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06201787 Permit File
CITY OF DUBLIN 5800 Shier Rings Road Dublin, Ohio 43016 Phone: V/TDD 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: ky) ~e5 ~1-365 Company: W, to/IR(a~ z-wl ran (aid sadl Site: (Provide Detail Plot Plan of lot) Lot No: I I D Application No:( ,,2b/20`/ 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) ? 11. Rebuild Manhole Throat (Sanitary/Storm) ? 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 7-75, Sec. 150.039(J)) )((Ord. 5. Erosion Control/Sod or Seed (Ord. 40-98, Sec. 53.090 (G)) (O.R.C. 723.011) ? 6. Replace Damaged Asphalt Z114. 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) 'K1 6. Submit "As Built" Plot Plan ? 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) ?18. Remove Erosion Control Measures ' I t 40M Comments. r r Contact Building Division at 410-4680 for re-inspection when work has been completed. The Engineering Final Inspection must be approved or It requesting n Occupancy Inspection by the Building Divisio . Inspector: L`- Date: Re-Inspectio . GrApp' r ed 7-(-Ob ? Disapproved Conditional PJ-e Inspector: Date: (o/Z!o"0 Engineering Final Inspection WHITE - Site YELLOW - File E 304 rev. 12/04 PP S r.s 1 w P2 \ 69ja 1 ~ o ~ ~O ~ y2t fl I t ,23N \ 8• 1,: s _ 15 9 s - Ms93D.2- - O oi t. O w =9. t j 1136 ,~11 931.4 9 943 , 4 O O Oi 944 45 n §9 a 52 54 929.08 N YAL LP UME ^ 28.88 929. M-929.1 - all • O o, ~ ~ Sse Deto~7 H 9ht..3 :7 931.5 931.2 930.8 930.4 930.8 113 N 112 a 111 1 Y-- L 109 34 \ 33 N 4 -V V mss. 4 8 x. s - - - - - .9 C t t ,v. 928.5 Ex.. 929.:6 929.110 Ex. 929.35 * ~Ex. 9296.7 Ex. 929 ~~WARRE W. GORDEN A c. Offs1 to e A c. Offsi to 5750 Chandler Court O +p REVISION DATE & REQUEST Westerville, OH 43082 Cl) v 1 NV 11.30.06 HOUSE REMIONS-FINALIZED E-Mail: hoyssinc@aot.com ? H Y + p AB n2 21-07 ADD DUBLIN REQUIRMENTS Phone (614) 895-1922 1 1 1 NV -316.07 ADDED BOX BAY Survey Fax (614) 895-1949 ¢ NV 07.13. ADDED 3RD CAR Construction Fax (614) 895-9549 C I,r?,..,, I N Q M/I HOME OF CENTRAL OHIO, LLC. HOUSE STYLE ROYCROFT CONS. LOTISUBDIVISION 110 POST PRESERVE SEC.3 CITY OF DUBLIN SCALE 1- m 20, _ PB. 5 PG. 161 DATE 09.18.06 ORDER NO. DRN. NV CK. FLOOD ZONE X COMM. PANEL 390808 PAGE 0150B DATE 09.27.91 MINIMUMS R: 30' s: 7115 , "LANDSCAPE CODE REQUIRES AT LEAST TWO, 2-1/2 INCH DECIDUOUS TREES IN THE FRONT YARD OF THIS LOT. INSTALLATION WILL OCCUR DURING THE LANDSCAPE PHASE OF THE HOUSE. PLACEMENT OF THE TWO TREES WILL BE FIELD-VERIFIED BY THE CITY OF DUBLIN PRIOR TO INSTALLATION." 6840 ROYAL PLUME DRIVE 50' N 04°26'11" W 1 FLOOD ROUTEOR NO PARKING NMF BMC CURB INLET 929.12 929.06 T.C.= 928.73 929.02 x T B/C WATER TAP FIRE HYDRANT 4' WALK 80.00' 1' IDEWALK EASEMENT 929.40 929 4 SAN.-SEW. TAP-- 929.30 E.O.S. = 921.30 20' EASEMENT SLOPE= 26.00' MANHOLE 4.440/. T.C.= 929.39 - - , 26.17 25' BLDG. LINE 929.90 i(I 928.90 DRIVE > 18.67 n 18.50SOr F TRTY IS HOU ADD SE 0 10.00 rMi,9 0.73rn 4" TO G.A.H. TO o M 6.33 TET GARAGE PAD 7,50' M E* F E* Fq 10.00 F.F.= 932.73 , d T.O.B.= 931.73 rn 111 = BSMNT.= 923.56 10.50' 109 F.F.= 933.13 3 j 3 S F.F.= 933.13 2. 0 ° c} ~ rMrl O o ~ F• a 17.83 °o o° 13.17. o v, A/C UNIT-"- 19.00 930 40 2.0 DG 00 I I R-7 110 i ~ 10' EASEMENT $ I 10' DRAINAGE 928.50 ~ EASEMENT CATCH BASIN 48.92' T.C.= 928.35 928.96 35.93' 929.08 yi -.?41_ 30' DRAINAGE E E t1 20' NO EASEMENT G ~ DISTURB ZONE City of Dunlift APPROVED AS NOTED P2rJ' O} ~ EX 929.35 80.00' 929.67 EX N 04°16'31 W 100 YR. o STORMWATER _ *"NOTE: WATER SERVICE SIZE = 3/4"." LEVEL MOP\ Fitr 1 02' BUILDER TO MAINTAIN NOTE : BUILDERS TO PROVIDE I • 928.90 EROSION CONTROL TREE PROTECTION DURING ALL SECTION E -E OF CONSTRUCTION. -E NOT TO SCALE 2 001 PLOT PLAN We hereby certify that the foregoing PLOT PLAN was prepared from information provided by the Client and data obtained from Engineered SQUARE FOOTAGE DATA Subdivision Plan. This Plot Plan is to be used by the Client for the sole FOR HOMESUILDER PRICING AND ESTIMATION PURPOSES ONLY o obtaining a rohina Permit. The use of the Plot Plan for airy other her pu purp pose is strictly prohibited. LOT 10.475-0 WALK 56.0 OF HOUSE 2722.0 SODCOV. 7398.0 ~i~' FrMEVE~o DRIVE 780-0 LOTCOV. 25.99°/D - WY 7313 APPROACH 1 99.0 B g E Y O 5750 Chandler Court Westerville, OH 43082 E "Viail: hoyssinc@aol.com 1024-07-S Phone (614) 895-1922 ?H"Y ? Order No. Survey Fax (614) 895-1949 15~ Construction Fax (614) 895-9549 GIN CERTIFIED TO TPI5OH10 NF5 IT-F COUNTY OF UNION LENDER Mir P.B. 5 PG, 161 OR./D.B. PG. BUYER W"F SCALE 1-= 20' DATE II-26-07 DRN Kr~ CH NF5HOOT x-21-08 I.OT NO 110 P05T rr1F5ff1VF 5FC, ' "P SIN, OHIO WYAL PLUMF bf?IVF 501 929.40 929.30 929.40 80.00' 929.30 16,2' - I' SIt7FWALK EASEMENT 20' FA5FMFN1 [SLAGQ-op 26.0' PFIK 929.90 25' ~Lf?G, UNF 9929.60 28.90 WlcC _ 18,6' 125' POPCH 0 10.0' - v \o 19,7' 7,0' o 2 5TONY 100' I NICK & FNAMF M I 6840 M I v 0 III N 2 109 17.9' 0 0 13,2 930.40 ,t 19,2' -;~F 930.40 930.40 930.40 110 I 929.70 928.50 928.96 30' PFIA GF 929.08 EX. 20' NO FA5FMFNT EX. bISTUNr ZONF 929.35 80,00' 929.67 EX. EX. We hereby certify that the foregoing MORTGAGE LOCATION SURVEYwas prepared in accordance with Chapter 4733-38, Ohio Administrative Code, and is not a boundary survey pursuant to Chapter 4733-37, Ohio Administrative Code. This plat is prepared for mortgage loan and title purposes only and is not to be construed as having been prepared for the owner or for the use of the owner for any purposes. THIS PROPERTY IS LOCATED IN ~,'sP 45~p FLOOD ZONE _ X S7ENEN HOY COMMUNITY PANEL 390808 = 7313 '~atstat9 PAGE 01500 DATE 0927-21 BY Y J:\subdivisions\Post Preserve\110 RESHOOT.dwg CITY of DUBLIN- July 2, 2008 DivWn of D. Smodwds Janet Rizer 5800` hood MA Financial Dublin, Ohio 43016-1136 Corp. 3 Easton Oval Phone. 6144104600 Columbus, Permit Phone: 614410-4670 Ohio 43219 fax: 614-161-6566 m' Li n Lim 614.4-410-46 o-4680 RE: Permit Address: 6840 Royal Plume Drive web sit: www.dublin.oh.us Permit Number: 06-201787 Dear Ms. Rizer: The City of Dublin has issued a Certificate of Occupancy for the above-mentioned property. Any escrow amounts held may be released. If there are any questions, please feel free to contact me. Thank you. Sincerely, 3. jqo~- -L ffrey S. Tyler, CBO Director of Building Standards 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: ~00 MffL FLONE PERMIT NO.: O~17e7 BY. -~7 W ff P/AbC~ FINAL INSPECTION DATE: ~7D/-2f 18 Building Permit No.: 'Xo - 2 y I '7 8 Project Address: Inspection Date AP DA Ins Comments Inspection Date AP DA Ins Comments Plumbing ` r) Insulation IMP fz4u 5€i- -tom 3 Under round F'rcJ ~,~Z~,~ AA !%ft SLIa. Sewer 3-JO-02 App nt}G ,2$.01 app Footing 11Y17 /O L a~>1~~rd Car r~~ Final Electric IN Foundation Final Steel Plumbing Foundation Vd 7 Final HVAC ~~t1VI7 P ~ 'f=Nt~o c9~ CoAea~ m o c~eQ Radon q *7 C 131, / w-e Y fire 0-- Final Gas i~' l~ A } lrf~ i=~ J coo p Yf~ Preslab If/J 40 L Piping FP Rough Engineering Electric /A (CWA) Engineering 61*6 ke Electric 1/1 (Pre-Sod) Service Final I Rough j ,UVQ_A l l I Engineering ff Plumbing tv" ( yf? 4-&-06 Atl: -MaX ~atNt~a s~i~(~'~~ Gas Piping 7 A /36 ft 04 (Rough) ~ '7-1-0$ aP Rough HVAC Y,00 pll~ ,Cf Final Zoning r7h DA ruv Fireplace W1 7T 477- 75 L t'ril'l PA v a~rl~( l' Zoning Rough Occupancy Framing V`V~ ,4 131 114-7 k ~uP AP Yf se Division of Building Standards 5800 Shier Rings Road Dublin, Ohio 43016 IC Y OF DUBLIN Phone: V/TDD 614/410-4670 Inspection Line: 614/410-4680 CONDITIONAL APPROVAL AGREEMENT This agreement made and entered into by and between Herein after known as the Project Manager/General Contractor, and (Project Manager/General Contractor} (Owner/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: Dy6 tt) K m Q 12r Building Permit No. 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/Occupan 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) J A /Ival 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 \\DUBLINDATA_PER SERVER\PER\PER\THOMEW\OFFICE\WP\DOCS\DOC\FORMS\CONDITIONAL OCCUPANCY AOREEMENT.doc Page 1 of 2 Updated 4-42 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 5 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. t-- Project Manager/General Contractor Date rolect Manager/General Contractor Si (Pl se Print) ( gnature) Own Occ ant Date Owner/OccuPant(Si ( ease Print) gnature) o d Ity of Dublin Date \\DUBLINDATA_PER SERVER\PER\PER\THOMEW\OFFICE\WP\DOCS\DOC\FORMS\CONDITIONAL OCCUPANCY AGREEMENT.doc Page 2 of 2 Updated 4-02 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 inspection Typp- ???~CGU1'A-x!G/ Application # 6W07 Date The undersigned inspectors checked your property at /e 040 IQ© 1h P/ mC DA for cornpi?ance with Building Code. Any violations listed below must be corrected within days. V10l..A'';ON. _&SIP177AVAL &W Z S f -S7 - 6C1 0& Ig]lM N~i77 , ? t5 117 16X ~>,clT ~,~"i ~ ? APPROVED ? DISAPPROVED BY VAR, )QONDITIONAL CITY OF DUBLIN' 5800 Du Shier Rings Road Dublin, Ohio 43016 Division of Engineering Phone: V/TDD 614-410-4600 Inspection Line: 614-410-4680 Fax: 614/761-6506 DO NOT REMOVE THIS SHEET FROM SITE ENGINEERING FINAL INSPECTION PLEASE PRINT ALL INFORMATION Applicant: m "T Z7rn~S Company: Site: L.0 % 4?) b y a /I L,17 (Provide Detail Plot Plan of ot) Lot No: Application No: %!12 J'7a7 Subdivision: PLEASE DO NOT MARK BELOW THIS LINE ? No Violations/Inspection Approved U Violations/Disapproved Approved For Conditional Occupancy 1. Clean Curb & Gutter ?10. Adjust Manhole to grade (Sanitary/Storm) (Ord. 28-98, Sec. 97.38). ? 11. Rebuild Manhole Throat (Sanitary/Storm) ? 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 5. Erosion Control/Sod or Seed (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 (Ord. 35-74, Sec. 97.37 (A & B)) (Mainline/Fire Hydrant) ? 7. Handicap Ramp (Install/Replace) ?15. Install Grade Stakes (ADA Specification) (Policy 98-027) (Sec. 152.70) 16. Submit "As Built" Plot Plan ? 8. Replace Damaged Curb, 5 ft. Minimum Sections (Policy 98-027) (Ord. 7-75, Sec. 150.038(C))` ? 9. Replace Damaged Sidewalk/Bike ath ?17. Driveway Exceeds 8% Maximum Slope p (Policy 98-019) (Ord. 35-74, Sec. 51.04) ~ornmen 44 ?18. Remove Erosion Control Measures Contact Building Division at 410-4680 for re-inspection when work has been completed. The Engineering Final Inspection must be approved- r ~equestlng in Occupancy Inspection by the Building Divlslo . Inspector: ~~j Date: Re4nspect10. ? Approved ? Disapproved ? Conditional Inspector: Date: Engineering Final Inspection WHITE - Site YELLOW - File E 304 rev. 12/04 PP .t Inspection ywo: ZONING INSPECTION FORM Zoning/Landscape r.®"°._. Land Use and Long Range Planning Commercial ? Code Enforcement Residential J2 5800 ShierSign ? CITY OF DUBLIN - -Rings Road; Dublin OH 43016 Other ? Telephone/TDD 614-410-4600 Dublin Planning Fax 614-410-4747 Dublin Inspection Line 614-410-4680 Pro EPer 'ect N ame : ess: Contact Person: ' Contact Phone: YES NO 1) Appreved°L-atidscape Plan & ROA YES NO 6) Sign insW1ed as approved YES ) NO 2) Plans , Checklist & Permit on Site YES NO 7) Pi"aees, number & striped YES NO 3) Lolled per plan YES NO 8 ' map-spaces properly signed YES NO 4) Landscape installed per plan YES NO 9) Parking-islands y" 7 foot minimum YES NO 5) Mechanlcals screened per code Y i NO 10) Meet residential appearance code Zoning Approved Zoning Conditionally Approved (See Comments) ? Zoning Disapproved (See Comments) ? i Date of Inspection Inspected B r ~ - COMMENTS Zoning Inspection Form PLA-120 Date 08/12/04 1 M/I FINANCIAL CORP. 3 Easton Oval, Suite 140, Columbus, Ohio 43219 Jeffrey S. Tyler, CBO Director of Building- Standards City of Dublin, Building Standards Division 5800 Shier Rings Road Dublin, Ohio 43016 Re: 6840 Royal Pl~e g~ Building Permit plumber e, Dublin, Ohio 43016 PTP 110 Loan Number: 06-201787 71081089 Dear Mr. Tyler: We hereby agree that the escrowed funds in the minimum amount of $4, 000. as specified in the "Approved for Conditional Occupancy" inspections and requirements for this property, will not be released until a final Certificate of Occupancy is issued by the City of Dublin. In the event such final Certificate of Occupancy is not issued within the time period specified in the Conditional Occupancy Agreement, the City of Dublin has the right to demand payment of the escrowed funds for the completion of the project. Sin erely, J n Rizer e 'oval Vice President CITY OF DUBLIN Division of Building Standards - 5800 Shier-Rings Road - Dublin, Ohio 43016 Phone: (614) 410.4670 - Inspection Line: (614) 410-4680 SUBCONTRACTOR DISCLOSURE General Contractor: r-4. , S Application No.: Q(~ - ~7 Job Address: The Generai'Contractor is required to furnish the following information regarding any contractor working at the above address prior to issuance of a Certificate of Occupancy. All subcontractor registrations must be current through the issuance of a Certificate of Occupancy, including insurance and all applicable State Certifications. TYPE NAME OF CONTRACTOR DUBLIN REGISTRATION NO. EXCAVATION* rQ CONCRETE* ~ MASONRY .a ~n rod STRU~CTU RAL* ~ Y~ ~ O G rt Woo ELECTRICAL* oR 77 - D PLUMBING* ell HVAC'" 1,52 INSULATION ROOFING* ~©n 1`ra. G7 ` `3 ~ ~1 wrwSb DRYWALL ,6 SIDING r- s F j & SANITARY SEWER - ~0 a LANDSCAPING FIRE PROTECTION cww" UNDERGROUND L J,'f/~~ 9.- /1,15151 FIRE ALARM- or FIRE SUPPRESSION D PAINTING ~ OTHER c~ 4, 6142. ~ a99 - p 0 ro ukt~t )j m4wR *MUST BE COMPLETED AND AVAILABLE AT TIME OF FRAMING INSPECTION AND A COPY AVAILABLE FOR THE INSPECTOR TO TAKE TO OFFICE. Building Permit No.: 2- c))7 3 7 Project Address: V B-4~ a~ -PJU m e Ins ection Date AP DA Ins Comments Inspection Date AP DA Ins Plumbing Comments ,u Insulation ayr P (?AU 5Fi gf-~j - 4. C ?/196 Under round qiZ-7,M i~t S SCUP Sewer 3-d0-07 n NG g, 2$<01 tp s??' Footing 3134V7 r 1,7,4 Final Electric //1/7 ' ff1 /lsird Cyrrv~~ ~,y,~\ as Foundation Final Steel Plumbing Foundation yljf 4 Final HVAC ~Q17 f> tZr,? 'S'-4-tt R ~ c 9 ~ sea-cam 67- /h LPU)=- 152& 43 600 e De, Radon Pr slab f l r v4 v ire a- y Final Gas 1A)n'i Fv eW, C-ooPrOP D yfR Piping FP Rough Engineering Electric (CWA) Engineering Electric b (Pre-Sod) Service ILI Final Rough v1 14ZW61- m / L , Engineering Plumbing Ot' jwt+if~ Gas Piping 1 * /3c: (Rough) 40 Rough HVAC /f Final Zoning -AP Fireplace 111-2A V14 /J C. 1 ht~ DA Zoning Rough Z 13 n Occupancy 01 Framing ~/A/7 d /3i 11f. s/f u o Z /hQP BN(i~, 1114-7 DR fk -W-7 -AP I IL .CITY OF DUBLIN Building Standards - 5800 Shier-Rings Road - Dublin, Ohio 43016 Phone: (614) 410-4670 - Inspection Line: (614) 410-4680 M/I HOMES OF CENTRAL OHIO, LLC 3 EASTON OVAL SUITE 310 COLUMBUS, OH 43219 June 23, 2008 RE: Conditional Occupancy Approval Nearing Expiration Application Number: 06-201787 Address: 6840 ROYAL PLUME DR Project Description: SQ FT 5737 Subdivision/Lot POST PRESERVE SEC 3 #110 Dear M/I HOMES OF CENTRAL OHIO, LLC: The Building Standards Division records indicate that the above-mentioned Conditional Occupancy Approval will expire on June 18, 2008 and that the project has not received a Certificate of Occupancy. In the event that we are in error, please contact this office immediately so that we may amend our files and issue the appropriate Certificate of Occupancy. If the project has not been completed or simply lacks final inspections, please call the Inspection Line (614-410-4680) to schedule the final inspections immediately. Make sure that paperwork is on the jobsite prior to the inspection. 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 CITY OF DUBLIN Division of Building Standards • 5800 Shier-Rings Road • Dublin, Ohio 43016 Phone: (614) 410-4670 • Inspection Line: (614) 410-4680 Date Jt,IY~ Q Application No. Nj - dj(~j 11 51 APPLICATION FOR ELECTRICAL PERMIT JobAddress r (INO VAQ11 Pl k Wl L L r , Parcel No. Lot No. / / O Subdivision Owner Name ~l~ I'~J- - H6 Mif a Telephone f a Contractor Name ~_X tGtJl) C-C-4'0 C- CO f Telephone c4cl 5_ -70 Contractor Address 1 to""'oa.'_ rru -e` C9 Dublin Registration No. Residential: New Sq. Ft. Alteration/Addition Sq. Ft. Temporary Service $40.00 j $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 $0? 0.6b 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 proIns of saidJa Signature of licensed contractor or homeowner Division of Building Standards Date: 1/1/2001 y 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 . . . . . 06-00201787 Date 6/25/07 Revision number . . . . . 3 Property Address . . . 6840 ROYAL PLUME DR Parcel Number: 147-0504015000 Alternate Address: POST PRESERVE SEC 3 #110 Tenant nbr, name . . . . . . SQ FT 5737 Application type description RES SINGLE FAMILY DETACHED Property owner . . . . . . Contractor . . . . . . . . . M/I HOMES OF CENTRAL OHIO, LLC Structure Information 000 000 Construction Type . . . . . 5B - UNPROTECTED COMB Occupancy Type . . . . . RESIDENTIAL - 1,2,3 UNITS Permit . . . . ELECTRICAL PERMIT Additional desc . . Permit Fee . . . . 240.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 12/22/07 Qty Unit Charge Per Extension BASE FEE 40.00 10.00 20.0000 RES ELECTRICAL SERVICE 200.00 Special Notes and Comments Site plan does not scale correctly. Missing end of service elevation, swale E-E, and major flood route. Show detail of swale E-E since it pertains to lot grading. 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 TREES SIX INCHES in Caliper or Greater at DBH MUST BE PROTECTED PRIOR TO and DURING All Phases of Construction - INCLUDING GRADING ACTIVITIES. PROTECT LANDSCAPING as per Dublin's Landscape Inspector at (614) 410-4660. 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 Each home SHALL BE PROVIDED with at Least TWO SHADE 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 . . . . . 06-00201787 Date 6/25/07 Revision number . . . . . . . 3 Special Notes and Comments TREES, 2" Minimum Caliper in the FRONT YARD, Exclusive of Required Street Trees and Foundation Plantings along the street side(s). If used, SHUTTERS shall be Panel Type (NOT LOUVERED) and shall be ONLY the Following Colors: BLACK, DARK BLUE, BURGUNDY (NOT PERMITTED WITH GRAY SIDING), GREEN & GRAY (WITH WHITE OR GRAY SIDING ONLY). Overhead Garage Doors Will be of Raised Panel Design. A side load garage will not face another side load garage on an adjoining lot (Does NOT Include Corner Lots). NO MORE THAN 1/3 OF THE HOMES MAY HAVE A GARAGE DOOR: A) FACING THE SAME DIRECTION AS THE FRONT FACADE, AND, B) PROTRUDING IN FRONT OF A MAJOR ELEMENT OF THE FRONT FACADE IN EXCESS OF FOUR FEET. Box bay window only. 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) 462-3865 (Franklin County) Application No. C)(0 - ao 1 -1 c7 Date -3 l~Vew ? Remodel GRsidential ? Commercial 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 Code, and all regulations of the Franklin County Board of Health. Job Address D Parcel No. Subdivision/Project Name ~~ic a'~ ~yt ! Lot No Ile Owner's Name !~in&-$ Telephone4 /5'-'/cr- Contractor's Name ~N /Cr Telephone G / e3 Contractor's Address o / S Dublin Registration Number O'l Does the sewer discharge into an individual sewage disposal system or sanitary sewer? J~ . ?~Arl~y~, How far distant from any dwelling, well or cistern is the sewage tank? N What is the size of the main drain? Of what materials do the vent pipes consist? Of what material does the house drain consist? ~P ' "INDICATE NAME OF CERTIFIED BACKFLOW TESTER -IJ-0/nJ INSTRUCTIONS 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: 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 $3-m. Total Inspection Fee Re-inspection fee (based upon disapproved Inspection and collected by the Franklin County Board of Health ONLY) $45.00 Qtv _ Qty. Qty. Air Admittance Valve Garbage Disposal / Showers "Backflow Preventers Hot Water Heater Sterilizers Bath Tubs Interceptor Sump Pump Bed Pan Washers Kitchen Sink Trap Primer Bidet Laundry Trays Urinal Chemical Sinks Lavatories Wash Fountain Dental Cuspidors Mop Sinks Washing Machine -IT Dilution Sump Outside Faucets Water Closets Dish Washers / Roof Drains Water Lines Drinking Fountain Rough-in Openings for Future Water Storage Tank Floor Drains Sewage Ejectors Other Garage Catch Basin GRAND TOTAL HOT WA ER TANK REPLACEMENT FEE $35.00 Division of Building Standards - ;~k \ • Q aOE5 gqs- 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 . . . . 06-00201787 Date 3/21/07 Revision number . . . . . . . 3 Property Address . . . . . . 6840 ROYAL PLUME DR Parcel Number: 147-0504015000 Alternate Address: POST PRESERVE SEC 3 #110 Tenant nbr, name . . . . . . SQ FT 5737 Application type description RES SINGLE FAMILY DETACHED Property owner . . . . . . . Contractor . . . . . . . . M/I HOMES OF CENTRAL OHIO, LLC Structure Information 000 000 Construction Type 5B - UNPROTECTED COMB Occupancy Type . . . . . . RESIDENTIAL - 1,2,3 UNITS Permit . . . . PLUMBING PERMIT Additional desc . . MICHAEL J Permit Fee . . . . 370.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 12/13/09 Qty Unit Charge Per Extension -BASE FEE 50.00 32.00 10.0000 EA RES PLUMBING >1 FIXTURE 320.00 Special Notes and Comments Site plan does not scale correctly. Missing end of serviceelevation, swale E-E, and major flood route. Show detail of swale E-E since it pertains to lot grading. 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 TREES SIX INCHES in Caliper or Greater at DBH MUST BE PROTECTED PRIOR TO and DURING All Phases of Construction - INCLUDING GRADING ACTIVITIES. PROTECT LANDSCAPING as per Dublin's Landscape Inspector at (614) 410-4660. 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 Each home SHALL BE PROVIDED with at Least TWO SHADE 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 . . . . . 06-00201787 Date 3/21/07 Revision number . . . . . . . 3 Special Notes and Comments TREES, 2" Minimum Caliper in the FRONT YARD, Exclusive of Required Street Trees and Foundation Plantings along the street side(s). If used, SHUTTERS shall be Panel Type (NOT LOUVERED) and shall be ONLY the Following Colors: BLACK, DARK BLUE, BURGUNDY (NOT PERMITTED WITH GRAY SIDING), GREEN & GRAY (WITH WHITE OR GRAY SIDING ONLY). Overhead Garage Doors Will be of Raised Panel Design. A side load garage will not face another side load garage on an adjoining lot (Does NOT Include Corner Lots). NO MORE THAN 1/3 OF THE HOMES MAY HAVE A GARAGE DOOR: A) FACING THE SAME DIRECTION AS THE FRONT FACADE, AND, B) PROTRUDING IN FRONT OF A MAJOR ELEMENT OF THE FRONT FACADE IN EXCESS OF FOUR FEET. Fee summary Charged Paid Credited Due Permit Fee Total 370.00 .00 .00 370.00 Plan Check Total .00 .00 .00 .00 Grand Total 370.00 .00 .00 370.00 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 forth is provided bythe isild~~ (tion of Ohio as a public service. THE Builders PERMITNUMBER ~(J~l/Y~ Issude in Ohio Under Authority of City of Dublin c Auditors Taxing District ; Parcel Number 39-0029016-308 Address of Property 6840 Royal Plume Drive DEC 0 4 2006 0 Subdivision POST PRESERVE 3 Lot 110 , Appl:,:::nt's Name: M/I Homes of Central Ohio, LLC. Phone Number: h1I91' IRS1tf d . n_~ Email Address: nenright@mihomes coot Fax Number: Owner's Name: M/I Homes of Central Ohio, LLC. Phone Number: (614) 418-8511 Address: 3 Easton Oval, Suite 310, Columbus, OH 43219 Designers Name: M/I Homes of Central Ohio, LLC. Phone Number: (614) 418-8511 Address: 3 Easton Oval, Suite 310, Columbus, OH 43219 Builders Name: M/I Homes of Central Ohio, LLC. Phone Number: (614) 418-8511 Address: 3 Easton Oval, Suite 310, Columbus, OH 43219 Builder's ID: G0008 Type of Improvement: New - One Family Residential Improvement Cost: $369,928 Number of Bedrooms: 4 Heating Fuel: Natural Gas Number of Gas Appliances per Unit: Number of Baths: 3.5 Sewage Disposal: Public Garage Attached Building Height: 33.50 Water Supply: Public Number Car Garage: 2 Building Zonin Unfinished Basement Lot Area Zoning 2 Finished Basement • 1} ~F . Lower Level h Total % Occupied by Structure t} ; 7 3{.~ ` 1 st Floor {A~ Front Setback 2nd Floor 1A Rear Setback a a 3rd Floor t Right Setback Other c i'µ Left Setback Garage .5 aZ Lot Width at Building Line Deck/Screened In Porch t _r Gross Square Feet 51 73 Zoning District Building Area at Ground Level 1 Existing Use of Property Living Area F t Flood Plain 123 Yes ? No Basement - Full Bath Rough-in z Excavator: License Number: Fee Schedule. 0 Plumbing: License Number: Initial Occupancy Electric: + License Number _ „ - 3 Footage w. HVAC: License Number: Zoning Fireplace: License Number:, ? This section only to be filled out if required by Jurisdiction AldAddtn- The owner of this building and undersigned, do hereby covenant and agree to comply with all the laws of the State of P I:i n Exam Ohio and the ordinances of this jurisdiction, pertaining to building and buildings, and to construct the proposed building a o or structure or make the proposed change or alteration in accordance with the plans and specifications submitted Oi L~ F i p i n ~ m herewith, and certify that the information and statements given on this application, dra and specifications are to the Qn, a best of their knowledge, true and correct. I l t her Signature of Applicant "total Dati Received Dat ~Rece ed Drde Received Nte Approved Date Approved Date Approved 3'- q o q y u 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 Application Number . . . . . 06-00201787 Date 3/08/07 Revision number . . . . . . . 2 Property Address . . . . . . 6840 ROYAL PLUME DR Parcel Number . . . . . . . . 147-0504015000 Alternate Address . . . . . . POST PRESERVE SEC 3 #110 Tenant nbr, name . . . . SQ FT 5737 Application type description RES SINGLE FAMILY DETACHED Property owner . . . . . . . Contractor . . . . . . . M/I HOMES OF CENTRAL OHIO, LLC Structure Information 000 000 Construction Type . . . . . 5B - UNPROTECTED COMB Occupancy Type . . . . . . RESIDENTIAL - 1,2,3 UNITS Permit . . . . . . RESIDENTIAL BUILDING PERMIT Additional desc . . Permit Fee . . . . 540.00 Plan Check Fee .00 Issue Date . . a9-(:):--+ Valuation . . . . 0 Expiration Date . . 9/04/07 Qty Unit Charge Per Extension BASE FEE 140.00 10.00 40.0000 RES BLDG PLAN REVIEW 400.00 Permit . . . . . . RES HEATING, VENTILATING, A.C. Additional desc . . Permit Fee . . . . 250.00 Plan Check Fee .00 Issue Date Valuation . . . . 0 Expiration Date . . 9/04/07 Qty Unit Charge Per Extension BASE FEE 50.00 10.00 20.0000 RES HVAC 200.00 Permit LOW VOLTAGE ELECTRICAL PERMIT Additional desc . . Permit Fee . . . . 140.00 Plan Check Fee .00 Issue Date Valuation . . . 0 Expiration Date . . 9/04/07 Qty Unit Charge Per Extension BASE FEE 40.00 10.00 10.0000 RES ELECTRICAL LOW VOLTAGE 100.00 Permit . . . . . . GAS LINE PERMIT Additional desc . . Permit Fee . . . . 70.00 Plan Check Fee .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 Page 2 Application Number . . . . 06-00201787 Date 3/08/07 Revision number . . . . . . . 2 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 9/04/07 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 . . 9/04/07 Qty Unit Charge Per Extension 1.00 1600.0000 EA WATER DUBLIN .75" WATER TAP 1600.00 Special Notes and Comments Site plan does not scale correctly. Missing end of service elevation, Swale E-E, and major flood route. Show detail of swale E-E since it pertains to lot grading. 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 TREES SIX INCHES in Caliper or Greater at DBH MUST BE PROTECTED PRIOR TO and DURING All Phases of Construction - INCLUDING GRADING ACTIVITIES. PROTECT LANDSCAPING as per Dublin's Landscape Inspector at (614) 410-4660. 