Been TPI Standard Occupancy, Dead Load . 12.0 psf MAX DEFLECTION (span) considered unl peas shown. A drop-leg to an Designed as Main Wind Force Resisting System L/990.00" D=4 0.00" TLC-0.01" hinge effectsthatrrequires additional design Trdbut Area -^6 slaftding CRITICAL MEMBER FORCES: consideration (by others). ------LOAD CASE #1 DESIGN LOADS TC COMP.(WR.)/ TENS. (DURJ CSI Dir L.Plf L.Loc R.Plf R.Loc LL/TL 1-2 -52(1.15)/ 48(1.15) 0.14 TC Vert 90.00 - 0-10- 8 90.00 0: 0 0 0.56 Sc COM fflt.)/ TENS.(DUR.) CSI TC Vert 70.00 0- 0- 0 70.00 3- 0- 0 0.71 3-4 -32(1.60)/ 99(1.60) 0.09 BC Vert 20.00 0- 0- 0 20.00 3- 0- 0 0.00 WB COMP.(DUR.)/ TENS. DUR.) CSI 2-4 -91(1.15)/ 84 1.60) 0.03 1 2 8.00 2.5-4 2.4.7 2-4-7 2-11-3 SHIP 2.5-4 017 2.5-4 m B1 82O a` W:308 LUS24 # R:278 W:108 .+n"'.`./ i U:-47 131 DOr~/~NA a tL . o ~ y O r U: 0-10-8 LEE ~ 3-0-0 4 ra SCOTT 1 t3 4t % E0175 at s Reort. l connectox osititorad par Jofnt Dae Alr pland .Cf... tTusw~ TO ga. unla8s shown b"18"(7a.), 6 aa~), or "MX"(T10%o2? ga. Chrcle late a ales are s tione as own a ve. Sh iota stud laps to go a w stmMura hates ors le . 3/23/2007 RWARNINGRead all notes on this sheet and give a copy of it to the Erecting contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO : D r i ve_T_3_15_07_L00008_3 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r' MR #LC = 43 WT' 15# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads ' T R U S WA L "llumd on this design meat or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord TC Live 25.00 psf L i veDu r L=1.15 P=1.15 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 TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any TC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause IM moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, instal end brace this truss in accordance with the following staadards:'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 RM Building Components Group, Inc. ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf O.C.Spacing 2- 0- 0 220 Westway Place, Suits NO, Arlington, TX 76018 (SCSI 1-03) ard'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association(AFPA)islocatedat111119thStreet,NW.SteSOO,Washington,DC20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L 24 e ~ , a Job Name: PORTER RESIDENCE Truss ID: M6 Q : 3 BRG X-LOC REACT SIZE REQ'D TC 20 SPF #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTION(S) 1 0- 2:181 387 4.94" 11'.f 2x4 SPF #2 This design does not account fp) or long It Support CSC Wind Main Wind Non -Wind 2 4- 0119 1.50" 1.50 er to 3oint QC Detail Sheet for time dependent loading (cree. Build 'mg 1 -109 lb -68 It Maximum Rotational Tolerance used Des,finer must account for this. 2 -94 lb -58 16 3 4- 0-11 41 1.50" 1.50" IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE. RESULT OF HORIZONTAL REACTION(S) BRG REQUIREMENTS shown are based ONLY testingg and approval as required by IBC 1703 MULTIPLE LOAD USES. support 1 IOS b on the truss material at each bearing and ANSI/TPI and are reported in avail This able ASCE7-02 SNOW LOAD DESIGN CRITERIA: s trussupport i 3 105 d using the MAX DEFLECTION (span) documents such as ICBO #1607. Pg - 25 psf,,Ce = 1.0, 1- 1.0, Ct - 1.10 s desi gned Install interior support(s) before erection. Mark all interior bearing locations. ASCE7-02 Wind Specification L/999 MEM 3-4 (LIVE) LC 41 20 psf Live Load applied to the bottom chord Shim bearings (if needed) for req. support. Bldg Enclosed .Yes, Importance Factor = 1.00 L= 0.00 D= -0.01" T= -0.02" in accordance with BOCA requirements for Truss Location =Not End Zone CRITICAL MEMBER FORCES: residential attics with clear height>42". Hurricane/Ocean Line No Ezp Category - C TC COMP.(DUR.)/ TENS.(DUR.) CSI Bldg Length ai height ft. Bid &ihthi 900.00 ft 1-2 -60(15)/ 49(1.15) 0.24 TPIn Stanroof dard occupancy, Dead Load = 12.0 psf 2-0 -2(1.1.15)/ 1(1.60) 0.00 Wind F BC COMP.(DUR.)/ TENS.((DUR.) CSI Designed as Main orce Resisting System 3_40 -34(1.60)/ 10S(1.60) 0.10 and C omponents and Cladding Tributary Area - 8 syyft --LOAD USE tl DESIGN LOADS Dir L.PIf L.Loc R.Plf R.Loc LL/TL TC Vert 90.00 - 1- 2-14 90.00 0- 0- 0 0.56 TC Vert 70.00 0- 0- 0 70.00 4- 1- 7 0.71 BC Vert 20.00 0- 0- 0 20.00 4- 1- 7 0.00 1 2 5.66 B2 W:108 R:119 U:-94 2-3-12 2-3-12 2-10-3 2.5-4 SHIP 0-4T -7 i W:415 WElt :108 /~~Arr ( LI 09 U.41 Q w NALID &N LEE 4-1-7 t 3 4 i ; X11 i SCOTT tt ~ y 40175 ea ~°'11rrr All connacto~ plates re Truswal 20 ga. unless shown b "i6",1g ga.), "H" 16 or; 20 ga.), uuosRionad per Joint Details Report. 7 Circled tales and faFse frame Isles are sdioned as town above. Shif~ aSle stud Isles to avoid overla with structural platens or stlile . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D r i ve_T_3_15_07_L00008_3 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 43 WT • 15# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads ' T R U S WA L utaized on this design meet or exceed he loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roofs floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 19.25 psf SnowDu r L=1.15 P=1.15 nded. Bracing shown is for lateral support of components members only to reduce buckling "in. This component shag not be placed in any TC Dead 10.00 psf Rep Mb r Bn d /Comp /Ten Tens ® SYSTEMS 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 accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Tmswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 SM Building Components Group, Inc. 'ANSI(TP11', Y TCA 1'. Wood Truss Council of America Standard Design Responsibidim,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 220 Wearway Place, Suite 200, Arlington, 7X76019 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111118thStreet. NW, Ste 800, Washington, DC2DO36. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/18 Job Name: PORTER RESIDENCE Truss ID: M7 Qty: 2 TC 2z4 SPF M2 Designed per AN5I/TPI 1-2002 Reqluired bearing widths and bearing areas 8RG X-LOC REACT SIZE REQ'D This desi does not account for long term app when truss not supported in a hanger. 1 0- 2-12 460 5. 50" 1. 50 RC E8 2x4 SPF STUD time dependent loading (creep). Building UPLIFT REACTION(S) 2 6-11- 4 308 HGR 1.50 Refer to 3oint QC Detail Sheet for Designer must account for this. Support C6C Wind Main Wind Non-Wind 8RG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF 1 -54 lb -24 lb on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. 2 -177 lb -109 lb 8RG HANGER/CLIP NOTE testingg and approval as required by IBC 1703 Loaded for 10 PSF non-concurrent BCLL. HORIZONTAL REACTION(S) and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: support 1 229 lb 2 LUS24 P 25 psf, Ce - 1.0, I = 1.0, Ct = 1.10 support 2 229 16 - Support Connection(s)/Hart er are documents such as Iced 81607. This truss is designed using the En verticals are designed for axial loads -------LOAD USE al DESIGN LOADS designed L.Plf L. Loc R.PIf R.Loc not designed for hori 9 (s) zontal loads. ASCE7-02 Wind Specification only unless noted otherwise. 0.56 SEE 5IMPSON CATALOG Bldg Enclosed - Yes, Importance Factor - 1.00 Extensions above or below the truss profile TC Vert go.00 - 0-10- a 90.00 0- 0- 0 LL/TL FOR ADDITIONAL INSTALLATION NOTES Truss Location .Not End Zone (if any) have been designed for loads TC Vert 70.00 0- 0- 0 70.00 7- 0- 0 0.71 MAX DEFLECTION (span) : Hurricane/Ocean Line : No E% Category = C Indicated only. Horizontal loads applied at BC Vert 20.00 0- 0- 0 20.00 7- 0- 0 0.00 Bldg Length " 60.00 ft, Bidg Width = 40.00 ft the end of the extensions have not been L/999 MEM 4-5 (LIVE) LC 42 Mean roof height = 10.44 ft, mph - 90 considered unless shown. A drop-leg to an L= -0.04" D- -0.09" T- -0.13" TPI Standard Occupancy, Dead Load = 12.0 psf otherwise unsupported wall may create a CRITICAL MEMBER FORCES: Designed as Main Wind Force Resisting System hinge effect that requires additional design TC CUMP 11R.)/ TENS.((WR.)) CSI and Components and Cladding consideration (by others). 1-2 -316(13<1.60) 0.26 Tributary Area = 14 sgft 20 psf Live Load applied to the bottom chord 2-3 86(1.15)/ 55((1.15) 0.26 in accordance with BOCA requirements for residential attics with clear height>42". BC COMP.(DUR.)/ TENS.(DUR.) CSI 4-5 -185(1.60)/ 240(1.15) 0.29 WB COMP.(DUR.)/ TENS. (DURJ CSI 2-5 -282(1.15)/ 217(1.60) 0.13 3-5 -104(1.15)/ 95(1.60) 0.06 1 2 3 8.00 2.5-4 2.5 5 5 -7 5_ _7 . 5- -3 SHIP 2.5-4 0.17 J 2.5~ Ell E12 'jai W:508 LUS24, SO OF RA60 WAOB a ;..m.e.,0 U.54 R:308 . / U=177 .0 aw , !XlNALD 7-0-0 If * : LEE r4 51 1 SCENT } 4$175 All connector plates are TruswalI 20 ga. unless shown by "18"(78 ga) "H" 16 9a.), u "MX"(TWMX 20 ga.), Positioned per Joint Dataits Report. 3/23/2007 1) p wilt structural latex or sty la . Circled lates and false frame lpates are sitionad as shown above. Shift able stud latas to avoid overly Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by me component manufacturer W0: D ri ve_T_3_15_07_L00008_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 44 WT' 37# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads T R U S WA L uld-d on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is IateraBy, braced by a rigid sheathing material directly attached, unless otherwise TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 ,.led. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd /Comp /Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install / 1.10 / 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' avalable as output from Truswal software, BC BC Live Dead 010..00 00 s psf f 0.C.5 1.15 2. 0- 0 /rte Building Components Group, Inc. 'ANSUTPI 1', WTCA V -Wood Truss Council of America Standard Design Responsib'iilies,'BUILDING COMPONENT SAFETY INFORMATION'- P P n9 220 Wastway Pte", Suite 200, Arlington, 7X76018 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio on", Madison. TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)is located at 11111Bill Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: M7A Q : 1 Designed-per ANSI/TPI 1-2002 This design based on chord bracing applied BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Th i des, n does not account for Ion term per the following schedule: 1 0- 2-12 468 S. SO" 1.50" BC 2x4 SPF #2 9 9 WEB 2x4 SPF STUD time dependent loading (treeu). Building max o.c. from 2 6-11- 4 308 HGR 1.50" Refer to 3oint QC Detail Sheet for Designr must account for this. TC 24.00" 5- 0- 0 7-to- 00 BRG REQUIREMENTS Shown are based ONLY Maximum Rotational Tolerance used THIS DESIGN I5 THE COMPOSITE RESULT OF Required bearing widths and bearing areas on the truss material at each bearing IRC/IBgCg truss plate values are hased on MULTIPLE LOAD CASES. ap 1 when truss not supported in a hanger. BRG HANGER/CLIP NOTE andtANSI/Tand PIaand are required b availab1 e03 ASCE7e02oSNOW LOADnDESIGNon-concCRITERIAurrent 5uppo . C6CWM Main Wind Non-Wind 2 LUS24 documents such as ICBO #wed Pg= 25 psf, Ce : 1.0, I = 1.0, Ct = 1.10 1 -68 lb -S6 lb Support Connection(s)/Hanger(s) are End verticals are designed for axial loads Drainage must be provided to avoid ponding. 2 -109 16 -76 76 not designed for horizontal loads. only unless noted otherwise. HORIZONTAL REACTION(S1b: Hip-Drop : 0-1-13 SEE SIMPSON CATALOG Extensions above or below the truss profile support 1 119 Th is truss is designed using the FOR ADDITIONAL INSTALLATION NOTES (if any) have been designed for loads support 2 119 7b ASCE7-02 Wind Spect fication indicated onl -Nori zonal loads applied at 20 psf Live Load applied to the bottom chord Bldg Enclosed = Yes, Importance Factor 1.00 MAX DEFLECTION (span) y' in accordance with BOCA requirements for Truss Location = Not End Zone the end of the extensions have not een Hurricane/Ocean Line = No ExF Category - C L/999 MEM 4-5 (LIVE) LC 34 considered unlepss shown. A drop-leg to an residential attics with clear height>42". Bldg Length = 60.00 ft, B1 dg Width = 40.00 ft CRITICALMEMBEll FORCH11 : T= -0.15" hiother effect thztrr:quires additional design Mean roof height - 9.95 ft, mph 90 TC COMP. DUR.)/ TENS. DUR.) CSI consideration (by others). TPI Standard Occupancy, Dead Load = 12.0 psf ( Designed as Main Wind Force Resisting System 1-2 -236(1.15)/ 34 1.60) 0.37 and Components and Cladding 2-3 0(1.15)/ 0 1.60) 0.22 Tributary Area - 14 sqft ( ) CSI ___-__----LOAD CASE #1 DESIGN LOADS 4g5 C -75C0 60)~ TE 137(W15) 0.32 TC Vert 90P00 - 0L10-c8 9R.f 0P00 OR 0 c0 0/56 70 WB COMP. <(WR.))/ TENS.(DUR.) CSI BC Vert 20.00 0- 0- 0 20.00 7- 0- 0 0.00 2-5 -247(1.15)/ 134(1.60) 0.10 3-5 -37C1.15)/ 33(1.60) 0.01 5-0-0 t 2-0-0 1 1 2 3 8.00 5- 2.5-4 n3- -7 3-6-10 4- -3 SHIP 2.5-4 O: 7 J 2.5-4 Ell B2 s W:508 LUS24 R:468 W:108 j00 OF U:-68 R:308 f / a U:-109 t3O'ar t LEE 1ALt , 0 7-0-0 t o SCOTT ~E49175 *w Aft All connector ales are Truswal 20 unless shown by 18" 18ga "F(" 18ya or " (TVYMX 20 ga. , itioned per Joint Details Report. 3/23/2007 Circled Isles and false frame latesgare sitioned as show abSVe. Shl~ able stud Isles to avoid orla with structural Isles or sta le . Read all notes on this sheet and give a copy of It to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. R has been based on specifications provided by the component manufacturer WO: Drive-T_3_15_07-L00008_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibilRy is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC 3 7 WT • 34# are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the bads T R U S WA L ull zed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing materiel directly aftached, unless otherwise TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shag not be placed in any TC Dead 10.00 psf Rep Mb r Bnd /Comp /Ten Tens ® SYSTE MS 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 accordance with the following slandards:'Joinl and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 IM Building Components Group, Inc. 'ANSIrTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibli ies.'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- O- 0 220 Westway Pis"' Suite 200, Arlington, TX 76019 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is "led at 1111 191h Street, NW, Ste 800, Washington. DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: M7B Qt : 1 Designed per ANSI/TPI 1-2002 This design based on chord bracing applied BRG X-LOC REACT SIZE REQ~D TC 2x4 SPF 02 This design does not account for to term per the following schedule: SPF #2 1 0- 2-12 611 5.50" 1.50" WEB 1x4 SPF STUD time dependent loading (creep). Building max 0.1. fro- to 2 6-11- 4 462 HGR 1.50" Refer to faint QC Detail Sheet for Designer must account for this. TC 24.00" 3- 0- 0 7- 0- 0 BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF Required bearing widths and bearing areas on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. apply when truss not supported in a hanger. testingg and approval as required by IBC 1703 AXE7-02 SNOW LOAD DESIGN CRITERIA: UPL REACrIOWNi(S) MAX DEFLECTION (span) and ANSI/TPI and are reported in available Pg.-25 psf, Ce : 1.0, I 1.0 Ct - 1.10 I FT Support G17 16 Mai114iib Non Wind L/999 MEM 5-6 (LIVE) LC 13 documents such as ICBO #`1607. Drainage must be provided to avoid ponding. 2 -226 lb -107 lb verticals are designed for axial loads Perwnent bracing is reeqquired (by others) to L= -0.03" D= -0.03" T= -0.07" End onl unless noted otherwise. prevent rotation/toppling. See BCSI 1-03 Hip-Drop 0-1-13 CRITICAL MEMBER FORCES: y and ANSI/TPI 1. This truss is designed using the Extensions above or bel ow the truss profile 7C COMP.(WR.)/ TENS.(WR.) CSI (if an) have been desi ned for loads 20 psf live Load applied to the bottom chord AXE7-02 Wind Spec i ficati on 1-2 -672(1.15)/ 300(1.60) 0.29 y g with B1 Enclosed " Yes, Importance Factor - 1.00 extensi ons zontal l have loads not applied eon at in accordance wit BOLA requirements for d9 ( indicad ted of only. the Horizontal 2-3 0 1.15)/ 0(1.60) 0.45 the en y' residential attics with clear height>42". Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category = C BC COMP. (DUR.)/ TENS.(DUR) CSI considered unless shown. A drop-leg to an Bldg Length = 60.00 ft Bldg Width = 40.00 ft 4-5 -276C(1.60))/ 535(1.15) 0.32 otherwise unsupported wall mayadd, ctireonal ate a design mean roof height - 9. 'LB ft, .0 psf 5-6 -276(1.60)/ 533 1.15) 0.53 hinge effect that requires i TPI Standard Occupancy, Dead Lmpoahd - 1290 consideration (by others). Designed as Main Wind Force Resisting System WB COMP. (DIR.)/ TENS.(WR.) CSI and Components and Cladding 2-5 -89 1.60 / 271(1.15 0.15 Tributary Area - 21 sgft 2 ( ) ----------LOAD CASE 0 DESIGN LOADS -6 :512111" 300 1 60 0. 30 3-6 82 1:60 0.04 Dir L.PIf L.LOC R. PIf R.Loc LL/7L TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 TC Vert 70.00 0- 0- 0 70.00 2- 0-12 0.71 TC Vert 35.00 2- 0-12 35.00 4- 0-12 0.71 TC Vert 70.00 4- 0-12 70.00 7- 0- 0 0.71 BC Vert 20.00 0- 0- 0 20.00 2- 0-12 0.00 BC Vert 10.00 2- 0-12 10.00 5- 0-12 0.00 BC Vert 20.00 6- 0-12 20.00 7- 0- 0 0.00 .Type... lbs X.Loc LL/TL TC Vert 60.0 - 0-10- 8 1.00 CRITICAL POINT LOADS T X.LOC Max/Dr Min/DUr TC yp Ve ert 3- 0-12 119/1.15 -94/1.60 BC Vert 3- 0-12 35/0.90 14/1.60 I 3-0-0 I 4-0-0 BC Vert 3- 0-12 130/1.15 -85/1.60 1 2 - 3i BC Vert 5- 0-12 130/1.15 -85/1.60 8.00 5- 2.5-4 2-4-7 2-2-10 2-11-3 SHIP 2.5-4 _04-7 i 2.5 4 2.5-4 W:506 W:108 00t,,"C See o R:611 R:462 # 'S / w U:-217 U-226 # 0 DONALD r-10 8 1 4 5 7-0-U 61 4 LEE SC f T i;* ft v ST is, prat. ~r. rruswat 20 ga. Bnk q alw~I vn by "1t1"( 1 8r.~, er °Mx"~rwNtx 20 a.~ All t:oraneetor eeidT d per Joint Detai s Rem: 3/23/2007 Clrcle fates anda se trome latex are s lone as g18. a ve. S a e stud ates to avadgov r a with structuro fates or s Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component rot truss system. It has been based on specifications provided by the component manufacturer WO: Drive-T_3_15_07-L00008_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 14 WT' 3 5# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads T R U S WA L utilized on this design meal or exceed the loading imposed by the local building code and the particular application. The design assumes that the top cho d TIC Live 25.00 psf Li V eDu r L=1.15 P=1.15 is laterally braced by the roof or Door sheathing and the bottom chord is late silty braced by a rigid sheathing material directly attached, unless otherwise TIC Snow(Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted, Bracing shown is for lateral support of components members only to reduca budding length. This component shall not be placed in any TC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.0o psf 1.00 / 1.00 / 1.00 and brace this uuss in accordance will the following standards: 'Joint and Cutting Detail Reports' available as output from Troswal software, RM Building Components Group, Inc. 'ANSI/1PI 1%WTCA V- Wood Russ Council of America Standard Design Responsibiilies,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O.C.Spacing 2- 0- D 220 Wastway Place, Suffe 200, Arlington, TX 76010 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Insldule (TPI) is located at 583 D'Onufrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I 111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TIC: L 24 Job Name: PORTER RESIDENCE Truss ID: M8 Q : 6 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 ;:,",PM, PLATE MONITOR USED-See Joint Reports' UPLIFT REACTIONTS) Designed Per ANSI/TPI 1-2002 Support C&11B b M-7511b Non-Wind 1 0- 1- 8 502 3.00" 1.50" WEB 2x4 SPF STUD This design does load ccount for long term 2 7-11- 4 357 1.50" 1.50" Refer to Joint QC Detail Sheet for time dependent ing (creey). Building 2 -125 lb - lb BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used Designer must account for this. HORIZONTAL REACTION(S)) 72 on the truss material at each bearing IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF support 1 126 lb• MAX DEFLECTION (Span) testing and approval as required by IBC 1703 MULTIPLE LOAD CASES. pport 2 126 lb and ANSI/TPI and are reported in available ASCII-02 SNOW LOAD DESIGN CRITERIA: Thissu truss is designed using the L/999 MEM 4-5 (LIVE) LC 42 documents such as ICBO #1607. = 25 sf, = 1.0, I 1.0, Ct To 1.10 ASCE7-02 wind Specification L- -0.03" D= -0.15" T=.-0.18" 20 psf Live Load applied to the bottom chord IPg ntl verticpals aCe re designed for axial ads Bldg Enclosed = Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: in accordance with BOCA requirements for only unless noted atherwi se. Trust Location = Not End Zone TC COMP. OUR.)/ TENS. (DUR.) CSI residential attics with clear height>42". Extensions above or below the truss profile Hurricane/Ocean Line - No Exp Category C 1-2 -543((1.15)/ 159(1.60) 0.34 (if any) have been designed for loads Bldg Length = 60.00 ft Bldg Width== 4400.00 ft 2-3 -53(1.15)/ 30(1.15) 0.34 indicated only. Horizontal loads applied at Mean roof heigyht = 10.44 ft, mph the end of the extensions have not been TPI Standard Occu ancy, Dead Load 12.0 psf BC COMP.(DUR.)/ TENS.(DUR.) CSI considered unless shown. drop-leg to an Designed as Main Wind Force Resisting System 4-5 -235 (1.60)/ 499(1.15) 0.42 otherwise unsupported walAl may create a and Components and Cladding hinge effect that requires additional design Tributary Area - 16 sgft consideration (by others). ----------LOAD CASE #1 DESIGN LOADS WB COMP.(WR.)/ TENS.( .661 CSI Dir L. PIf L.LOC R.Plf R.Loc LL/TL 2-5 -534(1.15)/ 252(1.60) 0.22 TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 3-5 -100(1.15)/ 70(1.60) 0.03 TC Vert 70.00 0- 0- 0 70.00 8- 0- 0 0.71 BC Vert 20.00 0- 0- 0 20.00 8- 0- 0 0.00 1 2 3 4.00 2.5-4 2.5-4 2-1 -15 2-1 -15 3- -3 SHIP 2.5-4 0-T 15 4-6 B2 131 W: 108 W R:357 0 1 8 R:502 U:-125 ` f$ ~I 8-0-0 1 DONALD r j t 1 4 5 E rf t aLEE ! x0 49175 M` tf rr ~~~T sw ;+I# •rrrnP/~` sefr Ire Tam e rU,,-ajetas20 ga. unless s!:.rn by "18"(18 ga.),"Fi"f16 g~ tu orM~X"~TWMX 2 idgo~a 0 a. ,ositioled par Jo'nt Dtexetai s Re~po~t. 3/23/2007 All connector plate Circle /ales and 1¢a aro stttone as shown a bbove.Shift a e sd"at to avo wf structure la ors e . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D rl ve_T_3_15_07_L00008_1 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 4 3 WT' 3 5# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads T R U S WA L utilized on 111, design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TIC Live 25.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and (he bottom chord is laterally braced by arigid sheathing material directly attached, unless otherwise TIC Snow(Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown W for lateral support of components members only to reduce buckling length. This component shall not be placed in any TIC Dead 10.00 psf Rep Mb r Bnd /Comp /Tens ® SYSTEMS environment (hat will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.15 / 1.10 / 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, RBd Building Components Group, Inc. 'ANSI7TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsiblities.'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 228 Westway Place, Sul/e 200, ArBngfon, TX 76018 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 WD-firio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet, NW,Ste800,Washington, DC20036. Bldg Code: IRC-2003 DEFL RATIO: L 240 TC: L 24 Job Name: PORTER RESIDENCE Truss ID: M8A Q : 2 See loint Report- Support REAMOWind Main Wind Non-Wind si =dpPLAe TE r MONITOR ANSI/TPI 1-USED-2002 i BRC X-LOC REACT SIZE REQ'D BC 2x4 SPF 82 •*LPMI gn e De 1 0- 1- 8 363 3.00 1.50 WEB 2x4 SPF STUD This design does not account for long term 2 -1279 5 lb -72 lb -36 lb 2 7-11- 4 357 1.50 1.50 Refer to Joint QC Detail Sheet for time dependent loading (cree Building 8RC REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used Designer must account for this. HORIZONTAL REACTION(S) 1 126 lb on the truss material at each bearing IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF suppppoort 2 126 lb MAX DEFLECTION (span) : testing and approval as required by IBC 1703 MULTIPLE LOAD USES. This truss is designed using the and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: pSCE7-02 Wind Specification L/999 MEM 4-5 (LIVE) LC 42 documents such as ICBO #1607. P 2S psf, C. " 1.0, I 7o 1.0, Ct = 1.10 " D- -0.15" T- -0.17" 20 sf Live Load a bottom chord End verticals are designed r axial loads Bldg Enclosed =Yes, Importance Factor 1.00 L- -0.02 57 7( only unless noted otherwise. Truss Location = Not End Zone CRITICAL MEMBER FORCES: in accordance with Flied to the BOCA requirements for TC COMP.(0110..)/ TENS. (DUR.) CSI residential attics with clear hei ght>42". Extensions above or below the truss profile Hurricane/Ocean Line No Ezo Category = C 1-2 -1.15)/ 173(1.60) 0.34 (if any) have been designed for loads Bldg Length - 60.00 ft Bi dg Width 40.00 ft 2-3 -55(1.15)/ 34(1.15) 0.33 indicated only. Horl zontal loads applied at Mean roof height : 10.A4 ft, mph = 90 the end of the extensions have not been TPI Standard Occupancy, Dead Load = 12.0 psf BC COMP. (DUR. TENS. ((DUR.) CSI considered unless shown. A drop-leg to an Designed as Main Wind Force Resisting System 4-5 -250(1.60)/ S36 1.15) 0.42 otherwise unsupported wall may create a and Components and Cladding hinge effect that requires additional design Tributary Area = 16 sqft WS COMP. <(WR.))/ TENS.((WR.)) CSI consideration (by others). 3-5 -112(1.15)% 276(1.60) 0.03 1 2 3 4.00 2.5-4 2.5-4 2-1 -15 2-1 -15 2.5-4 T 0-3-15 1 4c B2 -V W:300 U:357 1111 ait " Odd R:363 #sa°•eq•d f kl ~ ? % U:-79 1 8-0-0 5 ! DONALD % 4 i = LEE t ti SCOTT 7G1. • 4 4Q 49175_. All connector plates are Truswal 20 ga. unle>fq shown b "181B ga "H"116 g or "AIIX;glt X 20 ga.) ositlonod perMurJointlatexDetails Report. 2 7 ors le . 3/23 Circled plates and false frame lates are attloned ass own a vti. Shift a stud latex to avoid over a with strua p p) Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO : D r i ve_T_3_15_07_L00008_100001 and done in accordance with the parent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 43 WT' 34# are to be verified by the component manufacturer and/or building designer prior to fabrication. The budding designer must ascertain that the bads T R U S WA L 111111d on Into design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that Ito top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 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 TC Snow (Ps) 19.25 psf SnOWDu r L=1.15 P=1.15 noted. Bracing shown is for Jai" support of components members only to reduce budding length. This component shall not be placed in any TIC Dead 10.00 psf Rep Mb r Brill / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause cormoclor plate corrosion. Fabricate, handle, install / 1.10 / 1.10 and brace this truss in accordance with the following standards:'Joint and Cutting Detail Repons' available as output from Truswal software, BC s psf - 0 /rte Building Components Group, Inc. 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- BC Li Dead 10.0.00 ve 00 Pf 0.C.S1.15 P n9 2. 0 220 Wastway Place, Suite 200, Arlington, TX 76018 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, - TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at If I I 19th Street. NW, Ste BOO, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC L/24 Job Name: PORTER RESIDENCE Truss ID: M8B Q : 1 BRG X-LOC REACT SIZE REQ'D 7C 2x4 SPF N2 **[PM)=PU7E MONITOR USED -See Joint Report"* per sthesfollowaieg schehdoil a;bracing applied Designed per ANSI/TPI -2002 max O.C. from to 1 0- 1-12 754 3.50 1.50WEB 2z4 SPF STW This design does not ac1count for long term 2 7-11- 4 582 1.50" 1.50 Refer to Joint QC Detail Sheet for time dependent loadingfo(creep). Building 7C 24.00" 3-11- 8 8- 0- 0 BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used Designer must account r this. UPLIFT REACTION(S) On the truss (material span) each bearing IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF Support C8C W1nd Main Wind Non-Wind MAX DEFLECTION (span) testing and approval as required by IBC 1703 MULTIPLE LOAD USES. 1 -195 lb -105 lb ppoo 2 -202 lb -92 and ANSI/TPI and are re rted in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: L/999 MEM 5-6 (LIVE) LC 13 documents such as IC80 Y1fi07. Pg = 25 psf, Ce - I: do' I - 1.0 Ct - 1.10 Hip-Drop 0-1-9 L= -0.06 D= -0.05 T= -0.11" permanent bracing is required (by others) to Drainage must be provided to avoid ponding. This truss is designed using the CRITICAL MEMBER FORCES: prevent rotation/topp ling. See SCSI 1-03 End vertdcals are designed for axial loads ASCE7-02 Wind Specification TC COMP. WR.)/ TENS. OUR.) CSI and ANSI/TPI 1. only unless noted otherwise. Bldg Enclosed = Yes, Importance Factor - 1.00 1-2 -1251((1.15)/ 373 1.60) 0.46 20 sf Live Load applied to the bottom chord Extensions above or below the truss profile Truss Location : Not End Zone 2-3 0(1.60)/ 0 1.15) 0.58 in accordance with BOCA reqrements for (if any) have been designed for loads Hurricane/Ocean Line = No Ezp Category = C residential attics with cleuiar hei ght>42". indicated only. Horizontal loads applied at Bldg Lenoth = 60.00 ft Bldg Width - 40.00 ft mph BC COMP.<WR.)/ TENS. <OUR.) CSI the end of the extensions have not been Mean roof heigyht - 9. ~2 It. 4-5 -375(1.60)/ 1178(1.15) 0.74 considered unless shown. A drop-leg to an TPI Standard Occu ancy Dead Load 1290.0 psf 5-6 -388(1.60)/ 1251(1.15) 0.87 otherwise unsupported wall may create a Designed as Main Wind force Resisting System hinge effect that requires additional design and Components and Cladding consideration (by others). Tributary Area = 26 sgqft WB COMP.(WR.)/ TENS.(WR.) CSI --LOAD USE tl DESIGN LOADS 2-5 -70(1.60)/ 413(1.15) 0.23 Dir L.Plf L.Loc R.PIf R.Loc LL/7L 2-6 -128400(1.60) 0.61 TC Vert 90.00 - 0-30- B 90.00 0- 0- 0 0.56 3-6 18284(1.60) 0.05 TC Vert 70.00 0- 0- 0 70.00 8- 0:10 BC Vert 20.00 0- 0- 0 '100:0000 71: 0-12 0.00 BC Vert 10.00 1- 0-12 10.00 7- 0-12 0.00 BC Vert 20.00 7- 0-12 20.00 8- 0- 0 0.00 .Type... lbs X.Loc LL /TL TC Vert 60.0 - 0-10- 8 1.00 CRITICAL POINT LOADS Type X.LOC Maz/DUr Min/Dur BC Vert 2- 0-12 245/1.15 -16/1.60 BC Vert 6- 0-12 175/1.15 -76/1.60 3-11-8 4-0-8 1 2 3 4.00 5- I 4 - -12 1 3 1-11-0 3-4 SHIP 0-3 15 2.5-4 4-6 10- OF 0, 61 W A 08 {1~ i1- W:308 U:5202 Of18 t#>kYC1C981RLQ .y .1 * t R:754 LEE Ot~~-8 SCOTT 800 I =0 FE 49175 4 5 6 1a z.. ! $ "~+,eYe,,ie„ ieAr+P All connector plater are Truswa120 ga. unless shown b "18"(1 ga.), "F(" 16 ble a.), or "MX"(TVYMX 20 ga.) ppositioned per Joint DetaHe Report Circled totes and false hams latex are posttfoned as sown above. Sht~ is stud totes to avoid ovrla with structural latea or sta k . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO : Dri ve_T_3_15_07_1-00008_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #1-C 14 WT • 3 5# are to be verified by the component manufacturer and/or building designer prior to fabrication. The budding designer must ascertain that the bads T R U S WA L aril zed on this design most or exceed the bailing imposed by the local budding code and the particular application. The design assumes that the lop chord TC Live 25.00 psf 1-1 V eDU r L=1.15 P=1.15 laterally braced by the rod or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TIC Snow(Ps) 19.25 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shad not be placed in any / Tens ® SYSTEMS environment that will muse the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TIC BC Li Dead ve 100..00 00 psf psf Rep Mbr 1.00 Bnd / / Comp / 1.00 1.00 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, IM Building Components Group, Inc. 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibdilies,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 220 Wesdway Pave, Su1N 200, Arlington, TX 76018 (SCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is ideated at 583 D'Ondrio Drive, Madison, - TRUSPLUS 6.0 VER: T6.5.41 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington. DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/249 Job Name: PORTER RESIDENCE Truss ID: M8C Qt : 1 BRG X-LOC REACT SIZE REQ'D eC 2x4 SPF x2 Designed per ANSI/TPI 1-2002 Required bearing widths and bearing areas 1 0- 1- 8 232 3.00 1.50 This desi gn does not account for long term apply when truss not supported in a hanger. WEB 2x4 SPF STUD time dependent loading (creep). Building UPLIFT REACTION(S) 2 1-11- 4 87 HGR 1.50 Refer to Joint QC Detail Sheet for Desi~er must account for this. Support 36 161n18'lb Non Mon-Wind BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF C&C on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. This truss is designed using the BRG HANGER/CLIP NOTE testing and approval as required by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: ASCE7-02 Wind signed using 2 LUS24 and ANSI/TPI and are reported in available Pg = 25 psf, Ce = 1.0, I " 1.0 Ct - 1.10 Specificati on documents such as ICBO #1607. 20 psf Live Load applied to the bottom chord Bldg Enclosed = Yes, Importance Factor - 1.00 Support Connection(s)/Hanger(s) are in accordance with BOCA requirements for Truss Location - Not End Zone not designed for horizontal loads. residential attics with clear height>42". Hurricane/Ocean Line - No Ex Category - C SEE SIMPSON CATALOG Bldg Len th - 60.00 ft, Bidg ~lidth== a0. DO ft FOR ADDITIONAL INSTALLATION NOTES Mean roo height - 9.44 ft, mph 90 MAX DEFLECTION (s an) TPI Standard Occu ancyy Dead Load 12.0 psf Designed as Main Wind YODa Resisti ng System F and Components and Cladding 42 L/999 MEM 3-4 (LIVE) LC Tributary Area = 4 sgft L= 0.00 D- 0.00" T= 0.00" ------LOAD CASE M1 DESIGN LOADS CRITICAL MEMBER FORCES: Dir L.PIf L.Loc R. PIf R. Loc LL/TL 7C COMP. (DUR.)/ TENS. (DUR.) CSI TC Vert 90.00 - 0-10- 6 90.00 0- 0- 0 0.56 1-2 -15((1.60))/ 17(1.15) 0.05 TC Vert 70.00 0- 0- 0 70.00 2- 0- 0 0.71 BC Vert 20.00 0- 0- 0 20.00 2- 0- 0 0.00 3g4 C _10(11.60)/ TEN30(W60) OC04 WS COMP.(1R.)