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 Each home SHALL BE PROVIDED with at Least TWO SHADE TREES, 2" Minimum Caliper in the FRONT YARD, Exclusive of Required Street Trees and Foundation Plantings along the street side(s). If used, SHUTTERS shall be Panel Type (NOT LOUVERED) and shall be ONLY the Following Colors: BLACK, DARK 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 . . . . . 06-00201787 Date 3/08/07 Revision number . . . . . . . 2 Special Notes and Comments BLUE, BURGUNDY (NOT PERMITTED WITH GRAY SIDING), GREEN & GRAY (WITH WHITE OR GRAY SIDING ONLY). Overhead Garage Doors Will be of Raised Panel Design. A side load garage will not face another side load garage on an adjoining lot (Does NOT Include Corner Lots). NO MORE THAN 1/3 OF THE HOMES MAY HAVE A GARAGE DOOR: A) FACING THE SAME DIRECTION AS THE FRONT FACADE, AND, B) PROTRUDING IN FRONT OF A MAJOR ELEMENT OF THE FRONT FACADE IN EXCESS OF FOUR FEET. Other Fees . . . . . . . . . RES BLDG INSPECTION 450.00 RES CERTIFICATE OF OCC 20.00 SEWER DUBLIN 1800.00 SEWER COLUMBUS 3044.00 SEWER INSPECTION FEE 110.00 Fee summary Charged Paid Credited Due Permit Fee Total 2600.00 .00 .00 2600.00 Plan Check Total .00 .00 .00 .00 Other Fee Total 5424.00 .00 .00 5424.00 Grand Total 8024.00 .00 .00 8024.00 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 J regulating construction, installation, repair and alteration and may be revoked at any time upon violation of any provisions of law. i 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 v Apptication No,~ O/ 7 7 o w E E ' Date Reviewed 12 - C- O to N d V C V Reviewed By c z ; a Plan Reviewer's Comments & Notes m a Q C) te 0 o 12- _3t**4' Approved Disapproved 0 H Z N C ~ OBBC 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 R311 Handrails & Guards 000, R312 R303.1 Light & Ventilation Schedules Schedules Required on Plans; houses, additions and Isunrooms 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 5.7 sq. ft. (24" net hgt. 20" net width) max. window still hgt. Of 44" a.f.f. R311 Exits R311.4.2.1 Interior Doors Bath 24"x 68", habitable space 216x 6'8"(min) R311.4.3 Landings Minimum X x 3' R311.2.2 Understair Protection / 1/2" gyp. Bd. Type 'C" R313 Smoke Detector Locations Bsmt.Aallway,,bedrooms wired to prime efectricibattery pack - upfinterconnected 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 bolt @ 6'0" oc; 7" into masonry & concrete Stamped engineered foundation plan required for R404 Foundation wall sizes & reinforcements 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 1 112" for wood & steeU 3" for masonry & concrete R502.11.4 : Floor Trusses ? Engineered design required at Frame Inspection PLAN REVIEW CHECKLIST C 10 o 0 a ° $ m y E d V w v E c w ; a Plan Reviewer's Comments & Notes E z d (L Q V H •V .a a (D 0 i y Z y ~ R503 Floor sheathing R(402.2) Concrete floors on ground R 506 R602 Wood wall framing R602.7 Headers Tables 502.5(1) & R502.5(2) R602.10 Wall bracing / R603 Steel wall framing R703.7 Masonry veneer 01 Table 703.4 R802 Wood roof framing Show truss profiles on roof plan R802.3 Framing details Rafter ties, joist not perpendicular to rafters R802.4 Allowable ceiling joist spans R802.5 Allowable rafter spans Ole R802.10 Roof trusses , Stamped engineered roof trusses required at framing inspection R807.1 Attic access 22" x 30- R1001 Masonry chimneys l' Spark arrestor with rain cap per City Ordinance R1002 Factory built chimneys Spark arrestor with rain cap R1003 Masonry fireplaces Table 1003.1 & Figure 1003.1 R1004 Factory built fireplaces 000 R1005 Exterior air supply M1701 Combustion air 50 cubic per 1,000 btu/h R602.3.1 Stud size & spacing Table R602.3.1(2) Front & Back Form Revised 04/12/05 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: V (o- A0l 7F7 SURVEYOR BUILDING LOCATION AND FIRST FLOOR ELEVATION CERTIFICATION FORM I, 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: M/I HOMES OF CENTRAL OHIO Subdivision: POST PRESERVE SEC. 3 Lot Number: 110 Address: 6840 ROYAL PLUME DRIVE Approved Foundation Elevation 931.73 Feet above mean sea level. Actual Top of Foundation 931.9 Feet above mean sea level. snvEw J. Professional Seal: 7313 s Signature of Surveyor: 4/17/2007 Date This form is to be completed prior to the foundation inspection and must be made available on-site with the approved prints. CITY OF DUBLIN Division of Building Standards • 5800 Shier-Rings Road • Dublin, Ohio 43016 Phone: (614) 410-4670 • Inspection Line: (614) 410-4680 REPLACEMENT PLANS APPLICATION NUMBER 00. 20 8_~4_ ADDRESS oA Pk%r,r,~ IZYr . CONTACT NAME vJ a`t y_-e__ - ~ Gl 1- atA 0 q COMPANY NAME o~; CONTACT PHONE 4t o - LA kc10 2- DATE REQUESTED 'A 5 0---1 DATE CALLED FOR PICK UP LA o BASE FEE 30.00 COPY FEE (KEY BLUEPRINT) -INSPECTION CARD TOTAL FEE DUE FROM CUSTOMER KEY BLUEPRINT (751-7999)+ PLEASE RETURN ORIGINAL AND COPY TO THE BUILDING DIVISION AT 5800 SHIER RINGS ROAD AND INCLUDE COST WITH DELIVERY. OUR ACCOUNT CODE IS 040831. KEY BLUEPRINT: Please copy BOTH sides City of Dublin Office Staff: Send file to Key Blue print with this form on top. They will send original and copy back to us. We will stamp with current date and mark "RECERTIFIED COPY" with our initials. Updated:5/1/2003 N:\DEVIBSIFORMSIREPLACEMENT PLANS INTERNATIONAL ENERGY CODE COMPLIANCE ADDENDUM DATE: 1/3/2006 TO: MI HOMES FROM: CORNERSTONE ENERGY RE: DUCT INSULATION IN UNCONDITIONED AREAS We have communicated with Dublin Building Department and the municipality has explained to us they will be enforcing ductwork outside the conditioned envelope to be insulated at R-8 starting immediately. Please attach this page to your current IEC C's for code submittals. Unconditioned Ducts.- - All ductwork located outside the conditioned building envelope will be insulated to R-8. All" ~irr~t(v CTTItr9iYtNY ~`T'. iif3 Chris Patterson Estimator Energy Star Rater Office: 614351-1439 Ext. 228 Fax: 614-351-6650 N extel: 614-554-8644 136*41 *6831 Email: chris.patterson(4installed.net FOR OFFICE USE ONLY RESIDENTIAL SITE PLAN "VIEW PERMIT # SUBDIVISION NAME ev.5T / BUILDER'S NAME PHASE # SECTION # LOT # CONTACT PERSON cCURRENT ZONING I 0I -TELEPHONE # crc.~ l o 1 PLAT RECORDED o~ ~6 ~~rJ t 25 EW ? REMODEL/ADDITION ? DECK/PATIO ? FENCE ? OTHER % EXPANSION ? SIGNIFICANT EXTERIOR ALTERATION - Altering Projections and/or Recesses Parkland Conveyed or Park Fee Paid YYY~,pproved/NA ? Disapproved Subdivision, Section and Lot Number Shown proved/NA ? Disapproved Street Name and R/W Dimensions Shown proved/NA ? Disapproved sapproved Scale and North Arrow Shown V-&Woved/NA *Disapproved Property Line Bearings and Distances Shown Y'Approved/NA Building Lines Shown and Dimensioned f Approved/NA ? Disapproved All Easements Shown and Dimensioned Approved/NA ? Disapproved No Build/No Disturb Zones Shown and Dimensioned Approved/NA ? Disapproved t Front Setback Confirmed or per Recorded Plat (Minimum ,_)Approved/NA ? Disapproved Side Yards Verified (Minimum-?/ Comb MDBS ) pproved/NXODi pproved Rear Yard Confirmed or per Recorded Plat (Minimum pproved/Npproved LotFrontage Confirmed or per Recorded Plat (Minimum ? Approved/N pproved Recorded Plat Information Verified by Date IoZ -c s' ~proved/NA approved Building Footprint Shown and Dimensioned -P~proved/NA ? Disapproved Building Footprint Matches Plans Submitted (Include Reverse Layout) Y-Approved/NA ? Disapproved "1 Bay Windows, Cantilevered Portions of Buildings Shown 0 Approvect~ ? Disapproved Decks, Patios, Covered Porches and Overhangs Shown and Dimensioned ~Approved/NA disapproved Air Conditioning Units Shown N[ 6 ,~?~A_p-'proved/NA ? Disapproved Accessory Structures Shown and Dimensioned ? Approve 0 Disapproved C, Fence, Wall or Satellite Dish Shown (Separate Permit Required) ? Approve ? Disapproved No Encroachments Shown ? Approve 'A 0 Disapproved Dwn and Di ensioned per Code Section 153.210,Approved/NA ? Disapproved /Ifv Sidewalks Required SVApproved/NA ? Disapproved Tree Protection Required Shown 0 Approved/NA ? Disapproved Street Trees Required Shown ? Approved/N`'A ? Disapproved Minimum Caliper 2%z-Inch ? Approved/Kk ? Disapproved Yard Trees Required on Street Frontages Shown 90-Foot Frontage or Greater - inimum 3 Yard Trees Required ? Approve 7A ? Disapproved Less Than 90-Foot Frontage -Minim and Trees Required, it" Approve TA ? Disapproved Minimum Caliper 2'/2-Inch Approv d/NA ? Disapproved 004 Distance From Side Property Line Minimum 7 Foot Co r ` ? Appr ved/NA 0 Disapproved Located Within the Minimum Front Setback ? Ap oved/NA 0 Disapproved Proposed Species Listed on Approved Street Trees List ? Approved/NA ? Disapproved Chimney - Cantilevered or Shed-Type Prohibited Chimney Shown with Foundation ? Approv A ? Disapproved Chimney Extends Beyond the Eave Line ? Approve A ? Disapproved Required Material -Brick Stone Stucco ? Approve ? Disapproved Foundation Material - Two Materials Maximum Brick _tz_ Stone Decorative Block 4pproved/NA ? Disapproved Side-Load 11311111,11 11 ffl;~5,111421 1171:1.1 xem fro eet-Facing Garage Requirements) ? Approved/NA ? Disapproved O treet-Facing Garage Requirements (IF Less than 60° to the Front Property Line) Doo Opening Maximum izes Any One Garage Door Opening - Maximum 18 Feet kApproved/NA ? Disapproved Combined Garage Door Openings - Maximum 26 Feet ? A prove ? Disapproved Any Garage Door - Maximum Height 9 Feet Approved/NA ? Disapproved Percentage of Garage Door Opening Width to the Overall Linear Distance of the Front evation (A Detached Street-Facing Garage 22 Feet, or Less, Behind the Front Elevation Shall be Included in the Front Elevation Calculations) Door Opening Totaling Two or Less Car Widths - Maximum 35 Percent XIV_P/roved/N ? Disapproved c Door Opening Totaling Three Car Widths - Maximum 45 Percent ? Approve A ? Disapproved Proiection From Adjacent Vertical Wall Plane of the Home - Garage Door Opening Totaling Two or Less Car Widths - Maximum 12 Feet A' provedd//NA~ ? Disapproved Garage Door Opening Totaling Three Car Widths - Maximum 10 Feet ? ApprovNA~8/N,~,/ ? Disapproved Required Projection Between Doors -Minimum 16 Inches ? Approve ffA r ? Disapproved Garage Door Material - Particle Board or Masonite Prohibited X_ I prove ? Disapproved Garage Door Color - Low-Contrast - Same or Similar to Primary House Color ? Approved/NA ? Disapproved Garage Door Trim Color - To Match Doors or Primary House Trim Color ? Approved/NA ? Disapproved Roof - Main Roof Minimum Pitch 6:12 Secondary Roof Minimum Pitch 4:12 ? Approved/NA Disapproved Roof Material - Life Expectancy Minimum 25-Year ? Approved/NA Disapproved Metal Slate Tile Wood ? Approved/NA Disapproved Asphalt Shingles Required to be "True" Dimensional Shingles ? Approved/NA ? Disapproved Minimum Weight 240 Lbs/Square ? Approved/NA ? Disapproved Exposure Length - Maximum 5%-Inch ? Approved/NA ? Disapproved Color - ? Approved/NA Disapproved Water Table - Water Table - Above Grade 24 Inches ? Approve ? Disapproved Water Table - On Front Elevation ? Approve A ? Disapproved Exterior Finish Building Materials - (**See Additional Requirements for Predominately Vinyl Exterior - pg. 3) Building Materials - Life Expectancy Minimum 30-Year ? Approved/NA ? Disapproved Three Materials Maximum per Major Facade ? Approved/NA ? Disapproved Brick Cultured Stone Fibrous Cement Glass Block (:5(:9 Vinyl** Wood Board Exterior Material Changes - Inside Corner OR Minimum 2-Foot Wrap Outside Comer ? Approve~? Disapproved IF Side Gable - Quoins OR Minimum 3%-Inch Wide Corner Trim Boards IXApproved/NA ? Disapproved 2 `Vindgvvs - Trim OR Shutters Required pp proved Trim A roved/NA D' Minimum Width 3%i-Inch OR Brick Detailing, Soldier Course/Rowlock (Brick Exterior) OR Lintels and Sills (Stone Exterior) OR 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 Approved/NA ? Disapproved Each Street-Facing Elevation Requires Three Design-Elements A proved/NA ? 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 pproved/NA ? Disapproved At Least One Design-Element Between Finish First Floor Level and 9 Feet Above, AND p roved/NA ? Disapproved At Least One Design-Element 9 Feet Above First Floor. pproved/NA ? Disapproved (Required If Wall Area is Greater Than 24-Feet Wide and 9 Feet High) Housing Diversity - Model Name cov Ap r v~d/}~lA ? Disapproved S- 1.3 1 OZ ' ILDING PERMIT Approved is approved COMMENTS: FO A V 0/11L/ REVIEWED BY I DATE T:\OFFICE\WP\DOCS\RESIDENTIAL REVIEW\RESIDENTIAL CHECKLIST WITH APPEARANCE CODE.DOC (Rev. August 2, 2005) 3 Division of Planning 5800 Shier Rings Road Dublin, Ohio 43017-2182 PLAN REVIEW Phone: (614) 410-4600 CFrY OF DUBLIN DISAPPROVAL NOTICE Fax: (614) 718-4346 PERMIT# O~ --oZp 17 S7 DATE q - V o't S 4--aj-) AJ G' F"m -ineno To e~ - N ws a v ord. A4e- 11Z C~ C_r~cTr~z-S 4-N-D PLANS EXAMINER 1ADPRC\Forms\PLAN REVIEW-Planning.doc Velma Coen - RE: Stone elevation with wood trim wrap Page 1 From: Velma Coen To: DReid@mihomes.com Date: 1/2/2007 10:52:58 AM Subject: RE: Stone elevation with wood trim wrap Well they do mark them like that at the building division intake window too, but I'm not too good on those synonyms. Thanks - I'll check into them and get back to you. <DReid@mihomes.com> 1/2/2007 10:16 AM I'm sorry. I sometimes forget that the abbreviations are only for internal use. Bishops Crossing is the subdivision and the numbers are the lot numbers. Thanks Daryl -----Original Message----- From: Velma Coen [mailto:vcoen(a)-dublin.oh.usl Sent: Tuesday, January 02, 2007 10:14 AM To: Daryl Reid Subject: RE: Stone elevation with wood trim wrap BC??? The lot in question is Post Preserve... correct? So are you referencing Bishops Crossing? <DReid(@_mihomes.com> 1/2/2007 10:10 AM Here's a few lots with this detail that have already closed (all where submitted with appearance code in effect). I can provide many more closed homes if needed. A drive at lunch thru our M/I subdivisions would show it's been approved numerous times before. BC 24 BC 28 BC 31 Please let me know if more is needed. Thanks Daryl -----Original Message----- From: Velma Coen fmailto:vcoena-dublin.oh.usl Sent: Tuesday, January 02, 2007 9:58 AM To: Daryl Reid Subject: RE: Stone elevation with wood trim wrap I don't know the answer to this question. You stated that M/I had built many houses with this detail. The staff did want to know if we had previously approved it many times. (Addresses would allow us to look at our records.) Typically, if something like this is perceived to have been a staff error, it does not validate repeating. If, on the other hand, there was some rationale to the decision, that bears Velma Coen - RE: Stone elevation with wood trim wrap page 2 consideration. Velma Coen Development Review Specialist City of Dublin, Ohio <DReid(a)mihomes.com> 1/2/2007 9:43 AM If we provided those locations will wood trim with stone be permitted? Otherwise, I would so no benefit in providing additional locations. Thanks Daryl -----Original Message----- From: Velma Coen (mailto:vcoen(a)dublin.oh.usl Sent: Tuesday, January 02, 2007 9:40 AM To: Daryl Reid Subject: RE: Stone elevation with wood trim wrap Staff discussed the use of wood trim on stone exterior as you requested. It was agreed that the code states lintels and sills be used on stone. We are, however, interested to know if you can provide other locations in Dublin where this application was permitted. Thanks. Velma Coen Development Review Specialist City of Dublin, Ohio <DReid(@mihomes.com> 12/27/2006 4:05 PM Velma, Please see the attached pdf brochure. It's an engineered wood trim product. It's some what comparable to Hardiplank. Where we have labeled wood trim, this is being used. Thanks Daryl -----Original Message----- From: Velma Coen fmailto:vcoen(a-)dublin.oh.usl Sent: Wednesday, December 27, 2006 3:56 PM To: Daryl Reid Subject: Re: Stone elevation with wood trim wrap Daryl - Is the trim of wood or a dryvit type material? I'm not sure it matters - just wanted to convey it properly. Thanks! <DReid(@mihomes.com> 12/27/2006 3:42 PM <<PTP110_elevation.pdf>> Velma, This is the corrected elevation we just spoke about on the phone for PTP 110. Please discuss this with the staff. M/I has built many house with Velma Coen - RE: Stone elevation with wood trim wrap Page 3 stone and with this trim detail. The reason it was allowed was due to a home in Wyndam Village having all stone and no trim. It was resoundingly hideous. The buyer cancelled and to appease the future buyer we added shutters; which as you can imagine did go on stone too well. This trim practice has been done by M/I even since the inception of the Appearance code and before. It has been accepted and we have a few great looking communities with this detail. It softens the sometimes overbearing stone by tying in the house trim color. I think the city will find our that our evaluation of trim with stone comes from experience and that we are trying to achieve a better looking product for our consumers and your future residents. Thanks Daryl Reid Drafting Coordinator M/I Homes of Central Ohio, LLC Phone: (614) 418-8515 R r 4/4 (5/8") and 5/4 0") Thicknesses ~Y WIDTH NOMINAL* WIDTH ACTUAL LENGTH 2" 1 11/16„ 192" 3" 2 1/2" 192" t 3 112" 192„ 4 1;2" 192" 6 5 112" 192" 8,,.. 71/4" - 192" 10" 9 1/4" 192" .M 12" 11 1/4" 192" 14" 131/4" 192" 16" 151 /4" 192" 20" 19 1/4" 192" 24" 23 1/4" ` 192" Choose the right trim. PrimeTrim Brick Mould Size comes to durability, THICKNESS THICKNESS WIDTH K WIDTH LENGTH \ NOMINAL ACTUAL NOMINAL ACTUAL ACTUAL Jversatility and value, PrimeTrim 11/4 1 13/16" 2 192" - - - - Engineered Wood Trim is the Soffit Material right choice for today's builder. DESCRIPTION SURFACE CKN SIZE To learn more about using Panels Smooth or Textured 7/16 4'x 8' PrimeTrim in the homes you Lap______ Smooth-or Textured - 7/16 12" or 16 build, call us at 1-800-BUILD GP, "Other widths and panels available upon request visit www.gp.com/build or • Available with plowed back contact your dealer. COMMON CORRECTION Nail Guide Head slightly OK above surface Distributed Exclusively by Follow installation instructions e• for premium performance and Flush, head None BlueLinx optimum looks. Complete not set Call 1-888-502-BLUE to find a PrimeTrim dealer near you. application instructions are Drive available from Georgia-Pacific Protruding Georgia-Pacific or with the product. 55 Park Place Seal with patent Atlanta, Georgia 30303 head set 1-800-BUILD-GP Visible fi head setber, www.9p.com/build PRIMEIRIM is a registered trademark of Sear with Countersunk paintable caulk Georgia-Pacific Corporation. @ X05 Georgia-Pacific 1116" to 1/8" Corporation. All rights reserved Printed in USA. Lit. Item #082013 Rev. 3105 HOMEAID LJ Georgia-Pacific Georgia-Pacific Building Products is a proud sponsor of HomeAid America PRIMETRim Wood Trim eG 1 1 f Inial~ A • y. p w s °I-„ ~ ~ ' i ; ~ - ,xrlx 0.r n,a ~ ~ ~ "a~' ~ ~i K.w Georgia-Pacific ® Engineered IM T IM Wood Trim pia ~t4 f ; ~ _ - ~ ~ as . a 'S ~ ~L ~ I .a. 111 11 ' r 111111 lilll 111 Itt i _ van- ,off,. ~s -flow PrimeTrim weathering ' test demonstrates our r~r superior performance" G ut + k Cedar. Warped F r . x t~ ~ ? 'rr and split. r Douglas Fir. Chipped and peeled paint; finger joints Put PrimeTrim to the test. exposed. PrimeTrim offers up to four times more decay resist- ance than lumber.t In weathering field tests, PrimeTrim Redwood. outperformed lumber through two years of direct Chipped paint, split, exposure to sun, rain and snow. Other "premium" and finger joints standard lumber trims failed the test in a number of categories. Most of these trim - exposed. products warped and split, some swelled or showed paint failure around finger - - joints and knot holes. Few escaped the problems of chipped and peeling paint. (F'. Southern pine. Chipped and peeled paint; Amount of Decay (Measures % Weight Loss Due to Decay) split; exposed P knots. too% Heartwood Cedar Spruce. G-P 414 PnmeTrim° Redwood Warped G-P 5/4 PnmeTnm" and split. a i~ Highly Resistant (0-10) Western osg pine. ¦ Resistant (11-24) ' Douglas Fir Chipped and ¦ Moderately Resistant (25-44) az peeled paint; Southern 42 i warped; ¦ Slightly or Non-Resistant (45 or above) Pine Spn,ce _ We exposed nern Pin. - finger joints. t Four times more natural decay resistance than typical western pine. (Rated resistant to decay when tested to ATMD 2017, Accelerated Laboratory Test of Natural Decay Resistance) Standard wood trim was primed and top-coated. PrimeTrim and other "premium r' trims were top coated over a factory-applied prime coat on the face and two edges. All finishes were brush-applied. Actual weather- ing took place on a test fence in Catawba, SC. Each sample was exposed to the weather for two years under identical conditions, ata 45°angle facing south for accelerated weathering fn Op, ,z e . ~ .t z Engineered for I Durable Performance Quality-minded builders know there's more to a beautiful home Whether you're building a new home or remodeling an existing than meets the eye. Exterior details add character and beauty, one, PrimeTrim provides a versatile, while the right choice of materials stands the test of time. high quality alternative to wood and other trims for external applica- That's why it's important to choose the right trim. PrimeTrim® tions such as fascia, corner boards, Engineered Wood Trim from Georgia-Pacific offers outstanding door and window trim, and column covers. It's the perfect complement durability and value, so you can be sure your architectural to all types of exterior siding, accents will withstand the forces of nature. including engineered wood, vinyl, fiber cement or brick. xa 4 , t Beautifully versatile PrimeTrim offers a distinct advantage over lumber trim Versatile and easily workable, PrimeTrim comes in a variety of widths, as well as a smooth or textured surface: Shingle and brick mould also are available for due to its superior durability and doors and windows. Plus, PrimeTrim cuts cleanly and smoothly using tradition- cost efficiency - pre-primed, al tools and installs as easily as lumber. Just like wood, PrimeTrim yields the virtually no waste and installs with look of fine millwork, so you can add your signature style - and the quality the same tools you always use. details that homeowners appreciate - to the homes you build. Peace-of-mind performance The manufacturing process helps make PrimeTrim more durable than tradi- tional lumber, so you'll have fewer callbacks and worries from homeowners. A natural alternative to lumber, PrimeTrim engineered wood starts with 100%o debarked hardwood chips that are refined, blended with resins, pressed at ultra high temperatures and then cut to size. A humidification process puts moisture back into the trim to minimize dimensional changes. PrimeTrim undergoes continuous testing by Georgia-Pacific, during and after manufacturing, to ensure consistent high quality. Builders have used PrimeTrim for more than fifteen years with a track record of proven performance. Plus, Georgia-Pacific backs PrimeTrim with a thirty-year limited warranty, giving you and the homeowner added peace-of-mind. Reversible available in some market 4,,.. - N J'- +1 Bl7r .rte Trim costs, add durability Why PrimeTrim's the right Did you know that PrimeTrim® is an extremely cost effective alterative to lumber trim for today's builder. trim? Builders can realize over traditional • More durable than most lumber when properly installed, finished and maintained, especially when you traditional lumber trims consider material cost, product yield and priming costst. • Superior versatility for external applications Plus, builders are discovering even more reasons to use PrimeTrim. As a durable, engineered wood trim product, PrimeTrim is free from knots, checks, splits or 30 year limited warranty" wane, the common defects you'll find in conventional lumber trims. PrimeTrim Delivers 16' feet of defect-free offers 16 feet of high quality, usable material from end to end, so it's easier to material estimate job costs. There's virtually no waste due to material defects, so every Available smooth or textured inch offers a consistent, uniform appearance that's ready for the job. • Pre-primed and ready to paint • Reduces waste, so it's easier Primed and ready to paint to estimate job costs • Reduces painting cycles, stays Unlike traditional lumber, PrimeTrim is primed and ready-to-paint, saving attractive longer time and money on the job site. Paint adheres smoothly and evenly for a Meets Green Building guidelines professional finished appearance. Plus, PrimeTrim holds paint for durability, waste reduction so it looks great for years without and renewability (Build America frequent repainting, helping homeowners save money on maintenance. Program, Dept. of Energy) * Source: based on actual field observation of PrimeTrim in service See actual warranty for details Average house with 1,600 linear feet of exterior trim. Compares standard western pine 1"x 6" (Sterling Grade) with factory primed PrimeTrim. Material costs based on $.68 per linear feet for PrimeTrim and $1.00 per linear feet for lumber. Priming cost at$.44 per linear feet Source: All costs exceptPrimeTrtm material costs, which are based on retail pricing plus 10% for fasteners are from the 2005 edition of R.S. Means Building Construction Cost Data. Division of Planning 5800 Shier Rings Road PLAN REVIEW Dublin, Ohio 43017-2182 Phone: (614) 410-4600 CITY OFDCBLI\ DISAPPROVAL NOTICE Fax: (614) 718-4346 PERMIT# DATE p2 - Ll re f5PA4 J --'7 iAA)D CxP05 U PS C ov c~ PLANS EXAMINER C ADPRC\Forms\PLAN REVIEW-Planning.doc FES-26-2004 10:50AM FROM- I-Vol r.vVtiuuo i -#a„ X SCHOTTENWEIN HUwS, INC. Post Preserve : egency Series Landscape Pacl~ab e / --DS ¢ D5 A5 • S-r Crr SYMBOL: 07'1 ' DE3'CRIPTlON: SIZE: SYMBOL: QTY: DESCRIMON. SIZE: ST 2 SHADE TREE 2-2.5" ES 6 EVERGREEN SHRUB 18-24" OT 1 ORNAMENTAL TREE 1.5-1.75" DS 8 DECIDUOUS SHRUB 15-30" AS 4 ACCENT PLANTS 2436" ALL BEDS AU DRESSED WITH ORGANIC A. 1W 010O.DMULCH ALL PACKAGE MTERNAL TO FOLLOW CITY OF'DUBLIN'SAPPROVED LIST Thu bradnm is far illustmian purpom only and is not purl orany iopi conuwt- To provide n„-w homeowners -with the best possible service, Blendon Gardens and your-builder have included a compbmentary MMUIMtirm with a professional landscape designer. (614) 840-0500 • BLENDON GARDENS 4 w"fe • c"kn • ana ;ox Polaris Desm Office: 9590 Sourh Olga Stare Road • Lewis Center, Ohio 43035 - One mile west of I-71 off the Polaris Exit °"v (JeWnearea hereon, City owned b of Dublin, will be Ohio and maintained by by an association Open /ots in the Bishop's Run subdivision(s) for the purpose ttof 4'70.0os shall be ace.ofAnthe 8 o' widewners of paved the Bic fee c simple constructed within an easement as sheo wn insa said Reserve `A , and Reserve " foot wide concrete walkwaC for use by the public. A 5 Reserve "B' Y sha// be constructed within NOTE "F" - FACES: No fence may be placed in a Build Zone or a Drainage Easement area. Fences No o permitted in the Bishop's Run Section 1 subdivision, subject to the requirements of the appr n, are development text and the Cit n, o hi zoning code. Y of Dublin, Oho zoning NOTE -G-.