/ TENS.fflt.) CSI 2-4 -57(1.15)/ 35(1.60) 0.01 1 2 4.00 2.5-4 0-11-15 2.5-4 0-1 -15 1- -3 T SHIP 0-3-15 1 2.54 OF -,V, OF iee, Ell B2{s+ # >t L S 1k i 0-10-8 :300 W:108 t* l m tF-E 4 s R:87 SCOTT % 3 4 U:-36 E 49175 #1 y • /81 ~'Wwi•att^f~~+ A~I connector plate are Truswa120 ga. unlessonesho vnas o bA"18"(18 ga.), "H"j16 ~a.), or "MX'(7VYMX 20 ga.?, positioned per Joint Details R11 C rclad Isles and false frame totes are alttwn above. Shirt ale stud labs to avoid over a wltlt structural totes or Is la . WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component wl truss system. It has been based on specifications provided by the component manufacturer W0: D ri ve_T_3_15_07_L00008_) 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r • MR #LC = 43 WT: 9# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S WA L utilized on this design meet or exceed the loading imposed by Iha local building code and the Particular application. The design assumes that the top chord TC Live 25.00 psf L i veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing materiel directly attached, unless otherwise TC Snow (Ps) 19.25 psf S nowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shelf nol be placed in any TIC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture commnl of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.15 / 1.10 / 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, IM Building Components Group, Inc. 'ANSI/TPI V,'WTCA 1'- Wood Truss Council of America Standard Design Responsibli ies,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 220 Wesfway Piece, Suite 200, Arlington, TX 76016 (SCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)is located at 1111191hStreet, NW.Ste 800.Washington, DC 20036, Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L 24 Job Name: PORTER RESIDENCE Truss ID: M8D Ot : 1 BRG X-LOC REACT SIZE REQ'D TC Zx4 SPF #2 Designed per ANSI/TPI 1-2002 Rpepquiired bearing widths and bearing areas BC 2x4 SPF #2 This design does rmt account for long term UPLIFT REACTIONS) t supported in a hanger. 1 0- 1- 8 179 3.00" 1.50" WEB 2x4 SPF STUD time dependent loading (creepp). Building 2 3-10- 4 181 HGR 1.50 Refer to 3oint QC Detail Sheet for Des'gner must .THE for th9 s. Supplrc C&C lb Main Wind Non-Wind BRG REQUIREMENTS shown are based ONLY Max'mnw Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF 2 -73 1b -37 lb on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. This truss is desiggnned us'ng the testin and approval as required by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: ASCE7-02 Wind S signedausi MAX DEFLECTION (span) and ANgI/TPI and are reported in available P 25 psf, Ce = 1.0, I = 1.0, Ct = 1.10 pecifi 5 y Bldg Enclosed = yes, Importance Factor = 1.00 L/999 MEN 3-4 (LIVE) LC 42 documents such as ICSO #1607. End verticals are designed for axial loads 9 L- -0.02" D= -0.01" T- -0.03" 20 psf Live Load applied to the bottom chord only unless noted otherw'se. Truss Location = Not End Zone CRITICAL MEMBER FORCES: in accordance with BOCA requirements for Extensions above or below the truss profile Hurricane/Ocean Line = No Ex Cate=gory - C TC COMP (OUR.)/ TENS.(DUR.) CSI residential attics with clear height>42". jedicaiedh.vonly. rbeNorii ggnontaidl for loadlied at Mean roofthe'oht0=00 9t, Bft9 ~ihth " 90'00 ft 1-2 -33(1.15)/ 36(1.15) 0.24 the end of the extensions have not been TPI Standard OOccuyancy Dead Load = 12.0 psf tic COMP. (DUR0.)/ TENS. <DUR.) CSI considered unless sham. Adrop-leg to an Designed as Main Wind force Resisting System 3-4 -22(1.6)/ 66(1.60) 0.18 otherwise unsupported wall may create a and red and Cladding h'nge effect that requires additional design Tributary Area = 8 sqft WB COMP. ffit.)/ TENS.(WR.) CSI consideration (by others). 2-4 -124(1.15)/ 77(1.60) 0.03 3-10-0 1 2 4.00 2.5-4 1- 4 1- -4 2.5-4 o-Ti s 1 2.5-4 Al" If, OF 0 81 W 1 4-0-0 , W:308 f ~ .~a~ R:1 90 3 4 R.181 DONALD U:45 U:-73 ` SCLEE 4. 1 t7l OTT ca 4srs pI1 connector platelc are Truawael 20 ga. unless shown b)~"16"(18 got.), "H"(10 grl or "MX"(TWMX 20 ga.),~iositioned per Joint Details or Circled Islas and false fram totes are s oned ass own above. Shift sole stud latex to avoid ova a with structura Isles or sta k . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D rT ve_T_3_15_02_L00008_3 00001 and done in accordance with the cunent versions of TPI arid AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 43 WT: 14# are to be verified by the component manufacturer ardlor building designer prior to fabrication. The budding designer must ascertain that the bads T R U S WA L utilized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shag not be placed in any TIC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector pate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.15 / 1.10 / 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, 10.00 s f 0.C.S 1. 2. 0- 0 /rte Building Components Group, Inc. 'ANSIfTPI T, 'WTCA i'. Wood Truss Council of America Standard Design Respomubilgies, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead P p n9 220 Weatwoy Place, Suf * 201 Arlington, TX 76019 (SCSI 1-03) 8nd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof c, Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at1111191hStreet, NW,Ste800,Washington, DC20036. -Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: WE Qt : 1 TC 2x4 SPF 82 •*(PM)-PUTE MONITOR USED-See Joint Report- This design based on chord bracing applied BRG X-LOC REACT SIZE REQ'D Desi gned per ANSI/TPI 1-2002 per the following schedule: C 2x4 SPF #2 1 0- 1- 8 525 3.00" 1.50" This desi gn does rat account for tong tern max a.c. from to 2 7-11- 4 357 1.50" 1.50" R fer to Joint QC4Detail Shnet for time dependent loading (treep). Budding TC 24.00" 5-11- 8 8- 0- 0 BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used Designer must account for this. UPLIFT REACTION(S) on the truss material at each bearing IRC/IBC truss plate values are based on THIS DESIGN 15 THE COMPOSITE RESULT OF Support C&17 7b Main Wind Non Wind MAX DEFLECTION (span) testing and approval as required by IBC 1703 MULTIPLE LOAD USES. and AN5I/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: L/999 MEN 4-5 (LIVE) LC 34 documents such as IC80 81607. Pit = 25 psf, C. - 10, I - 1.0 Ct - 1.10 Hip-Drop : 0-1-9 L- -0.05" D: -0.05" T= -0.09" End verticals are desi ned for axial loads Drainage must be provi ded to avoid punting. TMs truss is designed using the CRITICAL g 20 psf Live Load ap lied to the bottom chord ASCE7-02 Wind Specification MEMBER FORCES: only unless noted otherwise. Enclosed Yes, Importance Factor 1.00 TC COMP.(WR.)/ TENS. (DI1R.) CSI Extensions above or below the truss profile in accordance with BOCA requirements for Bldg 1-2 -474(1.15)/ 109(1.60) 0.43 (if any) have been desi ed for loads residential attics with clear height>42". Truss Location - Mot End Zone pp yy 2-3 0(1.60)/ 0(1.60) 0.17 indicated only. Horizontal loads applied at gjrrlLMe/Ocew Line 00- No dE.& dthe~r40 0C ft = 60 BC COMP.(WR.)/ TENS. WR.) CSI the end of the extensions have not been Mean roof height - 10.25 ft, mph = 90 p ( considered unless shown. Adrop-leg to an TPI Standard Occupancy, Dead Load - 12 . 0sf 4-5 -135(1.60)/ 406(1.15) 0.41 otherwise unsupported wall m%i create a Designed as Main Wind Force Resisting System 5-6 -131(1.60)/ 423(1.15) 0.35 hinge effect that requires tional design and Components and Cladding WB COMP.(WR.)/ TENS. 1.DUR15 CSI consideration (by others). Tributary Area - 16 soaft ( ) __________LOAD CASE 81 DESIGN LOADS 2-5 / 155( 0.08 Dir L. P 3 - 6 - If L.LOC R. PIf R.LOC LL/TL 2-6 -528(1.15164((1.60) 00.16 TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 TC Vert 70.00 0- 0- 0 70.00 8- 0- 0 0.71 .02 57(1.1533 1 . 60 ) BC Vert 20.00 0- 0- 0 20.00 8- 0- 0 0.00 _11_8 2-0-8 1 2 3 4.00 5- ISZ1 5 4 2-12 2- -3 2_ _p SHIP 2.5-4 T 0-3-15 y 2.5-4 4-6 • B2 ~ral~+rwre, W:108 t" W:300 U: 117 O II B ##~st,, a 8 * . DONALI3 * t 8-0-0 ' SCOTT 4 5 6 ` ;00 E 49175 i 8 ga( 9 pus po ~"~+rr•amsr~0/ Grcledn Isles a deafse frame alatesgare n sitioned as s~r-ownlabsvA (fl a6~elstud Nlates Wivoid over W with stru'ecture{ntlaeis seta le . 7 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive-T-3-15-07 L00008-300001 end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r' MR #LC = 36 WT' 3 5# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mind ascertain that the loads T R U S WA L utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li V eDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chard is laterally braced by a rigid sheathing materiel directly attached, urdess otherwise TIC Snow (Ps) 19.25 psf SnowOu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS emironment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.15 / 1.10 / 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' avalable as output from Tmswal software, 10.00 s f 0.C.5 1. 2. 0- 0 AM Building Components Group, Inc. 'ANSI/TPI 11, WTCA V- Wood Truss Council of America Standard Design ResponsibARies,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead p p n9 220 W"tway P/au, Suits 200, Arlington, 7X78018 (SCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Institute (TPI) is located at 583 D'Onafrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/241 Job Name: PORTER RESIDENCE Truss ID: M9 Ot : 2 TC 2x4 SPF 82 Designed per ANSI/TPI 1-2002 Rpeppqpuiyred bearing widths and bearing areas BRG X1:1 REACT SIZE R1.50 WEB 2x4 SPF STUD This design does not account for long term Sp Rees trussn tMain Windd its n Wangder. 2x4 SPF #2 1 0- 8 320 3.00" 1.50 time dependent loading (tree Building 2 3-102 175 HGR 1.50 Refer to joint QC Detail Sheet for Desiyner must account for this. 1 _jQ jb -35 lb uppo" -b -56 lb BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. This truss is designed using the testing and approval as r uired b IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: ASCE7-02 Wind 5 eci ficatlon MAX DEFLECTION (span) and ANSI/7PId are reported in available Pg 2S psf, Ce = 1.0, I = 1.0,,Ct = 1.10 Bldg Enclosed =pees, Importance Factor = 1.00 L/999 MEM 3-4 (LIVE) LC 42 documents such as ICBO 81607. Entl verticals are designed for axial loads Truss Location = Not End Zone L= -0.02" D= -0.02" T= -0.03" 20 psf Live Load applied to the bottom chord only unless noted otherwie. Hurricane/Ocean Line = No E%.Category = C CRITICAL MEMBER FORCES: in accordance with BOLA requirements for Extensions above or belowsthe truss profile gill Len th 60.00 ft, 61 dg Width = 40.00 ft TC COMP. DUR. / TENS. WR. CSI residential attics with clear height>42". (if any) have been designed for loads 9 ( ) ( ) indicated only. Horizontal loads ap lied at Mean rote height 9.76 ft, mph = 90 1-2 -33(1.15)/ 36(1.15) 0.24 the end of the extensions have not Been TPI Standard OCCUncy, Dead Load - 12.0 psf C COMP. (DUR. TENS. considered unless shown. A drop-leg to an Desiggnned as Main Va Wind Force Resisting System B (DUR.) CSI otherwise unsupported wall may create a and Components and Cladding 3-4 -21(1.60)/ 64(1.60) 0.19 hinge effect that requires additional design Tributary Area = 8 sgft consideration (by others). ---LOAD CASE 3 DESIGN LOADS WB COMP.(DUR.)/ TENS.(DUR.) CSI Dir L.Plf L.Loc R.Plf R.Loc LL/TL 2-4 -120(1.15)1 74(1.60) 0.03 TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 TC Vert 70.00 0- 0- 0 70.00 3-11- 8 0.71 BC Vert 20.00 0- 0- 0 20.00 3-11- 8 0.00 1 2 4.00 2.5-4 14-12 1- -12 1-11-0 SHIP 2.5-4 T 0-3-15 L g 1 2.5-4 B1 B2 if0 Ms~tN~s* W:300 W:108 d ! R:175 # NALD I 3-11-8 I U:-70 E 1*~ L~ * t 3 4 a SCOTT : i E 0175 ~a•4MSwrw/~~ A!I connector platert are Truswa120 ga. unlea~s shorNn b "118 ga. , "H" 18 a.), or ;M X"(TWMX 20 ga. , posiBoned per Joint Details Report Cycled ales and raise trams latex are sitioneti as sown above. Shifi a61e stulatex to avoid overla with structural taros or sq le . 3123/2007 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. II has been based on specifications provided by the component manufacturer WO: Drive-T-3-15-07 _ L00008-100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 43 WT: 15# are to be verified by the component manufacturer and/or building designer prior to fabrication. The budding designer must ascertain that the bads T R U S WA L utilized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TIC Live 25.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly atlached, unless otherwise TIC Snow(Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shag not be placed in any TIC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause Ins moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.15 / 1.10 / 1.10 and brace IN. I- in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, BC Dead 10.00 psf 0 . C .Spacing 2. 0- 0 RM Building Components Group, Inc. 'ANSI/TPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibili ies,'BUILDING COMPONENT SAFETY INFORMATION. 220 Wastway Place, Suite 200, ArRigon, TX 76018 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at Ill 1 19th Street. NW, Ste BOO, Washington, DC 20036. -Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: M9A Ot : 1 BRG X-LOC REACT 0SIZE REQ'D TC 2x4 SPF F2 Desi gned,per ANSI/TPI 1-2002 Rpegpuiyred bearing widths and bearing areas BC 2x4 SPF #2 This design does not account for long term UPLIFT Rer truss not supported in a hanger. 1 0- 1- 8 343 3.0" 1.50" time dependent loading (creep). Building 2 3-10-12 194 HGR 1.50" Refer to loint QC4Detail Sh et for Designer must account for this. Support aC•6C kh nd Main26i lb Non-wind BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. This truss is designed using the MAX DEFLECTION (span) testing and approval as required by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: ASCE7-02 Wind Specification and ANSI/TPI and are reported in available Pg = 25 psf, Ce 1.0, I 1.0 Ct = 1.10 Bldg Enclosed - Yes, Importance Factor . 1.00 L/999 MEM 4-5 (LIVE) LC 7 documents such as ICBO X1607. Drainage must be provided to avoid ponding. Truss Location =Not End Zone L- 0.00" D- -0.01" T• -0.01" 20 psf Live Load applied to the bottom chord Hurricane/Ocean Line = No Exp Category. C CRITICAL MEMBER FORCES: in accordance with BOCA requirements for Bldg Length 60.00 ft, B1 dg Width = 40.00 ft TC COMP. DUR.)/ TENS. Wit.) CSI residential attics with clear height>42". Mean roof height = 9.59 ft, mph - 90 1-2 271((1.15)/ 30 1.60) 0.06 TPI Standard SnupjndyPor~cedResistingl5ystemf 2-3 0(1.15)/ 0(1.60) 0.10 and Components and Cladding BC COMP.(WR.)/ TENS. (DUR.) CSI Tributary Area LOAD . 8 syyft CASE #1 DESIGN LOADS 4-5 -10(1.60)/ 255(1.15) 0.14 Dir L.Plf L. Loc R.PIf R.Loc LL/TL TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 WS COMP. (((1:11)/ TENS. (((DUR.) CSI TC Vert 70.00 0- 0: 0 70.00 3-11- 8 0.71 3-5 ?85(1.1515 <1.60) 0.0 BC Vert 20.00 0- 0- 0 20.00 3-11- B 0.00 2-0-0 l 1-11-8 1 2 3 4.00 4-0 2.5-4 0-1 -15 2.5-4 0-1 -15 1- -3 SHIP 0-3~~_15 2.5-4 tX~,arar~.w~,r.. Ell B2 1~lic i'y~!!!!#!!f~ W:300 W:108 fij!!. DONALD !a k * f " " I R:194 1 ; LEI= 1 0-1 > I~' 0-1 ""`2i III U: i E ! 3-11-8 SCOTT 4 5 i E 49175 ` . All connector plate are Trusuial 20 ga. unless shown byh"18"(18 ga.), "H"116 ga or "MX"(TYVAAX 20 ga.), Posi6oned par Joint Details Report. Circled totes and ~aISO frame Islas are sitfonad as s own a w. Shi s e stud Isles to avoid own a wfdt structural latis or sta le . WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: D ri ve_T_3_15_07_L00008_3 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibrity is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 9 WT' 17# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads ' T R U S WA L uliized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li V eDu r L=1.15 P=1.15 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 TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any /Ten s ® SYSTEMS errviZment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC BC Li Dead Live 100..00 00 PS IF f Rep Mb r 1.15 Bn d / / Comp / 1.10 and brace this cuss in accordance with the following standards:'Joini and tuning Detail Reports' available as output from Truswal software, 10.00 s f 0.C.S 1. 2. 0- 0 IM Building Components Group, Inc. 'ANSIrfPf 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION. BC Dead p p n9 226 Washvay Place, SuMe 200, Arlington, 7X76018 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onatrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsm53719. =can Forest and PaperAssocianon(AFPA) is located at1111191hStreet, NW,Ste800,Washington. DC20036. -Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: T1 Qty: 2 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #2 Web bracing required at each location shown. UPLIFT REACTION(S) : See an stdard details M01087001-001 revl). Supplrt '-191116 Main Wind Non Wind 180 2 1 26 6-- 2 4- -12 4 1444 5.50 1.70 WEB 2z4 SP STUD ® Designed per ANSI/TPI 1-2002 2 -191 lb -180 lb 1444 5.50 1.70 2x4 SPF #2 9-4, 4-11 This design does not account for long term , BRG REQUIREMENTS shown are based ONLY Refer to Joint QC Detail Sheet for tine dependent loading (creep). Building HORIZONTAL REACTION(S) on the truss materia at each bearing Maximus Rotational Tolerance used Designer must account for this. support 1 291 7b re based on THIS DESIGN IS THE COMPOSITE RESULT OF support 2 -291 1 MAX DEFLECTION (span IRC/IBC truss plate value:,a L/895 This truss.is designed using the MEN 9-10 (LIVE) LC 37 testingg and approval as ruired by IBC 1703 MULTIPLE LOAD CASES. and ANSI/TPI and are reported in available Loaded for 30 PSF non-concurrent BCLL. ASCE7-02 Wind Specification L. -0.35" D= -0.08" T= -0.43" docusents such as ICBO #1607. ASCE7-02 SNOW LOAD DESIGN CRITERIA: Bldg Enclosed = Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: 20 psf Live Load aplied to the bottom chord Pg = 25 psf, Ce - 1.01 - 1.0, Ct = 1.10 Truss Location = Not End Zone : p Category C = TC COMP. (DUR.)/ TENS. (DUR.) CSI in accordance with BOLA requirements for HuBldgrriLengthcane/Ocean 60 Line 00 ft No Bldg E. Width - 40.00 ft 1-Z -79(1.15)/ 150(1.15) 0.95 residential attics with clear height>42". Mean roof heioht - 24.f7 ft, mph - 90 2-3 -1527 1.15)/ 246(1.60) 0.94 TPI Standard Occupancy Dead Load = 12.0 psf 3-4 -1468 1.15))/ 286 1.60) 0.94 Desigyned as Main Wind force Resisting System 4-5 -1468 1.15)/ 286((1.60) 0.94 and Components and Cladding 5-6 -1527<1.15)/ 246(1.60) 0.94 Tributary Area - 53 5gqft 6-7 79(1.15)/ 150(1.15) 0.95 __LQAD CASE #1 DESIGN LOADS BC COMP.(DUR.)/ TENS.(DUR.) CSI TC VeDir rt 90P00 - OL11oc0 90P00 OR 0 c0 0 56 8-9 -203(1.60)/ 1275(1.15) 0.61 TC Vert 70.00 0- 0- 0 70.00 26- 7- 0 0.71 9-10 -3(1.60)/ 914(1.15) 0.56 10-11 -3((1.60)/ 914((1.15) 0.56 TC Vert 90.00 26- 7- 0 90.00 27- 6- 0 0.56 11-12 -203 1.60)/ 1275 1.15) 0.61 BC Vert 20.00 0- 0- 0 20.00 26- 7- 0 0.00 WB COMP.(DUR.)/ TENS. DUR.) CSI 1-8 -307 1.15)/ 158 1.60) 0.08 2-8 -1675((1.15)/ 146 1.60) 0.82 2-9 -301(1.15)/ 270 1.60) 0.25 4-9 -121((1.60)/ 620 1.15) 0.31 4-11 -121 1.60)/ 620 1.15) 0.31 6-11 -301((1.15))/ 270 1.60 0.25 6-12 -1675(1.1S)/ 116 1.60 0.62 13-3-8 7-12 -307(1.1$)/ 158 1.60) 0.08 13-3-8 1 2 3 ~4 5 6 71 8.00 8.0 4-6 S=3-6 S=3-6 10-)_10 5-6 5-6 10-)-10 SHIP 2.5-4 2.5-4 1-T~-5 1~5 3-8 2.5-4 S=4-6 2.5-4 3-8 B1 B2 W:508 W:508##,#~.r,,•.. R:1444 R:1444 U:-19a U:-191 1 00 .0 0 26-7-0 0 ~-{0 t DO L r 4>~tyID 8 9 10 11 12 + 4 SCOTT : 1 ~ E 0175 t All connector plate ~re Truswa120 ga. unlegs shown by 18"(18 ga.), "H"f18 g~.)s,tu ;M or X"(T1NMX 20 ga.),osfttoned per Joint Details Rep/23/2007 Circled latex ands se frame latex Oro srtioned as shown above. Shift a a Isles to avoid ova a with structural late= or sta Al a . Read ail notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D ri ve_T_3_15_07_L00008_100001 end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r' MR #LC = 38 WT' 174# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bad T R U S WA L utdized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Li v e 25.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is lalerady braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install / 1.10 / 1.10 and brece this truss in accordance with the following slandards:'Joint and Cutting Detail Reports' evadable as output from Tmswal software, BC s psf 15 - 0 RM Building Components Group, Inc. 'ANSI/TPI 1'. WTCA 1' -Wood Truss Council or America Standard Design Responsibli ies,'BUILDING COMPONENT SAFETY INFORMATION' • BC Li Dead 10. 0ve .00 00 Pf 0.C.51 1.. P n9 2. 0 720 Westway Place, Suite 200, Arlington, TX 76018 (SCSI 1-03) and'BCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrb Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111116thStreet, NW. Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TG L 24 m • t Job Name: PORTER RESIDENCE Truss ID: T2 Q : 7 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #1 Designed, per ANSI/TPI 1-2002 This design based on chord bracing applied 2x4 SP 2400F-2.OE 4-5 this design does not account far long term per the following schedule: to 1 0- 2-12 2368 5.50•' 2.79•' time dependent loadi"'f (tree Building max o.c. from 2 38- 5- 4 2368 5.50 2.79 BC 2x4 SP 2400E-2.OE 11-13 Designer must account or tips. TC 24.00" 15- 4- 0 23- 4- 0 BRG REQUIREMENTS shown are based ONLY WEB 2x4 SPF #2 Refer to Joint i Detail Sheet for UPLIFT REACTION S) : on the truss material at each bearing 2.4 SPF STUD 2-10, 14-7 Maximum Rotational Tolerance used support Cat W Ind Main Wind Non-Wind MAX DEFLECTION (span) : WEDGE 2x6 SPF #2 THIS DESIGN IS THE OMPOSITE RESULT OF 1 -216 b -167 lb L/992 MEM 13-14 (LIVE) LC 37 PLT BLK 2x4 SPF STUD MULTIPLE 2 -216 lb -167 lb Loaded for 10 PSF non-concurrent BCLL. IRC/IBC truss plate values are based on HORIZONTAL RiACTI03t1J(5)b L= -0.46" D= -0.23" T- -0.70" ASCE7-02 SNOW LOAD DESIGN CRITERIA: testingy and approval as required by IBC 1703 support 2 31111 1lb CRITICAL MEMBER FORCES: Pg = 25 psf, Ce 1.0, I = 1.Or Ct = 1.10 and ANSI/TPI and are reported in available This truss 1s designed using the TC COMP. DUR.)/ TENS.(DUR.) CSI Drainage must be provided to avoid Ponding. documents such as IC80 #1607. ASCE7-02 Wind Specification 1-2 -3350 1.15)/ 292(1.60) 0.76 20 psf Live Load applied to the bottom chord Bldg Enclosed =Yes, Importance Factor 1.00 2-3 -3240 1.15)/ 393(1.60) 0.65 in accordance with BOLA requirements for Truss Location - Not End Zone 3-4 -3187 1.15)/ 435((1.60) 0.81 residential attics with clear height>42% TrusicLocgaOcean Line = No Exp Category = C 5-6 -3187(1.15)% 435((1. Oj 0.81 Mean roofthei oggphht~a 17.3 ft, Mmphth = 40.00 ft 7-8 -3350(1.15)% 292(1.60 0.76 DesigoneddasdMain ~iindyl=circedResistinglSystem and Components and Cladding BC COMP. (DUR.)/ TENS.(DI1R) 0CSI Tributary Area - 77 syft 9-10 -171 1.6060))// 2619645 3(1.15) .87 LOAD CASE #1 DESIGN LOADS (1.15) 0.79 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 10- 11-1211 --24 24 1. 1.60)/ 1964(1.15) 0.93 TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 12-13 -24(1.60)/ 1966 1.15 0.93 - TC Vert 70.00 0- 0- 0 70.00 38- 8- 0 0.71 13-14 24 1.60)/ 1966 1.15 0.79 TC Vert 90.00 38- 8- 0 90.00 39- 6- 8 0.56 14-15 -171(1.60)/ 2653 1.15 0.87 BC Vert 20.00 0- 0- 0 20.00 38- 8- 0 0.00 WS COMP. (DUI.)/ TENS. DIR. CSI 2-10 -548(1.15)/ 259 1.60 0.40 4-10 -185((1.60))/ 1081((1.15))) 0.62 4-12 1 47 5-12 -82(1.60)% 474(1:15) 0.23 5-14 -185(1.60)/ 1081(1.15) 0.62 7-14 -548(1.15)/ 259(1.60) 0.40 15 4 8-0-0 15-4-0 r1 2-03 4 ~5 6 7 8 8.00 8.0 5-8 5-8 2.5-4 S=3-8 S=3-8 2.5-4 10-7-9 11-1-14 SHIP 6-6 6 6 4-4 4-4 x = 04-14 4-4 S=5-8 2.5-4 S=5-8 4-4 0-4-14 131 B2 W:508 W:508r.~r.'s~...+• ~ ~ R:2368 R:2368 f0 OF U:-216 U:-216 + , i .~•e••e••h•al / 0-g-8, t gQ' 0 8 38-8-0 i~ * t DO Rol S* i 9 10 11 12 13 14 15 i y SCOTT R. ~.E49175: TYPICAL PLATE : 6-6 d 5 Ti# % Ciicl6~n /alas alnda a~Be fTra-me Iaes9aie nlaad ie~as s~1=owo ab~ve~'Shi~i ae~s(uA Islas to avoid oa rP~wt~i sdraCturafntl8teslorsogo . 3/23/2007 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-T_3_15_07-L00008_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC 38 WT • 2 S9# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the 4ds T R U S WA L utr¢ed on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf L i veDu r L=1.15 P=1.15 is laterally braced by the roof o floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly allached, unless otherwise TC Snow(Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing .lawn is for lateral support of components members only to reduce buckling length. This component shell not be placed in any TC Dead 10.00 psf Rep Mb r Bn d / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.10 / 1.1D / 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tnrswal software, AM Building Components Group, Inc. 'ANSI/TPI 1','WTCA V-Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- O 220 Westway Place, suite 200, Arlington, TX 78018 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onolrlo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is "led at 111119th Street, NW, Ste 800, Washington. DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: T2A Ot : 1 2x4 SPF CRITICAL MEMBER FORCES: BC 2x4 5PF 82 Thisgdesignrdoeslotla uunThis s is cct for Ions term SCE7t02sWind Specificationg the GBL BLK 2x4 5PF STTUD 6 t0lesignePe=ttaccountgforreps, Bui eting IITruss I Enlloseon"=YeNot s. End rtaece Factor = 1.00 on II aZiii roof hei88-0hhcc60W.93 7t0 Bft.E,'Ci gory4~0=00 ft THIS etail LwdedPLfor 10 E LOA PCASnon con5currentUBCLLF IRefer to 3oint RCMaxewtrusstational ToluesShare:ne for LT' . APyCE7-O25SNOf LCD-D1.0, ICRI1.0, Ct - 1.10 andtANy i I/TPIaannd are report drin avai Bab1e03 DesiggSntneddasd- n WindyA. cedResistingl5ystemf Gable verticals are 2x 4 web material spaced documents such as ICBO 81607. and Components and Cladding at 24.0 " o. c. unless noted otherwise. End verticals are designed for axial loads Tributary Area = 24 soaft L.Plf L.LOcSI R.PPIOf R.Loc LL /TL Toatt25rpsfuplppivetload and lOfpIfide d load. less truss profile ""pig"-LOAD Additional design considerations may be I;if any) have been designed for loads 7C Vert 70.00 - 0:10 - 8 70.00 0- 0- 0 0.71 rei qquired if sheathing is attached. indicated only. Horizontal loads ap lied at TC Vert 70.00 00- 0 70.00 12- 0- 0 0.71 [r7ndi cares the requirement for lateral the end of the extensions have not Been BC Vert 20.00 0- 0- 0 20.00 12- 0- 0 0.00 bracing (designed by others) perPendi cuter considered unless shown. A drop-leg to an to the plane of the member at 48'interval s. otherwise unsupported wall may create a Bracing is a result of wind load applied hinge effect that requires additional design to member. (Combination axial plus bending). consideration (by others). This truss requires adequate sheathing, as 20 psf Live Load applied to the bottom chord designed by.athe", applied to the truss in accordance with BOCA requirements for face providing lateral support for webs in residential attics with clear height>42". the truss plane and creating shear wall action to resist diaphragm Loads. Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAXI Left Overhang Soffit loading . 0.0 psf fi : 99 2~Q11Qv N tD N CD N 9 9 w- d-9 d;- 4 O Q 2-D-0 N N 1 2 3 4 5 6 7 8 8-4-14 4 14 8-11-3 SHIP 2 0-4-14 s 0 8/~•~,...... + 20_~ 691 2-0-0 4 4 Am54S I 4 N SCO TYPICAL PL TE R ONTINUOUS SUPPORT IE 0175 SS r~ w'4?4rwvar.?/# All connector plate? are Trtlswa120 ga. unless shown b 18"(t8 ge.l, "Q1 6 a)t- "bIX"(TWAAX 20 ga.), ositione I per Joint Details Rapo R. 3/23/2007 Circled lates and salsa frame latex are sitfoned as s~fowIn above. Sable stud tales to, void over1a with structural late. or st>l le . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO : Drive-T_3_15_07-L00008_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 4$ WT • 82# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads T R U S WA L "Iftd on this design meet or exceed the tiding imposed by the local building code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 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 TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shah not be placed in any Bind / ® SYSTEMS emurenmenl that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC BC Li Dead Live 10.00 0.00 psf psf Rep Mb r 1Bind / / Co Commp Tens 1.10 / 1.1D and brace this loss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, IM Building Components Group, Inc. 'ANSI/TPI V, WTCA 1'- Wood Truss Council of America Standard Design Responsibihies,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 220 washvay Paco, Suit 200, Arlington, TX 76018 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onolno Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest ad Paper Association (AFPA)is located at 111119thStreet, NW,Ste 800,Washington, DC 2DD36. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 F A ? • Job Name: PORTER RESIDENCE Truss ID: T3 Qt : 2 Designed perd ANSI/TPI 1-2002 UPLIFT REACTION(S) BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF M2 This design es not account for Ion term Support C6C yh rid Main Wind Non-Wind 1 0 1-12 578 3.44" 1.50" _1.1'e 2x4 SPF STUD time dependent loading (creep). Bu9lding 1 -101 11 11 -97 lh 2 9- 7- 5 578 3.44 1.50" r to loint QC Detail Sheet for Designer must account for this. BRG REQUIREMENTS shown are based ONLY Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the on the truss material at each bearing IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. ASCE7-02 Wind Specification L/999 M rtance Factor = 1.00 MAX DEFLECTION (span) testing and approval as required by IBC 1703 Loaded for 30 PSF non-concurrent 8CLL. 81 dg Enclosed = Yes, Impo Ed ANSI/TPI and are repported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: Truss Locati on - Not End Zone EM 4-5 (LIVE) LC 35 documents such as ICBO N1607. Pg . 25 psf, Ce - 1.0, I - 1.0, Ct = 1.10 Hurricane/Ocean Line - No Ezp Category = C L- -0.02 D- -0.02" T= -0.04" 20 psf Live Load lied to the bottom chord Bldg Length - 60.00 ft 81 dg Width== 40.00 ft app Mean roof height = 13.83 ft, mph 90 CRITICAL MEMBER FORCES: in accordance with BOCA requirements for TPI Standard cu ancy, Dead Load . 12.0 psf TC COMP. (DUR.)/ TENS. (DUR.) CSI residential attics with clear hail ght>42"• Designed as Main Wind Force Resisting System -511(94(1.60) 0.32 and Components and Cladding 1-2 2-3 -511(1.15)/ 94(1.60) 0.32 Tributary Area EASE --LOAD CASE S21 DESIGN LOADS BC COMP.(DUR.)/ TENS.(DUR.) CSI sgft 4 -5 17 1.60)/ 356(1.15) 1.27 TC Dir Vert L90.00.PIf - 0- L10-Loc 8 R.90.00Pif 0R-.0-LOC0 LL/TL 0.56 TC Vert 70.00 0- 0- 0 70.00 9- 9- 0 0.71 00 5-6 -17(1.60)/ 356(1.15) 0.27 - .00 WB COMP. (DUR.)/ TENS.(WR.) CSI BC Vert 20.00 0- 0- 0 20.00 19- 9- 0 0.00 2-5 / 111(0.90) 0.08 4-10-8 l 4-10-8 t 1 2 3 8.00 B.0 R4-6 3-7-14 4- -3 SHIP 2.5-4 2.5-4 T 4Z 0-414 -1-14 2.5-4 1311 B2 ~r+r'r'rw.. wn,F.r W:307 W:307! OF e R:578 R:578 i {r"+,...e..... U:-104 0:-104 ti s` t}CENALD •a.0 e 1 0A 1 9-9-0 6 m SCLEE OTT 1 4 5 t(0 E 49175 All connector plates are Truswal 20 ga. unless shown b 78"I18 ga.), "H" 16 a.I, or "MX"(TYVMX 20 ga. , ositionad par Joint Details Report 3/23/2007 Circled later and take trams Isles are stttolled as Mown above. Shi able stud laces to avoid orPa with structural laces or staple). WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D ri ve_T_3_15_07_L00008_J 00001 and time in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 38 WT: 40# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads is laterally on this design meet exceed the loading imposed by the local larding code and the sheathing particular application. The design assumes that the top chord is aterelty braced by the roof f or floor floor sheathing and the USWAL is bottom chord is laterally braced by a rigid sheathang hing material directly attached, unless otherwise TC Live 25.00 psf LiV eDur L=1. 15 P=1. 15 L=1.15 P=1.1 5 noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shag not be placed in any TC TC Dead Snow(Ps) 1910..2 5 00 psf psf Rep SnowDu Dur r Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause mnneclor plate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.15 / 1.10 / 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reporls' avatlable as output from Truswal software, RM Building Components Group, Inc. 'ANSUTPI 1', 11TCA V- Wood Truss council of America Standard Design Respansibiries, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 220 Westw ly Ptac•, suite 200, Arlington, TX 76018 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) M located at 583 D'Onofr,o Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: T3G Ot : 1 CRITICAL MEMBER FORCES: TBC 2x4 SPF 2 Designed per ANSIaPI 1-2002 This truss is designed using the This design does rmt account for long term ASCE7-02 Wind Specification GBL BILK 2.4 SPF STUD ttiimmee. se'e 5ita~Caudni9forrthi s. Building Bldg Enclosed " Yes, Importance Factor = 1.00 Truss Location = Not End Zone pp 0.efer to Joint QC Detail Sheet for y adu Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF g dill Lenethcean60i 00 ft~Bi dgxWidthe~ 40500 ft IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. Mean roof height - 13.3 ft, mph - 90 testing and approval as required by IBC 1703 Loaded for 10 PSF non-concurrent BCLL. and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: TPI Standard cu ancy, Dead Load - 12.0 psf documents such as ICBO 81607. Pg 25 psf fe - 1.0 I 1.0, Ct = 1.10 Designed as Main Wind Force Resisting System + + + + + + + + + + + + + + + + + + + + + + table verticals are 2x k web material spaced and Components and Cladding OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! at 24.0 " o.c. unless noted otherwise. Tributary Area = 20 sgft Overhang Soffit loading - 0.0 psf Top chord supports 24.0 " of uniform load ----------LOAD CASE #1 DESIGN LOADS + + . + + + + + + . + + + + + + r + + + at 25 psf live load and 10 psf dead load. Dir L.Plf L.Loc R.Pif R.Loc LL/TL 20 psf Live Load applied to the bottom chord Additional design censi derations may be TC Vert 70.00 - 0-10- 8 70.00 0- 0- 0 0.71 in accordance with BOCA requirements for required if sheathing is attached. TC Vert 70.00 0- 0- 0 70.00 9- 9- 0 0.71 residential attics with clear hei ht>42", [+J indicates the requirement fr lateral TC Vert 70.00 9- 9- 0 70.00 10- 7- 8 0.71 g bracing (designed by others) poerpendicular BC Vert 20.00 0- 0- 0 20.00 9- 9- 0 0.00 to the plane of the member at 48'intervals. Bracing is a result of wind load applied to member. (Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 2-12-8 1 2-0-0 1 2-20 I 2-10-8 1 2-10-8 4-108 , 6-10-8 9-9 4-10-8 r 4-10-8 I 1 2 3 4 5 F8. 