-,6, yers of the lots in the B/sho ' 1 subdivision are hereb p s Run Section platting, utilit y notified that at the time of electric y service to Bishop's Run power is provided by Ohio Edison andht Section for service is provided by Genera/ Telephone. NOTE `H No vehicular access to be in effect until time as the public street 'right-of-wa such dedicated by plat or deed, y is extended and NOTE As per City within Bishop's Run Sectio Dublin Zoning Code, all lots conditions, restrictions are subject to the terms, s a lighting sizes) and special assessment district development plan text for `Bishop's ~q and house Outlined in the un° 91 10, and 36-11,12,13,14 19, ~Q . 9 ?xrf rfp y i e t `{C it MAMQ . y rr/t r d trr d W. "s rrpq tf'tti NOTE p K' - The purpose. of this plat is to show certa property, rights of way and easement boundaries as of the time of Platting. At the request planning authorities at the time of platting, ti zoning and shows some of the limitations and requirements this plat zoning code in effect on the date of filling this p/ t f for reference only. The /imitations and requirements m change from or time to time cur determine the then and should be reviewed to development /imitations of the zoninpplcab/e use g code as adopted by the government authority having jurisdiction. applicable zoning code shall control The then limitations and requirements that ma over confliction this plat This Plat should not be coast ucted as c as on plat or subdivision restrictions, creating covenants rennin private use restrictions, 9 with the land or title encumbrances of any nature, except to the extent specifically identified as such. INTERNATIONAL ENERGY CODE COMPLIANCE ADDENDUM DATE: 1/3/2006 TO: MI HOMES FROM: CORNERSTONE ENERGY RE: DUCT INSULATION IN UNCONDITIONED AREAS We have communicated with Dublin Building Department and the municipality has explained to us they will be enforcing ductwork outside the conditioned envelope to be insulated at R-8 starting immediately. Please attach this page to your current IEC C's for code submittals. Unconditioned Ducts.- - All ductwork located outside the conditioned building envelope will be insulated to R-8. d"I -Joe nee kes x Chris Patterson Estimator Energy Star Rater Office: 614351-1439 Ext. 228 Fax: 614-351-6650 N extel: 614-554-8644 136*41 *6831 Email: chris.pattersongnstalled.net Columbus Division ' 3 Easton Oval Suite 310 AN HOMES Columbus, Ohio 43219 www.mihomes.com 614/418-8500 614/.418-8484 Fax March 21, 2006 Chief Building Official, City of Dublin 5800 Shier Rings Rd Dublin, OH 43016 RE: Masonry Foundation Details To whom it may concern, M/I Homes of Central Ohio is reviewing alternative options for connecting the sill plate to the foundation wall in residential construction. The "TYPICAL 8" MASONRY FOUNDATION DETAILS" sheet (revised 1/23/06), shows the details of how M/I Homes will be attaching to the masonry foundation walls. One item that is new on this detail sheet is the use of the Simpson Strong-Tie® Titen HD masonry anchor in lieu of the standard anchor bolts or straps. Our design, using the Titen HD masonry anchor, has been adjusted based on the design values published by Simpson Strong-Tie®. Our design provides an anchor spacing such that they will fasten the framing of the structure to the foundation wall, as well as brace the top of the foundation wall. Also located on the "TYPICAL 8" MASONRY FOUNDATION DETAILS" sheet (revised 1/23/06), there are details of how M/I Homes will be attaching to the masonry foundation walls when using a 4" solid masonry block, or an 8" "L" block. Based on the Simpson Strong-Tie® information, the minimum edge distance for the Titen HD masonry anchor is 1-3/4", with a reduction in load capacities. These reductions have been accounted for in the Titen HD masonry anchor design were the 4" solid masonry block, or an 8" "L" block is being used. The code required design loads are adequately transferred through the masonry mortar joints in both the 8" "L" block and 4" CMU block, given the reduced spacing of the Titen HD masonry anchors. Therefore, the Titen HD masonry anchor is adequate to transfer the loading on the brick ledge detail as shown on the "TYPICAL 8" MASONRY FOUNDATION DETAILS" sheet (revised 1/23/06). If you have any questions or concerns, please feel free to contact me. `'".f;'-`•`:'r%~~ Sincerely, '~,~``k4l~• < e o c o~ Je ery A. Kubala, P.E. a _ Structural Engineer fi- ikubalaCa-mihomes.com _o, W •=°w lie SIMPSON STRONG-TIE91 COMPANY, INC. The World's 'No Equal' Structural Connector Company 2600 International St Columbus, Ohio 43228 Phone: 6141876-8060 • Fax: 614/876-1230 April 21,,, 2006 MA Homes Attn: Mr. Chris Channell, P.E. Easton Oval Columbus, Ohio 43219 Mir. Channell`: The purpose of this letter is to address the proper use of the Simpson Titen HD Anchor when used as 'a replacement for the code specified 1/2 inch diameter "anchor bolts spaced a maximum of 6 ft on center" and "not more than 12 inches or less than 7 bolt diameters from each end of the plate section" (2003IRC Section 8403.1:6). The 1RC does not identify load values for this anchor bolt as it is a prescriptive method for anchoring the framed wall to the foundation; however, the allowable loads can be determined from the 2003 IBC Section 1912 and Table 1912.2 for concrete applications, ACT 530-05 Sections 2.1.4.2.2 and 2.1,4.2.3 for masonry applications, and the 2001 NDS Section 11.3 along with the NDS Commentary and supplement for the wood plate. Based on a comparison of allowable load values (shear parallel to plate, perpendicular to plate, and tension), the following table provides the allowable spacing to replace the code specified' sill plate anchorage with the Simpson TitenHD Anchor embedded into three d iffercnt. foundation materials. Capacity of Connection: at 1 314" Embed. Mire. O.C_ Spacing to Found4tiob: Connection Method Min. End Edge Distance (lbs) Depth. Edge. Replace 112"`A.B. Material of 112 Anchor (in) Dist. (in) Dist (in) (133%) s @ 6'-Q" O.C. Tension Shear„ Shear FTiten ode Specified' 7 13/4 5 740 880 465 6'-01, Concrete' HE) 1/2x6 MGM 4.5 1 314, 8 1155 2600 725 €r'-0,. Grouted Block' " Cade Specified 14 7 1 3/4 5 320 330 330 6-0" Titen HD 1/2x6 MG 4.5 1 314- 8 765 78Q 215 T-10 Code Specified ' 7 1 3/4 5 - - - 6'-0" Solid B'lock' Titers HD 112x6 MG 4,5 1 3!4 8 505 1035 324 I Loads and spacing are based on a comparison of anchorage into different foundation materials with a 2.x SYP sill.plate. 2.) Concrete load values for installation into a minimum concrete strength of 2500 psi. 3.) Allowable loads for Simpson Titen HD in concrete are based on a safety factor of 4.0. 4) . GrOUted block Toads based on 8'' CNILI conforming to ASTM C90. fullY grouted with grout complying v.,Wi IBC Section 2103, 10, and T}pc Iii or Tvpe S mortar. 5.) Allowable loads for Simpson T;ten HD in grouted block are based ona safety factor of 5,0. 6.) Solid block loads for Simpson THD are based on installation of anchor into the narrow face of minimum Solid 4"x8-x16" CALL' eonformin-2 with ASTM C90. 7.) Allw.vable loads for Simpson Titen HD- in solid block are based on a Safety Factor of 5.0. Equivalent Spacing for Titen HD into solid block based on comparison to code specified anchorage into concrete. 8.) Equivalent spacing shown for applications described above. Zinc coated` fasteners should not be placed in direct contact with treated wood unless tile treated wood is adequately verified to be suitable for such contact. For additional, critical information when using preservative treated wood, please refer to the Corrosion Information section of our website at www.stronL;tie:com. Please refer to the current Simpson Strong Tie Anchor Systems catalog for installation and other important information. Please contact me with any questions or concerns. Sincerely, Bryan J. Rvehlik, P.E. Regional Builder Program Manappr Simpson Strong-Tie Company `z\ `•YI r ~fy:o~'-aft+~-'- y f OW -F W! ~wENERGY CODE INSPECTION CHECKLIST Date: June 20, 2005 Rating No.: Home Modeled Worse Case Building Name: Royantt Rating Org.: Foundations 4 Energy Owner's Name: Roycroft Homeowner Phone No.: 614-891-4900 Property Various Raters Name: Chris Patterson Address: Various, OH 43 Rater's No.: 06-02 Builder's Name: MCI Homes Weather Site: Delaware, OH Rating Type: Based On Plans File Name: Roycro t.blg -Rating Date: Building . infomtation: Conditioned Area (sq ft): 5715 Conditioned Volume (cubic ft): 47502 Insulated Shell Area (sq ft): 9507 The items below will be inspected for energy code certification. Any deviation from these specifications should be brought to the attention of Chris Patterson, as soon as possible to assure that the project will still comply with energy code requirements. Callings: [ ] 1. Attic: R30 Atte (2x4 24oc) (2124 V.) R-19.0 continuous insulation, R-1 1.0 cavity insulation. Name: Main Installation Quality: P A G Face / Inset CommentslLocation Above-Grade Walls: [ ] 1. Wail: R13 (2x416oc) (2997 s.f.), Between conditioned space and ambient R-0.0 continuous insulation, R-13.0 cavity insulation. Name: 1st/2nd Fir Installation Quality: P A G Face / Inset Comments/Locatlon [ ] 2. Wall: R13 (2x416oc) (369 s.f.), Between conditioned space and garage R-0.0 continuous insulation, R-13.0 cavity insulation. Name: Buffered Installation Quality: P A G Face / Inset Comments/Location REMIRate - Residential Energy Analysis and Rating Software v11.41 i This information does not constitute any warranty of energy cost or savings. 0 1985-2004 Architectural Energy Corporation, Boulder, Colorado. ENERGY CODE INSPECTION CHECKLIST Royc oft Page 2 Windows and Skylights: Window-to-Wall Area Ratio: 0.17 [ ] 1. Window: U-0.36 SHG-0.43 (155 s.t, North), U-Value: 0.360, SHGC: 0.430 For windows without labeled U-factors, describe features: Name: Front Orientation: North Comments/Location [ ] 2. Window: U-0.36 SHG-0.43 (36 s.f., West), U-Value: 0.360, SHGC: 0.430 For windows without labeled U-factors, describe features: Name: Right Orientation: West Comments/Location [ ] 3. Window: U-0.36 SHG-0.43 (280 s.f., South), U-Value: 0.360, SHGC: 0.430 For windows without labeled U-factors, describe features: Name: Rear Orientation: South Comments/Location [ ] 4. Window: U-0.36 SHG-0.43 (99 s.f., East), U-Value: 0.360, SHGC: 0.430 For windows without labeled 1.1-factors, describe features: Name: Left Orientation: East Comments/Location [ j 5. Window. U-0.50 SHG-0.50 (4 s.f., East), U-Value: 0.500, SHGC: 0.500 For windows without labeled U-factors, describe features: Name: Bsmt Orientation: East Comments/Location [ j 6. Window: U-0.50 SHG-0.50 (4 s.f., West), U-Value: 0.500, SHGC: 0.500 For windows without labeled U-factors, describe features: Name: Bsmt Orientation: West Comments/Location Doors: REIWRate - Residential Energy Analysis and Rating Software v11Al This Information does not constitute any warranty of energy cost or savings. ®1985-2004 Architectwai Energy Corporation, Boulder, Colorado. ~ x ENERGY CODE INSPECTION CHECKLIST Page 3 RoycrOft [ ] 1. Door: Stsei-urth w/brk (22 s.f.), R-Value 4.4 Comments/Location [ ] 2. Door: Steel-urth w/brk (19 s.f.), R Value 4.4 CommenWl-ocatbn Frame Floors: [ ] 1. Floor: R19 (W 160c) (322 s.f.), Between conditioned space and garage R-0.0 continuous Insulation, R-19.0 cavity insulation. Name: Cant.#1 Installation Quality: P A G Face / Inset Commentsll-ocation . [ ] 2. Floor: R19 (2x816oc) (20 s.f.), Between conditioned space and ambient conditions R-0.0 continuous insulation, R-19.0 cavity insulation. Name: Cant.#2 Rear Installation Quality: P A G Face / Inset Comments&ocation Foundation Walls: 1. Wall: R5 8B GrdeDown (1256 s.f.), Between conditioned space and ambient/ground R-0.0 interior continuous insulation, R-0.0 interior cavity insulation, R-5.0 exterior insulation. Name: Basement Installation Quality: P A G Face / Inset Com mentsA-ocation [ l 2. Wail: R5 8B GrdsDown (328 s.f.), Between conditioned space and garageiground R-0.0 interior continuous insulation, R-0.0 interior cavity insulation, R-5.0 exterior insulation. Name: Bsmt. Buffer Installation Quality: P A G Face / Inset Comments/Location Slab Floors: [ ] I. Slab: Uninsulated (1762 s.f.) R-0.0 perimeter insulation, R-0.0 under slab insulation. Name: Basement Installation Quality. P A G Face / Inset Comments/Location Rim and Band Joists: REWRate - Residential Energy Analysis and Raring Software v11.41 This Information does not constitute any warranty of energy cost or savings. ®1885-2004 Architectural Energy Corporation, Boulder. Colorado. j ENERGY CODE INSPECTION CHECKLIST Roycroft Page 4 [ l 1. Joist: 1stl2nd Fir (295 s.f.), Between conditioned space and ambient R-0.0 continuous insulation, R-13.0 cavity insulation. Name: 1 stl2nd Fir Installation Quality: P A G Face / Inset Comments/Location [ ] 2. Joist: 1stl2nd Buff (34 s.f), Between conditioned space and garage R-0.0 continuous insulation, R-13.0 cavity insulation. Name: 1st/2nd Buff Installation Quality: P A G Face / Inset Comments/Location Mechankal Equipment: I 1 1 Heating: Fuel-fined air distribution, Natural gas, 94.1 AFUE. Make and Model Number: I l 2. Cooling: Air conditioner, Electric, 10.0 SEER. Make and Model Number: I 1 3. Water Heating: Conventional, Natural gas, 0.63 EF. Make and Model Number: Mechanical Ventilation System: f ] Mechanical ventilation system rated for, and capable of, providing continuous ventilation. System shall include automatic timing controls. System type: Exhaust Only System descaiption(make): Air Leakage Control: I ] Joints, penetrations, and all other such openings in the building envelope that are sources of air leakage must be sealed. I l Recessed lights must be type IC rated and installed with no penetrations; or, installed inside an appropriate air-tight assembly with a 0.5' dearance from combustible materials and 3" clearance from insulation. Vapor Retarder: [ 1 Required on the warm-in-winter side of all non-vented framed ceilings, walls, and flows. REWRate - Residential Energy Analysis and Rating Software v11.41 This information does not constitute any warranty of energy cost or savings. 0 1985-2004 Architectural Energy Corporation. Boulder, Colorado. ENERGY CODE INSPECTION CHECKLIST Roycroft Page 5 Materials Identification: [ ] 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 and glazing U-factors must be clearly marked on the building plans or specifications. Duct Insulation: [ J Ducts in conditioned basement must be insulated to R-0.0. [ ] Ducts in conditioned basement must be insulated to R-0.0. [ ] Ducts Installed In exterior wall assemblies shall have at least 2" of rigid foam insulation with foil facing installed between sheathing and ducts. Duct Construction: [ ] All ducts rust be sealed with mastic and fibrous backing tape. Pressure-sensitive tape may be used for fibrous ducts. Duet tape is not permitted. [ ] 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. [ ] Pm9rammable Thermostat Circulating Hot Water Systerne: [ ] Insulate circulating hot water pipes to the levels in Table 1. Heating and Cooling Piping Insulation: [ ] HVAC piping conveying fluids above 120 "F or chilled fluids below 55 °F must be insulated to the levels in Table 2. 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 (°F7. UP to 1" Up to 1.25" 1.5" to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 100-130 0.5 0.5 0.5 1.0 REM/Rate - Residential Energy Analysis and Rating Software v11.41 This information does not constitute any warranty of energy cost or savings. 01985-2004 Architectural Energy Corporation, Boulder, Colorado. l j ENERGY CODE INSPECTION CHECKLIST Roycroft Page 6 Table 2: Minimum Insulation Thickness for HVAC Pipes. Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types... Rangeff) 2" Runouts 1" and Less 125" to 2" 2.5" to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120.200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled water, Refrigerant, 40-55 0.5 0.5 0.75 1.0 and Brine Below 40 1.0 1.0 1.5 1.5 NOTES RiEWRate - Residential (Energy Analysis and Rating Software AIAl This information does not constitute any warranty of energy cost or savings. ®1985-2004 Architectural Energy Corporation, Boulder, Colorado. i ~ f• 20041ECC ANNUAL ENERGY COST COMPLIANCE Date: June 20, 2005 Rating No.: Home Modeled Worse Case Building Name: Roycroft Rating Org.: Foundations 4 Energy Owner's Name: Roycroft Homeowner Phone No.: 614-891-4900 Property Various Raters Name: Chris Patterson Address: Various, OH 43 Rater's No.: 06-02 Builder's Name: M11 Hopes Weather Site: Delaware, OH Rating Type: Based On Plans Fite Name: Roycroft.blg Rating Date: Annual Energy Cost 2004 IECC As Designed Heating: 1610 1122 Cooling: 235 139 Water Heating: 296 252 Lights & Appliances: 394 414 Photovoltaics: 0 0 Service Charge: 102 102 Total: 2637 2029 This home MEETS the annual energy cost requirements in accordance with Section 404 of the 2004 International Energy Conservation Code based on a climate zone of 5A. In fact, this home surpasses the requirements by 26.6%. Design energy cost Is based on the following systems: Heating: Fuel-fired air distribution, 50.0 kBtuh, 94.1 AFUE. Coding: Air conditioner, 36.0 kBtuh, 10.0 SEER. Water Heating: Conventional, Gas, 0.63 EF. Window-to-Wall Area Ratio: 0.17 Blower door test' Htg: 0.35 Cig: 0.18 ACHnat In accordance with IECC, building Inputs, such as setpoints, infiltration rates, and window shading may have been changed prior to calculating annual energy cost. Furthermore, the standard reference design HVAC system efficiencies are set to the "prevailing federal minimum standards' as of November, 2004. These standards are subject to change, and software updates should be obtained periodically to ensure the compliance calculations reflect current federal minimum standards. RENURate - Residential Energy Analysis and Radng Software v11.41 This Information does not constitute any warranty of energy cost or savings. ®1985-2004 Architectural Energy Corporation, Boulder, Colorado. RESDEWnAL PLAN SUBMUTAL, FORM FOR ELECTRICAL INFORMATION Perm+t Number Adder of job 5it,e ELhcTK -AL C~ STATE LICD C rn1bC,MR AWFESS PHONE %ftw POYER C7DMFANY SERV Ct NEW SFA1nCE a 506 UhDER3AMIo SERVICE 6 E7WTZTyG eswi E O OVERIEgpS0WICE uNE OiAC,ty~/I OF SBtv7(~ (gFE i1£QUfRD.ffii7S OF D{*CR/V(j FOR LJTIE OlAGPAJt SHC)M11: ZD v J r~ a ; f-.~eiosv7{ SEMICE CABLE SIZE IF APPLIC,42LE OOrDUrFS&M IFAPPLx::AglF CNfl1141 TYPE IF APPLSCASLF 0 ~l t TYPE APO SIBS c A AL G aoLmcw&c M SERv~cE Uo" O;n~ Tp METER MSCMW -CTS. PAIEL=AE PANEL SERVICE I WxX"4ECT LOCATIClM CW FtOK31R M ArtS I! i '3w~ I I SCR cap~,ti-ro c~.>w~~~ ~ IN THE SAACEE1ELpw oR GN /?TTAL'i~ pelq'i1L~ifi80R AS lSARTOF flJL1 PLAY SW~l7TAL P7iDYDE A p1~ Ty;~ [ALL LIC*iiDrDam~-rs Arlo REGT:p~iACE OXLEM 8WrrCH LiOCATIOW, sMOM nETl t YIEULPUI/P YWFiINCJ IF APPLICJIBLE, FURNACE ^W0 AIR (^.fl1~(,'MONIKIG L=&TIM AND t]aM%(t1E LOCATIONS. CTS. RMl3E HOOD IF JVA LL PU P FiR! t9, SELr=WjCAL APPUAP=LWATIOM AND WISIrIM GFO AW AFCI LOMT)O YS, t7T1l~ Rf AND =PIE 50 TMATTHEY ARE LFODLE FuR ArvEW i1 EIN.S TFAT MK3Flr BE PERit*NT. ALL PiJW8 >11(JbTDE OF A f 1 ctmi Y THAT) AM TWc OYY}E7t I PAUSKT FOR T}E 0 WHIM AND AL.L W -QjtM 1T10N COMPLEM ALL OFFICIAL IN GDI tfA! I®a 7tltg A"L]CJ?T10N 18 TRUE AND comxec7m WMW T)" APPLJCATION OR PEnurr SHOIAD BE SEJfr TO MAY ATTE NM -%-"awe a'Mt Name NOTE: Per Section 706.1 Uw Btdfding OFTrcial f'd°~OD wbavote Y 1'Jtrs adclitior~l d~ra-iogs, techracai data or docu wvtff Jon Thank you for choosing Stark Truss! , P.O. BOX 8 CONTRACT LUMBER, INC. (PAT) 2275 DIR: MI-ROYCROFT-CONSOLIDATED ORDE R# 04T36382 2000 LANDMARK BLVD. Job Name: MI-ROYCROFT 2 CAR GARAGE WASHINGTON C.H., OH 43160 Model: ROYCROFT CONSOLIDATED FOR SEALS ONLY Any Questions, please call NOTES:2 CAR GARAGE P.O. NUMBER : (740) 335-4156 Tag: MA HOMES SEALS ONLY Initials: JJZ Phone (740) 927-4242 SHIPPING DATE : Today's Date: ffroa40s Date Ordered: 11/07/05 Ordered By. BUILD & HOLD Roof Trusses PROFILE ID T LUMBER PLY INFORMATION BY EACH TRUSS UNIT TOTAL FT-IN-16 LEFT RIGHT TOP 1307 TOP BOT LEFT RIGHT PRICE PRICE A 8 33-11-10 0000-00 00-00-00 8.00 0. 2X4 2X4 Ship Ht = 13 - 7 - 3 Weight = 173.57 00 2 X 4 2X4 Ship Ht = 13 - 4 -12 Weight = 221.69 Al 1 3311-10 00-00-00 004)0.00 -8.00 0. 2 X 4 2 X 4 Ship Ht = 11 -11 - 4 Weight = 207.92 A2 1 3311-10 00-00-00 00-00-00 -8.00 0. 00 A3 1 38-06.00 00.00.00 00-0000 -8.00 0.00 2 X 4 2 X 4 Ship Ht = 10 - 3 - 4 Weight = 193.59 A4 1 38-06-00 00.00-00 00-0000 -8.00 0. 2 X 4 2 X 4 Ship Ht = 8 - 7 - 4 Weigh = 198.19 AS 1 38-06-00 0000.00 00-00-00 -8.00 0.00 2 X 4 2 X 4 Ship Ht = 6 -11 - 4 Weight= 176.18 AS 1 38-06'00 0000-00 000000 -8.00 0.00 2 X 4 2X 6 2 Ship Ht = 5 - 3 - 4 Weight= 385.78 B 16 05.09-02 00-07-04 00-00-00 10.00 0.00 2 X 4 2X4 Ship Ht = 5 - 8 - 3 Weight = 21.55 Ell 1 05-09.02 00-07-04 00-00-00 10.00 0,00 -;;4 2 X 4 Ship Hl = 4 - 3 -12 Weight = 23.30 BZ 1 05 09-02 00-07-04 0000 00 10.00 0. 2 X 4 2 X 4 Ship Ht = 2-11-12 Weight= 19.71 u- Ship Ht= 2-0-4 Weight= 17.13 B3 1 05-09-02 0007-04 00-00-00 10.00 0. 2X4 2 X 4 C 4 43-03-08 00.07-12 0007-04 8.00 0. T42 Ship Ht = 12 -10 - 6 Weight 274.59 A}ip Ht = 3 - 6 - 8 Weight 25.05 C1 2 09-02-06 00-00-00 00.00-00 8.00 0. CZ 09-02-06 00-00.00 0000-00 8.00 0.00 Ship Ht = 1 - 7 -15 Weight = 31.79 C4 1 43-03-M 00-07-12 00-07-04 8.00 0.00 2X4 2X4 Ship Ht = 11 - 2 - 6 Weight = 270.91 CS 1 43-03-08 0007-12 00-07-04 8.00 0.00 2X4 2 X 4 Ship Ht = 9 - 6 - 6 Weight = 255.31 C6 1 43-03 08 00-07-12 00-07-04 8.00 0.00 2 X 4 2 X 4 Ship Ht = 7-10-6 Weight = 233.84 Driver Name: Date: The above listed Items have been received In good conditon (exceptions noted). No one present at jobslts. Package of special literature vvas firmly attached on the top bundle of trusses where it was PAGE 1 Received by, Date: dearly visible. Driver's Name: 1 acknowledge receipt of special literature and all above Items. Exceptions: 501.97 VERSION 5.2 Thank you for choosing Stark Truss! DIR: MI-ROYCROFT-CONSOLIDATED O RDE R# 04T36382 P.O. BOX 8 CONTRACT LUMBER, INC. (PAT) 2275 2 CAR GARAGE 2000 LANDMARK BLVD. Job Name: MI-ROYCROFT FOR SEALS ONLY WASHINGTON C.H., OH 43160 Model: ROYCROFT CONSOLIDATED Any Questions, please call NOTES:2 CAR GARAGE P.O. NUMBER (740) 335-4156 Tag: MA HOMES SEALS ONLY Phone (740) 927-4242 SHIPPING DATE : Initials: JJZ r~ Today's Date: 11108105 Date Ordered: 11/07/05 Ordered By: BUILD & HOLD Roof Trusses PROFILE ID T SPAN PITCH I LUMBER CANTILEVER PLY INFORMATION BY EACH TRUSS UNIT TOTAL FT-IN-16 LEFT RIGHT TOP 80T TOP BOT LEFT RIGHT PRICE PRICE Ship Ht= 6-4-13 Weight= 523.28 C7 1 43-03-M 00-07-12 00-07-04 8.00 0.0 2x4 2x6 2 { Ship Ht = 6 - 2 - 2 Weight = 20.30 D 2 034)8-10 00-07-12 00-00-00 10.00 0.00 2 X 4 F2X D1 6 03-08-10 00-07-12 00-00-00 10.00 0.00 2 X 4 Ship Ht = 6 - 2 - 2 Weight = 24.26 Fs D2 1 03-08-10 00-07-12 00 00 00 10,00 0.00 2 X 4 2X4 Ship Ht = 4 -10 - 2 Weight = 23.19 A F Ship Ht= 3-6-2 Weight= 19.66 D3 1 03-09-02 00-07-12 oo-00-0o 10.00 0.0 2xa 2X4 00-00-08 D4 T 1 03-09-02 00-00.00 00-00-00 0.00 0.00 2 X 4 2X 6 Ship Ht = 2 - 2 - 1 Weight = 18.25 - Ship Ht = 2 - 4 -14 Weight = 9.54 DS 1 02-05-13 00-07-04 00-00-00 8.00 0.00 2 X 42 X 4 r-n r7 Ship Ht = 2 - 4 -14 Weight = 9.54 r 2 X 4 2 X 4 D6 1 I 02-05-13 00-07-04 00-00-00 8.00 0. 00 F i _ E 8 03-08-10 00-07-12 00-00.00 10.00 -0.00 2X 4 2 X 4 Ship Ht = 4 -11 - 2 Weight = 21.37 - E1 1 03-0e-10 00-07-12 00-00-00 10.00 0.00 2X4 2X4 Ship Ht = 3-7-2 Weight = 18.91 'r E2 1 03-09-02 OD-07-12 00-00-00 10.00 0.00 2X4 2 X 6 00-00-08 Ship Ht = 2 - 3 - 1 Weight = 17.27 r T 2 Ship Ht = 13 - 4 -13 We ght = 783.62 1 F-GIR 1 31-06-00 00-07-04 00-00-00 10.00 0.00 2X4 2X10 G 7 03- 00-00 00-07-12 00-00-00 8.00 0.00 2 X 4 2 X 4 Ship Ht = 9 - 5 - 7 Weight = 36.41 / Ship Ht= 8-4-7 Weight= 282.72 H-GIR 1 1808 00 00-00-00 00-00-00 10.00D.oo 2 x 4 2xs 3 H1 1 18-08-00 00-00-00 00-00-00 10.00 0.00 2 X 4 2 X 4 Ship Ht = 6-10-4 Weight = 73.17 eu tat a Ship Ht= 5-6-4 Weigh= 72.30 H2 1 18-08-00 00-00-00 00-00-00 10.00 0.00 z x a 2xa H3 1 18-08-00 00.09 04 00-09-04 10.00 0.00 2 X 4 2 X 6 Ship Ht = 4 - 7 - 7 Weight = 85.38 Driver Name: Date: PAGE 2 The above listed Items have been received In good conditon (exceptions noted} No one present atlobsite. Package of special literature was 11rMy attached on the top bundle of trusses when It was Date: dearly visible. Driver's Name: Received by. I acknowledge receipt of special literature and all above Items. Exceptions: VERSION 5.2 5,661.97 4 w Thank you for choosing Stark Truss! , P.O. BOX 8 CONTRACT LUMBER, INC. (PAT) 2275 DIR:MI-ROYCROFT-CONSOLIDATED ORDER# 04T36382 2000 LANDMARK BLVD. Job Name: MI-ROYCROFT 2 CAR GARAGE WASHINGTON C.H., OH 43160 Model: ROYCROFT CONSOLIDATED FOR SEALS ONLY Any Questions, please call NOTES:2 CAR GARAGE P.O. NUMBER : (740) 335-4156 Tag: MA HOMES SEALS ONLY Initials: JJZ Phone (740) 927-4242 SHIPPING DATE : Today's Date: 1110#1#5 Date Ordered: 11/07/05 Ordered By. BUILD & HOLD Roof Trusses PROFILE ID 706-~T71:: PI CH LUMBER PLY INFORMATION BY EACH TRUSS UNIT TOTAL TOP 1307 TOP BOT LEFT RIGHT PRICE PRICE 1 I 8.00 0. 2 X 4 2 X 4 Ship Ht = 4-9-4 Weight= 20.44 g 'i I-1 2 06.00-M 0007.04 00.00-00 8.00 0.00 2 X 4 2X4 Ship Ht = 3 - 0 -12 Weight = 20.34 f A`" 1 114)9-08 00.0000 00-07-04 10.00 0.00 2X4 2X4 Ship Ht = 6 - 8 - 0 Weight= 46.05 00 00 0. 2 X 4 2X4 Ship Ht = 6 - e - 0 Weigh = 46,05 . 4" , J-G E 1 11-09-08 00-0000 00-07-04 10. f. K 1 18.04-00 01-01-00 01-01-00 10.00 0.00 22 X 4 Ship Ht = 8-11 -0 Weight= 80.87 K-GE 1 18-04.00 01-01-W 01-01-00 10.00 0.00 2 X 4 2X4 Ship Ht = 8-11-0 Weight= 116.69 K1 1 13.02-00 00.07-04 00-0000 10.00 0.00 2X4 2X4 Ship Ht = 8 - 6 - 4 Weight = 73.27 K2 2 13-03-08 00.07-04 000000 10.00 0.00 2 X 4 2 X 4 Ship Ht = 11-11 - 8 Weight = 81.17 x N 3 18-10.08 00-07-04 00-07-04 8.00 0. 2 X 4 2x4 Ship Ht = 7-0-8 Weight = 68.59 ALL, N-GE 1 18-10.08 00-07-04 0007-04 8.00 0.00 2X4 2X4 Ship Ht = 7 - 0 - 8 Weight = 95.70 N1 3 18-06-08 0000-00 00-07-04 8.00 0. 2X4 2X4 Ship Ht = 7- 0- 8 Weight = 67.42 Designs = 45 Trusses= 102 Tallest Ship ht = 13 - 7 - 3 Weight = 7,841.8 Items QTY I ITEM TYPE LENGTH SIZE NOTES UNIT TOTAL FT-IN-18 PRICE PRICE 1 ROOF TRUSSES - - LOT PRICE-ROOF -1 1 Driver Name: Date: The above listed Items have been received In good conditon (exceptions noted). No one present at jobsite. Package of special literature was firmly attached on the top bundle of trusses where It was PAGE 3 Received by: Date: clearly visible. Drivers Name: 1 acknowledge receipt of special literature and all above Items. Exceptions: 5,661.97 VERSION 5.2 m H U- O i (9)LEl X8)3 a a "c !o a, La 93 1 r v I ` 11 IL L I I o 4 ~ I Q L..L. ~ f ztl Etl ~ x u etl a LL Stl ~ r I n 9tl u I. J (n)8 m - t I t O.S.ZY 0..4.9 9.~ S L Q 4 f u S s Z Q f Q Y DE DANSCO ENGINEERING, LLC P.O. Box 3400 P.O. Box 1049 Apollo Beach, FL 33572 Summerville, SC 29484 Telephone (813) 645-0166 Telephone (843) 376-0140 Facsimile (813) 645-9698 Facsimile (843) 376-0141 The truss drawing(s) listed below have been prepared by Stark Truss, Inc. under my direct supervision based on the parameters provided by the truss designers. Job: 04T36382 CONTRACT - PATASKALA 45 truss design(s) 05943-05 i, ~r ~ 1~1!'~i1K i • W~ 11/09/05 Mark Morris The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. 2. J IJob Truss Truss Type Qty Ply CONTRACT PAT #466620-1 (WW) 04T36382 I A ROOF TRUSS Ali 8 1 05943-05 I Job Reference (optional) I Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:28.45 2005 Page 1 6-5.14 1248-5 1a-10-11 25-3-7 33-11-10 6-5-14 6-2-6 6-2-6 74-11 741-3 4x8 = 3oM:i/6'=1' 5 8W 12 3x4 ~i M\ 4 s 36 3A i 7 4v1 ~i 3 / 2 _ 8 4x8 II o 15 14 13 12 11 to 8 wo= h4= 316= m= 3x4= S 11 3.