0 -8.2Rd 4-4 3- -14 4-2-3 SHIP 0 14 0-4 14 "ra.,.-- / OF 0, a DONAL 9-9-0 L LEE r 7 8 9 10 ! `0 ~ SCOTT : i 2-10-8 2-p_0 2-0-0 2-108 1 s - t 2-10-8 4-10-8 6-10-8 9-9-0 4 E' 175 TYPICAL PLATE : 2.54 OVER CONTINUOUS SUPPORT ••,k S T ONO J All connector pla own ts tes are Truswal 20 ga. unle~s shown b"78"(18 g), "H"178 ga.), or "MX"(TYVMX 20 ga.), positioned per Joint Details Report. 3/23/200 / Circled later and false frame latex are s Honed ass own abo . Shi abble stud talcs to avoid with structural later or sta le . WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based an specifications provided by the component manufacturer WO: Drl ve_T_3_15_07_L00008_3 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibiity is assumed for dimensional accuracy. Dimensions Ds gn r • MR #LC = 48 WT ' 46# are to be verified by the component manufacturer and/or building designer prior to fabrication. The budding designer must ascertain that the bads T R U S WA L utilized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly atlached, unless otherwise TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shag not be placed in any TC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens SYSTEMS envi -nment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.15 / 1.12 / 1.12 and brace ,is truss in accordance with the following slardards:'Joint and Cutting Detail Reports' avadahle as output from Tr swal software, JM Building Components Group, Inc. •ANSI/TPI 1'. WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 220 Wastway PNro, Sufte 200, AAfngfon, TX 76018 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association(AFPA) is located atii1119thStreet, NW,Ste800,Washington. DC20036. -Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Y r re ~ Job Name: PORTER RESIDENCE Truss ID: T5 Q : 3 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF Y2 Designed per ANSI/TPI 1-200Z UPLIFT REACTION(S) : This design does not account for long term Support C&C Wind Main Wind Non-Wind 1 0- 2-12 1405 5.50" 1. 0 66 BC 2x4 SP Y1 time dependent loading (creep). Building 1 -137 1b -129 lb 2 25- 8-12 1264 5.50 1.5 WEB 2x1 SPF STUD 1 -97 lb 2x4 SPF Y2 9-4, 4-11 Designer must account for th s 2 HORIZONTAL 105 It l REACTION(S) BRG REQUIREMENTS shown are based ONLY THIS DESIGN IS THE COMPOSITE RESULT OF Refer to Joint QC Detail Sheet for support 1 253 b on the truss material at each bearing MULTIPLE LOAD CASES. Maximum Rotational Tolerance used support 2 253 1b MAX DEFLECTION (span) Loaded for 10 PSF non-concurrent BCLL. IRC/IBC truss plate values are based on This truss is designed using the L/902 MEM 9-10 (LIVE) LC 37 ASCE7-02 SNOW LOAD DESIGN CRITERIA: testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available ASCE7-02 Wind Specification Pg = 25 psf, Ce : 10, I 1.0, Ct = 1.10 documents such as ICBO N1607. Bldg Enclosed = Yes. Importance Factor 1.00 L= -0.34 D= -0.12" T= -0.46" 20 psf Live Load apFlied to the bottom chord Truss Location = Not End Zone CRITICAL MEMBER FORCES: in accordance with BOCA requirements for Hurricane/Ocean Line . No Exp Category . C TC COMP .(1.1 T1111 7i CSI residential attics with clear height>42". Bldg Length = 60.00 ft B)dg Width = 40.00 ft 1-2 -1856(1.15)/ 171 1.60) 0.74 Mean roof het o~hI,t . 12.61 ft, mph. 90 2-3 -1685<1.15)/ 208 160) .TPI Standard Occupancy, Dead Load - 12.0 psf 43-- 5 4 --1662 1659(1.15)/ 245 1 1:60) . 60) 00.7459 0 60 Desi ed as Main Wind Force Resisting System onents (1.15)/ 250 . Tributtary y Area Area 5-6 -1688(1.15)/ 212 1.60) 0.74 and agr and Cladding ( 52 syyft 6-7 -1860(1.15)/ 175(1.60) 0.73 ------LMD CASE Y1 DESIGN LOADS Dir' L.Plf L. Loc R.Plf R.Loc LL/TL BC COMP.(DUR.)/ TENS. (DURJ CSI TC Vert 90.00 - 0-10- 8 90.00 0- 0- 0 0.56 8-9 -111(1.60)/ 1447(1.15) 0.61 TC Vert 70.00 0- 0- 0 70.00 25-11- 8 0.71 10-11 % 959((1.15)) 0.53 BC Vert 20.00 0- 0- 0 20.00 25-11- 8 0.00 11-12 -127(1.60)/ 1448(1.15) 0.60 WS COMP .(DUR.)/ TENS .(WR.) CSI 2-9 -430(1.15)/ 210(1.60) 0.27 4-9 -115(1.60)/ 786(1.15) 0.25 4-11 -127(1.60)/ 790(1.15) 0.27 6-11 -427(1.15)/ 222(1.60) 0.27 13-0-0 12-11-8 1 23 4 56 7 8.00 8.0 4-6 2.5-4 S=3-6 S=3-6 2.5-4 9-)-7 9 -3 SHIP 3-8 3-8 S = 0-4-7 3-4 S=4-6 3-4 0-4-12 B2 Ell W:508 W:508 y"r,Y""a"+• R:1405 R:1264 0 OF U:-137 ~i ~Q 1116 0048 25-11-8 f!« *.xaDOl~tt0 ; * +r % LEE ~g 9 10 11 12 ' SCOTT E49175.r ~ r - A l l cortrtneMOr plates are Truswa120 ga. unless shown b 18"(78 ga.?, "H" 16 or "MX"(TWMX 20 ga.), positioned per Jo{nt Detail s Re oil. 3/23/2007 Circlet/ hates and false frame latex are ,/honed as s hown above. Shift ag~i stud hates to avoid overly with structural Islas or stg la . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D ri ve_T_3_15_07_L00008_100001 and done in accordance with the oonent versions of TPI and AFPA design standards. No responsibdily, is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 3 8 WT: 142# are tc be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads T R U S WA L utilized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 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 TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 rated. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any TC Dead 10.00 psf Rep Mb r Bn d / Comp / Tens ® SYSTEMS environment that aid cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 SM Building Components Group, Inc. ANSI7TPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 220 W"tway Place, Sulfa 200, Arlington, TX 76018 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPt. The Truss Plate Institute (TPI) is located at 683 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington. DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: V1 Q : 1 CRITICAL MEMBER FORCES: TC 20 SPF 82 Designed per ANSI/TPI 1-2002 This truss is designed using the This design does not account for tong term ASCE7-02 Wind Specification B 20 SPF 02 GBL BLK 2x4 SPF STUD time dependent loading (creeu) Building Bldg Enclosed - Yes, Importance Factor - 1.00 Refer to Joint qC Detail Sheet for Designer must account for this. Truss Location .Not End Zone pp Maximum 0.otational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF Bldg LengetOc=an6i00 ftNOB(dgxwi dth or40.00 ft IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. Mean roof height - 23.54 ft, mph = 90 test irruu~3 and approval as required by IBC 1703 Loaded for 10 PSF non-concur rent BCLL. O and ANSI/TPI and are reppoorted in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: TPI Standard ccupancy Bead Load = 12.0 psf documents such as ICBO X1607. Pg = 25 psf, Ce= 10, I 1.0, Ct = 1.10 Designed as Main Wind force Resisting System Gable verticals are 2x 4 web material spaced Valley Truss application only; not designed and Components and flarfding at 48.0 " o.c. unless noted otherwise. for wind load applied to the face. Web Tributary Area = 21 sgft 20 psf Live Load applied to the bottom chord bracing is required if shown. in accordance with BOCA requirements for residential attics with clear height>42". 5-2-14 5-2-14 5-2-14 10-5-12 I 5-2-14 I 5-2-14 I 1 2 3 8.00 8.0 3- -3 3- -3 SHIP 0-0-4 0-0-4 10-5-12 1 t3ONALO * W 4 5-2-14 5 5-214 if * I Lei. ti 5-2-14 10-5-12 SCOTT i > . TYPICAL PLATE : 2.5-4 OVER CONTINUOUS SUPPORT E01,75 'IA M. rector plater3 re Trusw a~20 ga. unkgs sho n b 18"(1 16 8~ or "AI~X"(TWMX 20 a.11, Positioned psr Joint Dstai It Re o~t 3/23/2007 Circle late. and faPsa frame latex are stt'wneas {to wn above Shift a e stud ales to avoidgovir a with structural /ales ors a . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D ri ve_T_3_15_07_L00008_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r . MR #LC = 38 WT: 37# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads T R U S WA L utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TIC Live 25.00 psf Li veDU r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing materiel directly attached, unless otherwise TC Snow (Ps) 19.25 psf SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Brill / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.15 / 1.10 / 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswel software, OM Building Components Group, Inc. 'ANSI/TPI 1'. NVTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C .Spacing 2- 0- 0 220 Wastway Plan, Suite 200, Arlington, IX 76018 (SCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onotho Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800,Washington, DC20G36. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: VIA Q : I CRITICAL MEMBER FORCES: BC 2x4 SF Y2 Th Desig isdened per gNSIatl 1-2002 This truss is designed using the sign does not account for long term AXE7-02 Wind Specification GBL BLK 2x4 SPF STUD time dependent loading (creep). Building Bldg Enclosed =Yes, Importance Factor = 1.00 Refer to Joint QC Detail Sheet for Designer must account for this. Truss Location End Zone E%Cah 90 40-00 ft Maximum Rotational Tolerance used THIS DESIGN 15 THE COMPOSITE RESULT OF glrrr ri Lengtheanfi0i 00 ft Bid IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. Mean 'o-!/t oof heioohh6 24.20 ft, mph = 90 testing and approval as required by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITE0RIA: TPI Standard Occu ancy, Dead Load 12.0 psf and ANSI/TPI and are reported in available P = 2S psf, Ce = 1.0, I 1., Ct = 1.10 documents such as ICBO X1607. Valley Truss apDli cation only; not designed Designed @s Main ind Force Resisting System Gable verticals are 2x 4 web material spaced for wind load applied to the face. Web anents and Cladding at 48.0 " o.c, unless noted otherwise. bracing is required if shown. Tributary Area 13 sqft 20 psf Live Load applied to the bottom chord in accordance with BOCA requirements for residential attics with clear height>42". 3-2-14~ 3-2-14 3-23-2-14 6-5-12 -14 1 2 3 8.00 B.Oa 4-4 2- -3 2-2-3 SHIP 0-0-4 0-0-4 r'r'w_~: .000 OF v, 6-5-12 "0 6 "DO iAIL 4 3 14 ~5 3-5-12 4 -0 r SOO CT * i 3--2 2-14 6 -5-12 = E 4915 TYPICAL PLATE : 2.5-4 OVER CONTINUOUS SUPPORT 4 0 ~`a'q?rw 0 p III All connector plate are Tntswal 20 ga..;leas sko.rn b "18"(18 ga.), "H" 16 a Of "MX"(TWMX 2 oid 0 ga.), positioned per Jolint Details Report with struMura latex or sty la I. 3/23/2007 Circled latex and false frame latae are sitioea as s~lown above. Sh ab stud Isles to av overly Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUMMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specgications provided by the component manufacturer WO : D ri ve_T_3_15_07_L00008_J 00001 end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 37 WT' 2 3# are to be ventied by the component manufacturer andfor building designer prior to fabrication. The budding designer must ascertain that the bads T R U S WA L utilized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 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 TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shag not be pieced in any TC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment 1-1 will cause the moisture canter, of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 p5 f 1.15 / 1.10 / 1.1D and brace Ihis truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Troswal software, QM Building Components Group, Inc. 'ANSIITPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 220 Westwsy Place, Suite 2W, Arlington, TX 76018 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrto Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Aseouation (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DIG 20036, Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: V2 4 : 1 CRITICAL MEMBER f00.CE5: TC 2x4 SPF 82 Designedper ANSI/TPI 1-2002 This truss is desied using the BC 2x4 SPF 82 This design does not account for long term ASCE7-02 Wind Specgnification time dependent loading (creep). Building Bldg Enclosed . Yes, Importance Factor = 1.00 GBl BLK 2x4 SPF STUD Designer must account for this. Truss Location =Not End Zone Refer to Joint a Detail Sheet for THIS DESIGN IS THE COMPOSITE RESULT OF Hurricane/Ocean Li0ne = No Exp Category = C dth = 40.00 ft Maximum Rotational IRC/IBC truss pliateonal Tolerance usedd on MULTIPLE LOAD CASES. Bldg roof Length hail =ht 60. - 0 14ft.5 61 ftdg Wi mph 90 testingg and approvalvalasues arequi re red base by IBC 1703 ASCE7-02 SLOAD DE Mean SIGN CRITERIA: and ANSI/TPI and are reported in available P 25M21 , Ce: 1.0, I 1.0, Ct = 1.10 TPI Standard cuppricy Dead,load = 12.0 psf documents such as ICBO 81607. Valley Truss application only; not designed Designed as ain Wind force Resisting System Gable verticals are 2. 4 web material spaced for wind load applied to the face. Web and ComponenMts and Cladding at 48.0 o.c. unless noted otherwise. bracing is required if shown. Tributary Area = 18 sgft 20 psf Live Load applied to the bottom chord in accordance with BOCA requirements for residential attics with clear height>42". 4.5.15 4 5 15 4-5-15 8-11-14 I 4-5-15 t 4-5-15 ~ 1 2 3 8.00 8.0 4-4 3-)-3 3-)-3 SHIP 0-0-4 0-0-4 /0 0 AS 00 0 # tie..+aoy a r~* 8-11-14 a 5 6 t)ONALo e,© r lilt r E 4-5 15 t}fT 4 4- "I SC -5-15 855 4 TYPICAL PLATE : 2.5-4 OVER CONTINUOUS SUPPORT ' 175, ~''?rrar~/~'~/ All connector plates era Truswal 20 ga. unless shown by 16"(1 r16 ga~I, or "MX"(TYVMX 20 ga.l, ppositioned per Joint Details Report. 3I23I2OOJ / Circled Islas and false frame latex are stttonad as shown above. Shiff slow stud latex to avoid overla with structural Isles or eta le . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_T_3_15_07_L00008_300001 and done in accordance with the curtent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 37 WT' 32# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads T R U S WA L ,filued on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 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 TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any /Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC BC Li Dead e 100..00 00 psf psf Rep Mb r 1.15 Bnd / / Comp / 1.10 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, JIM Building Components Group, Inc. •ANSI/TPI V,'WTCA V- Wood Truss Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 220 Wostway Plan, SuRs 200, Arlington, TX 76018 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association(AFPA)is located at I11119thStreet, NW,Ste 800,Washingion,DC 20036. -Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: V2A Q : 1 CRITICAL MEMBER FORCES: C ~xq SSPF PF 82 Designed per ANSIs/ro/TPI 1-2002 This truss is designed using the design doet account for long term ASCE7-02 Wind Specification Refer to Ioint a Detail Sheet for This time dependent loading (creep). Building Bldg Enclosed = Ves, Importance Factor = 1.00 Maximum Rotational Tolerance used Desiggnner must account for this. Truss Location = Not End Zone pp IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF gjdgi Lenge/thce=an60i00 ft~8l dgxWi dthe 40 0C ft testingg and approval as required by IBC 1703 MULTIPLE LOAD USES. Mean roof heigght - 14. 2 ft, aph - 90 and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: TPI Standard Occu ancy, Dead Load = 12.0 psf documents such as ICBO 81607. Py = 25 psf, Ce = 1.0, I 1.0, e Ct = Web 1.10 Desiggnned as Main Wind Force Resisting System ?ley ey wind Truss load a application only; not designed and ComW o at 48.0 nents and Cladding Gable verticalcs. are unl2xess 4 web noted ot materiherwi al .:!,led V. lied o.pp tothefac. 20 psf Live Load applied to the bottom chord bracing is required if shown. Tributary Area - 10 sgft in accordance with BOCA requirements for residential attics with clear height>42". 2-5-15 4-11-14 l 2-5-15 l 2-5-15 1 2 3 8.00 8.0 3-4 1- -3 1- -3 SHIP 0-0-4 0-0-4 A# 0 01, 4-11-14 es 4 4-11-14 LEE . 4-11=14 SCOTT it TYPICAL PLATE : 2.54 OVER CONTINUOUS SUPPORT =Q E 49175 0 .4 R has a e Y 8 ga~ J'9 ~7W~ p 1 'm'r a arj®r Cliclean latea and falsree fr8me la[es~aie nl sRion~er~asbsn=8"'9V'Sh1aS At0 atis to avoid oar-IF. -wltli sWpcturai lntlates~lor sst8 le . WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specificaliorm provided by the component manufacturer WO : D ri ve_T_3_15_07_L00008_] 00001 and dare in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : MR #LC = 3 5 WT • 15# are to be verified by the component manufacturer and/or building designer prior to fabrication. The budding designer must ascertain that the bads T R U S WA L uldize0 on this design most or exceed the boding imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing malarial directly attached, unless otherwise TC Snow(Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shelf not be placed in any TC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, harde, install BC Live 0.00 psf 1.15 / 1.10 / 1.10 and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, AM Building Components Group, Inc. •ANSIITPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibdaies,'BUILOING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 220 Westway Plan, Suits 200, ArBngfon, TX 76018 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated atI111191hStreet, NW,Ste800,Washington. DC20036. -Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 4 s r Is Job Name: PORTER RESIDENCE Truss ID: V3 Qt : 1 CRITICAL MEMBER FORCES: TC 2x4 SPF Y2 Designed per AN1101 1-2002 BC 2x4 SPF Y2 This design does not account for Ion? term This truss is designed using the GBL BLK 2x4 SPF STUD time dependent loading (creep). Building ASCE7-02 Wind Specification e to Joint QC Detail Sheet for Designer must account for this. Bldg Enclosed .Yes, Importance Factor = 1.00 R fer nd Zone Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF Truss Location = Not E /IBC truss plate values are based on MULTIPLE LOAD USES. Hurricane/Ocean Line . No Exp Category f testingg and approval as required by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: Bldg Length " 60.00 ft B)dg Width . 4000 ft IRCand ANSI/TPI and are reported in available Pg 25 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Mean roof heigpht cy, D ft, mph - 90 documents such as ICBO Y1607. Valley Truss application only; not designed TPI Standard Occupancy, Dead Load = 12.0 psf Cable verticals are 2x 4 web material spaced for wind load applied to the face. web Designed as Main Wind Force Resisting System at 48.0 o.c. unless noted otherwise. bracing is required if shown. and Components and Cladding 20 psf Live Load applied to the bottom chord Tributary Area - 15 sgft in accordance with BOCA requirements for residential attics with clear height>42% 3-8"13 3-8-14 3-8-13 7.5-11 3-8-13 -1 1 2 3 8.00 -8.0 4-4 2- -2 2-11-2 SHIP 0-0-4 0-0-3 7- 111 00 11 %o% 4 6 3-8-13 15 3-814 DOUALO Y LEE 3-8-13 7 5-11 ~1 1 3 'SCOTT ' i TYPICAL PLATE : 2.54 OVER CONTINUOUS SUPPORT 1 t0 ~49t'S % ,/r0! All connector plate an Truswal 20 ga. unless shown %"l 6(18 ga.), "H"(18 ga.), or "MX' 1. po~4,~ " e pry Circled latex and false tame latex are sitioned as own above. Shill ale stud late(sT to avoid oar&Ia $w tli struec[ura!ntlatse f or 8 le . 3123/2007 ® WARNINGRead an notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES 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 W0: Dr i ve_T_3_15_07_L00008_] 00001 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads Dsgn r : MR #LC = 37 WT: 26# T R U S WA L utl zed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord is talerally braced by the roof or poor sheathing and the botlom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TIC Live 2 5.00 psf L i owDu r L=1.15 P=1,15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Snow (Ps) 19.25 0 psf r L=1.15 P=1.15 ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep ep Mb r Bnd /Comp / Tens antl brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 s f RM Building Components Group, InC. 'ANSI(TPI 1', WTCA 1'- Wood Truss Council of America Standard p 1.15 / 21.10 - / 1.10 220 Wostway Place, Suite 200 Arlington TX 76018 Design stittes,'BUI]mat COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf O. C. Spacing 2- 0- 0 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA arid TPI. The Truss Plate Pilate Institute (TPI) is ]mated at a1 583 583 D'Orofrio Drive, Madison, TRUS PLUS 6.0 VER : T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Streak, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: V3A Qt : 1 CRITICAL MEMBER FORCES: TC 2x4 SPF #2 Designed Per ANSI/TPI 1-2002 This truss is designed using the BC 2x4 SPF #2 This design does not account for long term ASCE7-02 Wind Specification Refer to Joint QC Detail Sheet for time dependent loading (creep). Building Bldg Enclosed =Yes, Importance Factor = 1.00 Maximum Rotational Tolerance used Designer must account for this. Truss location =Not End Zone up IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF 91 dgi Leng2hc-an60100 ft BidgxWi dtheoo40.00 ft testingg and approval as required by IBC 1703 MULTIPLE LOAD CASES. Mean rooff hei aht = 11.88 ft, mph 90 and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: TPI Standard ccu arty, Dead Load 12.0 psf documents such as ICBO S1fi07. Pg = 25 psf, Ce = 1i0, I = 1.0, Ct = 1.10 Gable verticals are 2x 4 web material spaced Valley Truss applicaton only; not designed Desiggned as Main into Force Resisting System at 48.0 " o.c. unless noted otherwise. for wind load applied to the face. Web and Components and Cladding 20 psf Live Load applied to the bottom chord bracing is required if shown. Tributary Area = 7 sqft in accordance with BOCA requirements for residential attics with clear height>42". 1-8-14 3-5-11 1-8-13 1 1-8-14 1 2 3 8.00 3-4 1- -2 1-2-2 SHIP s 0=0-4 0-0-3 "Or ,,~r Cy V.`+ NALD e• is 4 5 3-5-11 ~t+ L~ 3-5-11 TYPICAL PLATE : 2.5-4 OVER CONTINUOUS SUPPORTp E 49175 r2 0 4"'+rr`r+er~`~/ 0p,1~1 c nactor pietas are Truswa 20 ga. unle; shown b 18(1 ) "Fi16 8~) or "idX"ITWMX 20 ga.l ositipllad per Jo'nt Detai s Reo~t . Circ ales and false frame oleo are sonea as >rown ab61re. Sh a e stud latia to avoid ovir a wrm structure Iatea ors is WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DUNMOOR HOMES ® This design is for an individual building component not truss system. If has been based on specifications provided by the component manufacturer W0: Drive-T_3_15_07-L00008_]00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r' MR # LC = 3 5 WT • 10# are to be verified by the component manufaclurer and/or budding designer prior to fabrication, The building designer must ascertain that the bads T R U S WA L utilmed on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord TC Live 25.00 psf L i veDu r L=1.15 P=1.15 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 TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any TC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.15 / 1.10 / 1.10 and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tnrswal software, IM Building Components Group, Inc. 'ANSIRPI 1', WTCA V - Wood Truss Council of America Standard Design Responsibilities. 13UILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C .Spacing 2- 0- 0 220 Wmtw y Pin", Suite 200, Arlington, TX 76018 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 19th Street, NW. Ste 800, Washington. DC 20036. -Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/249 y i? V V Job Name: PORTER RESIDENCE Truss ID: V3G Qt : 1 F #2 Designed per ANSI/TPI 1-2002 This truss is designed using the PF #2 Th is design does not account For long term ASCE7-02 Wind Specl fication CRITICAL MEMBE0. FORCES: BC 2.4 SP CBL BLK 2.4 SPF STUD time dependent loading (creep). Building 81 dg Enclosed - Yes, Importance Factor = 1.00 Refer to loin OC Detail Sheet for DesiDEgner must account for this. Truss Location = Not End Zone Maxiaum Rotational Tolerance used THIS SIGN IS THE COMPOSITE RESULT OF Hurricane/Ocean Line . No E% Category . C 1RC/IBC truss plate values are based on MULTIPLE LOAD CASES. Bldg Length . 60.00 ft, If W1dth=. 40.00 ft testingg and approval as required by IBC 1703 Loaded for 10 PSF non-concurrent SCLL. Mean roof heiuqhht . 10.54 ft, mph 90 docume Load 12.0 psf and ANSInt s /TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA: = .10 TPI Standard Occupancy Dead such as ICBO #1607. Pg . 25 psf Ce . 1.0, I . 1.0, Ct 1 Desiggnned as Main Mind force Resisting System 20 psf Live Load applied to the bottom chord Gable vertlcais are 2x 4 web material spaced and Cenponents and Cladding in accordance with BOCA requirements for at 24.0 " o.c. unless noted otherwise. Tributary Area - 23 sgft residential attics with clear height>42". lop chord supports 24.0 " of uniform load at 25 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing 1s attached. indicates the requirement for lateral bracing (designed -by others) perpendicular to the plane of the member at 48'intervals. Bracingp is a result of wind load aFplied to member.(Ccelbi ti erl axial plus bending). This truss requirnaes adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 2-8-12 2-2:Q 2 214 3 8-13 5-8-13 7-8 103 118-5-11 1 5-8-13 1 5-8-14 2 3 4 5 8.00 8.0 4-4 3-10-2 SHIP Ali -IN~4 3-10-2 0-0-4 0-0-3 If, Q , 6 7 8 9 10 DONALID ti 3-8-13 2-0-0 2-0-0 3-8-1* LEE S* i 3-8-13 5-8-13 7-8-13 11-5-11 1 SCOTT %a ! TYPICAL PLATE : 2.5-4 OVER CONTINUOUS SUPPORT E 40175 ' e««. ~S1 8 ~ I MX ~„~4rr4PwA~~~ c iclecniahs ana7a~sa framae al8ua an n~ sIt$iof~asb>~owo ab~ie~~Shift~ a~e~st~ud Isles o~avolA9oarP~wltliasVUpchiralntlat stior s:. - 3/23/2007 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-T_3_15_07-L00008_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions psgn r • MR #LC = 38 WT • 48# are to be verified by the component manufacturer ardfor building designer prior to fabrication. The holding designer must ascertain that the bads T R U S WA L uld zetl on this design meet or exceed the loading imposed by the local building code and me particular application. The design assumes that the top chord TC Live 2 5.00 psf Li veDU r L=1.15 P=1.15 TC Snow(Ps) 19.25 psf SnOWDU r L=1.15 P=1.15 is laterally braced by me 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. %a component shall not be placed in any TC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.15 / 1.10 / 1.10 ~m/ and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, IM Building Components Group, Inc. 'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C .Spacing 2- 0- 0 220 MA stway Place, Suit* 200, Arlington, TX 76018 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Orwtrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 Job Name: PORTER RESIDENCE Truss ID: V4 Qt : 1 CRITICAL MEMBER FORCES: TC 2x4 SPF #2 Designed per ANSIOPI 1-2002 This truss is designed using the BC 2.4 SPF #2 This design does not account for long term ASCE7-02 Wind Specification GBL BLK 2x4 SPF STUD timeggndnependent loading (creep). Building Bldg Enclosed .-Yes, Importance Factor = 1.00 Ref .to , ~Tolehancefused TN Is D ESIGN ISiTHEcCOMPOSITE TRESULT OF Hurricane/Ocean Line 00 f EnNo2onExp Category - C IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. Bldg Length 60.t Bidg Width = 40.00 ft testingg and approval as required by IBC 1703 ASCE7-02 SNOW LOAD DESIGN CRITERIA: Mean roof height . 14.67 ft, mph 90 and ANSI/TPI and are reported in available ppigg 25 psf, Ce= 1.0, I 1.0, Ct = 1.10 TPI Standard Occu ancy, Dead Load = 12.0 psf documents such as ICBO #1607. Yaliey Truss application nly; not designed Designed as Main Wind Force Resisting System Gable verticals are 2x 4 web material spaced for wind load applied to the face. Web and Components and Cladding at 48.0 o.c. unless noted otherwise. bracing is required if shown. Tributary Area = 13 sqft 20 sf Live Loa d apyl led to the bottom chord ipn accordance with BOCA requirements for residential attics with clear hei ght>42". 3-31 3-3-~ 33-3-6 6-6-13 1 2 3 8.00 -8.0 4-4 2- -8 2 SHIP 0-0-4 0-0-3 OF s yy4 L! !L to#. 41, 6-6-13 "t 4 J5 6 + e1' Df)NALO d 33-3 6 '1 3 3 LEr 3-3-6 6-6-13 ! SCOTT TYPICAL PLATE : 2.54 OVER CONTINUOUS SUPPORT Gg E 49175 "4 153' ~ #w /f ACirclell cof~nector plats Ire Truswa+ 28 ga. unless shorn by "78"11 a.), "M~16 B~ or " X"(TWMX 20 -11,%n e I par Joint Details Report. latex ands se inure ales are aftlone as shown a ve. Sht a a stud a to avoid ova a wstructure latex ors a . 3/23/2007 RWARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : DUNMOOR HOMES ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D ri ve_T_3_15_07_L00008_J 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • MR #LC = 3 7 WT • 2 3# are to be verified by the component manufacturer and/or building designer prior to fabrication. The budding designer must ascertain that the bads T R U S WA L uWind of this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Li v e 25.00 psf Li veDu r L=1.15 P=1.15 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 TC Snow (Ps) 19.25 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mb r End / Comp / Tens ® SYSTEMS emironmenl that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 1.15 / 1.1D / 1.10 and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, IM Building Components Group, Inc. 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design ResponsibdRies,'BUILDING COMPONENT SAFETY INFORMATION. BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 220 Wesfway Pis", Suae 200, Arlington, TX 76018 (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Orwfrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)is located at 11111Bin Street, NW.Ste 800,Washington, DC 20036. Bldg Code: IRC-2003 DEFL RATIO: L/240 TC: L/24 BAUER, DAVI DSON & MERCHAN i , INC. CONSULTING ENGINEERS 255 GREEN MEADOWS DRIVE SOUTH WESTERVILLE, OHIO 43081 PHONE: 614-846-3393 FAX: 614-846-4575 PLOT AND GRADING PLAN LOT NO. 606 ? BALLANTRAE SECTION 8 PART 1 PLAT BOOK 109v/ CITY OF DUBLIN PAGES 46 & 47V FRANKLIN COUNTY, OHIO MARCH 26, 2007 SCALE: 1" = 30' ? Screen ; ,i FROM PUBLIC R.O.W. CALL pUWNINQ-OMSION y4 15' NO DISTURD~ ZONE ~T 37' EASEMENT 25' NO BUILD ZONE EX. 1 N EX. 84'45'03' E 142.17' g42 5 N 943.0 9'~1•S5 941.6 CT. C ? OCR Sb et Trees Nequired 947.0 9=4 CAI 43 0 946.3 l CITY FORESTER BffQRE OFN R AN0 ?IV'STALLAtIt>?Y.;:;, 8.00'? w ° 946.3 26,670 50.0 Lo I 606 z # N o 4.00, 0.476 Ac. o a LO 9466 i A/CC3 F.G.= LO MC-02 12 ? N F.F.=948.3./?~2.33' 3 8.0 T.0 6.B.=947.3 70.2 ? U N I .F.=939.3 946 13.3 G.F.=946.3 Q oo ? d 2.33 . m Q 32.00 t: to ? P DRIVE CL N 94 ,9 `D fo 11 0 PCH. °0 946.3 z M 0 I ? Y 94X.9 300' 0° m 945.4 U. 945.8 a waxwn 00 944.4 ? 33 g, SLOPE 4`99- 946.3 s 948.0 X 20 SEMENT w Q 944.0 X 35 INV~ 935.0 16.0' 3.8 T.C. =944. SA 928.4 943. C.-9 5 5n ~ C T.C.=943.67 U 944.6 STREET LIGHT 43.7 Bike , S I 44.6 8 BIKEPAT CALL.pNSP! crroTO squired 3 E INSPECTION a _ - LARNE DRIVE 60 J 8' PUBLIC ACCESS EASEMENT S * LOT AREA =20, 750 S.F. HOUSE AREA =2'920 1233 S S. .F. a Tree Protection Fencing DRIVE & WALK = MUST BE INSTALLED AND INSPECTED L07 COVERAGE 20.09 PRIOR TO START OF ANY CONSTRUCTION. O CALL PLANNING DIVISION FOR INSPECTION NOTES T IC T 3 r , ; 1 ar, , r * ? WIder to maintain existing subdivision soil erosion control and existing tree protection fencing during construction. SEPAATE * ~ SSOCi=i0'VR~VIEI'J *.1o parking on south side of Larne Drive during house construction. AND APPROVAL ,titAy gE ,EOUIREU IIY f)EELti ,Z Builder shad insure that all utility trenches under drive are compacted prior to paving of driveway. APPLICANT ?EcPOF;SI F F0 Builder shall provide rear yard and side yard drainage swales. ;^'MH A L A^PL1C 15LE r' CG'::PLIf,NCE ' RE 'TRIG 1'IVE CO. iVE,; ~ T 3 This plot is prepared for the local building department's use and is not to be construed as having been prepared for the owner or for the use of D J L_. the owner for any purpose. We have determined I'm this lot Iles w@h)n the Rmite Poreel No. = Flood Routing of Flood zone "Xshown Flood Insurance MAPLE CRAFT CUSTOM see master grading hate map for FRANKLIN. CO.L Ohio. Community SURV'D DRAWN CHECKED plan for details Panel Number 39049C0108G •Ef?w&, Dots AUGUST 2, 1995+1` SS SM 357-07 REV. 4-9-07 SS 1.D. #25 H:\DWG 07P&G\35707\35707PG1.DWG Order No. ErT ~ , +R~CO„1'~,dtAt~'~ City of Doi!" I HEREBY CERTIFY THAT THE APPROVED AS NOTED GRADE ELEVATIONS SHOWN ON COMPACTS 005.02.04- THIS PLOT PLAN ARE THE REQUIR 0 GRANU RESULT OF AN "AS BUILT" SURVEY SERVICE T SM/TARyR 8,CKPitL Ir PERFORMED ON ACHES Uly ~~Q PAt ANA 04 WAY OYCC3 't.IANOE AV ED ©RI V'ET% ZONING D AS NOTED SURVEYOR OR BUILDER SIGNATURE DQ'F UITY OF DU UN 010 -7 i GENERAL PROJECT NOTES 5UiLDING CODE STATEMENT. DOOR OPENING SCHEDULE i U Where applicable all construction shall 1/6 x 618 Prehung Door I'-8" x 6'-10 1/2" Poured concrete walls shall be built In conformity conform to the requirements of the to 2006 RC) Section R404 2/0 x 618 Prehung Door 2'-2" X (o-'10 1/2" z 2006 Residential Code of Ohio (RCO) o Waterproofing shall be installed in conformity 2- 2i0 x 618 Prehung Door 4'-2" X 6'-10 I/2" a to 2006 RCO Section R406 F CGENER~L FRAMING NOTES 2/4 x 618 Prehung Door 2'-6" X 6-'10 1/2" ° Masonry Fireplace, (IF included) shall be installed N pursuant to 2006 RCO Section R1001 2/6 x 618 Prehung Door 2'-8" X 6'-10 1/2" All interior dimensions are from stud Factory Built fireplace, if Included shall be installed U] All exterior dimensions are from outside of 2- 216 x 618 Prehung Door 5'-2" X 6'-10 1/2" v i 0 in accordance to 2006 RCO Section R1004 sheathin g 2/8 x 618 Prehung Door 2'-10" X 6'-10 I/2" Porches, balconies, and raised floor areas located Unless otherwise noted interior wails are 3-1/2" more than 30" above floor or grade below shall Unless otherwise noted exterior wails are 4" 410 x 618 Bifold Door 4'-1 1/2" X 6'-10" have handrails and/or guardrails installed pursuant Unless otherwise noted headers are *2 SPF 5/0 x 618 13{FOId Door 5'-1 1/2" X 6'-10" to 2006 RCO Section 312 Unless otherwise noted joists are *2 SPF 610 x 618 Bifold Door 6'-1 I/2" X 6'-10° Glazing shall comply with 2006 RCO Section 308 x 6/8 Entrance Door 3'-2" X 6-10 I/2" 3/0 MASK STRAPS Anchor straps shall be installed according per Structural Desf n Data NOT PERMITTED manufacturer's recommendations, but in no case Live Load - Dwelling 40 Lb/SF 2/8 x 618 House/(Saraga Poor 2'-10" X 6'-10 1/2" more than 1'-0" from a corner or more than 6'-0" O,C. Live Load - Sleep Rms 30 I 5/0 x 618 Sliding Patio Door 5'-2" x 6'-10" Grade shall be sloped a minimum of 6 Live Load Roof 20 Lb/SF In the first 10 Lb/SF ID'-0" away From the foundation Dead Load 6i0 x 6i8 Sliding Patio Door 6'-2" x 6'-10" Snow Load 20 Lb/SF Basement and foundation Walls shall comply with Wind Speed 90 MPH 200(o RCO R402,2 and Table RCO 301.21) and provide Wind Pressure 20 Lb/SF for a Minimum Compressive Strength of 3,000 ps.i, Lumber Grade/Species - *2 SPF Unless Noted and be air entrained where exposed to weather, Seismic Zone C WINDOW SCHEDULE ~ Basement and interior slabs shall comply with Weathering/Frost Depth Severe/36" 2006 RCO R4022 and Table ROO 301.2(1) and provide Termite Infestation Moderate to Heavy for a Minimum Compressive Strength of 2,500 p.s.I., Decay Probability Slight to Moderate Exterior concrete and garage floor shall comply with + 2006 RCO R402,2 and Table RCO 301,2(1) and provide L PLAN INDEX for a Minimum Compressive Strength of 3,500 p,e,i, and be air entrained. A-1 Foundation Plan Manuf. Roof Frame Design A-2 1st Floor Plan N-I Basement NVAG Braced Wall Panel Construction shall conform A-3 2nd Floor Plan H-2 let Floor HYAC to 2006 RCO 5ectlon 602.10.3 Method 3 A-4a Elevation Plan H-3 2nd Floor NVAG Firestopping shall be provided to cut off A-41o Elevation Plan D-I Standard Detail concealed openings (Vertical ! Horizonra) and A-5 1st Fir Framing Plan D-la Standard Detail A+/~ /e and A~3 to Form an effective fire barrier between stories ManuF. let Floor Design D-2 Stair Section and between the top story and the roof A-6 2nd Fir Framing Plan 0-4 Direct Vent F/P 2006 RCO Section 602.8 Manuf. 