= 8-7-11 16-10-11 25.37 33.11-10 8-7-11 1031 7-411 7-&3 Plate Offsets MY): [8 0.3.8 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefi L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.23 12-14 -999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.79 Vert(TL) -0.6312-14 >639 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2003rTP12002 (Matrix) Weight: 174 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-11-10 oc bracing. WEBS 2 X 4 SPF Stud -Except- WEBS 1 Row at midpt 4-12,5-12,6-12, 6-10,2-15, 8-9 W10 2 X 6 SPF No.2, W9 2 X 4 SPF No.2 REACTIONS (lb/size) 15=1302/Mechanical,9=1302IMechanical Max Hor715=470(load case 10) Max Upliftl5=-189(load case 11), 9=-159(load case 12) Max Gravl5=1795(load case 13), 9=1640(load case 14) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-2=-918!252, 2-3=-21741437, 3-4=-1851/474, 45=-1312/433, "=-1322/425, 6-7=-1207/336, 7-8=-1564/309, 1-15=-740219, 8-9=-1553/300 BOT CHORD 1415=-33711821, 13.14=-185/1427,12-13=-185/1427, 11-12=5311133,10-11=-5311133, 9-10=5/150 WEBS 2-14=-385252, 414=-1231588, 412=-8IKM1, 5-12=-266/854,6-12=-442/256, 6-10=-309/120,2-15=-1552/146, 8-10=-76/1085 NOTES 1) Unbalanced roof live loads have been considered for this design. s, 2) Wind: ASCE 7-98; 90mph; h=251k TCDL-6.Opsf; BCDL=6.Opsf, Category II; Exp C; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, 3 and for MWFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15), Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C, Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 7) This truss requires plate inspection perthe Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1891b uplift at joint 15 and 159 Ito uplift at joint 9. , t 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard MAW • ~ w /w =dP y • 11109105 Warning !-Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper EE incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Type Qty Ply CONTRACT PAT #466620.1 (WW) Truss 05943-OS 04736382 Tr ROOF TRUSS ' ' Stantc Truss WCH, Washington C.H., OH. 43160 s Job Feb 1 1 1 1 (optional) 8.200 2005 MiTek Industries, Inc. Wed Nov 09 08:28:48 2005 Page 1 6-5.6 12-9-0 19-2-7 26-5-4 3311-10 6-56 6-310 6-56 7-2-14 786 s,e= z., II sa= 54 snr-1 W'0 2 3 4 5 316 8 i so = 15 14 13 12 11 10 9 a 46 I I Spa = 3M - 3! _ 3M - b1 II 2M II 3. = 6-5.6 12-9-0 19-2-7 2654 3311-10 6-56 6-310 656 7-2-14 786 Plate Offsets MY): 13:040 03-01 14:0-3-00-2-311/'0-3-8 Edge] LOADING(psf) SPACING 2-0-0 CSI DFFL in (loc) Wall L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.87 Vert(LL) 0.16 14-15 >999 360 MT20 1971144 TCDL 10.0 Lumberlncrease 1.15 BC 0.64 Vert(TL) -0.19 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.04 8 n/a Na BCDL 10.0 Code ISC2003ITP12002 (Matrix) Weight 222 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9.414 oc bracing. WEBS 2 X 4 SPF Stud -Except" WEBS 1 Row at midpt 1-14,2-14, 314, 3.13,3-10,4-10,5.10, 5-9,7-8 W32 X 4 SPF 2100E 1.8E, W7 2 X4 SPF No.2 2 Rows at 1B pts 1-15 REACTIONS (lb/size) 15=1305IMechanical,8=1305/Mechanical Max Horz15=527(bad case 9) Max Uplift5=-344(load case 9), 8=-153(load case 12) Max Gravl5=1812(load case 13), 8=1628(load case 14) FORCES (lb)-Maximum Compression/Moodmum Tension TOP CHORD 1-15=-1744/418, 1 2=-717/348, 2J=-717/348, 3-0=-985/430, 45=-1327/432, 58=-121N336, 6-7=-1546/310, 78=-1547/300 BOT CHORD 14-15=-274/413,1314=-297/1029, 12-13= 297/1029, 11-12=-297/1029,10-11=-297/1029, 9-10=-56/1122, 8-9=5/141 WEBS 1-14=-32311610, 2-14=882246, 314=-731/198, 3-13--0241, 310=-177!393, 410---29Y196, 5-10=x133/247, 5-9=308/131, 7-9=81/1098 NOTES 1) Wind: ASCE 7-98; 90mph; h=25f ; TCDL=6.Opsf; BCDL=6.0psf; Category 11; Exp C; enclosed; MWFRS gable and zone and C-C left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This buss is designed for C-C for members and forces, and for M WFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=-25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); E)2 C, Fully Exp. 3) Unbalanced snow bads have been considered for this design. 4) Th is truss has been designed as per BC Sect 1605.3.1.1 Load reduction, for multiple live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to gtrd a) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift atjoint 15 and 153 lb uplift at joint 8. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard G` 10 40 • , • `.wn as ~ ISII'~1'1K ~ a. • wV E-COMM op ~Tt E"% % ~+111 • 11109105 Warning t Verify design parameters and read notes before ase. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability ofdesign parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is fbr lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSUTPI I Notional Design Standard forMeral Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handing, Installing & Bracing of Meta! Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type City Ply CONTRACT PAT #4W20-1 04T36382 A2 ROOF TRUSS 1 1 05943-05 Job Reference clonal Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 1 . -11. 1 Industries, Inc. Wed Nov 09 08:28:52 2005 Page 1 7-2-2 14-2-8 21-410 27-66 33.11-10 7-2-2 7-06 7-2-2 6-1-12 6-54 Sr8 ScaM~ 1:82.9 2. 11 2 3 0 5 \ ~ \ 8W I12 3E e 3N 18 15 10 13 12 11 10 9 3,6 11 5! = 3M = 2b it 3,M = 3,6 = >W = 3K II 7-2-2 142-8 21-4-10 2766 33-11-10 7-2-2 7-06 7-2-2 6-1-12 6-54 Plate Offsets KY): [50-3 0 0-2-3] [8 Ed0e 0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) 0.16 15-16 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.51 Vert(TL) -0.1911-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.05 9 n/a Na BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight: 208 In LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins, except and verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Slud "Except- WEBS 1 Row at midpt 1-15, 2-15, 415, 411,6-11 W3 2 X 4 SPF No.2, W7 2 X 4 SPF No.2 2 Rows at 1/3 pis 1-16 REACTIONS (lb/size) 16=13051Mechaniral,9=130&Mechanical Max Horz 1 6=-468(load case 9) Max Uplift16=638(load case 9), 9=-140(load case 12) Max Gravl6=1639(load case 13), 9=1619(load case 14) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-16=-1566/401, 1-2=-803!353, 2-3=-803/353, 3-4=-8031353, 45=-1053/420, 56=-1379/429, 6-7=-1235/330, 7-8=-1474/308, 8-9=-1548/303 BOT CHORD 15-16=-251/365,1415=-333/1117, 13-14=63311117, 12-13=-33311117, 11-12=-333/1117, 10-11=-70/1085, 9-10=-14/104 WEBS 1-15=-327/1512, 2-1 5=16 392 5 5, 415=658/178, 413=0279, 411=-3031257, 5-11=-37/33, 6-1 1=-2 351208, 6-10=-006/131, 8-10=-10711115 i NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable and zone and C-C Exterior(2) zone; cantilever left and right exposed , and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specked. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); P-25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 1 O.0 psf bottom chord live load nonconcurrent with any otlter live loads. 7) This truss requires plate inspection per the Tooth Count Method when this tNSS is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 lb uplift at joint 16 and 140 lb uplift at joint 9. 11 11 / 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. If LOAD CASE(S) Standard ~r W' -o • 11109105 Warning !-Verify design paramWers and read notes before use This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI I National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Oty Ply CONTRACT PAT #466820-1 (MJW) 04T36382 A3 ROOF TRUSS 1 1 05943-05 Job Reference tional Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:28:55 2005 Page 1 8.0.2 15.10.8 23-10-10 31-1-5 3850 8.0.2 7-108 8-0.2 7-2-11 7-4-11 sib= LM A6= 3d= 5 11 B .-MA 2 3 4 5 e.00 12 e 7 a e ZX- 1 Is 14 13 12 11 10 8 $A II 3.611 Bb = >r = 2M II 2! = M= 2M I I 8-0.2 15-10-8 2310-10 31-1-5 3850 8.0.2 7-10-6 8-0.2 7-2-11 7-4-11 Plate Offsets (XY): [5:0.412.0-2-01 [8:0-3.8 EdAe] LOADING (psf) SPACING 2-00 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.92 Vart(LL) -0.16 8-9 >999 360 MT20 1971144 TCDL 10.0 Lumberlncrease 1.15 BC 0.96 Vart(TL) -0.35 8-0 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code IBC2003/rP12002 (Matrix) Weight: 194 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. T4 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: BOT CHORD 2 X 4 SPF No.2 2-2-0 oc bracing: 8-9. WEBS 2 X 4 SPF Stud -Except- WEBS 1 Row at mklpt 1-15,1-14,2-14, 414, 411, 7-11 W3 2 X 4 SPF 1650F 1.5E WEDGE Right: 2 X 4 SPF Stud REACTIONS (lb/size) 15=148liMechanical,8=1481/0.3-8 Max Horz 15=-406(load case 9) Max Upliftl5=341(load case 9), 8=-179(load case 12) Max Grav15=1850(load case 13), 8=1852(load case 14) FORCES (Ib)-Maximum Compression/MaximumTension TOP CHORD 1-15=-1768/423, 1-2=-1186/396, 2-3=-1186/396, 34=1186!396, 4-5=-1596/494, 5-6=-1797/507, 6-7=-2049/463, 7-8=-2780/501 BOT CHORD 1415=-172/315, 1314--336/1658, 12-13=-336/1658, 11-12=-336/1658,10-11=-293/2115, 9-10=-293/2115, 8-9=-293/2115 WEBS 1-14--36511858, 2-14=-709275, 414=4333/172, 412=0/313, 411=-347/277, 5-11=50/556, 7-11=-841n77, 7-9=01315 NOTES 1) Wind: ASCE 7-98; 90mph; h=25f; TCDL-6.0pst BCDL=6.Opsf, Category II; Exp C; enclosed; M WFRS gable and zone and C-C Exterkxl2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and far M WFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp.; L= 45-0.0 3) Unbalanced snow beds have been considered for this design. 4) This truss has been designed as per IBC Sect 1605.3.1.1 Load reduction, for multiple live loads. 5) Provide adequate drainage to prevent water palling. 6) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. to 1 / 7) Th is truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. t 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ito uplift at joint 15 and 179 lb uplift at joint 8. 10 I 1111' 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI I. l LOAD CASE(S) Standard • am all ~qpK on EMIN do 11109105 Waraturg E-Ver Jy design parameters and read nett before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI I National Design Standard for Metal Plate Connected Wows Truss Construction and SCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719 Job (Truss Truss Type Oty Ply CONTRACT PAT *466620-1 (WW) 04T36382 A4 ROOF TRUSS 1 1 05943-05 Job Reference (optional) I Stark Truss WCH, Washington C. H., OH. 43160 6.200 s Feb 11 2005 M1Tek Industries, Inc. Wed Nov 09 08.28.58 2005 Page 1 6-8-1 132-5 19-5-10 25-4-10 32-45 38-&0 6-8-1 6-&5 6115 6-8-1 5-11-11 &1-11 Bcs4'3I16'~1' M 66 = h4 it Ba! = 2M I I z 3 a s 8M L12 8 36 7 it I 8 ~d 18 15 14 13 12 11 10 9 5* = 1M II M _ M = 2M 11 3e = 3* = 3M = ]x4 II 6-8.1 132-5 19.8.10 26-410 32A-5 38-&0 6-&1 6-&5 655 641-1 5.11-11 6-1-11 Plate Offsets (X,Y) [304-00-3-0] [&04-0 0.1-91 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.13 12-13 >999 360 MT20 1971144 TCDL 10.0 Lumberlncrease 1.15 BC 0.80 Vert(TL) -0.3210-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horc(TL) 0.12 8 n/a n/a BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight: 196 lb LUMBER BRACING TOP CHORD 2 X 4 SPF Not TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or &10.3 oc bracing. WEBS 2 X 4 SPF Stud -Except" WEBS 1 Row at midpt 1-16,2-15,3-15,4-12 W3 2 X 4 SPF No.2 WEDGE Right: 2 X 4 SPF Stud REACTIONS (Ib/size) 16=1481/Mechanical,8=1481/0.3$ Max Horz 16=-338(load case 9) j Max Uplift16=-353(load case 10), 8=-157(load case 12) Max Gravl6=1908(load case 13), 8=1740(load case 14) FORCES (lb)-Maximum Compression/MaximumTension TOP CHORD 1-16=-1837/412, 1-2=-1272!375, 2-3=-1272/375, 34=-2091/552, 4-5=-2091/552, 5-6=-1990/525, &7=-2199!489, 7A=-2679/516 BOT CHORD 15-16=-143/262, 14-15=-443/1948, 1314=-04311948, 12-13=-44311948, 11-12=-21511739, 10-11=-215/1739, 9-10=-322@087, 8-9=322/2087 WEBS 1-15=-3792013, 2-15=-598235, 31 5=-1 09 512 21, 3-1 3=012 5 6, 312=168/354, 4-12=597264, 5-12=-W2/699, 5-10=50/500, 7-10=6641227, 7-9=0/261 s NOTES 1) Wind: ASCE 7-98; 90mph; h=2511; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C, enclosed; MWFRS gable end zone and C-C Exterior(2) zone, cantilever left and tight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, x and for MWFRSfor reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C, { Fully Exp.; L= 45-M 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 111 1 1 (t 7) This truss requires plate inspection perthe Tooth Count Method when this truss is chosen for quality assurance inspection. , 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 353 lb uplift at joint 16 and 157 lb uplift at joint 8. ~r 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. OP ~~/~~y • LOAD CASE(S) Standard I~IIVU~ to. OR SOMM 40- % too I It 11109105 Warning ! Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Y ~ Job Truss Truss Type Qty Ply CONTRACT PAT #46W20-1 (MJW) 04T36382 AS ROOF TRUSS 1 1 05943-05 Job Reference ticnal Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:012005 Pape 1 7-3-9 1455 21-7-2 28-10.10 337-5 38-6-0 7-39 7-1-13 7-1-13 739 4511 4.10-11 9wY:3I1C•1' = TW II 34 38= 2W II 8,6O 2 3 Y S 8 B.OD 2p i B G b D ~S 18 13 1I 13 12 11 10 3M II 8! _ ]b = 2. II _ _ = 9! II 739 14-55 21-7-2 28.10.10 38$0 739 7-1-13 7-1-13 739 9-76 Plate Offsets (XY): p:0- 0 0-1-91. f9:Ed0e 0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.21 9-10 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 SC 0.88 Vert(TL) -0.60 9-10 >765 240 BCLL 0.0 Rep Stress her YES WB 0.76 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code MC2003/rP12002 (Matrix) Weight 176 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2.6.7 oc purlins, except and verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. WEBS 2 X 4 SPF No.2 'Except' WEBS 1 Row at micipt 1-16,4-15 W1 2 X 4 SPF Stud, W1 2 X 4 SPF Stud, W1 2 X 4 SPF Stud, W1 2 X 4 SPF Stud W4 2 X 4 SPF Stud WEDGE Right: 2 X 4 SPF Stud REACTIONS (lb/size) 16=148lNechanical,9=1481/038 Max Horzl6=-271(load case 9) Max Uplift=-099(load case 10), 9=464(load case 9) Max Gravl6=1954(bad case 13), 9=1719(load case 3) FORCES (lb)-Maximum Compression/Maximurn Tension TOP CHORD 1-16=-1877/443, 1 2=-1763/436, 23=1763/436, 3-4=-1763/436, 4-5=-26961626, 5-6=2696/626, 6-7=-2697)626, 7-0=-2367/531, 8-9=-2608/554 BOT CHORD 15.16=-120206, 14-15=597/2633, 1314-597@633, 12-13=597@633, 11-12= 280/1904, 10.11=-280/1904, 9-10=•365/2060 WEBS 1-15=•462/2341, 2-15=-651270, 4-15=-1188228, 4-13=0289, 4-12=-461211, 512=652283, 7-12=-067/1071, 7-10=11/416, 8-10=398203 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; M WFRS gable end zone and C-0 Exterior(2) zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for M WFRS for reactions specified. 2) TCLL ASCE 7-98; Pr=25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered fir this design. 4) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been desr' any other live loads. 1 r 1 I 1 , gled for a 10.0 psf bottom chord live bad rnonconcurrent with ~ 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Sip 8) Refer to girder(s) for truss to truss connections. do n 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3991b uplift at joint 16 and 164 lb uplift at joint 9. \ 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. all, Alp LOAD CASE(S) Standard 1n1`N~ ~ • • RPM i 11109/05 Warning ! Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719 0~1 Job Truss Truss Type Oty Ply CONTRACT PAT #466620-1 (MJW) 04T36382 A6 ROOF TRUSS 1 2 Job Reference (optional 05943-05 Stark Truss WCH, Washington C. H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:10 2005 Page 1 64-6 12-7-0 18-9-10 25-0-4 31-410 34$13 38-6-0 64-6 6.2-10 6-2-10 6-2-10 64-6 343 3-93 SuM:Y18'•t' 5B = 4i0 . 2M II 3,6 = 18 = DM I I 3,8 = 34= 2 3 4 5 6 7 8 8.00 12 2M i 9 10 Id FYI EE 16 16 20 21 17 22 n 24 16 n15 26 27 14 26 29 30 1331 12 32 n 11 7r 36 36 4e 1 4@ _ 3M I Big = M11 44= 4,6 = 2.11 41= 64-6 12-7-0 18-910 25-04 31.4-10 38.6.0 64.6 6.2-10 6-2-10 6-2-10 6-46 7-1-0 Plate Offsets (XY) [8:0-3-12,0-2-01, (100-1-40-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.29 13-14 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.91 Vert(TL) -0.5713-14 >807 240 BCLL 0.0 Rep Stress Incr NO W8 0.78 Horz(TL) 0.13 10 his n/a BCDL 10.0 Code IBC2003/rP12002 (Matrix) Weight: 386 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end BOT CHORD 2 X 6 SPF No.2 verticals. WEBS 2 X 4 SPF Stud -Except- BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. W1 2 X 4 SPF No.2, W1 2 X 4 SPF No.2, Wt 2 X 4 SPF No.2, W1 2 X 4 SPF No.2 WEBS 1 Row at midpt 1-18 W1 2 X 4 SPF No.2 REACTIONS (lb/size) 18=3264IMechanical,10=337110-3-8 Max H=18=-162(load case 8) Max Upliftl8=-1091(load case 9), 10=-905(lood case 8) Max Gravl8=4090(load case 12), 10=3960(load case 4) FORCES (lb)-Maximum Compression/MaximumTension TOP CHORD 1-18-734/1004,1-2=-4501/1256, 2-3=45()1/1256, 3-1=-8084/2173, 45=-8084073, 5-6=-8084/2173, 6-7=-8084073, 7-8=-0883/1244, 8-9=-5759/1448,9-10=-5817/1418 BOT CHORD 18-19=-79/106,19-20=-79/106,20-21=-79/106,17-21=-79/106,17-22=-1955/7153,22-23=-1955/7153,2324=-1955/7153,16-24=-1955/7153, 16-25=-195517153,15-25---1955/7153,15-26---195517153,26-27=-1 955/7153,1427=-1955//153, 1428=-1939/7316, 28-29=-1939/7316, 29-30=-1939/7316,13-30=-1939/7316,13-31=-1939/7316,12-31=-1939(7316,12-32=-1939/7316,32-33=-1939/7316,11-33=-1939/1316, 11-34=-1113/4674, 34-35=-1113/4674, 3536=-1113/4674,10-36=-1113/4674 WEBS 1-17=-1506/5611, 2-17=-543(133, 3-17=-3376/882, 316=-234/813, 314=-31011185, 5-14--524/133, 7-14---304/977, 7-13=-2281769, 7-11=-30981904, B-11=-738/2844, 9-11 =-1 45011 NOTES 1) 2-ply truss to be connected together with 0.131'53" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. \ l 1 11 / 3) Wind: ASCE 7-98; 90mph; h=2-'A TCDL=6.Opsf, BCDL=6.Opsf; Category 11, Exp C, enclosed; MWFRS interior zone; cantilever left and right exposed ; end Ie vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 4) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); ma~r// Fully Exp.; L= 45-0-0 5) Unbalanced snow loads have been considered fa this design. 1~1l V ie 6) This truss has been designed as per IBC Seat. 1605.3.1.1 Load reduction, for multiple live loads. Its 7) Provide adequate drainage to prevent water ponding. 41111 8) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 1091 It, uplift atjoint 18 and 905 lb uplift atjoint 10. a C M W 12) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standardANSI/TPI 1. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 153 lb down and 474 lb up at 437-15 on top Ch and 221 lb down and 99 to up at 1.4-9, 221 lb down and 99 lb up at 34-9, 221 lb down and 99 lb up at 54-9, 221 lb down and 99 lb up at 74 9, 221 0 \ down and 99 lb up at 949, 221 lb down and 99 It, up at 114-9, 221 lb down and 99 lb up at 13-4-9,221 Ib down and 99 lb up at 15.4-9, 221 Ib down 6 \ 99 lb up at 17.4-9, 221 lb down and 991b up at 19-4-9, 221 lb down and 99 lb up at 21-4-9, 221 lb down and 99 lb up at 234-9, 221 lb down and 99 lb Up B~~~A~ at 2549, 221 lb down and 99 lb up at 27-4-9,221 lb down and 99 lb up at 29-0-9, 221 lb down and 99 lb up at 314-9,221 lb down and 83 lb up at 3349, and 273 lb down and 73 lb up at 3549, and 304 lb down and 681b up at 36-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 11109105 Continued on page 2 Warning ! Verify design paraneters and read notes before use This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of budding designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rP1 I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 r•rf Y Y Job - Truss Truss Type City Ply FeforCONTRACT. PAT#4WW0.1(WW) 04T'98382 AB ROOF TRUSS 1 05943-OS Z anal Stark Truss WCH, Washington C.H., OH. 43180 8.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:10 2005 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1 858, 8-10=-58,10-18=-20 Concentrated Loads (lb) Vert: 11=-188(B)19=-188(B)20=-188(B)21=-188(8)22=-188(8)23=-188(B)24=-188(B)25=-188(B)26=-188(B)27=-188(B)28=-188(B)29=-188(B)30=-188(8)31=-188(6)32=-188(B) 33=-188(8)34=-188(B)35=-227(8)36=-250(8) 41491 loop, I~ w dip c d . rr% +111 4`t 11109105 Warning t -Verify design para nriers acrd read notes before asp- This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or miss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 x CT PAT #466620-1 (MJW) Job Truss Truss Type Qty Ply F.bR rence (op ti oaT38382 B ROOF TRUSS 18 , 05943-05 onal Stark Truss WCH, Washington C.H., OR 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:12 2005 Page 1 0 7 5-32 0-7-4 5.32 Su4.1-.95.8 ZIeC II 3 1000 12 2 as 0 Tp= DW II 5-32 5-32 Plate Offsets Y : 2:0-2-90-1-0LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 115 TIC 1.00 Vert(LL) -0.06 24 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 115 BC 0.57 Vert(TL) -0.15 24 >424 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2003/17PI2002 (Matrix) Weight: 22lb LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud r REACTIONS (Ib/size) 4=20aNechanical,2=259104-0 Max Horz2=202(load case 8) j Max Uplift4--87(load case 9), 2=45(load case 9) Max Grav4-241(load case 3), 2=303(load case 3) i FORCES (Ib)-Maximum Compression/MaximumTension TOP CHORD 1-2=0/23,2-3---148/112,3-4=-187/119 BOT CHORD 24=41/102 t NOTES 1) Wind: ASCE 7-98; 90mph h=25ft; TCDL=6.Opsf, BCDL=6.Opsf, Category II; Exp C, enclosed; MWFRS gable end zone and C C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for M WFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15), P-25.0 pal (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Methodwhen this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ito uplift at joint 4 and 45 lb uplift at joint 2. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. LOAD CASE(S) Standard 1 1 1 1 1 Ste 10 v % d, , ~c ' oa ~ w d do E-87 01 It 11109105 Warning ! Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI I Notional Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719 s r JTTruss Type Qty Ply CONTRACT PAT#486620.1 (MJW) ROOF TRUSS 1 1 Job Reference 'Dina( 05943-05 Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:14 2005 Page 1 -0-7-4 4-15 5-9-2 0-7-0 4-1-6 1-7-12 ~w = 5uM • 1:28.8 >a n 3 4 1088 12 8 5 2>tl II 1~= M II 4-1-6 5-9.2 4-1-6 1-7-12 Plate Offsets (XY): r2:0-0.3 Edge] (3:0-2-00.1-131 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates increase 1.15 TC 0.66 Vert(LL) -0.04 2-6 >999 360 MT20 197/144 TCDL 10.0 Lumberlncreass 1.15 BC 0.35 Vert(TL) -0.08 2-6 >845 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCOL 10.0 Code IBC2003/TP12002 (Matrix) Weigh 231b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 5=20SrMechantcal,2=259/04-0 Max Horz2=154(load case 10) Max Uplift5=-71(load case 10), 2=-Rload case 11) Max Grav5=241(load case 3), 2=404(loed case 14) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--",2-3---247153,3-4---731101,4-5---129/59 BOT CHORD 2.6=52177, 5b=48/73 WEBS 3.6=-90/93 NOTES 1) Wind: ASCE 7-98; 90mph; h=25f; TCDL=6.Opsf BCDL=6.Opsf; Category 11; Exp C; enclosed; M WFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof bad of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 6) Provide adequate drainage to prevent water ponding. 7) Th is truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 111 1 / 10) Provide truss i chaste connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 5 and 60 lb uplift at joint 2. % S' / ngned in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. % ~d LOAD CASE(S) Standard , ~V 1311~i7K as • E 876 -0 10 11/09/05 Warning ! Verify dmign parameters and read no in before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wont Trusses tiom Truss Plate Institute, 583 D'Onof c, Drive, Madison, WI 53719 FJobb3.8 Truss Tr uss Type Oty Ply CONTRACT PATff466620.1 (MJW) 2 82 ROOF TRUSS 1 1 05943-05 Job Reference o tional Stark Truss WCH, Washington C. H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:16 2005 Page 1 -0-74 2-&3 5.12 0-7-4 2-6-3 3-2-15 SaM+1'.30.] dv~ _ <A II 10.00 12 2 1 3z1 II e 5 ~ _ 0M 11 2-f>3 5-12 26-3 3-2-15 Plate Offsets KY)' I2 0-2 90-1-01 13'0-2-0 0-1-131 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Mefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) 0.02 6 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.28 Vert(TL) -0.04 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC20031rPI2002 (Matrix) Weight: 20 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5.9-2 oc purlins, except end verticals. SOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 5=208/Mechanical,2=259/04-0 Max Horz2=99(load case 10) Max Uplift5=-Wload case 10), 2=62(load case 11) Max Grav5=293(load case 15), 2=348(load case 14) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-2=0134, 2-3=-213/67, 34=-108/87, 45=-205/96 BOT CHORD 2-6=-51/109,5-6=-47/107 WEBS 3-6=-36164 ti NOTES 1) Wind: ASCE 7-98; 90mph, h=25if; TCDL=6.Opsf; BCDL=6.0psf, Category 11; Exp C, enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specked. 2) TCLL: ASCE 7-98; Pr-25.0 pelf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of m in roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. , 1 t / 1 1 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint Sand 62 lb uplift at joint 2. 11) Th is truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. % ~I10 v LOAD CASE(S) Standard • .0 E -87= o~vW' 11109105 Warning ! Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of budding designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/CPT I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CONTRACT PAT #46662G.1 (WW) 04T38382 B3 ROOF TRUSS 1 1 05943-05 Stark Truss WCH, Washington C. H., OR 43160 Job Reference (optional) 8.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:19 2005 Page 1 -0-7-4 147 5-9.2 0.7-4 147 4411 10o) 12 1 AI II B ] 1N = 3. 11 1.4.7 5-9.2 1-47 4411 Plate Offsets (XY): 13:0.2-0,0.1-131 14:Edge 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) 0.01 6 >999 360 MT20 1971144 TCDL 10.0 Lumberlncreass 1.15 BC 0.29 Vert(TL) -0.02 55 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 We n/a BCDL 10.0 Code IBC20031TP12002 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb(size) 5=208MIechanical,2=259/04-0 Max Horz2=61(load case 10) Max UpIffi -56(load case 9), 2=54(load case 11) Max Grav5424(load case 15), 2=3O3(Ioad case 3) FORCES (lb) -Maximum CompressioniMaximum Tension TOP CHORD 1-2=0(34,2-3---27a'83,3-4---220(96,4-5---245/118 BOT CHORD 2-6=-594224, 55=51IM9 WEBS 38-46194 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; SCDL=6.0paf, Category 11; Exp C; enclosed; M WFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Th is truss has been designed for greater of min roof live bad of 20.0 psf or 1.00 times flat roof bad of 25.0 psf on overhangs non-concurrent with other live loads. 5) Th is truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live bads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10 Provide mechanical connection 1 1 / I 1 (by others) of truss to bearing plate capable of withstanding 561b uplift at joint 5 and 54 lb uplift atjoint 2. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANS1/TP11. % SCI LOAD CASE(S) Standard % ~r ~ i 11109/05 Warning Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual budding component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANS VIPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofirio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CONTRACT PAT #46MO-1 (MJW) 04T36382 C ROOF TRUSS 4 1 Job Reference tional 05943-05 Stark Truss WCH, Washington C. H., OR 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:24 2005 Page 1 -Or^12 7-4-11 14-5.15 17-7-0 f19-7-0~ 25-1-8 31-~r8 37-37 43-38 43T1Q-12 0-7-12 7-411 7-1-3 31-2 2-0-0 5-68 6-4-0 5-9-15 6-0-1 0-74 8x9 ~i 8 .-l 91.2 Sib = 88 = 10x10 5 8 7 8 8.00 12 318 I ~ 4 9 3 36 0 sxm 12 2 I 24 23 22 21 8x12= 18 8x10= 38 II ]x12 = AB = Ae = _ 18 18 3M 14 13 e4 = 416 = - II 3x1 it SA = 74-11 145-15 17-7-0 19-7-0 25-1$ 31-5.8 37-37 43-38 7-411 7-1-3 31-2 2-&0 558 640 5-9-15 6.0.1 Plate Offsets (X,Y) [204-150-2-81 [5 0-2-5 Edool f8 0-9-4 0.6-0][9:0-M,0-3-01, fl 1:0-1 -1 3Edgel [13:0-M,0-2-81, [150-7-00-441 [170-2-00-3-41 [20:0-6-4,04-01, 123:0-M,0-1-81 LOADING (psf) SPACING 2-&0 CSI DEFL in (loc) Well Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.25 15-16 >999 360 MT20 197/144 TCDL 10.0 Lumberincrease 1.15 BC 0.98 Vert(TL) -0.5115-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.20 11 n1a n/a BCDL 10.0 Code IBC2003/rP12002 (Matrix) Weight 275 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3 2 X 6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: BOT CHORD 2 X 4 SPF No.2 *Except* 1 Row at midpt 6-20,7-17 B1 2 X 4 SPF 2100F I.8E, B3 2 X 4 SPF Stud, B3 2 X 4 SPF Stud, B6 2 X 4 SPF Stud WEBS 1 Row at midpt 3-2116-21, 7-20, 617, 9-16 WEBS 2 X 4 SPF Stud -Except W11 2 X 4 SPF No.2, W15 2 X 6 SPF No.2 WEDGE Right: 2 X 4 SPF Stud REACTIONS (lb/size) 24=1713/0-38,11=1706/0-4-0 Max Horz24=401(load case 9) Max Uplift24=-221(load case 11), 11=-260(load case 12) Max Grev24=2422(load case 14), 11=2528(load case 15) FORCES (Ib)- MaximumCompressionlMaximumTension TOP CHORD 1-2=0/50, 2-3=-28611484, 34--25001510, 4-5=-24651557, 5-6=-1922/536, 67=-2032/551, 7$=-2087/561, 69=-27731589, 9-10=-3724/620, 10-11=-3832/560,11-12=0110,2-24=-2338/427 BOT CHORD 2324=-371/456, 22-23=-3022208, 21-22=302/2208, 20-21=-194/2029,19-20=-31/9, 62 0=-1 3715 98,1619=-65/0, 17-18=-14/13, 7-17=571/307, 1617=-65/2174, 1516=-2522983, 1415=0/111, 9-15=-821787,13-14---251142,11-13---345r2979 WEBS 3-23=-273/127, 321=-390/229, 5-2 1=-921926, 621=-655/288, 17-20=-1742034, 7-20=3331162, 617=-271/456, 616=-1261926, 9-1 6=-1 1 86281, 1315=3282897, 1 0-1 5=-1 2921 3, 1 0-1 3=4 4 511 28, 2-23=-15M1891, 17-19=3/156 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ik TCDL=6.Opsf; BCDL=6.Opsf, Category 11; Exp C, enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed , and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for M WFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Fop;; Fully Exp. 4) Unbalanced snow loads havebeen considered forthis design. , 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other 10 r ? 6) Thiss truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 1~1/tl 1fi~ 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 221 lb uplift atjoint 24 and 260 lb uplift atjoint 11. • 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standardANSUTPI 1. E 417M LOAD CASE(S) Standard g VP % 11109105 Warning Verify design parameters and read notes before one This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of budding designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 i 1 Job Truss Truss Type Qty Ply CONTRACT PAT *48W20-1 (MJW) 04T38382 C1 PIGGYBACK 2 1 Jab Reference (optional) 05943-05 Stark Truss WCH, Washington C.H., OH. 43180 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:27 2005 Page 1 5-3-12 10-7-0 5312 5-3.12 3 gbh 9aM•1:M.9 9.09 12 2 5 1 bb = 1~6 = 10-7-8 10-7-8 Plate Offsets (XY): [2:0-0-10.0-MI, I3 Edge 0.3.8]I4 0-0.10 Edgel LOADING (pan SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.17 24 >751 360 M720 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.32 Vert(TL) -0.49 24 >252 240 BCLL 0.0 Rep Stress her YES WE 0.00 Horz(TL) 0.10 5 No No BCDL 10.0 Code IBC20031TP12002 (Matrix) Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100E 1.8E TOP CHORD Structural wood sheathing directly BOT CHORD 2 X 4 SPF 2400E 2.OE BOT CHORD Rigid ceiling directly 9 y applied or6-0-0 oc purlins. applied. REACTIONS (lb/size) 1=4028)-3-8, 5=402!0-3-8 Max Horz 1 = 1 08(load case 10) Max Upliftl =-W load case 11), 5=56(load case 12) Max Gravl=532(load case 14), 5=532(lood case 15) FORCES (lb) -Maximum Compression M wdmum Tension TOP CHORD 1-2=-275(77,2-3=-513/159,34---5131159,4-5---275159 BOT CHORD 24-431423 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.0psf, Category 11; Exp C; enclosed; MWFRS gable end zone and C-C ExWor(2) zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Fem. 4) Unbalanced snow loads have been considered for this design. 5) Th is truss has been designed as per IBC Sect 1605.3.1.1 Load reduction, for multiple live loads. 6) Th is buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Th is buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Bearing atjoint(s)1, 5 considers parallel to gain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 1 and 56 lb uplift at joint 5. 10) Th is truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 11) SEE MTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard ? / t / 1 16 10 • 0v II1/N1n i a¦ • go GPI= fill 11109105 Warning ! Verify design parameters and read notes before use This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, section and bracing, consult ANSVTPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 I ~ Job Truss Truss Type Qty Ply CONTRACT PAT *46M20-1 (MJW) 04T36382 C2 HIP PIGGYBACK 1 1 Job Reference 05943-05 Goner! Stark Truss WCH, Washington C. H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:30 2005 Page 1 2515 8-1-9 10-7-8 2-5-15 5-7-10 2-5-15 B W•1'.17.2 58 = 1WO= 4 3 8.00 12 5 2 8 1 9 4e 418= ~d 2. II 8 7 3i = 2-7-11 7-11-13 10-7-8 2-7-11 5-4-2 2-7-11 Edge! Plate Offsets MY): [2:0-0-6,0-MI, [3:0-7-12,0-2-01, [4:D-3-8,0-1-121. f5:0-M, LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.04 78 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.09 78 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.06 6 n/a Na BCDL 10.0 Code IBC2003/rP12002 (Matrix) Weight: 32 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 on pudins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb(size) 1=402/D-3-8,6=402/03.8 Max Horzl=50(load case 9) Max Upliftl=-Wload case 10), 6=-Wload case 9) Max Gravl =617(load case 14), 6=617(load case 15) FORCES (lb)-Maximum Compression/Maximurn Tension TOP CHORD 1-2=-319!77, 2-3=-12521286, 34---11151288, 45=-1252/284, 58=319f77 BOT CHORD 2-8=-228/1098,7-8=-222/1117,5-7=-226/1099 WEBS 3-8=01233,4-7=01233,3-7=-110/111 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; 11=25it; TCDL=6.Opsf, BCDL=6.Opsf, Category 11; Exp C; enclosed; MWFRS gable and zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS far reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Bearing atjoint(s)1, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 1 and 66 lb uplift at joint 6. J 91 1 1 1 / / 11) Th is truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVrPI 1. 12) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS ~ /10 LOAD CASE(S) Standard ~ I~IPH~ ? ? • E4Y?M Au-%- ;mo d % 00 11109105 Warning ! Verify design parameters and read notes beforease. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI I National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719 Job Truss Truss Type Oty Ply CONTRACT PAT #46W20-1 (MJW) x4T36362 C4 ROOF TRUSS 1 1 05943-05 Stark Truss WCH, Washington C. H., OH. 43160 8.200 s Job Feb 1 200 I I 1 ZUU tonal 5 MiTek Industries, Inc. Wed Nov 09 08:29:35 2005 Page 1 -0 12 6 1-11 11-11-15 17-7-0 19-7-0, 23-74 27-7-8 31 5 8 1 37-3-7 433 11412 0-7-12 6-1-11 5.10.3 5.7-2 2-0-0 4-04 4-04 3-10-0 5-9-15 6-0-1 0.74 3W . snr.les.e ~6 = 4a= s,e= 34= 2W II s s e e 10 s.m 2 34 0 36 i 4 Y6 3 12 36 e e . 13 12 25 /A 2r 29 -2 = m 19 &r12- 11 A111 3W= AM= - 3W- - 23 u 56 n is 3e = 46= a 11 3W II 4a= 19-7-0 6-1-11 11-11-15 17-53 1747:9 23-74 27-7-8 31-58 3737 433-8 6-1-11 5103 555 0-1-13 4-04 4 0 4 3-10-0 59-15 6.0-1 2A0 Plate Offsets MY): 12:0-3-0.0-T-1-21.15:0-3-0,0-2-31, [10:0-6-4,0-2-41. f25:0-2-12.0-3-01 LOADING(psf) SPACING 2.0-0 CSI T--DEFL in (loc) Udsfl t PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.10 18-19 >999 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.73 Vert(TL) -0.1818-19 >9MW MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.05 14 n/a BCDL 10.0 Code IBC2003JTPI2002 (Matrix) Weight 271 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 383 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-U oc bracing, Except: B3 2 X 4 SPF Stud, B3 2 X 4 SPF Stud, B6 2 X 4 SPF Stud, B22 X 4 SPF 2100F 1.8E 6-0-0 oc bracing: 24-25,22-23,20-21. WEBS 2 X 4 SPF Stud 'Except 1 Raw at midpt 6.24 W16 2 X 4 SPF No.2 WEBS 1 Row at midpt 525, 9-20,10-2D, 11-19, 7-24 WEDGE Right: 2 X 4 SPF Stud REACTIONS (lb/size) 27=556)D,3-8,14--910A)-3-8,24--1956A),3-8 Max Horz27=350(load case 9) Max UplifI27=-1 41 (load case 11),14=-207(load case 12), 24=-178(lood case 10) Max Grov27=1038(bad case 14),14=1476(bad case 15), 24=2733(load case 15) FORGES (Fti)-MaximumCompressionlMaximum Tension TOP CHORD 1 2=0/45, 2-3=-1009(147, 3-4=-798/168, 4-5=850/199, 58=-316/224, 6-7=01421, 7$=4061262, 8-9=406!262, 9.10=407/26'1, 10.11=-977/311, 11-12=-142x/302, 12-13=-1595!268, 13-14=20491291, 14-15=N20, 2-27=-9731185 BOT CHORD 26.27=307/378, 25.26=-257ro99, 24-25=416/313, 23-24-0174, 6-24=1295!244, 22-23=-22/40, 21-22=0/50, 7-21=5/73, 20-21=-146/188, 19-20=-29/724,18-19=0/1 179,17-18=01106,11-18=531612,16-17=0/95,14-16=-12911536 WEBS 4-26=8205, 4-25-526(211,5-25-396W, 6-25=147/1007, 7-2D=-18011397, 9-2D=A491169,10-20=-827/116,10-19---1621641, 11-19=-9181241,16-18=-144/1472,13-18=401/197,13-16=-145/122,2-26/500,21-23=-149119,21-24=-107/301,7-24=-1494238 NOTES 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf, BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone and C-C Extshor(2) zone; canfiWier left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) T CLL: ASCE 7-98; Pr-25.0 psf (roof live load Lumber DOL=1.15 Plate DOL=1.15); Pf--25.0 pal (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 4) Unbalanced snow bads have been considered far this design. , Z 1 1 1 / 5) loads. truss has been designed for greater of min roof live bad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nonconcurnent with other livt~~` 10 6) This buss has been designed as per IBC Sect 1605.3.1.1 Load reduction, for multiple live bads. ~r 7) Provide "'111 adequate drainage to prevent water ponding. ~ t 8) Th is truss has been designed far a 10.0 psf bottom chord live load nonconcunent with any other live loads. ale IBI/ ~17K 9) AN plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 27,207 lb uplift atjoint 14 an S& U • at joint 24. OR • 12) This truss is designed in accordance with the 2003 International Building Cade section 2306.1 and referenced standard ANSUTPI 1. a Chen! LOAD CASE(8) Standard ~,Gya V W % % 11/09/05 Warring i -Verify design paranselers and read rates before ase. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storm delivery, erection and bracing, consult ANSVIPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 593 D'Onofrio Drive, Madison, WI 53719 Job Truss Tuss Type Qty Ply PATif466620-1 (MJW) 1 ~CONTRACT oaT38382 C5 ~RrIO FIT 05943-05 ob Reference tonal Stark Truss WCH, Washington C. H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:40 2005 Page 1 -07- 2 4.10-11 9-5-15 ~ 13.67 17-7-0 1199-7-0 2410 30-1-8 ~1-37-37 4338 _ 1 12 0.7-12 410-11 47-3 4-49 40-9 2-0-0 55-3-4 5-3-4 1-4-0 5-9-15 60-1 0-7-4 tar-1:n 4 = 351 = 2x3 11 5,8 = 3. = 3b 54 = 4 5 8 7 8 9 10 4x8 11 8.00 12 3 8 i / Us 3 ' 12 0 13 d 3M II 2 I1 4 j] 27 ze zs sxlz = m 19 1 36 = 30 = 3,8 = 45-, = 3x8 = p 22 BA0= 17 18 58= 0,6 = 2. 11 3x4 !1 46 = 19-7-0 9.5-15 1753 17;-0 24104 30-1-8 131-5-" 37-37 4338 9-5.15 7-11-5 0.1-13 63.4 63.4 1-4.0 5.9-15 641 2-&0 Plate Offsets X it (40-04 0 2~1 [10 D44.0-2-41, fl8 0-" 0-0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.14 26-27 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.64 Vert(TL) -0.35 26-27 >610 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.05 14 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 255 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 35-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 "Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B3 2 X 4 SPF Stud, B3 2 X 4 SPF Stud, 86 2 X 4 SPF Stud, B2 2 X 4 SPF 2400F 2.0E 6-0-0 oc bracing: 2426,22-23,20-21. WEBS 2 X 4 SPF Stud *Except- 1 Row at midpt 6-24 W16 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-24, 9-20,7-24 WEDGE Right: 2 X 4 SPF Stud REACTIONS (Ib/size) 14=89610-3.8, 24=1988(0-35, 27=537103-8 Max Horz27=-29B(load case 9) Max Uplift14=-198(load case 12), 24=-333(load case 10), 27=-130(load case 11) Max Gravl4=1455(load case 15),24=291 1(load case 15),27=971 (load case 14) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-2=0/45, 2-3=-3369/115, 3.4=-626/183, 4-5=-402/198, 5.6=0/594, 6-7=0/595, 7$=-005/259, 8-9=505/259, 9-10=-953/296, 10-11=-11631339, 11-12=-1359/301, 12-13=-1537/267, 1314=-2013/290, 1415=0/20, 2-27=4550f152 BOT CHORD 2627=-235/625, 25-26=-148/260, 2425=-148/260, 2324=0/79, 6-24=-299/91, 22-23=-01/29, 21-22 54, 7-21=0/93, 20-21=-2261235, 19-20=-991605, 1619=-7/1111, 17-18=0/108, 11-1B---"539, 1617=0/165,1416=-12811508 WEBS 3-26=-W3/199,4-26---189/53, 5-26=59/631, 5.24--11181197, 7-20=-198/1482, 9-20=-1123/232, 9-19=-79/644, 10-19=-1261266, 11-19=-747/225, 16-18=-151/1372, 1318=427/202,1316=-127/136, 327=601/76, 21-23=-164/9, 21-24=-1 3 0126 8, 7-24=-1647/274 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL-6.0pst; BCDL=6.Opsf, Category 11; Exp C, enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp.; L= 45-0-0 % fit to 1 610 ",S 4) Unbalanced snow loads have been considered forthis design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non concurrent with other live loads. ~rf 6) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. ^ j 7) Provide adequate drainage to prevent water ponding. v • 8) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. K4kRK ~ 9) This truss requires plate inspection perthe Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 lb uplift at joint 14, 333 lb uplift atjoint 24 and 1 u at joint 27. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. i C` LOAD CASE(S) Standard VGV 490 11109105 Warning ! Verify design parameters and read notes before use This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility, of budding designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSV FPI 1 National Design Standard forMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ~ y Job Truss Truss Type Oty Ply CONTRACT PAT #486620.1 (MJW) 04T36382 Ce ROOF TRUSS 1 1 05943-05 Job Reference tional Stark Truss WCH, Washington C. H.. OH. 43160 8.210 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:45 2005 Page 1 0r7-12 6.11-15 1237 I 17-7 19-7-0 25114 31-582-7 If 37-10.6 43-3.8 43,1^0/12 0.7-12 6-11-15 539 539 2-0-0 5-114 5-11-4 1-2-0 5.2-15 5.5.2 0.74 S w. 1:73.3 2W II 5! _ 3M= t6= i6= 9ie= 3M= 3 5 B 7 5 9 10 9.OD 12 016 = 11 2 20 2s 24 23 = 12 19 9[12 = 1S W02 - ? 3.4 II 3v10 = lib = - 1 16= = 21 20 15 15 14 se= = 2w II 2M tat II so- 19-7-0 1 6-11-15 1237 I 17-5-3 lz T:Q 2554 31-5-8 2-7fi 37-105 4338 6-11-15 539 5-1-11 0.1-13 5-114 5-11.4 1-2-0 5-2-15 5-5.2 2-0-0 Plate Ofrsets (XY): [2:038 Edgel [3:0-4-12,0-2-01,110:0-5-12.0-2-01, [22:0-9-4,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.10 17-18 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.58 Vert(TL) -0.2017-18 >999 240 MT20H 1481108 BCLL 0.0 Rep Stress Mcr YES WB 0.91 Ftorz(TL) 0.05 12 n/a nla BCDL 10.0 Code IBC2003frPI2002 (Matrix) Weight 234 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc puffins, except end verticals. BOT CHORD 2 X 4 SPF No.2'Excepr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 83 2 X 4 SPF Stud, 83 2 X 4 SPF Stud, 83 2 X 4 SPF Stud, B2 2 X 4 SPF 240OF 2.OE 1 Raw at mito 5-22,9-17 WEBS 2 X 4 SPF Stud *Except` WEBS 1 Raw at midpt 6-22 W15 2 X 4 SPF No.2 WEDGE Right: 2 X 4 SPF Stud REACTIONS (Ib/sizo) 26--5360,3-8,12=8960,U,22=19900-3,8 Max H=26=-245(load case 9) Max Uplift26=-136(load case 11),12=-193(bad case 12), 22=448(load case 10) Max Grav26=928(losd case 14),12=1 438(load case 15), 22=3047(bed case 15) FORCES (Ib)-Maximum Compression/Maximurn Tension TOP CHORD 1 2=0/45, 2-3=-0471190, 3-0=.532/226, 4-5=-230/197, 5$=-390826, 6-7=-023/302, 7-0=-823r302, B-9=-1211/331,9-10=-11821328, 10-11=-1419/327, 11-12=-2004/318, 12-13-0/20, 2-26=850/210 BOT CHORD 25.26=-2121316, 24-25=-139f230, 23.24=-139/230, 22-23=816210, 21-22=5/87, 5-22-1 3 3 812 89, 20.21=-58J27,19-20=0l45,6-19=0/152, 18-19=-036/143, 17-18=-1331823, 16-17=-1020, 9-17=437215,15-16---"136, 14-15=-15WI509,12-14=-159/1508 WEBS 3-25---28&102,4-25---541467,4-23---8861232, 5-23=-227/1303, 6-18=-243/1675, 8-18=-1068252, 8-17=-421560, 15-17=0/1366, 10.17=-2311966,10-15=502/112,11-15=565/191,11-14=0230, 2-25=-125240,19-21=-135/36, 1 9-22=-2721161, 6-22=-1731/295 NOTES 1) Unbalanced rod live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=2511~ TCDL=6.Opsf, BCDL=S.Opsf; Category II; Exp C; enclosed; MWFRS gable and zone and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and far MWFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (rod live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat rod snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp.; L= 45-0-0 1 1 1 5) UTh is nbalanced snow loads been have been considered for this design. loads designed for greeter of min rod live load of 16.0 psf or 1.00 times flat rod load of 25.0 psf on overhangs non-concurrent with other live /p ~i/ 6) This truss has been designed as per IBC Sect 1605.3.1.1 Load reduction, for multiple live bade. ~ 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed fa a 10.0 Pal bottom chord live load nonconcurrent with any other live loads. 41110 IBII'~17K 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. 11) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 136 lb uplift at joint 26,193 lb uplift at joint 12 u + at joint22.. ea 12) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVrPI 1. RYMN LOAD CASE(S) Standard ~0 11109105 Wareing ! Verify design parameters and read notes before me. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI I National Design StandardforMetal Plate Connected Wood Trays Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses fi-on Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719 r Job Truss Truss Type city Pty CONTRACT PAT #488820-1 (MJW) 04T36382 C7 ROOF TRUSS 1 2 Job Reference tional 05943-05 Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:29:55 2005 Page 1 0.10.7 43-10-12 -0F^-12 4-9-9 9-0-11 I 13-3.14 17-7-0 19-7-0 236.8 27-6-0 31-5.8 349-13 I 38-9-0 I40-8-15F 43-3-8 -I I I I I I I se.r-+ n.3 0.7-12 311-2 432 432 4-3-2 24)-0 311-8 311-8 311-8 345 311-7 1-11-11 21&9 0.7-4 0-107 3r6 = 4! = 3B = ae = 4 5 6 7 e 9 10 11 12 13 ~ e.m 1z I 36 i / O6 Us O 14 3 2 15 ~ 16 N 33 35 >2 X 31 37 30 3629 n 46 d2 0 24 a 45 23 46 47 4w = 4~4 = 4m = me = htf2= 416= S®= 27 41 28 21 46 20 49 19 16 4,6 = 54 = 46 = 4. 19-7-0 O 147 419 9-0.11 1 13314 1756 171 -0 I 231x$ 1 27-GO I 31-58 349-13 I 38-94 140.8.15+ 43313 0107 311-2 432 432 41-8 01-10 311-8 3-11-8 3118 3.4-5 311-7 1-11-11 2-6-9 2-0-0 Plate Offsets (X,Y) [4:0-6-4,0-241 [113:0-6-4,0-241, [22:0-2-8,0-2q LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) 0.07 22-23 >999 360 MT20 1971144 TCDL 10.0 Lumberlncrease 1.15 BC 0.56 Vert(TL) -0.10 22-23 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight: 5231b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B3 2 X 4 SPF Stud, B3 2 X 4 SPF Stud, B3 2 X 4 SPF Stud 6-0-0 oc bracing: 29-31,28-29,26.27,2425. WEBS 2 X 4 SPF Stud REACTIONS (Ib/size) 34=92&0-3-8,16=158210-3-8,28=373=-3-8 Max Horz34=-158(load case 8) Max Uplift34=-346(load case 10),16=-838(load case 8), 28=-2357(load case 8) Max Grav34= 1 128(load case 5), 16=1876(load case 6), 28=4332(load case 6) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-2=0145, 23=522/196, 34---956/312, 45=8511205, 58=5501205, 6-7=1387/1624, 7-8 88811632, 8-9=-8011655, 9-10=-001/655, 1011=-801/655,11-12=-211211378,12-13=-2097/1367, 1314=-2122/1262, 14-15=-2550/1298,15-16=-2718/1318,16-17=0/28, 234=-1061 /336 BOT CHORD 3334=-121/126, 33-35=-231/424, 3235=-231/424, 3236=-289f/34, 3136=-289f734, 3137=-202/356, 30-37=-2021356,30-38=-202a%, 29 38=-202fb56, 29-39=-2021356, 39-00=-2021356, 28-00=-202!356, 27-28---77/152,7-28=-371/121,27-41=-7/30,26-41=-7/30, 25.26=-107/157, 8-25=-215/233, 25-42=-764/471, 42-43---764/471, 24-43=-7641471, 24.44=-1106/1751, 44115=-110611751, 2345=-1106/1751,23-06=-1106/1751,46-47=-1106/1751,22-47=-110611751,21-22=-105/115,12-22=381/77,21-48=-97/205, 2048=-97/205, 20-49=-1083/2146, 1949=-1083/2146,18-19=-1083/2146,16-18=-101612112 WEBS 432=-2004246, 4-31=-136/144, 531=11551103, 6-31=573/1096, 6-29---221/340,6-28---2067/1006, 8-24---1511/2408,1024=-420/88, 11-24=-1492/881,11-23=397/387, 11-22=-249/555, 2022=879/1568, 1 322=57617 7 9,1320=-231/230, 1420=-5721227,1419=-204/394, 333=561/108, 2-33=-2421776, 3 32=-1 1 513 33, 15-18=-101/124, 1418=-94/166, 25-27=-287/145, 25-28---554/342,8-28=-2379/1474 NOTES 1) 2-ply truss to be connected together with 0.131'SKX Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 09-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc, 2 X 4 -1 raw at 09.0 oc. Webs connected as follows: 2 X 4 -1 row at 09-0 oc. 2) All loads are considered equally applied to all plies, except I noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ~r 4) Wind: ASCE 7-98; 90mph; h=25ft; TCDL~.Opsf; BCDL=6.Opsf; Category 11; Exp C; enclosed; MWFRS interior zone; cantilever left and r ght exposed ? vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 5) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate D0L=115); Pf=25.0 pal (flat roof snow: Lumber DOL=1.15 Plate DOL=1.1 1~11'tl 1K . i. Fully Exp.; L= 45-0-0 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent w o6er Ii ~ loads. ? ~ 8) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. E~~ W 9) Provide adequate drainage to prevent water ponding. i~ 10) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. i % 11) All plates are 2x4 MT20 unless otherwise indicated. ~j % 12) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 'dB~MNA~. 13) Concentrated loads from layout are not present in Load Case(s): #2 Regular, #3 Regular Only; #4 Snow Only; #7 IBC BC Live; #12 IBC Snow on d rV Overhangs; #13 Unbal.Snow Only-Left; #14 Unbal.Snow Only-Right; #15 Live Only; #161 st unbalanced Regular; #17 2nd unbalanced Regular, #18 3rd i unbalanced Regular Only; #19 4th unbalanced Regular Only. 14) Bearing atjoint(s) 28 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 15) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 34, 838 lb uplift at joint 16 and 2357 lb uplift /09/OS 61 at joint 28. dontrnv% sss is dligned in accordance with the 2003 International Building Code section 2306.1 and referenced standardANSI/TPI 1. on Page Warning ! Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice or Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 v 1 Job T Truss Type Oty Py CONTRACT PAT#4666261 (MJW) 04T38392 ROOF TRUSS 1 2 Reference banal 05943-05 Stark Truss WCH, Washington C.H., OH. 43180 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 06:29:56 2005 Page 2 NOTES 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 113 lb up at 0-10-7, 130 lb down and 99 lb up at 2-10-7, 130 lb down and 132 lb up at 4-10-7,130 lb down and 132 lb up at 6-10-7, 130 lb dawn and 132 lb up at 8-10-7,130 lb dawn and 132 lb up at 10-10-7,130 lb down and 132 lb up at 12-10-7,130 lb down and 132 lb up at 14-10-7,130 lb down and 132 lb up at 16-10-7,130 lb down and 132 lb up at 18-10-7,130 lb down and 206 lb up at 20-10-7,130 to down and 206 lb up at 22-10-7, 130 lb down and 206 lb up at 24-10-7,130 lb down and 206 lb up at 26-10-7,130 lb down and 206 lb up at 28-10-7,130 lb down and 2061b up at 30-10-7,130 lb down and 206 lb up at 32-10-7, 130 lb down and 206 lb up at 34-8-15,173 lb down and 160 lb up al 36$15, and 133 It, down and 109 lb up at 368-15, and 174 lb down and 83 lb up at 40.6-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=11 5 Uniform Loads (plf) Vert 1-2=58, 2-4=-58, 4-13=58, 1317=58, 28-34---20,26-27=-20,22-25---20,16-21=-20 Concentrated Loads (lb) Vert:32=-130(F)31=-130(F)20=-130(F)19=-133(F)33=-121(F)18=-174(F)35=-130(F)36=-130(F)37=-130(F)38=-130(F)39=-130(F)40=-130(F)41=-130(F)42=-130(F)43=-130(F)44=-130(F) 45=-130(F) 46=-130(F) 47=430(F) 48=-130(F) 49=473(F) ltlll~~~ e If , do 0 • ' \ MARK • • ~EO7~Z6 ~iWI% F• O 01 4F 11109105 Warning Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSV MI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719 M ~ Job Truss Truss Type Qty Ply CONTRACT PAT 0466820-1 (MJW) 04738382 D1 ROOF TRUSS 8 1 05943--0~5 Strak Truss WCH, Washington C. H., OH. 43160 Job Reference Oral 8.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:00 2005 Pape 1 07-1~ 2-5-10 3.8-12_,l 0-7-12 2-5.10 1-3-0 4 9uN• 1:]5.4 AN II 0W 12 2N II 2 S 2M II m II 2-5-10 2w{I 38-10 2-5.10 1-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dsfl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) 0.01 78 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.34 Vert(TL) 0.01 78 >999 240 BCLL 0.0 Rep Stress her YES WB 0.00 Hor[(TL) -0.01 5 n/a n/a BCDL 10.0 Code IBC20031TP0002 (Matrix) Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 *Except- BOT CHORD Ri id ceili directlB2 2 X 4 SPF Stud 9 ng directly B2 or 10-0-0 ac bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 5=12BMIachanical,8=18470-38 Max HorcS=223(lood case 8) Max Uplift5=-197(load case 8), 8=-105(load case 7) Max Grav5=196(load case 7), 8=216(load case 3) FORCES (lb)-Maximum Compresslon/MaximumTension TOP CHORD 1-2=0135, 23=-93/92, 34--58x65, "--77/69, 28=-177/108 BOT CHORD 7-8---1081105,6-7=-86178,3-6---6W2,5-6---62f79 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf, Category II; Exp C; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) TCLL ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Ex p C, Fully Exp. 3) This truss has been designed for greater of min rod live load of 16.0 psf or 1.00 times flat roof load of 250 psf on overhangs non-concument with other live beds. 4) This truss has been designed as per IBC Sect 1605.3.1.1 Load reduction, for multiple live loads. 5) This truss has been designed for a 10.0 pelf bottom chord live bad noneoncunent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 5 and 105 Ito uplift at joint 8. 