2nd Floor Design A-l Roof Framing Plan APPROVED PLANS MUST 8E ON April 25, 2001 SITE FOR ALL INSPECTIONS. i ;sa 64'4- 23' 4' 25'4- 1'-4" 4'-0" 2'-4" LEGEND Light ~u Phom I e • . • • e• _ _ _ , . ' Recessed Gen TV CAN 0"list I sv ; i i 1° i 1 I. 1 1 1 - Outlet 5-ke Detector ° I I ; ° Wellcraft Egress ? I m i o i i z b 720 o.uet CATV/Cat-5 Bundle Window Well Y I ; 1 m t swn~h ~r rrxee,.ay swlt<h Y i _ 'p ~ i of ; i i w N¢ Note: Per NFPA•10 all branch circuits supplying ° , I ' i i I N 15 and 20 ampere outlets In dwelling bedrooms will be protected by arc-fault R4. cower o~ • , I ; circuit Interrupters ; r 30" 30" x n" coxreta Fad I i ; I n Note: Per RCO , .1: Alarm devices shall be i I 3 °4 i I . 401 Interconnected such that when one device activates all devices activate. i I I I ' I I---i---~ • I I e l , 1 1 I~ 1 FOOTINGS WITH REINFORCING SHALL COMPLY WITH SECTION I x 250.50 OF THE 2805 NEC. z mj q I a ' 'a 9 I I 3"R ~Ia" t z 2YORKNGDAYS i i I 30 ' 30°x17" Loncret P Q ' ~ 3 I ~ i 1 I BEFORE YOU DIG z ° ° O CALL TOLL FREE 300-362-2764 : a ' OHIO UTILITIES PROTECTION SERVICE I-- j % a ~ I I I o i m I ml !d F X I BASEMENT k j II ALL WOOD WITHIN 8" OF GRADE 3 j 3 i 3'14 rol-on ; ° I 30` 30° x 17' Co-- Ped Lolumn an j ' ; TO BE PRESSURE TREATED 30' 30"x17" Loncreln Pad " 5 -4° i i I 3 I i 3. I PJIy ' e • s t ° 1 e I t___ ` 1 1 , 1 76" MINIMUM CLEAR CEILING HEIGHT 1 ~T} 1 I °i REQUIRED, WITH 6'8" UNDER BEAMS. 0 ° DUCTS, GIRDERS, SOFFITS, ETC. PER I I i 1 I 2,500 1.51 concrete Slab I [ ' I over minimum 4" granular fill j - DUBLIN ORDINANCE. • i i 01 i i w/vapor barrier 7 i I "p U tp i- 1 i• I x x l I ° I UNEXCAVATED 3 I 31 i > o i t o x 1 I I , e I GARAGE PROTEC11ON AGAINST RADON -p t------------ F a~' t PER DUBLIN ORDINANCE 1 I 1 - - - I 1 I - 3,500 P51 Air entrained concrete 'PORCH Slab, over minimum 4" granular fill 5'-4" I ° ; I I I I I w/vapor barrier B" I + 1 - I e i I I I 1 I 1 I I - SCALE: 1/4" = 1' (18 x 24 Print) e • o 1 I I I 1/4" = 1' (24 x 36 Print) 1 I I 1 1/8" - 1' (11 x Il Print) o i 29' 4" II'-0" 8' B" 10'-4" - B.. 8x g.. Jk It 5.. April 16, 2001 64'-4" 23'-4" 11'-61/2" 14'-10" 12'-0" 2'4" N LEGEND 9'-3112' 3'-011 Y IF'y Phoa Recessed Gen Tv CAN Outief r Outlet Smoke Deteaa z ~ a ALL ELECTRICAL WORK Witt BE zzoo"ue CATY/Gal-5 Bundle INSTALLED IN ACCORDANCE WITM 0 w s aelkn sB "e'~~SwN`h THENATI0NALELEOTRI LCOQF. Note: Per NFPA-10 all branch circuits supplging T / ' (V 15 and 20 ampere outlets In dwelling ' i bedrooms will be protected by arc-fault n e O y i~ -Ircuit Interrupters FP, N ACCESS TO WHIRLPOOL MOTOR AND 'M CII LJ Note: Par r RGO R313.1: Alarm devices shall be - MBR BATH Hardwood Interconnected such that when one device p p REQUIRED-NEC 880 1 activates all devices activate. The _ O Be 129 m 4'-0" x 4'-0" Glass Block N ~ 1 II ~ YY ~ F ~ fn (i - 4" Dryer Exhaust/ a-0" o o Z Pella Pro-Line Casement Maximum Run 35' - lV ` I -i-0li N PRODUCT GOpE BILE HINGE COUNT A m 4- 0 . 0 (A) C2135-3 5'-3" x 2'-II" NNN 2 3'•6" x 5'-II" NN 2 m m s M) C2111-2 KI (G) C21-TI-4 l'-0" x 5'-1111 NNNN I = BE 7 CAjjeON MONOXIDE R C'D 4 n ~ 'Nst'A F fDJ G2nl I'-9" x 5'-II" N 2 - PER DUBLIN ORDINANCE n~Ep s l pArCCORANC RKARRESTO EJ G2511-2 4'-2" x 5'-II" NN 2 V JGrjr/s,tl 100)WITN CITYQF 0., 1 C" (F) G25,1-2 W/2525 Fixed 4'-2" x 5'-II" NN 2 MIN. NOOK ` O3'X & LANDING VRI, Nab (G) C2911 2'-5" x V-11" N 2 7 /4 MAX. BELOW /'4ardwoocl 3T' 9" 5 I tie g, 5 I/2" H) BXB GLABS BLOCK 4'-0" x 4'-0" N I 3TOP OF THRESHOLD O / ~~?o (1) C2935 2'-5" x 7-1111 N 1 5'-4" I GRE14T ROOM 5-0 Hardwood 9/0 Patio w/Transom I - = 0 0 t-r slope Garage Moo, J" to Door V ' I , * 1 i T 4 ' GDO = Harrod I H li 0 O N . - m. .1' II Drop Ceiling to 9b" e ° 5'~o O SLEEPIf#G ROOMS EXIT REQUIREMENTS o \ 2--CAR GARAGE r _ I-9 -6 ,'-41/" ~ MINIIiIUM ONE WINDOW' S./ NET % .4 3 3 1/2 - J N __""""`"""""""-"""A7T ~omnon walls and ceiling n _ S4. Fl CLEAR 24" HIGH 20' WIDE to 5/5" Type-)< Drywall GRADE FLOOR MINIMUM 5.0 NET SQ. FT: O 0 4 GDO 9 29'-111 i" I / SCALE- 1/4" ¦ It (18 x 24 Print) 1 o 1/4" ¦ It (24 x 36 Print) 1/8" = It (11 x Il Print) ° - I, nR 6' 8" 84" 8'-4" 6'4' 6' 9' 9' 3" 9' 3° b'-911 30'-0 " 32'-0" 2' 4" '-4" April 18, 2007 64 m w w z 26'-8" 1I 1B~~-10° 1I l'-10" 0 LEGEND J o W Light ~ phone _ ~ Recessed Lae O LATV 0"11et rv 1 I ' m ~ I 0,twt 5-ke Detector c caTwcat-5 Bundle q ( Os 720 0 .tie yy, N i-0' _ S 5,itch Dt Thr.-S 5wl ch \ - / Note: Per NFPA-l0 all branch circuits supplying I m 15 and 20 ampere outlets In dwelling 2 bedrooms will be protected by arc-fault circuit interrupters 1 Hardwood I-4 Note: Per RCO R313.1: Alarm devices shall be % O Interconnected such that when one device T C O ~ood ~ - activates all devices activate, Hard m I at 0 \ O Jz LL CARBON MONOXIDE REC'6 PER DUBLIN ORDINANOF - Z m I ` 57"I g v ~4 \ ~ 5 Shelves V ` S R~QU1R~p Linen Pella Pro-line Casement Windows B ag° 511'-2 v2" 4'-'B vz° 1&4 'J''11 I 262/B" PRODUCT CODE SIZE HINGE DIRECTION COUNT SAFETY (J) 02511-2 4'-2" x 5'-II" NN 1 GLASS REQUIRED (1) 02535 2'-5" x 2.11" N 3 I F (51) 24" Octagon 24-1/2" x 24-1/2" N I sL EEPING ROOMS EXIT REQUIRF-hRFMTS MINIMUM ONE WINDOW - 5.7 NET SQ. FT. CLEAR.24" HIGH 20' WIDE „ - GRADE FLOOR MINIMUM 5.0 NET SQ. FT. SCALE: 1/4 - 1 (18 x 24 Print) , 1/4" = 11 (24 x 36 Print) 1/8" = I' (11 x 11 Print) L April ]a, 2001 1: ~V a9 0 ~ ~ ,u 12 ~J G 10~ ~ o- 12 U El c z - - ~ dz Rear Ievat i on w a 9D 1: m _ m 0 - IV i0 m 9 7 to n 7 D _ , I• L D 8 D CL - ~J SCALE: 1/4u = I (IS x 24 print) I/4" I (24 x 36 Print) 1/13= 1 (11 x 11 print) Front Elevation April 18, 2001 i i i i -Q 12 ~ 9 u i i f ~ o a-D O Q lk • ~ al Q • • • W tL g t Elevation w i d UJ r ®®13 Left Elevation 23-4" Su all ( W I LEGEND 1 a --------------r-----------------------..._._._ 1 1 0 ra~UgM IPy Pharo ' ' VV , ; I e Receeeed Can Ty CAT/ 0-1- I Wellcraft Egress F 0 , i ; 1 I Z aal~ 9 r-k. n=l= o Window Well r I x 4 N D l CA?VJCat-5 i5urdldl ?200-ti- G y+ i i E 7 5114th al Theeway SWltch I I ' I r I I i • ~ ; n Note: Per NFPA-10 all branch circulta supplying 3" a~. cowmn on , O V5 and 20 ampere outlets 1n dwelling i j 30' 10". l2' coK=t=Pad ~JJ i ' 3.4 bedrooms will be protected by arc-fault ; 1 O ' \J circuit interrupters Note: Per RCO R313.1. Alarm devices shall be 1 ! a> interconnected such that when one device ' activates all devices activate. , , I I I • ; , , I ~ , I I , , , e 1 _ z I x I ~ I J r I F1 1 I a PORCH ; 1 00- r I 0 (D .a , R~ofucm on I I 30^ 30' x It` ConCrele i ' ' z o ; I ay I ' I 1 I ' • 1 ILL ® ' a. 1, ~d CO LL Structural Deslgn Data m I j W+ 40 Lb1SF I I a Iva Load - Dwellln ; 30 Lb/SF j B,^V E I ENT x I _ Live Load - Slee Rm= ' i ' we Load -Roof 20 Lb/SF Co n S . 3 Dead Load 110 wrSF a '1 3-- 30, lumn on ' , 30° . IY Cannata Pad ~ . i Snout Load 10 LbISf i ; 1 BO MPH ' 9 .d 1 3" a . carom as ; a I Wind Speed 't0 Lb/SF 3p '30' x U' Cancrela Put Wind Pressure ' i 4 SPF Wleaa Nolad i I 3 •xwB - - , Lumbar Grade/ sties ; 11 ' ' I , 1 a ' = i . I I I I 1 1 2,500 PSI concrete Slab 1 over minimum 4" granular flit I ; q ; a n w/vapor barrier m O I ; p 1 0 m l x x m o T- I I 1 ' LINEXCAYATED 1 I v l ~ ~ ~ 1 , I , I I c I I I I - - GARAGE - - I I - , r- , , I 1 1 I ' I 1 ° 1 i I , I I 1. 1 m 3,500 PSI Air entrained concrete - I i I 0 ; Slab, over minimum 4" granular fill - 8 1 i w/vapor barrier ' . ' . - - - I I ~ i "=f18x24Print) ; Ii4 I. I 1/4" = i' (24 x 36 Print) 1/8" = I' ill x 11 Print) 0'-<° ' 111-0• B.. I - April 10, 2001 • I 5t ~5 i an bu manufacturer • 5u5t~m : ~ I-Jo A complete TJ-Xpert framing plan requires the Trus Joist Framer's Pocket Guide See Trus Joist Framers Pocket Guide for Product Trademark Information CTUPert JOB COMMENTS Dunmoor Homes HANGER LIST - Simpson Strong-Tie Company, Inc.® MC02A Plot ID Qty Product Label Top Nails Face Nails Member Nails Notes v 64'4 H1 151US1.81/11.88 10-NlO LEVEL COMMENTS H2 1 IUT11 10-1Od 2-N10 H3 11UT11 10-10d 2-N10 1st floor deck Pct N JOIST AND BEAM LIST mi a3 A3 Plot ID Length Product Plies Qty N cs A41 41' 11 718" TJI 110 joist 1 5 FNi`r~=2 v1s" Bz A39 39' 11 7/8" TJI 110 joist 1 14 A27 27' 11 7/8" TJI 110 joist 1 12 4 QK BOTI^'LOORS JQIS S CAN BE sriir EDUP103 iOAVOOPLUr:BING A17 17' 11718"TJI 114 joist 1 5 93/4" ge M1 15, 1 314u x 11 718u 1.9E Microllam LVL 2 2 N TS1 12' 1 3/4" x 11 7/8" 1.5E TimberStrand LSL 1 1 cs i Cs TS2 9' 1 314" x 11 7/8" 1.5E TimberStrand LSL 1 1 r E 62 Cs TS3 3' 1 3/4" x 11 7/8" 1.5E TimberStrand LSL 1 5 TS4 15' 3 1/2" x 11 7/8" 1.5E TimberStrand LSL 1 1 62 o CS 1 ` CS ACCESSORIES LIST r A3 cs Pct 38'5 1/2" 11 718" TJI 110 foist 1 1 N I !r Pct 26'5 1/2" 11 718" TJI 110 joist 1 1 m i III TS4 Pc3 11' 10 3/4" 11 7/8" TJI 110 joist 1 1 C0 31/¢ Bz H^Z 1 Pc4 2'2 3/4" 11 718" TJI 110 joist 1 2 90 1-~ Rmt 11 1 114" x "11 , 7!8" 0.8E TJ-Strand Rim Board 1 6 2 3 I6" ~m Sb1 11 15116" 11 15!16", 2x4 Squash Blocks 1 34 cs /6' Shl 4'x 8' 23/32" Panels (24" Span Rating) 1 61 2 co~ cZ U) Rm, Rim Board; PC, Parallel Closure 1 E Qj B ( 11 cs H3 TS1~ Bz M1 Pc3 it ~j. {rt A3 ~r~..... M p,, ro F-I[ 7/16" I(~ 3 7/16" d' 1 CREATED BY Dealers Lumber cs OI ~I A3 200 Kintner Parkway } . . m Sunbury, OH 43074 to 740.966.9663 Pc4 FAX: 740.965.9695 LEVEL NOTES j E CS File Name: Floor.JOB . _ Level Name: 1st floor deck aj Cs A3 l Plotted: 31211200713:33 Pt4 Design Status: CS E; 1st floor deck... 31211200713:28 _.t....... cc!. 2nd floor deck... 31211200713:26 ~1 I A3 roof .............3/21/200713:24 A3 1 QI CS NOTE: Level design times Indicated above provide j assurance for proper level stacking. I A3 Design Methodology: ASO Pct _ Floor Area Loading is: 40psf Live Load and 22 psf Dead Load Operator added additional loads. Maximum Joist Deflection; L1360 Live Load SYMBOL LEGEND L1240 Total Load TJ•Pro Rating Information: ¦ Nate from Operator Weighted Average: 45 Point Load Lowest Rating: 43 Highest Rating: 57 Line Load Glued & Nailed Decking is Required Area Load Direct Applied Ceiling of 112" Gypsum is Required Floor Decking: 23132" Panels (24" Span Rating) BBO Beam By Others Normal O.C. Spacing =19.2"' 0 Detail Callout Label 'Unless noted otherwise (See Framer's Pocket Guide) Layout Scale: 3116" = P Required Bearing Length in inches (Adequate bearing has been provided if bearing length is not indicated.) gage 4 FOR THE TJ•XPERT WARRANTY SEE FRAMER'S POCKET GUIDE TJ~Xp" 6.42(#691) 66.1206.1266,42 P6.17 I A complete TJ-Xpert framing plan requires the Trus Joist Framer's Pocket Guide See Trus Joist Framer's Pocket Guide for Product Trademark Infomnation 42)U•Xpert. JOB COMMENTS Dunmoor Homes HANGER LIST - Simpson Strong-Tie Company, Inc.® MC02A Plot ID Qty Product Label Top Nails Face Nails Member Nails Notes - - --.-----.---64,4„_-.--_~_---.---~~_-~ ! H1 15IUS1.81/11.88 10-N1O LEVEL COMMENTS H2 1 IUT11 10-1Od 2-N10 1 st floor deck H3 1IUT11 10-10d 2-N10 Pct r JOIST AND BEAM LIST Nf A3 E - ......r Plot ID Length Product Plies Qty A41 41' 11 7/8" TJI 110 joist 1 5 r' r cs F 6,'=11/16" - Bz ) ) A39 39' 11 7/8" TJI 110 joist 1 14 A27 27' 11 7/8" TJI 110 joist 1 12 W ON BOTH LOOKS JOISTS CAN 3£ srI T£ UP TO 3' rO.4VOID PLUME A17 17' 11 7/8" TJI 110 joist 1 5 4~4" Bz M1 15' 1 3/4" x 117/8" 1.9E Microllam LVL 2 2 ~u7 TS1 12' 1 3/4" x 117/8" 1.5E TimberStrand LSL 1 1 D E Cs TS2 9' 1 314" x 117/8" 1.5E TimberStrand LSL 1 1 r Cs ( I>v TS3 3' 1 314" x 11 718" 1.5E TimberStrand LSL 1 5 E 62 CS • rn TS4 15' 3112" x 11 718" 1.5E TimberStrand LSL 1 1 . cs B2 CS ACCESSORIES LIST r PC1 38'6 1/2" 11 718" TJI 110 joist 1 1 A3 B2 t~ cs Pc2 26'5 1/2" 11 718" TJI 110 joist 1 1 Pc3 11' 10 3/4" 11 718" TJI 110 joist 1 1 cn,- B2 ` ,Cq 1TS4 Pc4 2'2 314" 11 718" TJI 110 joist 1 2 2 1 Rml 16' 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board 1 6 ar 2 s1s° Sb1 11 15/16" 11 15116", 2x4 Squash Blocks 1 34 ics /s^ Nio N Shl 4'x 8' 23/32" Panels (24" Span Rating) 1 61 ry3 _ Rm, Rim Board; Pc, Parallel Closure r I r W r l ~11i r r Qi B210 C IF co, . 3. E cs 3 PC3 _ TS1 B2 H M1 A3 ~ f0 ~ E = - - - - ; CS E / 16 Mt -ice". FN 7/16" Ii u) o p) 3 7i1s' 41 CREATED BY { r~ Dealers Lumber - 200 Kintner Parkway Cs - - Oj..+ A3 . m Sunbury, OH 43074 Pc4 740-965-9663 FAX: 740-965-9695 i Cs i.. LEVEL NOTES E r r CS Qi File Name: Floor.JOB CS Level Name: 1st floor deck A3 Plotted: 31211200713:33 L.... , Pt4 Design Status: CS E' 1st floor deck... 3121/200713:28 2nd floor deck ...31211200713:26 _ r!M A3 roof .............31211200713:24 cmj in l r Q CS i.- NOTE: Level design times Indicated above provide A3 assurance for proper level stacking. A3 Design Methodology: ASO PC1 Floor Area Loading Is: 40psf Live Load and 22 psf Dead Load Operator added additional loads. Maximum Joist Deflection: L1360 Live Load SYMBOL LEGEND L1240 Totai Load a Note from Operator TJ-Pro Rating Information: Weighted Average: 46 Point Load Lowest Rating: 43 Line Load Highest Rating: 67 -J Glued & Nailed Decking Is Required Area Load Direct Applied Ceiling of 112" Gypsum Is Required Floor Decking: 23132" Panels (24" Span Rating) BSO Beam By Others Normal O.C. Spacing =19.2"' O Detail Callout Label 'Unless noted otherwise (See Framer's Pocket Guide) Layout Scale: 3116" a 1' , Required Bearing Length in inches ° (Adequate bearing has been provided If bearing length is not indicated.) age-l-of 3 FOR THE TJ-XPERT WARRANTY SEE FRAMER'S POCKET GUIDE TJ.Xpert 6.42 (#693) C6.42116,43 96./3 P6.42 A complete TJ"Xpert framing plan requires the Trus Joist Framer's Pocket Guide See Trus Joist Framer's Pocket Guide for Product Trademark Information CTJXPert ~w~Udt JOB COMMENTS HANGER LIST - Simpson Strong-Tie Company, Inc.® MC02A Dunmoor Homes plot ID Qty Product Label Top Nails Face Nails Member Nails Notes MC02A ~ 64' 4" - H1 51US1.81/11.88 10-N10 LEVEL COMMENTS JOIST AND BEAM LIST -Pelf-1t--- --Hd4-1t Ind floor deck Plot ID Length Product Plies Qty j A27 27' 11 7/8" TJI 110 joist 1 12 1 A17 17' 11 718" TJI 110 joist 1 5 TS1 9' 3112" x 91/2" 1.5E TimberStrand LSL 1 1 CS TS2 9' 1 3/4" x 11 7/8" 1.5E TimberStrand LSL 1 1 TS3 11' 31/2" x 11 7/8" 1.5E TimberStrand LSL 1 2 HEADER LIST cs E, Hd1 7' 3 1/2" x 4 318" 1.3E TimberStrand LSL 1 1 N! ry Hd2 5' 31/2" x 4 3/8" 1.3E TimberStrand LSL 1 2 cs Hd3 4' 31/2" x 4 3/8" 1.3E TimberStrand LSL 1 9 T Hd4 3' 3112" x 4 3/8" 1.3E TimberStrand LSL 1 4 ~E . Hd5 10' 3112" x 71/4" 1.3E TimberStrand LSL 1 1 I Hd6 6' 3 1/2" x 71/4" 1,3E TimberStrand LSL 1 1 Hd7 5' 3112" x 71/4" 1.3E TimberStrand LSL 1 2 a r-i I' Hd8 5' 3 1/2" x 71/4" 1.3E TimberStrand LSL 1 1 T cs 1 A3 Hd9 8' 31/2" x 91/2" 1,5E TimberStrand LSL 1 1 Pc3 Hd10 6' 3112" x 9112" 1.5E TimberStrand LSL 1 1 r cv ACCESSORIES LIST I j = Pct 26'5 1/2" 11 7!8" TJI 110 joist 1 1 I Pct 16'6 3/4" 11 718" TJI 110 joist 1 1 Pc3 9' 10 3/4" 11 7/8" TJI 110 joist 1 1 u Rm1 16' 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board 1 3 A3 Hdo It Hd3-1t Hd5-1t Sh1 4'x 8' 23/32" Panels (24" Span Rating) 1 22 Pct 1 ' 1 Rm, Rim Board; Pc, Parallel Closure T Ts 00 I' CREATED BY I Dealers Lumber 200 Kintner Parkway Sunbury, OH 43074 740.965-9663 - FAX: 740.965.9695 6h r LEVEL NOTES I' N' File Name: Floor.JOB m Level Name: 2nd floor deck N'. Plotted: 31211200713:27 Design Status: 1st floor deck ...Not Designed fV 2nd floor deck.., 31211200713:26 os roof ............3121/200713:24 I NOTE; Level design times indicated above provide assurance for proper level stacking. Hd2-1t Hd1-1t Hd2-1t Design Methodology: ASO 1 1 1 Floor Area Loading Is: 30psf Live Load and 22 psi Dead Load Operator added additional loads. U) T 1.7 M r Maximum Joist Deflection: D Ll360 Live Load 1-1240 Total Load I TJ-Pro Rating Information: SYMBOL LEGEND Weighted Average: 52 Hd4-1 t Hd3-1 t Hd4-1 t Lowest Rating: 48 Point Load t Highest Rating: 6o Line Load 1 1 1 Glued & Nailed Decking Is Required Direct Applied Ceiling of 112" Gypsum Is Required Area Load Floor Decking: 23132" Panels (24" Span Rating) Normal D.C. Spacing =19.2"' 0 Detail Callout Label (See Framer's Pocket Guide) "Unless noted otherwise Hd-t Header, and -t indicates quantity of 2x_ Layout Scale: 3/16" a V trimmers required at ends Page 2 of 3 FOR THE TJ•XPERT WARRANTY SEE FRAMER'S POCKET GUIDE TJ.kp"d 6.42 (1693) 06.12 06.42 S6.42 P6.42 r w z (2)7x10 _9 I MIAMI 110 BR 3 w BR 2 n , Uo o n ~ ~ z 11 N - I{ y - i ry f x ~1 I , r I) I 1,x 1 Lz - _ - _ = z I ; 0 L.- j 1 odd a / ~I I• 5 5helvee , CE Linen 11 II~ i ,I JI SCALE: 1/4" (18 x 24 Prfnt~ 'i IFFI 1/4" = 1' (24 x 36 Print) - - - 1/8" = 1' (II x I-7 Print) i I - - - 0 r See RooF Framing Pian for underlying header sizing April 25, 2001 I A complete TJ-Xpert framing plan requires the Trus Joist Framer's Pocket Guide See Trus Joist Framer's Pocket Guide for Product Trademark Information CTUDert, JOB COMMENTS HEADER LIST Dunmoor Homes MC02A Plot ID Length Product Plies Qty 54' 4" Hd1 5' 3112" x 4 3/8" 1.3E TimberStrand LSL 1 2 LEVEL COMMENTS Hd2 3' 31/2" x 4 318" 1.3E TimberStrand LSL 1 3 Hd1-1t Roof Hd3 6' 31/2" x 91/2" 1.5E TimberStrand LSL 1 1 - Trusses By Others Slope: 8112 -Trusses By Others Slope: 8/12 II II m Trusses By Others Slope: 8/12 Q 0] C 0] m BBO Trusses By Others Slope: 8/12- Y a _ z a I T N y r CV ~0 I . BBO Trusses By Others Slope: 8/12 Trusses By Others Slope: 8112 II ~ ~I m Trusses By Others Slope: 8112 Q I CD 0] _ Trusses By Others Slope 8/12 - , - m _ - Trusses By Others Slope 811CREATED BY Dealers Lumber 200 Kintner Parkway Sunbury, OH 43074 740.965.9663 F: 740 AX. -965-9695 - I Trusses By Others Slope: 8112 ; BBO LEVEL NOTES . . rv 04 File Name: Floor.JOB 0 m Level Name: roof m Trusses By Others Slope: 8112 W Q Trusses By Others Slope 8112 Trusses By Others Slope: 8112 Plotted: 31211200713:25 _J I m Design Status: wl 1st floor deck.. Not Designed 2nd floor deck ...Not Designed roof .............31211200713:24 NOTE: Level design times indicated above provide Trusses By Others Slope: 8112 assurance for proper level stacking. Design Methodology: ASO l' Roof Area Loading Is: SYMBOL LEGEND Trusses By Others Slope: 8/12 25psf Live Load (115% LDF) and 22.7 psf Dead Load Point Load i Operator added additional loads. Maximum Joist Deflection: Line Load L1360 Flat Roof - Live Load Area Load L1240 Sloped Roof - Live Load L1240 Flat Roof -Total Load BBO Beam By Others L1180 Sloped Roof - Total Load Hd-t Header, and -t Indicates quantity of 2z_ Layout Scale: 3/16" s 1' trimmers required at ends Page 3 of 3 FOR THE TJ-XPERT WARRANTY SEE FRAMER'S POCKET GUIDE TJLXper 6.42 (1693) C6.42 96.42 66.42 P6.42 i d) ° ° , I I I L Wellcraft Egress Window Well X RETCALC 1mm clmaw+n 1 i RESIDENTIAL BLOCK LOAD ESTIMATE c MCm.\ ".T ',Y 1 , 1 1 ' D w DEIYN<DMp'nJNa Q.4w.. 4ta: Kvm W- It I* sw-,r. W VAw P!•0, :!.IV ar ra D to xx n a s.aa IN IN Te INAGGbGi laiul vyrvm !9:Y AhyDll N GF IH 1'A C LAD NLOd ' 3' R~I. Columm on ~ ~ i ° i A JJ x Lorrseb Pad i CI i i tl 30" U' Ew D:w V.Yw V 31.1- DDS ~7a1 t,01D I I I " 1 1 sw V0116. Gbw 7 U U 5 kD- P six i«N..7640 9 i i i= i V1 O plKlb i ° i 1 ' (N i:Aa - x Sbaaa fie, I V 1, j I I FY versa to Asn C +B aq DnA 1yu tu7 i 1 i - - - - - - S1V brYVT'r :Pfa. 10 b .p.,,t9 11] W4 b 1S/ Aaaa+Lw A I i ' iNy wdb wMlet aC L•A i,a1 2i:-1.a a tW 170 I.aMA D D,q:W i i , I i 1 C00UNO LOAD SUMMARYdO "EATND LOAD SIWAMY w,•w• x IV ' 1 ' z "Jere uva Jams' 1 z'~ LITP S4INGWIT. YJtT' 51.9 xsualu'Al 78 DY i. rx'AD 1,kIC ,,Rre , # 1 1.IDD j i PORCI~ '~sJaro u.0. o:mDea szsM < 1 . ov'IeluNxllvn AM WANDTYkrMI ; i I 30" ' x tl" Lonu¢te F I ; A ?r. -AWN Jx. 37 15 Itb r n ':~.IDiM f~04NGyt)Aa 16y1D1 Q.yl~xR OF xp CA, ' 0 3 •4 I 1 I ° 1 V 11 !Pt pgaLE fap _b~ 1 rJU U 30 16m4 0 I I Ix 1 I 1 .ern-soe.wwax'taw I I ra•uW~tk ~ ' ~ 1 uxm sv tv a a>ol - "max vxz uro i TEN1CbHUlq tOJD 6,lYl ICUXAKi-'aSSNG"i141ax I ~ I I i ~BIFr"oOliNJinw -a F W771 `rxp,,,x lxx~ap:wxxW ! DlUkll I I - i o i i ' W 1~1~1 I 1 , ~ I ~ 1 I i qq i v I 1b11pxA UYt0,iplP aID hry 1 41flSO7 'Caa N^a. k737 i 1 . j 8A5EMENT j ' j ' 1 O \ 3' R cowmn on i 30' 30" x I]" Concrete Pad ° y1 n A Rd. Column on 3 •4 WB i , 10" Lonueta Petl , I I 1 ~4~8 1 I I ° 1 ' 1 _ _ I 1 i 1 1 I _ I' 1 II I , 1 i o I I 2,500 PSI concrete Slab I 1 I over minimum 4° granular fill j W w/vapor barrier , X I I 1 UNEXCAVATED GARAGE I I ' a , I yl ~ p , I - 1 j 3,500 PSI Air entrained concrete i a i ; ; PORCH I Slab, over minimum 4" granular fill w/vapor barrier ' 1 ' i , I SCALE: 1/4" ¦ 1' (18 x 24 Print) I 1/4" = 1' (24 x 36 Print) ' 1-------------- 1/8" = f (11 x 11 Print) ALL HVAC WORK SIiACI BE INSTALLED IN ACCORDANCE WITH THE 2004 ACO April 11, 2001 i z m -------------------e : - 1 ~ 1 ~ i - - -------T------------------------------------------ l e ~ I 1 1 ° I J I l~ I• 1 1 I • ;::`s ` Wellcraft Egress F w i i i e ¦ Window Well j x 0 Iwa N.- W REICALC An- RESIDENTIAL BLOCK LOAD ESTIMATE .••....DEJI+XCDKp1t'J1•B OuWY. 6--o"M M'. Le. 5-. Fw YA- "u'yp R.»F ; e j ' ~ ~ 1 I p° 1 G1A01 \ WSHI ' a ' 1 3' R~. column on ; ; ; Sryv CVM Vxha fxrA 09xL GF lu O.. I O 1H ;'OfT Cl:aa HUk 30" x 11" C111- Pod SN~~•~ V,NW P dIb~19.tO,,,,,,,,,AO 11M L9JC 1 I I i 1 'YA~Max GO : Yr!Y16 Nk9 P 61.Di,i00 2rd;O IO,t1A Iz,7k ~ a ; W'~ B 1 1 ~ O I 1 Or F;nl Q N~ R1'. I I ,J~1 1 I I , ; 61 4A sty w.a 2ca 1 e I I'' _ e-y",:~y,~.rwtMa. 10 Ao1 P E04172 Nl0 0 2W6 ' 1 I I I 1 . 1 I I KOOr~'C10LIX0 A ' a aJar,Aae , I I ! I I I m~X ~.ao ,m iXwc a ea`s i I \ I i- -1 "'•"-"•'1 1 i COOLIHO LAM SUMMARY IF.A71N0 LOAD SUMMARY ~ I 1 1 _ r:.!i11i''lµ /A L'l0- ;A,eL" tuB•07X CUNJFJJ1XiSY ; Lij N e . N "'AItG WL7. 10J * ' 60AM '4...,.. ~CUG7 NIriT. 'N~..I • xW: IPJEdS CaIYR........... I I j v I I I I •SJMVHi W!.MtE 4uL1. id6 sV6r11. ,W.NI[0. CULl4 Ikif. ICJ ! i I I ' ' PORCH ; ' .T m ALIr7.radLa\o"""""-Tma+; I . ~ .organ,.[. aw i i ~ i i i AP AAWJOcx ,700 ° e< I I I w":.......r:....-......,.._.... 1 I I 3' R. Column on w '751Of.AW LyO 1 I 30" >I 30" x 17° Conaale ALP OUAMTrrY1GFlS ' I ELI , nuea.¢•.g!Ma JW' 37 v,1V • ..,............7 i v i I 0 3 •4 a , v ° I : iOiM kTtLt4l9A0 ~~t0A" ,G'AI~INLI OF kGGfY 1 , ° ' 1 ' da/m'xCtW 4k L°.L 1.OUI 1 I I I tie •a aJw waxLw w!wwurrr cu ! 11,m ' r ~ ' ' M ~T" ~ Cfx)NG3E49dIIG Ft&iM , ' _ i =!E!CIOIF CLgLTpL .~.J ; ' I I 0 1 - I ! • 1 -_I. 1 I e , , ~I I fivJJYd' Ou1~MP1fl!Im e;r,p I 41USM 'd00 VruhOOC ; ~ 'I X W 5J45EMENt I q X I I O \ 3" Rq. Lolumn on e 30' 30" x 17` Conrfale Ped ; ; Rd Column on 3 y Uie 1 RL'A .12" Conuela Ped ~ I , 1 • 4 [LIES 1 ' 1 1 I 1 , I 1 I 1 . i ; 1 1-- O 1 i i > 1Tl I I 2,500 PSI concrete Slab I over minimum 4e granular fill , ----1 r I w/vapor barrier UNEXCAVATED ; a GARAGE I I..~ 11 I I I 1 ' ~ I I , s, r v• v a . I 1 i a a e. v 1 v• . e I I a r ° I_. CL 3,500 PSI Air entrained concrete i ' ' pORCN a Slab, over minimum 4'! granular fill ' . I wlvapor barrier 1 a ; SCAILE: 1/4" = P lib x 24 Print) ' 1/4" = I' (24 x 36 Print) ' ° I/S" ¦ (II x Il Print) AL.L HVAC WORK SHALL BE INSTALLED IN ACCORDANCE WITH THE 2004 RCO April 11, 2001 N N HVAC: Legend T611 TroII m T4" 411 SUpp~y g~ a w ro" supply MBR BATH Hard I p TrI., / od I ` U0 Tile Se / 4 TV supply ei 1 i TP-A Return Air 3-0 a _ o J Q, ¢ ~ I 1 4 T-11, U NOOK o /'yYardwood I GREAT T ROOM 1 s r l ---a::-::'::'::- a Hardwood ~ 5~~ ~~,9~ Floa,•,~naa KITCHEN i yy Q 11 u 00 HardylQod i , 1 5,- m f c i --BAR GARAGE p• = to bcommon walla and ing P t0 y 5/5" T 0-x rg.aell o ~ DO 1 1 SCALE: 1/4" - II (18 x 24 Print) 1/4" = I' (24 x 36 Print) 1/8" - I'(11 x 11 Print) ALL HVAC WORK SHALL BE INSTALLED IN ACCORDANCE WITH THE 2004 RCO April 11, 2001 w z w a a ~ a N ~ I~VAG end T411 4" Supply ,-0 i a 2 ,1 T(Olt ~ 5~pp,y ~a o 0 0. Q ~ Hardwood Ill 5uppl~f rd~ U T11 TRa Return Air cv 9A3-0° sX II n ~e378 ~'ul. S~ ` ~ {A I Tj 51,61VE6 u tIYBfl I~ 11 = 1' (18 x 24 Print) 1/4 SGALE= 1 /4" =1(24 x 36 Print) 1/8~~ = 1 (11 x 11 Print) ApriV 11, ~ao~ ALL HVAC WORK SHALL BE NST4 LE RCO IN ACCDRDANCE WITH THE Structural Design Data Hanger Schedule w Live Load - Dwellln 40 Lb/5F Single 2 x 6 LUS26 or Equal Termite Protection shall be provided in the form of 30 Lb/5F Double 2 x 6 LU526-2 or Equal Live Load - Sleep Rms Chemical Pre-treatment manufacturers requirements Live Load - Roof 20 Lb/SF Triple 2 x 6 LU526.3 or Equal Dead Load 10 Lb/SF Single 2 x 8 LUS25 or Equal = Snow Load 20 Lb/SF Double 2 x a LUS28-2 or Equal N Wind Speed 90 MPH Triple 2 x 8 LU528-3 or Equal 00) CO Wind Pressure 20 Lb/SF Single 2 x 10 LUS210 or Equal ' m Lumber Grade/SpeGfes 02 SPF Unless Noted Double 2 x 10 LU5210-2 or Equal i 00 5e(5m(G Zone B Triple 2 x lO LUS210.3 or Equal 25 Yr. Composite Shingles over 15 lb. felt S Q 00 1 over 1I1b' 055 Roof Sheathing w/ plyclips Z3 rn oo M Weathering/Frost Depth Severe/3rD Fastening Schedule Roof Trusses 24' o.c. Designed by Manufacturer r 1 to Termite Infestation Moderate to Heavy m Co Note; Structural Member fastening shall Baffle (0 Deea Probab(1(t Slight to Moderate comply with 2006 RCO Table 6023(1) Apply IceGuard (or Equal) to a point 24" Inside U Winter Design Temp. of the face of the exterior wall. Per ORC Table W 4) x Batt/Blown Insulation 903.1 0 M per MEC L s LL I U 11 2 x 4 Wood Frame Wall Co 16" O.C. (Stud Grade SPF) with 055 Sheathing W 2 x 4 Wood Frame Wall Aluminum Ventilated Soffit d Fascia SIII Plate w/sill sealer 16" O.C. (Stud Grade 6PF) Simpson H2.5A or Equal Anchor Straps installed at corners with 055 Sheathing ,'nn and 4'•0" O.C. VJ 5111 Plate w/sill sealer R-13 Sidewall Insulation wlVapor Barrier 8 Poured concrete wall Anchor Straps installed at corners V and 4'-0" O.C. 3/4" OSB T 4 G. Sub-Floor Q! Floor Joist (Per Structural Plan) Tuff-n-Orl Waterproofing \ 4" Concrete slay 8" Poured concrete wall \y Minimum Slope of 6" Sloped to overhead Door Minimum Slope of 6" In First 10 Feet O In First 10 Feet 77- Floor Dist er tructura an 2 x 4 Wood Frame Wall 16" O.C. (Stud Grade SPF) Draped Bait insulation e 0 0 r ID I per MEC with OSB Sheathing Vapor Barrier \ ackrl ackfl \y Granular Backflll Granular Backflll MASK STRAPS 16" x 8" Concrete Footing 16" x e" Concrete Footing Sill Plate w/sill sealer NOT PERMITTED Anchor Straps Installed at corners 3/4" OSB T 4 G Sub-Floor and 4'-0" O.C. Crawl Foundation Garaes Foundation 8" Poured concrete wall ~ Floor Joist (Per Structural PIarJ (Assume Type 2 Solis 1,500 PSI Bearing) (Assume Type 2 Soils - 1,500 PSI Bearing( s Avar4+81etrvtAadtldwnalcarrusianprulextmn.CUaxkWith Jectary. d; Minimum Slope of 6 In First 10 Feet le t 0f 0p 'i0 SPF,HF Uplift Tuff-n-Drf Waterproofing w Insulation Board faslensrs Load e ldlotlel Allowable toads Allowable I.taaa tend UpI;R Willi te;iry Cede- f4J 04 Rebar -Horizontal o; (Size varies per MEG) Ida. Ga Avg lateral 3dxl"';', Late, 3dt1''" Ref. To Rafters/ to To Ill( Uplift 11331601 Nails 37p1i11 1133,160) Nails Maximum unbalanced FIII 6'-2 Truss rates Shids 1433 b 1,33 6 1133) (160) F, Fs 1.601 133) j160) F, fa 160) 4" Concrete slab over Min, of 4" i Ili I+, n 1 f „ granular fill w/vapor barrier p 1kr in - KAI) K is 15 it + ~r, • f~ 1'!!'0 41' V,r az; , 0 4111 r 5)13: 1 31 7 - Y; g8; •gt 3" Perforated drain tile it " nd ~Ra t Jrfj 1 1, 1kU 1 1 U sloped to sump pit W/2'-0" L, .1 o 0 Jc 11 Id i t ;r 125 `1 A i I t :7 0 Vapor Barrier s Granular backfill. .3 2~3:1 D nr 61 ~1 I" n/ z l O 5 11 yu °e 1 to if lay ; +ti L!) +7 A 10 3" Perforated Drain The slo I6° x 8" Concrete Footing 4!,A 5tl 1 7 4 117 16 180 21J 15 Ir Sloped to sump pit ilb ~1 4"" " 4;j il° 5z,7 ~651, H_ 9' Basement Wal I Detai I ~a - DAVI D 0 Z .Fs Pj. (Assume Type 2 Soils 1,500 PSI Bearing) k d T i i ,x Vl H u't'J 6 .li iJ ~I AUVKi n WOW Ill l (ylny to rpJ: t 7 J..~ 1`a 76a tf ~ r ~d~ d I1 Ibrri Iti,?I' `d: i:1 1 "'I + ~:i 1 m X, l <o H11 (~D P plmenslon Varies per Pla 21mension Varies per Planr u 6-- scil% m Id 70" I I us ~ Q ~lywoad ove<nenga tv 0 D_ i Plyuwod Overnanga Ix 4 Continuous flx4 Continuo L! 1II~1.1I Prams 1" all sides I1 u _ Prams M all eldae [ tl I I 0 4 0 !L - , Aluminum Wrap Aluminum Wrap - 2 x 4 Block 24" O.C. 2 x 4 Black 24" O.C. Tub Opening Cut-out Tub Opening Cut-out r Deck Height Deck Height Condition varies Condition varies ~o n rakes and eaves on rakes and eaves drop 112" below fascia drop 112" below fascia 3/4" 050 Underlay-nt 3/4" 05B underiaymers line line L'2 ILbnde II (by Other) 1/2' Warderboard (by Other,) 0 = Cultured Brick o ~ Stone o Wall Height Wall Height -Z , 2. 4 Ledger V' O.L. (Perpendicular to Joist) . ~e h -1 6060 Corner Tub 3660 tub tons/Br I Ck Racks a m., m J MT5IDE ELEVATION SIDE ELEVATION my arzrAM copE RE^W IzFnEMr n ww r m '`V¦w APA DETAIL OF NARROW WALL BRACING METHOD WITHOUT HOLD-DOWNS 2x 4__ xTable R602-10.5 2x4 2x4 Aluminum Wrap B-Focl Wall S-Foot Wall l0-Foot Wall I x 4 Hardie Trim m Wrap Aluminum Wrap (By Siding Contractor) 48 54 60 100% Siding/Stone/Brick v Stone/Brick e By Siding Contractor) 85X 32 36 40 A/B Series A/B Series C Series LU 1 24 21 30 65% with with all Stone/Brick Siding Conditions Full Helghted Sheathed wall segments to either side or garage V door openings that support light frame roofs with roof covering loads of 3pef or less shall be permitted to have an 4:1 aspect ratio O C~arag~ Door Jamb Wraps Q 0 0 Q) U .7-3 )L 2nd Floor 8talrway t Cmuardrall Data Wall mounted handrail 36" above tread nosing. (iyp) Handrails shall have a minimum and maximum height of 34" and 38" respectively , measured vertically from N La the nosing of the tread. ORC 315.1 7 3/4" MAX. RISE s isers ~ ~-5/8" (1 Handralls shall have a circular cross section with 10" MIN RUN I!•U8" 1•Truss y Try g loll e diameter of I-1/4" to 2". ORC 315.2 PER CITY OF DUBLIN i tQ 0 Y Porches, balconies, or raised floor surfaces located r more than 30" above the floor or grade below, shall G have guardrails not less than 36" to height. Open sides Q 0 of stairs with a total rise of more than 30" above the 15t I•iQOr z floor or grade below, shall have guardrails of not less 3 lu than 34" in height as measured vertically from the 4 W nosing of the tread. ORO 3153 11 Q p q Risers ~ treads 0 10' N Required guardrails shall have intermediate rails HANDRAILS AND GUARDS O GUARDS or ornamental closures which do not allow passage Q of an object 4" or more in diameter. Required TO MEET SECTIONS 11.1/8" I-Truss r guards shall not be constructed with horizontal 8311 AND R3i2 8 II m Q rails other oramental patterns that result to 2004 RESIDENTIAL CODE OF OHIO Q a ladder -effect. t. . ORC 35,4 isers 10 -7-1 Q reads a 10 lBsmt 6pmt 2nd Fir 2nd Fir w/o Hrdw w/ Hrdw w/o Hrdw w/ Hrdw p B'-0" Walls Bassment Q1 2 x 10 Joist B'-6° B' 6-3/4" 8' II-1/B" B' 10-3/B° O e-1/4" LVL 8' 6-314" 8' II-1/8" 8' 10-3/8" Risers a ~-1 11.1/8" LVL 5'a-5/5" B' a-3/B" e' 1-3/4" 9' I" I 7 Treads a 10' S'-011 Walls 2 x 10 Joist e' 6-3/4" e' II.118" e' 10-3/8" 9-1/4" LVL e' 6-3/4" e' I1-1/B" e' 10-3/8" 11.1/8" LVL e' 13-5/5" e' a-3/8" 10' 1-3/4" 10'-1° ROVIDE UNDERSTAIR PROTECTION ER SECTION R311.2.2 5ta i r 5(ect i on 2004 RESIDENTIAL CODE OF OHIO ~ (5hown with 91-OI' Walls) 91-011 Basement Walls 48" Stairs ~ 91-011 first Floor Walls 4811 Stairs s Risers 1-1/4" Standard Standard 2 Required 7 Treads 1011 a Risers a 1-5.811 2 Required a ~ t I Treads 10" iu~ Stair Cross Sect i on Plan April 10, 2001 E FIREPLACE DIMENSIONS >1 Horizontal Vent. Termination Clearances MARK D-600 D - 500 D-400 a s A Q 40-1/8" 35-1/8" 33-1/8" The horizontal vent termination must o r have a minimum of 3" clearance to 5 313230-I/ 3 C 2411 1911 1111 any overhead projection of 2-V2" or ~ Z 9 Front View Q D 34-1/211 29-1/2" 21-1/2" lees. $ee Figure 6 for projections ° o X E 40-I18„ 35-1/8„ 33-1/8„ exceeding 2-1/2". 3" J~j F-1 F 26-11/16" 21-1/2" 19-5/8 Horizontal Vent Termination Clearances G 29-1/8 24-1/8 21-1/2" eiemn aueCombustible Projection greater than 2.1/4" in length F N 20-1116" 11-9116 16-1116 Non 13TU/HR 21,500 11,500 13,500 h Vented Vented Soff W Soffits Frame Info Width " u u Right Side View 40-I14 35-1/4 33-1/4 V! Height 40-1/4 35-1/4 33-1/4" lg" 121' 311 Depth 1611 I6" 1311 5-15/16" Termination 1 Kit Combustible Projection E 2-1/4" or less. i TJ ~ !F Right Side View iii Direct Vent Fireplace shall comply with NFFA 211, ORC 1004 and ORC 100 e 4i