9) This truss is designed in accordance with he 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard t 111 t ~~s,, 40 0 NON IBIl~t7K i w Oft • Ale SOMM P ~H, % 11111 11109105 Warning L-Verl design parameters and read notes before ase. Ibis design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is die responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIlrPI I National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CONTRACT PAT #466620-1 (MJW) 04T36382 D2 ROOF TRUSS 1 1 I 05943-05 Job Reference o tional Stark Truss WCH, Washington C.H., OR 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:02 2005 Page 1 -0-7-121 2-1-6 I3-8-101 0-7-12 2-1-6 3 1-7-4 4 I Sc~Y~I-.2r.J 000 12 3M II 2 1 6 5 2M II 3W II 2-1-6 3-8-10 M II 2-1-6 1-7-4 Plate Offsets KY) [30-2-00-1-141 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) 0.01 6-7 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.21 Vert(TL) 0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 5 n/a Na BCDL 10.0 Code IBC20031rP12002 (Matrix) Weight 23 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 5=12&Mechanical,7=16410-3$ Max Horc7=192(load case 10) Max Uplift5=-150(load case 10), 7=-72(load case 9) Max Grav5=162(load case 15), 7=277(load case 14) FORCES (lb) -Maximum Cornpression/Maximum Tension TOP CHORD 1-2=0152,2-3---105M,3-4---14/121,4-5--_105/111,2-7=-228/122 BOT CHORD 6-7=-81/89,5-6=-79/88 WEBS 3-6=48/75 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=B.Opsf, Category II; Exp C; enclosed, MWFIRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and farces, and for M WFIRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C, Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, formultiple live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Th is truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. '41J911610" c ng capable section 21 306.1 anIto uplift at d referenced standard 2 Alb uplift NS1/rP1 point 7. 'Lo IS,/ 10 11) This rW s is designed in connection accordance with th 2003 International Buildi LOAD CASE(S) Standard % ~ 1~1/'vln • ? • i~ E.e W~ 1111 11109105 Warning 1-Verify design parameters and read notes before use This design is based only upon parameters shown, and is for an individual budding component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of f the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVCPI 1 National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CONTRACT PAT #466620-1 (NUW) 04T35382 D3 ROOF TRUSS 1 1 Jab Reference (optional 05943-05 Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:05 2005 Page 1 ew = -0.7-12 0811 3-9.2 0-7-12 X19 3.2-7 +o 00 +z s~.r • rz+.z z + 11 err n e s 3-9-2 0.0$! ° 3-2-7 Z 1 083 Plate Offsets (XY): [3:0-2-00-1-131 LOADING (Pat) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) 0.01 6 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.12 Vert(TL) -0.01 56 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2003/rP12002 (Matrix) Weight 20 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purkns, except and verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 5=129AMechanical,7=18510-3-8 Max Horz7=138(load case 10) Max Upli ----97(load case 10), 7=-81 (load case 9) Max Grav5=2100oad case 15), 7=218(load case 3) FORCES (lb)-MaximumCompressior Maximum Tension TOP CHORD 1-2=0/52, 2-3=-68/116, 3.4=-28/95, 45=-162/103, 2-7=-1721126 BOT CHORD 6-7=-69)63,5-6---66065 WEBS 36=-106f72 NOTES 1) Wind: ASCE 7-98; 90mph; h=251A TCDL=6.Opsf, BCDL=S.Opsf; Category 11; Exp C; enclosed; MWFRS gable and zone and C-C Exterior(2) 87-12 to 3-76 zone; canntilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 Pat (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 3) Unbalanced snow bads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 pal or 1.00 times flat roof load of 25.0 Pat on overhangs non-concurrent with other live bads. 5) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. ' "191 1 11,1!I ! 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 5 and 81 lb uplift at joint 7. ~ 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard p E-er W: as % 410`010i- % 11109/05 Warning L-Verify design parameters acrd read notes before urn This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during consin?ction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 J Job Truss Truss Type Qty Ply CONTRACT PAT*4116620-1(WW) 04T36382 D4 ROOF TRUSS 1 1 0 94. -05 Job Reference fopUonal) Stark Truss WCH, Washington C. H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:08 2005 Page 1 3-9-2 2 z.~ II 3-9.2 SuM•1:19.2 I as = 5 3 zr II 3-92 3-9.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 34 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.11 Vert(TL) -0.01 34 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 3 rite n/a BCDL 10.0 Code IBC2003ITP12002 (Matrix) Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 4=225A)-4-0,3=165/Mechanical Max Horz4=56(load case 6) Max UpliR4=-70(load case 6), 3---45(load case 7) Max Grav4=261(load case 3), 3=194(load case 3) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-4=-121/44,1-2=-11/19,2-3=-121/29 BOT CHORD 45=39144, 3-5=39/44 WEBS 13=31/31 NOTES 1) Wind: ASCE 7-98; 90mph h=25it: TCDL=6.Opsf; BCDL=6.Opsf, Category II; Exp C, enclosed; MWFRS interior zone; cantilever left and right exposed, end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 2) TCLL: ASCE 7-98, Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 3) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection perthe Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 4 and 45 lb uplift atjoint 3. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANS9TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 30 lb up at 0-1-12, and 68 lb down and 40 Ito up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 , , ` Uniform Loads (plf) Vert: 1-2=-58, 3-4=-20 Concentrated Loads (lb) In1`H In i d' Vert: 4=-65(F) 5=-56(F) • C8 4. ~ O ~r I Ott% % 11109105 Warning ! Verify design parameters and read notes before use This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Apphcabdity of design parameters and proper incorporation of component is responsibility of building designer - no truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality cortro4 storage, delivery, erection and bracing, consult ANSUTPI I National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 4 r Job Truss Truss Type Oty Ply CONTRACT PAT #485620-1 (MJW) 04T36382 D5 ROOF TRUSS 1 1 05943-05 Job Reference tional Stark Truss WCH, Washington C.H., OR 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:10 2005 Page 1 -0-7-4 i 2-5-13 0-7.4 2513 a s-.1:14.2 e.al 12 2 1 xs u 44 >w = 2513 2. u i 2-5-13 Plate Offsets MY): [2:0-0-0.0-0-121, r2:0-0-13,0-4-31 LOADING(pef) SPACING 2-0-0 CSI DEFIL in (loc) I/dsfl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 24 >999 360 MT20 1971144 TCDL 10.0 Lumberlncrease 1.15 BC 0.09 Vert(TL) -0.00 24 >999 240 BCLL 0.0 Rep Stress I ncr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2003/fPt2002 (Matrix) Weight 10 lb LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 2513 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left, 2 X 4 SPF Stud REACTIONS (lb/size) 4=76MIechanicat,2=136/0-4-0 Max Horz2=75(load case 8) Max Uplift4= 28(load case 8), 2=48(load case 9) Max Grav4=88(load case 3), 2=161 (load case 3) FORCES (Ib)-Maximum Compression/Maximurn Tension TOP CHORD 1-2=0/14, 23=5M40, 3-0=-6/41 BOT CHORD 24=-15138 NOTES 1) Wind: ASCE 7-98; 90mph; h=251t TCDL=6.Opsf, BCDL=6.Opsf, Category 11; Exp C; enclosed; MWFRS gable and zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specked. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 paf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Fxp C; Fully Exp. 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof bad of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtant with any other live toads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 4 and 48 lb uplift at joint 2. J 1 91 1 1 1 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTP11. LOAD CASE(S) Standard 0y • • • ; ? SWUM 11109105 Wanting l Verify design paranseters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of budding designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, section and bracing, consult ANSVTPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Meta! Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CONTRACT PAT #466620-1 (MJW) 04T36382 D6 ROOF TRUSS 1 1 05943-05 Job Reference o tonal Stark Truss WCH, Washington C. H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:12 2005 Page 1 -0-7-4 2-5.13 0-7-4 2-5-13 3 so-1'.142 I 8.00 12 2 1 1 a.r= 3.e II 2-5-13 z.e it 2-5.13 Plate Offsets (X Y) [2:0-M,0-0-121, r2'0-0-13 0-4-31 LOADING (psf) SPACING 2-0-0 CSI OEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.01 1 n/r 120 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.08 Vert(TL) -0.01 1 n(r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 rile Na BCDL 10.0 Code IBC20031TP12002 (Matrix) Weight 10 lb LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 2-5-13 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left 2 X 4 SPF Stud REACTIONS (Ib/size) 4--65/2513, 2=144/2-5-13 Max Horz2=75(load case 8) Max Uplift4-30(load case 8), 2=57(load case 9) Max Grav4=75(load case 3), 2=171 (load case 3) FORCES (lb) -Maximum Compression/Maximurn Tension TOP CHORD 1-2=0/14,2-3=-5&41,3-4=-55142 BOT CHORD 213=-1 513 8 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone and C-C Exlerior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C, Fully Exp. 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 4 and 57 lb uplift atjoint 2. 9) This buss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standardANSI/TPI 1. LOAD CASE(S) Standard 100 41, • ~~Any OP E-0T326 W'~ 11109105 Warning ! Verify design parameters and read notes beforease. This design is based only upon parameters shown, and is for an individual budding component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVI'PI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Oncifiio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CONTRACT PAT #466620-1 (MJW) 04T38382. E ROOFTRUSS 8 1 05943-OS Job Reference tional Stark Truss WCH, Washington C. H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:14 2005 Pape 1 ,-00.7-12+ 3-8-10 m 0-7-12 3-&10 snr-i:u.r 10W u 2 i a aw ii 3.8.10 3-8.10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.01 45 -999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.23 Vert(TL) -0.02 45 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code fBC2003/TPI2002 (Matrix) Weight 21 lb LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0.0 0o bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 4=128111ilechanical,5=184/03-8 Max Hoz5=191(load case 8) Max UpIrR4=-121 (load case 8), 5=45(load case 7) Max Grav4=148(load case 3), 5=216(load case 3) FORCES (lb)-Maximum CompressioniMaximurn Tension TOP CHORD 1-2=0/35,2-3---103/93,3-4---114178,2-5---182182 BOT CHORD 4-5---173/131 WEBS 2-4=$1/149 NOTES 1) Wind: ASCE 7-98; 90mph; h=2511 TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS gable and zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for M WFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 3) This truss has been designed for greater of min roof live load of 16.0 ps(or 1.00 times flat rod load of 25.0 psf on overhangs nonconcurrant with other live loads. 4) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 4 and 45 lb uplift at joint 5. 9) Th is truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard ,,,,,11 l 111 I No to w ; ? E SM0 No if 401 11109105 Warning f -Verify design paraneters and read notes before use. This design is based only upon parameters shown, and is for an individual budding component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of budding designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the resporsibdity of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult ANSVTPI 1 National Design Standard forMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 Job Truss Truss Type Qty Ply CONTRACT PAT #466620-1 (MJW) 04T36382 E1 ROOF TRUSS 1 1 05943-05 Job Reference Donal Stark Truss WCH, Washington C. H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:17 2005 Page 1 ore = -0-7-12 2-1-6 3A-10 0.7-12 2-1-0 ' 1-7-4 a swr-r:r ra.ro 12 I 2M II 2 1 F~ F-10 D,/ II 8 5 z,. II 2-1.6 ~I 2-1.6 1-7-0 Plate Offsets MY): [3:0.2-0,0.1-141 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) 0.01 6-7 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.11 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 5 n/a Na BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 19 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (Ib/size) 5=128/Mechanical,7=184/0-3.8 Max Horz7=144(load case 10) Max UpliRS=-Wbad case 10), 7=-28(load case 11) Max Grav5=162(load case 15), 7=277(load case 14) FORCES (lb)-Maximum CompressionfMaximurn Tension TOP CHORD 1-2=0152.2-3---113169,3-4=-21/91,4-5=-106f77,2-7=-231/109 BOT CHORD 6-7=-58r62,5-6---56/61 WEBS 3.6=.14/59 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft TCDL=6.Opsf; BCDL=6.Opsf, Category 11; Exp C; enclosed; MWFRS gable and zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C, Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Th is truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. \ t 1 1 1 / / tru s is designed connection (by others) of truss to 10) This Provide referenced standard Ili ANSUTPI 1 inn 7. accordance with the 2003 International Building Cade section 21306 ..1 aItt nd uplift 1 ~v LOAD CASE(S) Standard K4W i M o E-476 26 111 11109105 Warning l-Verify design parameters and read tales before use Ibis design is based only upon parameters shown, and is for an individual budding component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofkio Drive, Madison, WI 53719 Job Truss Truss Type Oty Ply CONTRACT PAT 8486620-1 (WW) 04T36382 - E2 ROOF TRUSS 1 1 05943-05 Job Reference 'oral Stark Truss WCH, Washington C. H., OR 43160 w = 6.200 s Feb 11 2005 Mt7ek Industries, Inc. Wed Nov 09 08:30:19 2005 Page 1 -0.7-12 0-6-13~ 3-9.2 0.7-12 0811 3-2-7 z,~ II 10.00 ,2 2 F-1 F-1 Fl~ z« II 7 6 S 0-R&O1611 3.9-2 z.. II 048 083 3-2-7 Plate Offsets fXY): f3:0-2-0,0-1-131 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 027 Vert(LL) -0.00 6 >999 360 MT20 197/144 TCDL 10.0 Lumberlncresse 1.15 BC 0.07 Vert(TL) -0.00 58 >9W 240 SCLL 0.0 Rep Stress Inor NO WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003JrP12002 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS . 2 X 4 SPF Stud REACTIONS (Iblsize) 5=129IMechanical,7=185/0-3-8 Max Horz7=86(load case 9) Max Uplifts= 54(bad case 9), 7=43(load case 8) Max Grav5=210(load case 14), 7=218(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/52, 2-3--67/26, 34-139132, 4-5=-158/51, 2-7=-163/51 BOT CHORD 6-7=-50158,546---43/47 WEBS 35=-136!19 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft TCDL=S.Opsf, BCDL=6.OW,, Category II; Exp C; encbsed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof bad of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed as per IBC Sect 1605.3.1.1 Load reduction, for multiple live loads. 6) Provide adequate drainage to prevent water ponding. 7) Th is truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by otlters) of truss to bearing plate capable of withstanding 54 lb uplift at joint 5 and 43 lb uplift at joint 7. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. % LOAD CASE(S) Standard ~jr ~ 1~11'\I7K i % 11/09/05 Warniag /-Verify design paranrhrs and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI I National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 y Job Truss Truss Type Qty ply CONTRACT PAT #466620-1 (WW) oaT363s2 F-GIR ROOF TRUSS 1 Z Job Reference o clonal 05943-05 Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:28 2005 Page 1 16.5-11 -1-7x4 5-" 10-7-12 X15-0-5 119-10-0j 23$15 j 27-3-13 I 316.0 j Bca4.1:101.1 0-7-4 5118 5-1-4 4-49 M41.\,3-45 3.8.15 36-15 4-2-3 8078A 1 to o0 12 -20 j a 5 h4% L1 i era i 4 n 3 dKe . 1z 3 2 JI1 I~ wo ~ 38 11 88 an M 38 11 161 n n 17 74 n 18 n n 15M 79 14 80 81 c Ao8 II 4x18 II 318 II 12x12 = 3e II 1M2= S II 38 II toe0 = 3x10 II 38 II b8 II 3! II 36 II 38 II two = -11 38 II 38 II 38 38 11 5.6.8 10-7-12 15-90 19-10-0 231'x15 27313 316-0 566 5-1-4 5-14 4-1-0 3-8-15 3-8-15 42-3 Plate Offsets MY): [2:0-2-2,0-2-81, [4 0-1-9 Edge1 [60-1-12 Edgel [8 0-1-12 Edge] [130-0-00-1-4] [15:0-3-8,0-5-01, [1705-4 0-7181 [18:0-M,0-7-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.19 18-19 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.3018-19 >792 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.03 13 n/a Na BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 784 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins. SOT CHORD 2 X 10 SYP 2250E 1.9E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc tracing, Except: WEBS 2 X 4 SPF Stud -Except- 6.0-0 oc tracing: 16-17,15-16. W10 2 X 4 SPF No.2, W6 2 X 4 SPF 1650F 1.5E, W2 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 5-17,9-16 W3 2 X 4 SPF No.2, W4 2 X 6 SPF No.2, W5 2 X 6 SPF No.2 OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 2=7001/035, 13=3553/0-3.8, 16=1765210-7-11 (input: 038) Max Horz2=323(load case 9) Max Uplift2=4 161 (load case 9),13=303(Ioad case 11),16=-2500(load case 8) Max Grav2=7890(load case 5), 13=3616(load rase 6), 16=18595(load case 6) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-2=0/49, 2-3=-10709/1622, 3.4=-6330/962, 4-5=-0195/987, 5-6---1872f344, 8-9=-1733/376, 9-10=329/2199, 10-11=484/296, 11-12=4071290, 12-13=-3102r226,6-7=-1344/291,7-8---1344r291 BOT CHORD 268=-148618106, 1968=-1486/8106,19-1486/8106, 69-70=-1486/8106, 70.71=-148618106, 18-71=-1486/8106, 18-72=397/4759, 72-73=-897/4759,17-73---89714759,17-74=-1645/435, 74-75=-16451435, 16-75=-1645/435, 16-76=-194/252, 76-77=-194f252, 15-77=194r252,15-78=4 3012297, 78-79=-130/2297, 14-79=-130/2297, 14.80=-130/2297, 80$1=4 3062297, 13-81=-130/2297 WEBS 3-19=468/5339, 3-1 8=-046 917 87, 5-1 8=-1 36 41831 3, 5-17=-0788/1176, 7-17=396/1857, 9-1 7=-1 24717 6 49, 916=-9506/1467, 10-16=3174/433,10-15=411/3747,12-15=-3151/421,12-14=409/3777 NOTES 1) 2-ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pty to ply connections have bean provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 111 1 1 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf, Category II; Exp C; enclosed; MWFRS interior zone, cantilever left and right exposed, en~ p~ vertical left and right exposed; Lu mber DOL=1.60 plate grip DOL=1.60. 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" • 6) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15 00 Fully Exp. 41111, 6 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with er Ii loads. W 9) This truss has been designed as per IBC Sect 1605.3.1.1 Load reduction, for multiple live loads. 0. 10) Provide adequate drainage to prevent water ponding. 0 E-437 M 11) This truss has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OP O 12) All plates are 2x4 MT20 unless otherwise indicated. 13) This truss requires plate inspection perthe Tooth Count Method when this truss is chosen for quality assurance inspection. 14) Gable studs spaced at I-" oc. p 8 15) 13 loads UnbaIt= layout ISnOnly-Lot arnot e present 4 Unbin Load al.Snow Only-Right; Regular, Li Onl #16 Regular 1 Only, #4 Snow Only; #7 IBC BC unbalanced Regular, #17 2d Live; unbalanced Regular, #18 3rd Y Y, ~ ~ 111 Overhangs; unbalanced Regular Only; #194th unbalanced Regular Only. 16) WARNING: Required bearing size atjoint(s) 16 greater than input bearing size. 17) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 1161 lb uplift at joint 2, 303 lb uplift atjoint 13 and 2500 lb uplift 11109105 dorrtlnuis~t u~ ip dg1igned in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/rP11. Warning ! Verify design parameters and read notes before use This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper EE incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANS VI'P1 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719 Job Truss Truss Type Qty Ply CONTRACT PAT #466620-1 (WW) 04T36382 F-GIR ROOF TRUSS 1 2 Job Reference (onfional) 05943- Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 Mi I ek Industries, Inc. Wed Nov 09 08:30:28 2005 Page 2 NOTES 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1742 lb down and 202 lb up at 20-2-2,1742 lb down and 202 lb up at 22-2-2,1742 lb down and 202 lb up at 24-2-2,1742 lb down and 202 lb up at 26-2-2,1742 lb down and 202 lb up at 28-2-2,1742 lb down and 202 lb up at 313-2-2.1910 lb down and 335 lb up at 18-2-2, 1910 lb down and 335 lb up at 16-2-2,1910 lb down and 335 lb up at 14-2-2,1910 lb down and 335 lb up at 12-2-2,1910 lb down and 335 lb up at 10-2-2,1910 lb down and 335 lb up at 8-2-2, and 1910 Ib down and 335 Ib up at 6-2-2, and 33951b down and 596 Ib up at 4.18 on bottom chord. The desigNSelection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 18=-58, 8-13---58,2-13---20, 6$=-58 Concentrated Loads (lb) Vert 68=8097(F)69=-1742(F)70=4742(F)71=4742(F)72=-1742(F)73=-1742(F)74=-1742(F)75=-1742(F)76=-1742(B)77=-1742(B)78=-1742(B)79=4742(B)80=-1742(B)81=-1742(B) 1111 ~~e , I~ • d: P E-87M -a W 40 % 0 41, ~a off 11109105 Warning Verify design paranseters acrd read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of budding designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conrol, storage, delivery, erection and bracing, consult ANSVTPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719 ra y Job Truss Truss Type Oty Ply CONTRACT PAT#466620.1(WW) 04T36382 G MONO TRUSS T 1 05943-051 Job Reference (optional) Stark Truss WCH, Washington C. H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:30 2005 Page 1 4¢7-12 3-10-0 _I II 0-7-12 3-10-0 3 am 12 Scar~1:52.r 34 2 aII 3100 3MT 3-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Icc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.01 4-5 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.14 Vert(TL) -0.02 45 -999 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 36 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 3-4,2-5 REACTIONS (lb/size) 5--188/0-3-8,4--13210-3-8 Max Horz5=276(load case 9) Max Uplift5--4KIoad case 7), 4=440(load case 9) Max Grav5=340(load case 9), 4=178(load case 7) FORCES (lb)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0131, 2-3=-73152, 34=-118/89, 25=-0651105 BOT CHORD 45=-2861157 WEBS 24---142/611 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf, BCDL=6.Opsf; Category 11; Exp C, enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed , and vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for M WFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C, Fully Exp. 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 5 and 440 lb uplift atjoint 4. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard , fit,11 t t, #uit Ir - OP E-41730 W: % 11109105 Warning Jt- Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stabdity during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of ' the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANS VrPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Oncfrio Drive, Madison, WI 53719 Job Truss Truss Type Oty Ply CONTRACT PAT #46W20-1 (MJW) 04T38382 H1 ROOF TRUSS 1 1 05943-05 Job Reference ticrmal Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed. Nov 09 08:30:33 2005 Page 1 764 11-1-12 I 18-8-0 764 3.7-8 7.64 m® . snr-i:n.o ma o 2 0 IMW u e 4 ]e ~ e s se i~ zM a aw = sw = es u 764 11-1-12 18$0 7.6.4 3-7-8 764 Plate Offsets (XY): (1:03-8,Edgel. 12:0-7-12,0601 f3:Ed0e 0381 f4:038 Eduel LOADING (psf) SPACING 2-U CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.14 1-7 >999 360 MT20 1971144 TCDL 10.0 Lumberlncresse 1.15 BC 0.75 Vert(TL) -0.32 1-7 >680 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight 73 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 -Except' TOP CHORD Structural wood sheathing direct) T2 2 X 6 SPF No.2 BOT CHORD Rigid coiling direct) y applied o oc puAins. ing. BOT CHORD 2 X 4 SPF No.2 y applied or 10-0-0 ac bracing. WEBS 2 X 4 SPF Stud WEDGE Left 2 X 4 SPF Stud, Right: 2 X 4 SPF Stud REACTIONS (lb/size) 1=7100-",4--71004-0 Max Horzl=-204(load case 9) Max Upliftl=-82(loed case 11), 4=32(load case 12) Max Gravl=1008(load case 13), 4=1008(load case 14) FORCES (lb)-Maximum Compression/Maximurn Tension TOP CHORD 1-2=-1199)213.2-3---730)270,3-4---12001213 BOT CHORD 1-7=-115(732,6-7=-114/736,5-6---1141736,4-5---16(732 WEBS 2-7=0/231, 25=3001303, 3-5=-85/359 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 758; 90mph; h=25ft TCDL=6.Opsf, BCDL-S.0psf; Category 11; Exp C; enclosed; M WFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This buss is designed for C-C far members and forces, and for M WFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 pat (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 4) Unbalanced snow bads have been considered for this design. 5) This truss has been designed as per IBC Sect 1605.3.1.1 Load reduction, for multiple live loads. 6) Provide adequste drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , / t 1 1 1 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. t1~ I/ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 1 and 82 lb uplift at joint 4. % 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. doV LOAD CASE(S) Standard • op % 11/09/05 Wanting ! Verify design parameters and read notes beforetare. This design is based only upon parameters shown, and is for an individual budding component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or puss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI I-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CONTRACT PAT 946M20.1 (WW) 04T36382 H2 ROOF TRUSS 1 1 05943-OS Job Reference (oMional) Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:36 2005 Page 1 5-11-1 12&15 18&0 5-11-1 6-9-15 5-11-1 Big ~i ScaN • 1:38.5 2 3 1000 12 0 1 6 5 3,0 2M 3M- yM. 3011 511-1 + 12&15 188.0 5-11-1 89-15 5-11-1 Plate Offsets (XY): [1 038 Edge! r2:0-7-8,0-5-121, [3 Edge 0-3-81 [4 0-3-8 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.64 Vert(LL) 0.06 1-7 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.12 1-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.03 4 n/a Ma BCDL 10.0 Code IBC2003/rP12002 (Matrix) Weight 72 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. T2 2 X 6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 2-5 WEBS 2 X 4 SPF Stud WEDGE Left 2 X 4 SPF Stud, Right: 2 X 4 SPF Stud REACTIONS (lb(size) 1=710/04-0, 4=710/04-0 Max Horzl=162(load case 10) Max Upliftl =-71(load case 11), 4=-71 (load case 12) Max Gravl=1055(load case 13), 4=1055(load case 14) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-2=-1339/215,2-3=-874r248,3-4---13391215 BOT CHORD 1-7=-163/872,6-7=-161/876,5-6=-1611876,4-5=-59/872 WEBS 2-7=0/270,2-5---1911192,3-5--01270 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf, BCDL-6.Opsf; Category II; Exp C; enclosed, MWFRS gable end zone and C-C Exterior(2) zone, cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for M WFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, or multiple live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed or a 10.0 psf bottom chord live load nonconcurrent with any otter live loads. l 111 9) PThis truss requires plate rovide mechanical connection ~t (by others) rss to Count plate capable of wi standing 71 Iuality b uplift atu)ant 1 and 71 lb uplift atjoint 4. ,,r?\\ 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTPI 1. ~r LOAD CASE(S) Standard KARK • P W: 46 % 01 11109105 Warning ! Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CONTRACT PAT#4WW0.1 (MJW) oaT38362 H3 ROOF TRUSS 1 1 05943-05 Job Reference Tonal Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:42 2005 Page 1 ,-0-9-41 4-3-13 94-0 14-4-3 18-8-0 119-5.4 0.94 4-3.13 5-03 5-0-3 4-3-13 0.94 ma zw a ma o roan u z e , a tt n D U to rs s e ra See = awn a,e = ra = awn ye = 4-3-13 94.0 14-0-3 18-" 4313 5.0-3 583 4-3.13 Plate Offsets (XY): [2:Edge,0481 I3:0-5-12 0.1-121 [5 0-5-12 0-1-12][6:Edge 0-0-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Lid PLATES GNP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.09 8-10 >999 360 MT20 1971144 TCDL 10.0 Lumberlncrease 1.15 BC 0.63 Vert(TL) -0.17 8-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.05 6 rile n/a BCDL 10.0 Code IBC2003rrP=M (Matrix) Weight 85 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-04 oc purlins. BOT CHORD 2 X 6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (Ii/size) 2=165BR14-0, 6=1654/0-4-0 Max Horz2--Kloed case 9) Max UpliR2=401(load case 9), 6=-399(load case 8) Max Grav2=2244(load case 13), 6=2239(load case 14) FORCES (lb) -Maximum Compression/Maximurn Tension TOP CHORD 1-2=0/43, 2-3=-2885/586, 34--2945/679, 45=-29451679, 5.6=-2878/584, 6-7=0143 BOT CHORD 2-12=4632037, 11-12=46312037, 11-13=-468r2063, 13-14-- 468r2O63, 10-14=4682063, 10-15=-096/2057, 9.1 5=-39 612 057, 8-9=396/2057, 8-1 6=-39212031, 646=-0922031 WEBS 3-11=-146885, 3-10=-345/1252, 4-10=5111111, 5.10=349/1260, 58=-1421675 NOTES 1) Unbalanced roof live beds have been considered for this design. 2) Wind: ASCE 7-96; 90mph; h=25ft; TCDL=6.Opsf, BCDL=6.OW, Category 11; Exp C; enclosed; M WFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 4) Unbalanced snow bads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Th is truss has been designed as per IBC SecL 1605.3.1.1 Load reduction, for multiple live loads. 7) Provide adequate drainage to prevent water poriding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) This buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 2 and 399 lb uplift at joint 6. % i t r I 610'r 11) This truss is designed in accordance with the 2003 International Build rig Code section 2306.1 and referenced standard ANSUIPI 1. " 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 68 lb up at 289, 2291b down and t Id lb up at 4-6-9,229 lb down and 85 b up at 6-6-9,229 Ib down and 85 lb up at 85-9, 229 lb down and 85 lb up at 9-2-9,229 lb down and 85 Ib up at 400 10-1-7, 229 lb down and 85 lb up at 12-1-7, and 229 lb down and 85 lb up at 14-1-7, and 250 lb down and 68 lb up at 16-1-7 an bottom chord. The% desigNadecton of such connection device(s) is the responsibility of others. • MARK /1 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • 1/ • LOAD CASE(S) Standard ~ 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 w Uniform Loads (ptf) „ w. Vert: ads , 3-5-S7,5-7=-W, 2 6-20 % r - Concentrated Loads (lb) SOMS Vert 9=-195(8)11=195(B) 10=195(B) 8=-195(B) 12=-210(8)13=-195(8) 14=-195(8)15=-195(8) 16=-210(8) 10 ~irrr • 11109/05 Wartsfng L-Verify design paranwers and read notes before use This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - no truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, section and bracing, consult ANSVTPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Woo! Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty PIY CONTRACT #466620-1 (WW) 04TW3.82 H-GIR RCOF TRUSS 1 3 Job Reference tional 05943-05 Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:49 2005 Page 1 4-9-12 9-40 13-10-4 18-8.0 4-9-12 4-64 4-6-4 4-9-12 4611 SuN• 1:5/.4 3 1000 12 3.6 i~ 36 2 1 5 1 10 11 129 13 14 a 15 1 16 a 17 to 191, 3N0 II BY9 = 4B = 310 11 4-9-12 9-4-0 13-10-4 18-8-0 4-9-12 4.64 4.64 4-9-12 Plate Offsets (X Y): [1:0-1-9,0-1-121,[5:G-1-9,0-1-12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.09 8-9 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.57 Vert(TL) -0.17 83 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 2831b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 104W oc bracing. WEBS 2 X 4 SPF Stud -Except- W1 2 X 4 SPF No.2 WEDGE Left: 2 X 6 SPF No.2, Right: 2 X 6 SPF No.2 REACTIONS (Ib/size) 1=7506/0-4,0,5=7668/0-4-0 Max Horz 1=-199goad case 8) Max Upliftl=-827(load case 10), 5=-867(load case 11) Max Grevl=8924(load case 12), 5=9119(load case 13) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-2=-987 3947, 2-3=-6582!709, 3-4=-6584/710, 4-5=-10059/969 BOT CHORD 1-10=-731/7268,10-11=-731/7268, 11-12=-731/7268, 9-12=-731/7268, 9-13=731/7268,13-14=-731/7268, 8-14=-731/7268, 8-15=-67017416, 7-15=-670/7416, 7-16=-670/7416, 6-16=-670/7416, 6-17=-6747416,17-18=-670/7416, 18-19=-670/7416, 5-19=-670/7416 WEBS 2-9=-370/4054, 2-8=-31751393, 3-8=-821/7965, 4-6=33761419, 4-6=-401/4299 NOTES 1) 3-ply W ss to be connected together with 0.131'SC' Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-0-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except N noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. + 4) Wind: ASCE 7-98; 90mph, h=25ft; TCDL=6.Opsf, BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS interior zone; cantilever left and right exposed ; acrd i exposed; vertical left and fight 2 5) TCLL: ASCE 7-98; Pr--25 0 psf (roof live load: !Luum plate berOL= 5 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate OL=1.15); Exp,~~~~ 111 Fully Exp. 6) Unbalanced snow loads have been considered for this design. ~r 7) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. • ~j \ 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ..w y 9) This truss requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. 1~^ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8271b uplift at joint 1 and 867 Ito uplift at joint 5. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)15991b down and 152 lb up at 0-5-14, 1 IYdow and 1651b up at 2-5-14, 1620 lb down and 171 lb up at 4-5-14,1620 lb down and 171 Ito up at 6514, 1620 Ito drawn and 171 Ito up at B-5-1 161 down and 171 Ito up at 10-5-14,1620 Ito down and 171 Ito up at 12-5-14,1620 Ito down and 171 to up at 14-5-14, and 1620 Ito down and 171 Ito up L.'~W 60 16-5-14, and 1620 lb down and 171 lb up at 17-10-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of LOAD CASE(S) Standard 10 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 , Uniform L frill Vert: 1-3-58, oads 3Z=-58,1-5---20 Concentrated Loads (lb) Vert: 10=-1363(F) 11=-1369(F) 12=4378(F) 13=-1378(F) 14=4378(F)15=-1378(F) 16=-1378(F) 17=4378(F) 18=4378(F)19=4378(F) 11109105 Warning ! Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI I National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719 1,i Job Truss Truss Type Oty Ply CON TRACT PAT N4666201 (MJW) 04T36382 I ROOF TRUSS 7 1 Job Reference (ootional) 05943-05 Stark Truss WCH, Wa&Won C. H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:51 2005 Page 1 -4 6-0$ 0-7-4 6-06 LM II sor•1:2D.8 3 e.0a 11 4eff]44 1.1 = b1 II 6-0$ 6-06 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Icc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.07 24 >958 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.69 Vert(TL) -0.18 24 >383 240 BOLL 0.0 Rep Stress her YES WB 0.00 HorzM) 0.00 4 n/a n/a BCDL 10.0 Code ISC2003rrP12(M (Matrix) Weight: 20 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 4=215MIechanical,2=271/0-6-0 Max Horz2=167(load case 8) Max Uplift4=43(load case 9), 2=-WIoad case 9) Max Grav4=249(load case 3), 2=318(load case 3) FORCES (lb)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24,2-3---113)88,34---1931107 BOT CHORD 24=-04/83 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; 6cp C; enclosed; MWFRS gable and zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and farces, and for M WFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 pal (rod live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully EV. 3) This truss has been designed for greater of min rod live load of 16.0 pal or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed as per IBC Sect 1605.3.1.1 Load reduction, for multiple live bads. 5) This truss has been designed for a 10.0 psf bottom chard live bad nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tootle Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift atjoint 4 and 66 lb uplift at joint 2. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard ,,,,,~~illllll~s It 0 • ~V?~E'67926 1N~ 0 -off 11109105 Warning Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIlrPI I National Design StamiardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 4 Job Truss Truss Type Oty Ply CONTRACT PAT #466620-1 (MJW) 04T38382 1-1 ROOF TRUSS 2 1 05943-OS Job Reference tronal Stark Truss WCH, Washington C.H., OH. 43160 8.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:53 2005 Page 1 -0-7-4 3-5-9 6-0-6 0-7-4 3-5-9 2813 ~ = s~.r=rzi.~ 43x. II a 6.00 12 I z I' 6 2. 11 S 2W = SM II 3-5-9 i 6-M 3.5-9 2813 Plate Offsets MY) [2:0.2-40-1-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.03 26 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.64 Vert(TL) -0.07 26 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003/rP12002 (Matrix) Weight: 20 lb LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (Ib/size) 5=215Mtechenical,2=271/06-0 Max Horz2=103(load case 9) Max Uplifts -53(load case 9), 2=-74(load case 10) Max Grav5=270(load case 14), 2=399(load case 13) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-2=0/35, 2-3=-242/30, 3-4=-108/44, 4-5=-180/42 BOT CHORD 2-6=46/111,5-6=42/108 WEBS 36=-44/62 NOTES 1) Wind: ASCE 7-98; 90mph; h=25fl; TCDL=6.Opsf; BCDL=6.Opsf, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 2) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C, Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 5 and 74 lb uplift at joint 2. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard 41 111 ? • 1W Of • 1P % 11109105 Warning F- Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper L ME of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719 Job Truss Truss Type Oty Ply CONTRACT PAT #466620-1 (MJW) 04T35382 J KINGPOST 1 1 05943-05 Job Reference tional Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:56 2005 Page 1 I 4103 1 11-98 1?4-12 410-3 6-11-5 0.7-4 ere = sw..1a.2 2 10.W F1-2 r s LM II yN= 410-3 11-9.8 l 4103 6-11-5 Plate Offsets (XY): [1:0-1-12,0-1$1. [3:0-0-4,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dsfl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.10 3-5 >999 360 M720 197/144 TCDL 10.0 Lumberlncrease 1.15 SC 0.59 Vert(TL) -0.22 35 X518 240 BCLL 0.0 Rep Stress incr YES WB 0.17 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC20031TPI2002 (Matrix) Weight: 46lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5811 oc puriins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lbisizo) 6=44410-3.8, 3=49=-3-8 Max Horz6=-224(bad case 9) Max UpliR6=-Mload case 12), 3=-93(load case 12) Max Grave--541(load case 14), 3=709(load case 15) FORCES (Ib)-Maximum CompressicirMaximurn Tension TOP CHORD 1-2=480/153, 2-3=1148/130, 3-4=0139, 1.6= 5021131 BOT CHORD 5b=-194/253, 35=-1/371 WEBS 25=0/202,15=-99/404 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ik TCDL=6.Opsf, BCDL=6.Opsf, Category II; Exp C; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for M WFRS for reactions specified. 3) TCLL: ASCE 738; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C, Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times fiat roof bad of 25.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 7) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrant with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 6 and 93 lb uplift at joint 3. # 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTPI 1. LOADCASE(S) Standard ~/r • ee \ a . for 11109105 Warning ! Verify design parenreters and read rates before use. This design is based only upon parameters shown, and is for an individual budding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not buss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, section and bracing consult ANSVrPI I Nattona! Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type OILY Ply CONTRACT PAT 04W620-1 (MJW) 04T36382 J-GE KINGPOST 1 05943-05 ~ Job Referenrs(ootlona0 Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:30:59 2005 Page 1 4-10-3 11-9.8 1~ 4-12 I 4.10.3 6-11-5 0-7-4 ~ = sc.le=t:4a.z 2 tn.aa tz a6 ~i t 3 a 5 Lar II 3N = 58 = 4-10-3 11-9-8 4-10-3 6-11-5 Plate Offsets (XY): [1:0-1-120-1-81 [3:0-0-4Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.10 3-5 >999 360 MT20 1971144 TCDL 10.0 Lumberincrease 1.15 BC 0.65 Vert(TL) -0.22 35 >628 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2003/rP12002 (Matrix) Weight: 46 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 6=444/03-8, 3=490/0-3-8 Max H=6=-224(load case 9) Max Uplifl6=50(load case 12), 3=-93(load case 12) Max Grav6=541(load case 14), 3=709(load case 15) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-2=-480/153,2-3=-6481130,3-4=0139,1-6---502/131 BOT CHORD 5-6=-194r253,3-5=-1/322 WEBS 25=01202,15=-99/404 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft, TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone and CC Exterior(2) zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for CC for members and forces, and for MWFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered far this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 6 and 93 lb uplift atjoint 3. , to I I 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standardANSVrPI 1. LOAD CASE(S) Standard 'rr O \ • i ~ w E 46 % ~4F / y % 11109105 Warning ! Verify design parameters and read notes beforease. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CONTRACT PAT046MO.1 (MJW) 04T36382 K ROOF TRUSS 1 1 05943-05 Job Reference tional Stark Truss WCH, Washington C.H., OR 43160 8.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:31:02 2005 Page 1 -1-1-q 4-9.8 9-2-0 131x8 184-0 1-1-0 4-" 44-8 4-48 4-9.8 1-1-0 5 h. o ,O.da 4 e 3 7 N Z 8 iy6 8 I~ >M// 3W/i 3M 3M S! II Sie II be= 36= 9.2-0 18-4-0 9-2-0 9-2-0 Plate Offsets MY): 12:039 Edger 18:039 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (be) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.10 2-11 >999 380 MT20 197/144 TCDL 10.0 Lumberincrease 1.15 BC 0.56 Ved(TL) -0.27 2-11 >812 240 BCLL 0.0 Rep Stress Ina YES WB 0.30 Hoz(TL) 0.02 8 n/a n/a BCDL 10.0 Code BC2003/fPI2002 (Matrix) Weight 81 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5$-3 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Saud SLIDER Left 2 X 4 SPF Stud 339, Right 2 X 4 SPF Stud 3.0-9 REACTIONS (lb/size) 2=773&", 8=773/0-4-0 Max Horz2=253(load case 10) Max Uplift2=-141 (load case 11), 8=-141(load case 12) Max Grav2=1054(load case 14), 8=1054(lood case 15) FORCES (lb) -Maximum CompressiontfMaximum Tension TOP CHORD 1-2=0152, 23=1088/178, 3.4=-951/212, 45=-755/225, 58=-755/225, 6-7=-951/212, 7-0=-1088/178, 8-9=0/52 BOT CHORD 2-11=-124!730, 10-11=31/730, 8.10=31/730 WEBS 411=375208, 5-11=-139/517,6-11 =375/206 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=251; TCDL-6.Opst,, BCDL=6.Opsf; Category II; E xp C; enclosed; MWFRS gable and zone and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gip DOL=1.60. This buss is designed for C-C for members and forces, and for M WFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Fxp C; Fully Exp. 4) Unbalanced snow bads have been considered for this design. 5) This truss has been designed for greater of min roof live bad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nonCOncumant with other live loads. 6) This was has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. t 1 1 1 t 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 2 and 141 lb uplift at joint 8. ~~S 10) This truss is designed in accordance with the 2003 Intematlonal Building Code section 2306.1 and referenced standard ANSUTPI 1. I~ LOAD CASE(S) Standard ~r ~ 1lIf~1'7K i rr • =69 ~y~~ % % 11/09/05 Warning jL-Veriff design parameters and read notes beforetare. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVCPI I National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ~ .r s Job Truss Truss Type Qty Ply CONTRACT PAT #4W620-1 (MJW) 04736382 Kt ROOF TRUSS 1 1 05943-05 Job Reference tionel Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:31:05 2005 Page 1 -1774 4-98 9-2-0 13-2-0 0-7-4 4-98 44-8 4-0-0 se = so.r-1sz.1 5 1 56 = 1000 8 3 \ 2 3x1 ~i 3x1 ~i 44 = a 7 = 3M = 34 h1= 3x0 = 6-7-12 13-2-0 6-7-12 6-6-4 Plate Offsets MY) [20.0-30-1-131 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.03 2-8 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.29 Vert(TL) -0.09 2-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IBC2003IfP12002 (Matrix) Weight: 73 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 64)-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 5-7 OTHERS 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 3-0-9 REACTIONS (lb/size) 2=534/0-4-0, 7=498/0-3-8 Max Horz2=333(load case 10) Max Uplift2=-87(load case 11), 7=-102(load case 11) Max Grav2=813(load rase 14), 7=578(load case 3) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-2=0/16, 2-3=-838/132, 34=-704/153, 45=-653/245, 5b=-182/215, 6-7=-237/179 BOT CHORD 2-8---185/541,7-8=-107/222 WEBS 4-8=-396r230,5-8=-147/522,5-7=493/169 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25fk TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for M WFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C, Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Th is truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 7) Th is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , t 1 1 f assurance inspection. 9) BThis earing truss at join t(s) plate considers inspection to grainTooth lue Count Method using ANS Plat athis truss is chosen ngle to grain formula quality designer should verify capacity of bearing surface. ,`~j~ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 2 and 102 lb uplift aft joint 7. 11) Th is truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSPI 1. LOAD CASE(S) Standard • ~i • i ~ = W . % 4411 109105 Warning ! Verify design parameters and read notes before use This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Fly CONTRACT PAT #46W20-1 (MJW) 04736382 K2 ROOF TRUSS 2 1 05943-05Job Referenceonel Stark Truss WCH, Washington C. H., OH. 43180 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:31:07 2005 Page 1 -q-7i4 6.7-12 ~ 13-38 0-74 6-7-12 6-7-12 se = ec44.1 m.2 e 10ZV12 4 3 j,2 .a u e ~ z., i i m = xw = aw = 6-7-12 133.8 6-7-12 6.7-12 Plate Offsets (XY): [2:0-2-1 0.0-151 f6'0-0-8 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loo) Well Lid PLATES GNP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) 0.06 78 >999 360 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.54 Vert(TL) -0.12 28 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Cade IBC2003/rP12002 (Matrix) Weight: 81 lb LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 6-7,5-7 OTHERS 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 4-2-13 REACTIONS (lb/size) 7=5030-3-8,2=539/0-4-0 Max Horz2=456(load case 8) Max Uplift7=-208(lond case 9), 2=49(bad case 9) Max Grav7=584(load case 3), 2=1528(load case 3) FORCES (Ib)-Maximum Compression/Maximurn Tension TOP CHORD 1-2=0/11, 23=816/105, 34=497/107, 45=449/133, 5-6=-209/193, 6-7=-190/143 BOT CHORD 28=-176084, 7-8=-176/384 WEBS 5-8--01277,5-7=-489/276 NOTES 1) Wind: ASCE 7-98; 90mph; h=251l, TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever lot and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and far MWFRS for reactions specified. 2) TCLL: ASCE 7-98; Pr-25.0 pelf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 3) This truss has been designed for greater of min roof live load of 16.0 pallor 1.00 times flat roof bad of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live bads. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcunent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to {gain formula. Building designer should verify capacity of bearing surface. 11 1 / g 88) Provide mechanical mechanical connection (by others) of truss to bring plate capable of withstanding 208 lb uplift at joint 7 and 49 lb uplift at joint 2. \ 1 / designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard c dP • w ip W~ I~ 0 % 11109105 Warning f-Verify dafign parameters and read totes before ase. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIVTPI I National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ! ill L Job Truss rR russ Type Oty Ply CONTRACT PAT #466620-1 (MJW) 04T36382 K-GE O OF TRUSS 1 1 05943-05 Job Reference Tonal Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:31:14 2005 Page 1 -1-1-0 9-2-0 18-0-0 Iig-5:9 r 1-1-0 9-2-0 9.2-0 1-1-0 °r = stew= i sB.o 9 10 B 1000 12 2 B 13 S 1 °.1o ii ° °ao 0 15 J t6 qq 2 1]IC 3. II II 3a0 = 18-4-0 18-40 Plate Offsets (XY) [2:0-2-4,0-0-71, 1`16 0 2 4 0 1-15] LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.00 17 ntr 120 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.04 Vert(TL) -0.00 17 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 16 n/a n/a BCDL 10.0 Code IBC20031TP12002 (Matrix) Weight 117 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied ors-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 14-0, Right 2 X 4 SPF Stud 1 4 0 REACTIONS (Ib/size) 2=147/18-4-0, 16=147/18-4-0, 25=82/1&4.0, 26=101/184-0, 27=104/184-0, 28=103/18-0, 29=103/184-0, 30=107/184-0, 317/18-0-0, 24-101/184-0, 23=1041184-0, 22=103/184-0, 20=103118-4-0,19=107/18-4-0,18=671184-0 Max Ho z2=253(load case 10) Max Uplift2=-116(load case 9), 16=-50(load case 10), 26=-36(l0ad case 11), 27=-70(load case 11), 28=-62(load case 11), 29=-61 (load case 11), 30=-67(kiad case 11), 31=-86poad case 11 24=-27(load case 12), 23=-73(load case 12), 22=-62(load case 12),20=-61 (load case 12), 19=-Wload case 12), 18=-75(load case 12) Max Grav2=244(load case 14),16=244(load case 15), 25=172(load case 12), 26=164(load case 14), 27=167(load case 14), 28=164(load case 14), 29=163(load case 14), 30=171(load case 14), 31=102(load case 14), 24=164(load case 15),23=1 67(load case 15), 22=164(load case 15), 20=163(load case 15),19=1 71 (Ioad case 15), 18=102(ioad case 15) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/52, 2-3=-274/167, 34=-200(138, 4-5=-1 5 811 32, 5.6=-119/127, 6-7=-79/127, 7-8=-66/166, 89=-66/181, 9-10=-66/181, 10-11=-66/148, 11-12=-65185,12-13---65W, 13-14--4055, 14-15=-131/61, 15-16=-206f79,16-17=0/52 BOT CHORD 2-31=40206, 30-31=40r206, 29-30=40/206,28-29=40206, 27-28=40/206; 26-27=4(/206, 2526=40/106, 24-25=40206, 23-24=40/206, 22-23=40r106, 21-22=-40206, 20-2110r106,19-20=40206, 1 8-1 9=40206, 16-18=-40r106 WEBS 9 25=-15610, 826=-138/52, 7-27=-140/86, 6-28=-138/78, 529=-137177, 4-30=-141/82, 3-31=-92/105, 1 0-24=-1 3 814 3, 11-23=-140/89, 12-22=-138(78,13-20=-137f77,14-19-_141/82,15-18--92195 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp C, enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and not exposed , end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and farces, and for M WFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTak "Standard Gable End Detail" 4) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp;; Fully Exp. ~,s 5Unbalanced snow loads have been considered for this design. , 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with at loads. • ~~~~y V/ 7) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 1! i 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • 9) All plates are 2x4 MT20 unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. J 11) Gable requires continuous bottom chord bearing. 12) Gable studs spaced at 14-0 oc. 13) Provide mechanical connection (by others) nttruss to bearing plate capable ofwithstanding 116 lb uplift atjoint 2, 501b uplift at joint 16, 361b upliftaat- E•67= ~ 26, 70 lb uplift at joint27, 62 tb uplift at joint 28,61 It, uplift at joint 29,67 lb uplift at joint 30, 86 lb uplift at joint 31, 27 It, uplift at joint 24, 73 lb uplift 62 lb uplift at joint 22, 61 lb uplift atjoint 20, 66 It, uplift at joint 19 and 75 lb uplift atjoint 18. 14) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/rPl 1. r, LOAD CASE(S) Standard /~'~TjbNAl.~~±6 11109105 S Warning ! Verify design parameters and read notes before use. ibis design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate institute, 583 D'Onofrio Drive, Madison, Wl 53719 Job Truss Truss Type Qty Ply CONTRACT PAT#-1 (MJW) 04T36362 N ROOF TRUSS 3 1 05943-OS Job Reference Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:31:15 2005 Page 1 ~0.7~1 4-11-1 9-54 13-11-7 1 18-10-8 1~-512 0-7-4 4-11-1 4&3 4.6.3 4-11-1 0.7-4 4" = 4 80D 12 b.. 3 5 x i d e ns = se = 4.e = 18.10-8 9.54 9 rs4 Plate Offsets KY): f2:0-0-0 0-0.41 [6 Edge 0-041 [8:04-004-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdsfl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.14 6-0 -999 380 MTM 197/144 TCDL 10.0 Lumberincrease 1.15 BC 0.65 Vert(TL) -0.36 6.8 >613 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horc(TL) 0.03 6 No n/a BCDL 10.0 Code IBC20031fP12002 (Matrix) Weight: 69 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or4&12 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 2=763/04-0, 6=76W)-4-0 Max Horc2=201(load case 10) Max Up(ifl2=439(Ioed case 11), 6=139(load case 12) Max Grav2=1 031 (load case 14), 60031 (load case 15) FORCES (lb) -Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/33, 2-3=-12781242, 34=-881/211, 45=-881/211, 5.6=-12781242, 6-7/33 BOT CHORD 2-8 1 6 419 8 0, 6.8= WEBS 3.8=469200, 4$-08/563, 5$=4691201 NOTES 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf, Category 11; Exp C; enclosed; MWFRS gable and zone and C-C Extericr(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 4) Unbalanced snow beds have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 pal or 1.00 times flat roof load of 25.0 pal on overhangs non-concurrent with other live bads. 6) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 7) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 8) Th is buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 2 and 139 Ib uplift at joint 6. ,,1 11 1 11 J 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 40 r c d; op E Wah 11109105 Warning !-Verify design paranaders and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically, Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. D Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI I National Design StandardforMetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onoliio Drive, Madison, WI 53719 Job Truss Truss Type Oty Ply CONTRACT PAT #06620-1 (MJW) 04T36382 N1 ROOF TRUSS 3 1 05943-05 Job Reference tional Stark Truss WCH, Washington C.H., OH. 43160 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:31:18 2005 Page 1 4-7-1 9-14 13-7-7 18-68 1P-1-12 4-7-1 41&3 4113 4-11-1 0.7-4 dM = Ssakr • 1'.15 8 J f e.ro rz 2M 2 >4:: s J e y4 ] me 11 Sb = as = 9-1-4 1816-8 9-1.4 9.5-4 Plate Offsets MY) 159-0-0 0-041 17 04-0 03-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Mall Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.14 5-7 >999 360 MT20 197/144 TCDL 10.0 Lumherlncrease 1.15 BC 0.63 Vert(TL) -0.37 5-7 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IBC20031TP12002 (Matrix) Weight: 67 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or4-" oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left: 2 X 4 SPF Stud REACTIONS (Ib/size) 1=7G5/0-3-8,5=752/0-4-0 Max Horz 1=-206(load case 9) Max Upliftl =-98(load case 11), 5=-138(load case 12) Max Gravl=927(load case 14), 5=1022(load case 15) FORCES (11b) -Maximum Compression/MaximumTension TOP CHORD 1-2=-1220/235, 23=456/209, 3-4=858/209, 4-5=-1261/241, 5.6=0/33 BOT CHORD 1-7=-159/917,5-7=-97/9S7 WEBS 2-7=418/194, 3-7=-M535, 4-7=470/200 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS gable and zone and C-C Exdenor(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for M WFRS for reactions specified. 3) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C, Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 1 1 off.* 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 1 and 138 lb uplift at joint 5. 10) Th is truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standardANSI/TPI 1. 0 d- LOAD CASE(S) Standard : • ~~/L1oyMK Ir Ila • ~ w 40 E-ers~a 11109105 Warming ! Verify design parameters and read notes before we This design is based only upon parameters shown, and is for an individual budding component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 r ! r+ s Job Truss Truss Type Qty Ply CONTRACT PAT #486820-1 (MJW) 04736382 N-GE ROOF TRUSS 1 1 Job Reference o 'oral 05943-05 Stark Truss WCH, Washington C.H., OH. 43180 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Nov 09 08:31:17 2005 Page 1 P74 944 ~ 18-10.8 1 ~2 0-74 9-54 9-54 074 e 9 5 to e.m u s 11 12 5 2 1415 341= b1- 18.10.8 18.10.8 LOADING (psf) SPACING 2-0-0 CSI DEFT- in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) 0.00 15 n/r 120 MT20 197/144 TCDL 10.0 Lumberlncrease 1.15 BC 0.08 Vert(TL) 0.00 15 ntr 90 SCLL 0.0 Rep Stress her NO WB 0.09 Horz(TL) 0.00 14 We n/a BCDL 10.0 Code IBC2003frP12002 (Matrix) Weight: 961b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1 O-G-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/sme) 2=136/18-10.8, 22=89/18-10$, 23=102/18-10$, 24=102/18-10$, 25=112/18-10.8, 26 0/18-10-8, 27=209118-10-8, 20=102/18.10.8, 19=102118-10-8, 18=112/18-10$, 17 0/18-10-8,16=209/18-108,14-136/18-10-8 Max Horz2=201(load case 10) Max UpIWQ=-Ak)ad case 9),23---31 (load case 11), 24--54(bad case 11), 25=-50(load case 11), 26=-32(load case 11), 27=-"load case 11), 20=-25(load case 12), 19=56(load case 12), 18=50(load case 12),17=32(loed case 12),16=4)4(load case 12) Max Grav2=220(load case 14), 22=131(load case 12), 23=167(lood case 14), 24=163(loed case 14), 25=178(bad case 14), 26=97(load case 14),27=331 (load case 14), 20=167(lood case 15), 19=163(bad case 15), 18=178(lood case 15),17=97(load case 15),16--331 (load case 15),14=220(load case 15) FORCES (lb)-Maximum Compresslon/MaximumTension TOP CHORD 1-2=0/32, 23=-171/127, 34=-114/110, 45=-90/111, 5Fr--59/119, 6-7=5/1147, 73=55/161, 8-9=55/161, 9-10=541133, 10.11=54/87, 11-12=-50/46, 12-13=-74!37, 13-14--101A68, 14-15/32 BOT CHORD 2-27=-33/737, 26.27=331137, 2526=33/037, 24-25=331137, 23-24=33/137, 22-23=33/137, 21-22=33/137, 2021=33/137, 19.20=33/137, 18-19=33/137,17-18=33(137, 16-17=33/137 14-16=331137 WEBS 8-22=-115/0,7-23---140/47,6-24=-l 39!70, 5.25=-14587, 4-26=-95/47, 3-27=-253/114, 9-20=-140/41, 1019=-139f72, 11-18=-14586, 12-17=-95147, 13-16=-2531113 NOTES 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25f1; TCDL-6.Opsf; BCDL=6.Opsf, Category 11; Exp C; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Truss designed for wind bads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) TCLL: ASCE 7-98; Pr-25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); PI--25.0 pal (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Exp C; Fully Exp. 5) Unbalanced snow bads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 pal or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live 7) This truss has been designed as per IBC Sect 1605.3.1.1 Load reduction, for multiple live loads. 8) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 9) All plates are 2x4 MT20 unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. • / 11) Gable requires continuous bottom chord bearing. p 12) Gable studs spaced at 14-0 oc. K 4W • 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ito uplift at joint 2, 31 lb uplift at joint 23, 54 Ib uplift join do , 50 lb uplift at joint25, 32 Ito uplift at joint 26, 941b uplift at joint 27, 25 lb uplift at joint 20, 56 lb uplift atjoint 19, 50 lb uplift at joint 18, 32 lb upl' int 1 • and 94 lb uplift at joint 16. do 14) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. C 40 we as • LOAD CASE(S) Standard 11109105 Waming ! Verify design parameters acrd read notes before use This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper D incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regrading fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 6cC-14•!06 03:52PM FROM-mi columbus 6144188488 T-507 P 002/006 F-701 FUN .JA ~G Lennox Objective Guide to Installation Comparison Lennox *•k#ialtlt*#•k •kic•kdiit t~:'k*k•ll'MYrikYrYe+k*"kkdr~r•+t7rir*dodr~rM#elr*i••kdrleaF*Jt+k##tdr~r•k•kdr**~r*k•t*•k*k7Mtklr*!!'iFl**l~t* Efficient Air, Inc. 1672 Windsor Ave. COlumbus,Ohio 43219 (614)294-6363 tk~tlrt7~**9t94dt*yele*t:VthY~lr#t~r/•ielkWt#~r~rA*fl+ilr~F~cFde*irVh*k*ivirdrtif7t~cte7e•k~rdr•kYMdr kk'*•Jc*•k~t**3*~*~rdr+4drir•k 01/10/:5 LOGIC 1000 RESIDENTIAL LOADS ANALYSIS PAGE 1 ROYCROFT- SPLIT PREPARED FOR: M/I HOMES PREPARED BY: EFFICIENT AIR INC. FILE TITLE: ROYCROFT DESXGN TEMPERATURES (DEGREES F) WINTER INSIDE 70 WINTER OUTSIDE 0 SUP94ER INSIDE 75 SUMMER OUTSIDE 95 DAILY TEMPERATURE RANGE INDICATOR M DESXGN DRAINS RELATIVE HUMIDITY 22 DEGREES NORTH LATITUDE 40 SUMI4ER AIR CHANGER PER HOUR 0.3 WIN'.1'ER AIR CHANGES PER HOUR 0.4 AREA STUH BTUH SQ FT LOSS GAIN ROOM - 1 BSMT IN ZONE 1 44 X 32 WALL 14B 8 INCH BLOCK R-5 INSUL 487 4,909 1,143 WINDOW 3B DOUBLE PJnNE CLR GLASS T.I.M. FRM FACING-W 9 384 648 TINT-PLArN SHADING-NONE SHADING COEFFICIENT o 1 WALL 15B 8 OR 12 IN BLOCK + R-5 2-5 FT BELOW 496 2,569 0 FLOOR 21A BASEMENT FLOORS WINTER INFILTRATION 4 CFM 11408 2,365 0 SUMMER INFILTRATION 3 CFM 306 SENSIBLE GAIN 66 LATENT GAIN 45 L TOTAL FOR ROOM 1 11,264 CU FT - - SENSIBLE 1,408 LATENT 10,533 1,857 45 L ROOM - 2 LOWER LEVEL IN ZONE 1 26 X 18 WALL 15B 8 OR 12 IN BLOCK + R-5 2-5 FT BELOW WALL 12F3 R-13 + 1/2 INCH ExTR POLY BOARD R-2.5 176 912 0 WINDOW 38 DOUBLE PANE CLR GLASS T.I.M. FRM FACING-N 124 TINT-PLAI[j SHADING-NONE 1,023 552 SHADING 03EPFICIENT i 1 DEC&U--06 03:52PM FROM-mi Columbus 6144188488 T-507 P.003/006 F-701 .+ai Lr=-J t.L . c:Jnri rein 01/105 LOGIC 1000 RESIDENTIAL LOADS ANALYSIS PAGE 2 ROYCROFT SPLIT AREA BTUH BTUH SQ FT LOSS GAIN FLOOR 21A BASEMENT FLOORS 468 786 0 WINTER INFILTRATION 11 CFM 816 SUMMER INFILTRATION 8 CFM SENSIBLE GAIN 175 LATENT GAIN 119 L MECHANICAL VENTILATION 20.0 CFM 1,540 440 TOTAL FOR ROOM 2 3,744 CU FT 468 SENSIBLE 5,821 1,416 LATENT 418 L ROOM - 3 MASTER IN ZONE 1 26 X 18 WALL 12F3 R-13 + 1/2 INCH EXTR POLY BOARD R-2.5 410 2,011 678 WINDOW 3B DOUBLE P.'WE CLR GLASS T.T.M. FRM FACING-E 32 1,381 2,333 TINT-PLAIN SHADING-NONE SHADING COEFFICIENT = 1 WINDOW 3B DOUBLE PANE CLR GLASS T.I.M. FRM FACING-E 32 1,381 1,490 TINT-PLAIN SHADING-DRAPES OR BLINDS SHADING COEFFICIENT = 1 WINDOW 3B DOUBLE PZE CLR GLASS T.I.M. FRM FACING-N 32 1,361 518 TINT-PLAIN SHADING-DRAPES OR BLINDS SHADING COEFFICIENT = 1 WINDOW 3B DOUBLE PANE CLR GLASS T.I.M. FRM FACING-N 32 14381 745 TINT-PLA'rN SHADING-NONE SHADING 100EFFICIENT - 1 CEILING IGG DARK 11-30 INSULATION 468 1,08]1 680 WINTER INFILTRATION 57 CFM 4,08 SUMMER INFILTRATION 43 CFM SENSIBLE GAIN 944 LATENT GAIN 642 L MECHANICAL VENTILATION 20.0 CFM PEOPLE 2 1,540 440 SENSIBLE GAIN LATENT GAIN 600 466 L TOTAL FOR ROOM 3 4,680 CU FT -w~ 468 SENSIBLE 14,561 8,428 LATENT 1,801 L ROOM - 4 MAIN IN ZONE 1 46 X 18 WALL 12F3 R-13 + 1/2 INCH EXTR POLY BOARD R-2.5 8 4,106 1,384 DOOR 8N SLDNG DR, 2 PN CLEAR GLASS T.I. FACINC3-N 863 2,686 y,449 TINT-PLAIN SHADING-PORCH/AWNING/OTHER SHADING COEFFICIENT o 1 DEC194-06 ' 03:52PM FROM-mi columbus 6144188488 T-507 P-004/006 F-701 . r.i~v~~.r .u11. to GUGJ it • GJ1'II'1 rJ/.> 01/10/5 LOGIC 1.000 RESIDENTIAL LOADS ANALYSIS PAGE 3 ROYCROPT SPLIT AREA BTUH BTUH SQ FT LOSS GAIN WINDOW 3B DOUBLE PPNF CLR GLASS T.I.M. FRM FACING-W 19 789 426 TINT-PLAIN SHADING-PORCH/AWNING/OTHER SHADING COEFFICIENT - 1 WINDOW 3B DOUBLE PANE CLR GLASS T.I.M. FRM FACING-W 12 512 276 TINT-PLAIN SHAD ING-PORCH/AWN2IQG/OTHER SHADING COEFFICIENT v 1 WINDOW 3B DOUBLE P;VE CLR GLASS T.I.M. FRM FACING-E 12 512 552 TINT-PLAIN SHADING--DRAPES OR BLINDS SHADING C.UEFFICIENT - 1 WINDOW 3B DOUBLE PANE CLR GLASS T.I.M. FRM FACING-S 30 1,279 750 TINT-PLAIN SHADING-DRAPES OR BLINDS SHADING COEFFICIENT = 1 WINDOW 3B DOUBLE PANE CLR GLASS T.I.M. FRM FACING-S 30 1,279 1,140 TINT-PLA1:N SHADING-NONE SHADING COEFFICIENT - 1 WINDOW 3S DOUBLE CLR GLASS T.I.M. FRM FACING-N 24 1,023 552 TINT-P ..A::N SHADING-NONE SHADING COFFFICIEN'r = 1 WINDOW 3B DOUBLE 1'f~NE CLR GLASS T.I.M. FRM FACING-N 24 1,023 384 TINT-PLALN SHADING-DRAPES OR BLINDS SHADING COEFFICIENT = 1 WINDOW 3B DOUBLE P21,14E CLR GLASS T.I.M. FRM FACING-W 14 576 621 TINT-PLH:N SHADING-DRAPES OR BLINDS SHADING t;ourICIENT = 1 WINDOW 3B DOUBLE CLR GLASS T.I.M. FRM FACING-W 27 1,151 1,944 TINT-PLAi.N SHADING-NONE SHADING iOEFFICIENT = 1 DOOR 10D SOLID C:UR2 42 3.1352 456 WINTER INFILTRATION 131 C;FM 10,060 SUMMER INFILTRATION ');3 C1'M SENSIBLE GAIN 2,156 LATENT GAIN 1,466 L MECHANICAL VENTILATI0:1 20.0 CFM 1,540 440 PEOPLE 2 SENSIBLE GAIN 600 LATENT GAIN 460 L APPLIANCES 1200 TOTAL FOR ROOM 4 7,452 CU FT 628 SENSIBLE 27,886 14,329 LATENT 2,225 L ROOM - 5 SECOND IN Xr.M.-l' 1 42 X 32 WALL 12F3 R-13 + .1.12 INCI! EXTR POLY BOARD R-2.5 902 4,420 1,490 DEC-N-06 03:52PM FROM-mi columbus 6144188488 T-507 P.005/006 F-701 . • • • .•v.-rc.~ru-rau i v411. lU GCJClJ il. GDI"II'I ~-1/~ 01/10/:5 Ll•:IC 1000 RESIDENTIAL LOADS ANALYSIS PAGE 4 ROYCROFT SPLIT AREA BTUH BTUH SQ FT LOSS GAIN WINDOW 3B DOUBLE 2ANE CLR GLASS T.I.M. FRM FACING-N 32 1,364 736 TINT-PW%::N SHADING-NONE SHADING COEFFICIENT - 1 WINDOW 3B DOUBLE Pp'!XE CLR GLASS T.I.M. FRM FACING-S 30 1,279 1,140 TINT-PLAIN SHADING-NONE SHADING COEFFICIENT - 1 WINDOW 3B DOUBLE ='ANE CLR GLASS T.I.M. FRM FACING-S 30 1,279 750 TINT-PLAIN SHADING-DRAPES OR BLINDS SHADING ,OEFFICIENT - 1 WINDOW 3B DOUBLE 1',XE CLR GLASS T.I.M. FRM FACING-W 30 1,279 1,380 TINT-PLA!.v SHADING-DRAPES OR BLINDS SHADING -OEFFICIENT = 1 CEILING 16G DARK R-30 INSULATION 1,344 3,105 1,951 WINTER INFILTRATION 54 CL-IM 4,146 SUMMER INFILTRATION 40 C:FM SENSIBLE GAIN 688 LATENT GAIN 604 L MECHANICAL VENTILATIO1, 20.0 CFM 11540 440 PEOPLE 2 SENSIBLE GAIN 600 LATENT GAIN 460 L APPLIANCES 1200 TOTAL FOR ROOM 5 10,752 CU FT 1,344 SENSIBLE 18,411 10,576 LATENT 1,363 L ROOM - 6 MASTER BATE 2N ZONE 1 19 X 17 WALL 12F3 R-13 + !-/2 INCH EXTR POLY BOARD R-2.5 256 1,254 423 WINDOW 3B DOUBLE ;'7-'NE CLR GLASS T . I . M . FRM FACING - 6 TINT-PL!,','1:N 16 682 608 SHADING-NONE SHADING COEFFICIENT = 1 WINDOW 3B DOU7BL.1; ;'/'.NE CLR GLASS T.I.M. FRM FACING-S 16 682 400 TINT-P11;": iN SHADING-'DRAPES OR BLINDS SHADINu ~:OEF ICIENT = 1 CEILING 16a DARK R-30 INSULATION FLOOR 19D HARD";00;a OR VINYL FLOOR + R-19 323 746 469 WINTER INFILTRATION 14 CFM 323 see 0 SUMMER INFILTRATION 11 (_'FM SENSIBLE GAIN 1,088 233 LATENT GAIN 158 L MECHANICAL VENTILATIC):: 20.0 CFM APPLIANCES 1,540 440 1200 TOTAL FOR ROOM 6 ::,584 CU FT 323 DEC-14-06 * 03:52PM FROM-mi columbus 6144188488 T-507 P.006/006 F-701 01/10/:5 T :SIC :000 RESIDENTIAL LOADS ANALYSIS PAGE 5 ROYCROFT SPLIT AREA BTUH BTUH SQ FT LOSS GAIN SENSIBLE 6,580 3,773 LATENT 457 L _=Pow OC==pm=e C= wgg00 qC ~JCCQ~~OtlC.-.aOq~~~CG=ovC=3Dec= STRUCTURE TOTALS 40,476 CU FT 4,839 SENSIBLE 83,794 40,381 LATENT 5,909 L - M7NIKIM COQ1ing Capacity needed is 46,290-btu- at :i:5 de-.l r.•ees outside and 75 degrees inside Maximum pes;Lred Cooling Capacity is 53,233 btu (115% of Total Load) iOO~CCYYCCCGCCCC~~~~~ :.~:P.C~C^~~_ OCCC4CC7C=Cac;=C===C==-_CC~ ~moO=CaGO~eecv~vmmeo_ t* #t*ytdr:k:t* **,t,tiyr*** :.*:e*:. - k Y** Version 92.12 r****~+~r*~*,a*,f*****,~,rt:~r+k:+r~1,~,ryr,r,t~* v. This Heating and Coo::inc1 Load Computation was produced using the procedures * and tables of the hir Conditioning Contractors of America's Manual J, * Seventh Edition. The ,accuracy of the calculated loads depends upon the * accuracy of the datri usc:c? and the accuracy of the Manual J load calculation ~ procedures for the giv,•rn conditions. No warranty, implied, is given :)y L(::1nox Industries Inc. with respect rtoetheeaccuracy * and/or sufficiency th-• information provided by this report. / Z ,h IT, 2 t~ t l I 93a9 o \ 9 i cv, 0 UP 7 9 a5 o ro, mf. - o~~ C • 5=930.2- - ~ w • =930.,„ ~ `r~,a.~L2 ~ 1 136 47 931.4 9 j 943 r- O C i 944 A Of 01 Kati _ 45 d N 930. I 929 g; 93a i 4 54 92908 osez 52 O a 77 YAL PLUME ~ 25 ~ 929. W 7C=929.1 - sere Data 7931.5 931.2 93x.8 -W 3 930.4 113 112 111 Luo 34 " h 1019 33 4 ago= t x. 92~ 5 £x. 929..'6 E.X 929. 0 £r.. 929.35 C ~Ex.` 92 . f £x. 92, r/.t -'~WAR~ REN~ W. GORDEN R 1 Ac. Offsite .site C. Off-site Dublin Residential Appearance Code Submittal Review Sheet House Type: dY -Ra 7- Subdivision: T7'7 Lot# 1. Verify Garage Door Opening Maximum Width Sizes, If door opening(s) total two or less garage widths - 35% of total house width If door openings total three car widths- 45% of total house width. E.G. 3 car Elston front load garage is 66' wide, Gar. Dr. total 24' width, Percentage is 24 divided by 66 = 36.36% Percentage of garage door of front elevation: 8. 6 2. Verify. front face of a 3rd car garage is at least a 16" offset from face of 2 car garage. Complies 3. The garage door is a Wayne-Dalton Series 9100, Steel insulated raised panel door 4. The garage door color is: /gNr!©~G~Cf/Mil/7- 5. The garage door trim color is: (Same as house trim)AdrlQW AItC~{Mj-NN 6. If the home has an exterior chimney the material is brick and the color is: I& ~S 7. The foundation cladding is brick. Color: 8. Roofing Material is Certainteed Landmark 30 (30 year warr.) series, Dimensional shingles, 240-245 lbs/square, Exposure of 5", Color: Weathered Wood 9. Exterior Finish/Siding Materials: If the home has any of the following products, mark which one and supply the color of the product (Max. of three types of materials on the front of the home) LF= Life Expectancy in years ~'5rt e, Brick, LF=100+,V Color: 8,jR.GANV,Y~' ° , T °-50 ~Pvr4uT1' oJ7'(G Y'J' f i r iP44444 nVA Color: - Stone, LF=70+, 4,A,' Color: G / Stucco LF=70+, 10. Four Sided Architecture Two design elements on each side elevation: Complies One design element in each vertical half on each elevation: Complies ? One design element 9' above the first floor: Complies _ - _ ~_..e._.....,_. - - • ~ - _ ~ - ' L_..._ . u c H 16' RIDGE VENT v ISSUE DATE; 12 ~ 09/30/05 i REVISION 4' RIDGE $ H ~4 AND. WINDOWS & VENT ~ 12 12 OPT'L 1/4 AND. WIND RECTRNGLRR TRRN50 ~LRR TRRN50M \ $ 10 (CENTER TRANSOMS P TRANSOMS NOT o ~ V ~ AVAILABLE w/OPT'L ILE w/OPT'L ° N lx8 FASCIA 12 MASONRY FIREPLACE; 1x6 FRIEZE ALUM ~ FIREPLRCEI 1x8 FASCIA ALUM 1x6 FRIEZE ~ GUTTER 1x8 FASCIA 10 GUTTER , Q 1x6 FRIEZE ALUM _ 4' RIDGE ~ ~ o GUTTER VENT ~ D/S D/S 1x6 u_ m ~ 1x6 0 ~ TRIM 0 12 12 m . TRIM I ~ ~ ~ (V 7 ~ _ \ 12 ~ ° GUTTER <~r~. U ~,N z i~ 1x6 1x6 b ~ TRIM TR ~ g v„,, 0 a I II VI II 11 ~ O~~ I II III IA 41 IL I `ir~+.z~ ire i i..~v~.L I O NI ~ bo OPT'L. DINING RM. ~ c~v:o BRICK RETURN W/ OPT'L. _ D/S ~ TRANSOM WINDOWS GARAGE BRICK ~ D D/S D D/S ~ D/S D/S D/S D/S SOFFIT ~IT PORCH BOARD ~D RAILING PANELS .L5 LEFT SIDE ELEVATION ~ SCALE 1/8" = 1'-O" SCALE; 1/8" = 1'-O" SCALE. 1/8" = 1'-0" TRIM CORNER BD. ~ y~~ RT RRIL'G MOUNT AS - NECESSARY CENTER LINE OF PORCH COLUMN C7 C~"~ 2x6 W/BEVELED i ' TOP EDGES a 16 3/4" w/BRICK F.'.~ 1x4 TRIM 12 3/4" ~M, IF SIDING -2x6 RAIL'G MOUNT ' g (INSTALLED BEFORE SIDING) IF BRICK -1x6 RRIL'G MOUNT 1x8 O 1x6 TRIM BOARD (INSTALLED AFTER BRICKI FASCIA ~ w/ 1/4" BEVEL ON BUILD OUT CROSSHEAD. ' ~ THIN BRICK a PLINTH m TOP RND SIDES TRIM 4 1/2" y~'~,' SIDING-~ OPT L. BRICK 2x2 PICKETS 1x6 IF BRICK 5 1x OR STONE 1x4 TRIM BED MLD. HEADPIECE FRONT TOP OF 1x6 WINDOW "Z" FLASHING 000 000 CONCRETE PORCH SHUTTERS BRICK FRONT 1x6 VENEER SHUTTER 3/8" PLYWOOD GABLE DETAIL BRICK/SIDLG PLINTH CORNER PORCH RAILING DETAI _ ' , SCALE; 1 -1-0 AT CORNER OF HOUSE scA~E; 3/4"=1'-0" f SCALE, 3/4 -1-0 SHUTTER SCALE, 1-1-0 ,~;,4, ,tf 1x8 1x6 5KIRT ' ~ , BOARD ~ SIDING 16' RIDGE VENT 1x ~ WOOD BACKING SHUTTER5 SIDING ~ "C[ CR "CDM" 985 _ _ CROSSHEAD - COMPOSITION SHINGLES 3%8"PLYWOOD WALL SHEATHING (21-4'-0" HIGH ~ SEEEDETAIL TH S SHEET SHUTTER DETAIL 1x6 SILL 1 ~ : 2 10 CDM 66K/40 ROUND KEYSTONE LOUVER 8.12 PITCH STUCCO ~ ~ ~ : • CDM 75 MOULDED N EYEBROW 0 WINDOW CRSIING 1x8 FASCIA SEE~FRONT 1x6 TRIM ~ . • 1x6 FRIEZE ALUM ~GABLE~DETAIL~~~ CUT TO FIT [L.•~• •T M GUTTER • CU PANELED SHUTTERS. TYP.: ::::~12: ~ • ~ ~ ~ ~ ~ PANELED _ ~ ~ SHUTTERS, ~ 3 . o TYP. ~ ' o 00 ~ Z • ~ O ~ D./,S 3 ALUM D/S 12 UTTER ALUM TONE SOLDIER GUTTER COURSE " 985 Z CROSSHER TYP. W O O ~ ® I i n in 3 ' _ O ? ?OC~C~C~? _ 3 ~ ~ O ~ Z H ` 3 ? 0000~? ~ ~ W ~ . (L O 1x6 IM ? ?C~CJC~C~? OL o ~ D/s ~ ~ ' D/S n ? ?~~~0? THIN BRICK PLINTH AROUND SEE PORCH DETAILS ;H DETAILS 8" PINWHEEL 16'x7' OVERHEAD DOOR 8'x7' OVER AO DO n~ ~ PORCH RAILING - SEE ENTIRE PERIMETER OF HOUSE oErAIL rHls sHEET ON SHEET 8 HEET 8 COLUMN (STANDARD ON FCl CDM 1485T CR0SSHEAD ~ ~ 8 PINWHEEL Q COLUMN (TYPJ F~~ONT ELEVATION N 0 SCALE; 1/4" = 1'-0" Q SCALE; ~ I f: Division of Building Standards 5800 Shier Rings Road Dublin, Ohio 43016 V Phone: V/TDD 614/410-4670 CITY OF DUBLIN Inspection Line: 614/410-4680 Revision Application Application Number (J ZO I Address (,2~ Reason for Revision n, bc-6 c~dW **Note: All revisions must be clearl highlighted or clouded on all the revised plans and plot plans.** Contact Naive i?~ ~ I D2 A, Contact Phone Number ~20.. A ~ 5 - g I For qfJ-1ce use only Revision is to be reviewed by: Building Division Planning/Zoning Division Engineering Division Major Revision Minor Revision Supplemental Information Updated 5/08/2001 5751 -filer Court O .~i REVISION DATE & REQUEST ~gv~Y Westerville, OH 43082 11.30.o6 (NV) HOUSE REVISIONS- FINALIZED E-Mail: hoyssinc@aol.com ? N ? 2 02.21.07 (AB) ADD DUBLIN REQUIRMENTS Phone (614) 895-1922 1 1 \ / 1 C 03.16.07 (NV) ADDED BOX BAY Survey Fax (614) 895-1949 Construction Fax (614) 895-9549 GI N FOR M/I HOMES OF CENTRAL OHIO LLC. HOUSE STYLE ROYCROFT CONS LOT/SUBDIVISION 110 POST PRESERVE SEC.3 CITY OF DUBLIN SCALE V = 20' PB. 5 PG. 161 DATE 09.18.06 ORDER NO. DRN. NV CK. FLOOD ZONE X COMM. PANEL 390808 PAGE 0150B DATE 09.27.91 MINIMUMS R: 30' "LANDSCAPE CODE REQUIRES AT LEAST TWO, 2-1/2 INCH s: 7'/15' DECIDUOUS TREES IN THE FRONT YARD OF THIS LOT. INSTALLATION WILL OCCUR DURING THE LANDSCAPE PHASE OF THE HOUSE. PLACEMENT OF THE TWO TREES WILL BE FIELD-VERIFIED BY THE CITY OF DUBLIN PRIOR TO INSTALLATION." 6840 ROYAL PLUME DRIVE 50' INDICATES MAJOR NO PARKING FLOOD ROUTE BMC CURB INLET 929.12 92X.09 T.C.= 928.73 929.02 T B/C N 04026' 11 " W FIRE HYDRANT 4' WALK W.T. 80.00' 1' SIDEWALK EASEMENT 929.40 929.37 929.30 SAN. SEW. TAP E.O.S. = 921.30 20' EASEMENT SLOPE= 26.00' MANHOLE 4.34% T.C.= 929.39 16 DRIVE 25' BLDG. LINES ' 929.90 I 928.90 18.67 M M 1(4.50 .5,pry, - FOR THIS HOUSE MO'~M 930.73 N ? ~ 6y .3 ONLY ADD ~ ? I ~',h~ 4 TO G.A.H. TO M M GET GARAGE PAD 11.00' ~ ° M E* o E* _ I 6.004 F.F.= 932.73 111 BSMNT. 9923.56 M M--101 F.F.= 933.13 N o 109 M o0 0 _ F.F. 933.13 o 0 m 10 00 J rn 17.83 0 J 3 J cM o I ~ I 930.40 d 19.00 4 930. 0 0 I I I I 110 12'x 1°' 1 PATIO J 10' EASEMENT 10' DRAINAGE - EASEMENT 928.50 -~r~- -v~~ CATCH BASIN T.C.= 928.35 J 9 EX 6 929.08 20' NO 30' DRAINAGE EX DISTURB ZONE EASEMENT EX 929.35 80.00' 929.67 EX N 04°16'31" W 100 YR. o ~(JtnpCcscv "NOTE: WATER SERVICE SIZE = 3/4"." STORMWATER LEVEL EMMERINGC INI NOTE :BUILDERS TO PROVIDE City of Dublin TREE PROTECTION DURING ALL 1;.02' ti APP~tOVED AS NOTED ; PHASES OF CONSTRUCTION. ~28.90 EPP03 • ;~b,07 BUILDER TO MAINTAIN SECTION E-E EROSION CONTROL NOT TO SCALE Z.oOr PLOT PLAN ~~Nl~ We hereby certify that the foregoing PLOT PLAN was prepared fr om " ,,JPLIAry +k nformation provided by the Client and data obtained from Engineered - ubdivision Plan, This Plot Plan is to be used by the Client for the sole SQUARE FOOTAGE DATAI'4I' A~, t,j-I.t~, FOR HOMEBUILDER PRICING AND ESTIMATION PURPOSES ONLY ~ t purpose of obtaining a building permit. The use of the Plot Plan for any VtJb .IN, 0~ i( ther purpose is strictly prohibited. LOT 10,475.0 WALK 256.0 ~-7 ?G S, HOUSE 2641.0 SOD COV. 7750.0 ~`P OF s y~ STEVEN ~O J. DRIVE 501.0 LOTCOV. 25.21% * HOY = 7313 APPROACH 199.0 G H llJl~' SQI~RRE FOOTRG~ ~ 09!30105 TE` FULL BASEMENT - 1330 SOFT. r REVISION H O I.() N ;d s~ u. p ~ ~N 0 3.~ EXTRA 13 10 Y OPTIONAL U ~ z , 0 ~o _ ' __..._--------____-y k______-___ 5EE RIDER SHEETS EXTRA Q FOR DETAILS Y OPTIONAL EXTRA ~ 1 11 ' ~ 50 -0 t ~ ~---STD. ON F.C. a ~ ~ N ~0 1T-10" ~ I 11 ~ 19 -0 1 13 -2 ' 1 .1 , 5,_$„ 1 6 - , ~ 6 8 ' SLIDING GLASS DOOR ~ ' ' rr-------_--'~~ ,,0`~ OPT'L. L.L, WALK-OUT~j LOCATION w/OPT. k- _ _ _ _ _ - y I „d ~ ,r p _ _ F CRS. 8 TIONRL EXTRA WALK-OUT BASEMENT ; t I ~ _ _ _ Y OP ~ " g 1/4" LVL HDR,) ~ I I r - F . I 17'-10" ' ~ - I- J._ -L.. - J-- 1- II ~ r 59 I 1 1. 61.811 t I - CRS. 13 ,,0 I I 5'-5" ~ 1- I ' ' 1 11 6~_g~ 3 -10, I I I ~ CR ~ ' -T I CRS. 13 I I I L.L. WALK-OUT F ' , i ' T t I I I , ° , GROUT PILASTER I I + - - - - - _ _ _ _ _ ~ - - 0 I I _ -rt---- - '-O" I ~ '0, 50LID FULL HT. , I r I I ~ D ' r - --------rt I I I I , I ~ - I I I r . I , I I 18'-5 5/8" I I I ~ i t 1_ n I ~ r---- r-_ I 18 5 5/8 I I I I I r I I' I I ~ I I Y OPTIONAL - I I I I CR5.7112IF I Y OPTIONAL EXTRA I I I I I o ~ I I -OUT I I I r- , I I I L.L. WALK I I I I I I ~--7 I I U1 I I I I I I s I I 2'-11 3 " HT. I I I I I i 4" O.D. ADJ. EEL , I CRS. 7 1/2 I I I ~ I I I , -I I COL. (SCH. 40) N - I I I I PONYWR I I I ON CRS. I I o I I 56"x56"x20" POURE I I I I I I ' I I CONCRETE FTG. I I 4~ I cRS. 8 I I. I I I I I I I i I O I I ~ I I I , I I I , I , , ~ N I I I O I I ~ m l I (D I I I I ~ I I I I I VAIP BARB OVER I I I I CRS.2 4° RV BASE I I I I I I ~ "MASONRY I I I; I I I I 12 X16 I I I I ,I I PIER w/SOLID CRP I I I" I b I I ~ I I 11 11 51_Q11 I CR5. 13 I , CRAWL I I I ACCESS I I I I I I I 1 11 121-4 -4 + I" I ~ (2)-2x8 HDR. 12" SLOGK I b I I I I I 13 -6 I I I I N I o I I I + ~ DN 1 1/2 I I I TO CRS. 6 6'-4" I ~ I N I I (D L E I ~ CRS. I I I. r_, I CRS. 6 1 I I 2x4 WALL ON I I I I I I I T ATED PLATE I 11 OVER I I + I I ~ ~ ~ SE NT FLOOR I 3 1/2 CONC. 5LA8 I I I - , I t::::.:::::, I VAPOR BARRIER RND I I I , _ 11 BASE I I I ' I CRS. 13 1 I W12x14 STEEL BEAM - I 4 GRAVEL I I I I d' I T• - I 1 ~ 261.011 LONG - ~ I ~I• I I::I ::::::::::::::I:.:::..:: , 1 I I I I oo UP R„ ~ i I I I DN. . I I H I ~ r r I I r r r I I _ ~ I ~ x_(21-1 314"x7 1/ LVL „ I I~ ~ ~ BERM W/ SINGL TOP I 1 z N , 1 , r ~ ~ ~ • I. - I - r I I RS. , i C , _ - . r:; t;:: I CRS. 8 - ' - i , ~ ~ ' ~ , I I ~ -1T 3/8" HT PLATE FLUSH W/ I „ u u , I I f'`"_ I ~ "0 ' 21-711 2'-9 1/2" 1'-8'I I „ . - CRS. ~ 11 „ ; ; I ~ ONYWRLL TOP OF PONYWALL II I - ~ I I ~I Z4"x24"~ 12' ; a:::~.a_.:I , + 7 1/2 ~ t ~ t I n n , w r „ ~ ~ I I ON CRS, 2 I I ~ ~I I ` ,i. 1_01, I - ~ m CONC. TG. i ~-r-, , , , I , ~ ~ , ~ , ~ ~ I g'-0" .1 , 5CALE1 1/4 1 c 5. 13 ~ _ ~ ~ ~ ~ I ~ , ; I I , t 1 I n n h 1 , ~ r n n ~ ~ I I n n ,L_y' i ~ L _ -I I o ~ 921/ t , ~ iv , , ~r~ , I - --9'.--_ - ~ I I I I I W J m t t, 1, ~ I i ~ ' i ' i'- 'IC l/ ' I~ I L--`-- ~ r (A d. 1 ' 1 t d' ; i`, ,iii ~ , I 3'-10" ~ , I CRS. 2 CRS. 13 I I (V , 1 ~1 1 01 OD - - I J, t ~,r-, t ~ ~ r 1 ti t ~,t I ~ iv ~ N ~ S EL BERM ~ N ~ - - - _ I ; ~ ~ ~ , I I ; . , 11 .I_1----, I 1 1/21111_411 F (Y11 I XI , I u. ; '~c-( I I , i ark-' ~--F----~ I -10 m I I FLUS IN FLOOR r,o - m I r .-_,I I I I -~-=-'1-- -=~'I ~ m I in ~ `I I ABOVE SEE ~ ° - - - - _ _ _ _ ' , , r F.D: .111 I - , I I FR MING PLAN 4 - - I Ilil r ~ it ill~i „ r- I OPTIONAL EXTRA I I II" o-k;1 _ _ - I Y y I I ll" II O 41 Q11 I I - V lL- t t ' I I - ; ~ 'I I ~ I DOWN L 112 CRS. + I FULI. R,L In I I 1:...: l-- .-c-.±::.ri i, , t I ,i I I 1 I I i ~ v nD-~-il _rnn~nn~rJ.n~ z 1 t~~l 11 IF OPT L. 1 u t::::::1:'::i.;,...: '.:~:::'-1, 1, r•-+ i SERV. DR. - I r~: L....; ~,~~:.:,.:~t . ~ ~ I _ I I Y OPTIONAL EXTR NRL EXTRA SCALE 1/4"=1'-Q" l~ S EEL BEAM ' :::::1: 4 T 1, -T---- n I OTE~ BATH ROUGH-INS _ W1,___ 2x22 .f,:.. _ . - - - ~ , ~ I I I N ~ I 2g'-4' LONG t::::::::. , I I SERVI DOOR INCLUDE PLUMBING ONLY. I , I DN. r . .::::::.::::F: ~ DN. 1 1/2 CRS. I I I I SERV, DOOR I t I I I 1 112 t ..::.::.:::::.:::::::::::,:.n ~ ~ I I I I II I I CRS. t ,2"-6::1X2}I 2._(,11 . 10.9-- --------------1 + + O r I I I I + ELEC SVC PRN L 4" p,D. R0r.1. STEEL I I m I MRY VRR ON' ~ I I I I ,I LOCN COLUMN (ACHED. 40) ~ I I II II I~ ' + I I 60 x60 x20. CONC. FTG. ~ I I - CK , , I I I GLASS BLO I ~ I I I WINDOW (T ~ r ~I I 3 I 92 I N (V 1 N I h ~ i '"i ~ I I ~ I I 9, ~ m I I ~ . ~ m ~ I I 4" CONC. SLAB OVER 1 , I , Y OPTIONAL EXTRA I I I I ~ ~ ~ I I 4" GRAVEL BASE , , I 1 , i I I I I I ' I I 3 1/2" CONC. SLAB OVER , ~ I I + I i ? I W ~L I I I VAPOR BARRIER RND I 1 11 ~ I a. o I I SUMP PUMP 4 GRAVEL BASE I o J I LOC'N MRY VARY ~ I I ~ + I C7 I t i I I N li I I , M I ---,r--~ i i I •I I I APPROVED PLANS Mt1ST BE ON r` , I I I I r - ~ + DN. 1 1/2 CR5. r ' I I I I SITE FOR ALL INSPECTIONS. I I I I I I CR5. 13 , i I I I a----- I I I ~ - - - ~z.,.-~{ T-...*.:-...:: W12x14 STE L BEAM - I r, r, T . g -10 LNG I 1-10 ~ I - I I I NOTE o - + 101.011 r- RLL FOOTING DESIGNS BASED ON 19'_811 I , I I , , ,,0 I I d- , I RN ASSUMED ALLOWABLE SOIL I I = - Ir- BEARING PRESSURE OF 2000 PSF RICK LEDGE r ~ LUG-OUT TOP I i ~ `Y' I ` - ' r - - I ~ B I I I 1 ' I - DOWN 2 1/2 CRS. DN. 1 CRS. W/ COURSE FOR - 1I T i~ 1 1 ~ OPT L. BRICK I SLAB SUPPOR I I - SLAB , I ~ NOTE; ~ - ~ I OVER i ' ' FOOTING DEPTH ~ GARAGE DR. z MAY VARY T4 MAINTAIN ~ W w ~ SONRY I I I N m ~ 12 MA I REQUIRED DEPTH FOR FROSTLINE ~ W O N TO I I - ~ 1 .1 11_x11 o PILASTER ELI I ~ -~=-11 16-0 SUPPORT LINT I VER 11 10 ) I 4 CONC. SLAB 0 ~ ~ 0 o (TYP I 1 ~ VERTICAL o I 4 GRAVEL BASE - - _ _ _ _ ~ o ' 1'-O" VERTICA BL BL OLTS PER (L ~ "L" BLOCK SHEAR WALL, FOUNDATION REINFORCEMENT I ~ IILII BLOCK I lin 0 I SHEET PER ATTACHED DETAIL SHEET ~ 61.011 ~ J ~ u` ~ ~ 1- n ~ ~ 1. 11 18 6 (L J 1 II ~ lJ 6 In 11 18 -8 6-4 o BRICK LEDGE EXT o / M.O. ~ TION DN. 1 CRS. W M.O. EXTERIOR ~FRCE U~ U~o U ~ LLJ 4- PORCH FOUNDA c~ OPT'L. BRICK NO "L" BU o UP 112 COURSE NO "L" BLOCK IF BRICK N ~ = O r, - rr~G~f_F rt~ppf_F Mf1R Columbus (n (V 17x11\I IVY yvv, i Y OPTIONAL EXTRR O MASONRY NING- u°~ SCRLE 3/, cni iKInOTTnr\i SCRLE: RLE; 3/4"=1'-0" V H SQUARE FOOTAGE ISSUE DATE FIRST FLOOR - 1428 SQ,FT, ~ 09/30/05 MASTER SUITE - 845 SQ.FT. = REVISION; SECOND FLOOR - 970 SQ.FT. H TOTAL = 3243 SQ.FT. ~ FIN. LOWER LEVEL ADD - 546 SQ.FT. N BOX BRY WDW. ADD - 20 SQ,FT. o TAI, BRY WDW. = 12 SQ,FT. cv 2 CRR GARAGE - 402 SQ.FT. Qu 3 CRR FRONT-LORD - 606 SQ.FT. ~ 4 3 CRR SIDE-LOAD - 584 SQ.FT. sm ~ o In ~ w R/c ~ NOTE Q ; " ®-INDICATES NON-STANDARD HEIGHT WALLS - RS NOTED. ~ OTHER WALLS ARE 9'-1 1/8" HIGH ~ 3 17-2 7/8 ALL u,N r _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ~ 9 5/8 RLL STRUCTURAL HERDERS ARE Y ~ z ~ 3060 W/ 3048 3060 W/ 3048 Y OPTIONAL EXTRA (2l 2x6 -UNLESS NOTED OTHERWISE. O ~fl ~ TRANSOM 1~RANSOM I FIXED FIXED ~ 2x4 STUDS TURNED 0 0 FLAT - 9'-3" WALL HT. DIMENSIONAL LUMBER FRAMING BASED ~ I BOVE AND OVE AND WZ~O , I A ~ AB ON THE FOLLOWING MINIMUM PROPERTIES; = SEE DETAIL ON SHEET 5 TYPF OF MEMBER (s' ~i(~ ( i p_. Q ~ Y OPTIONAL EXTRA I OPTL 3030 FIXED W/ OPTL. 3030 I RND.5060 R QUARTER 5048 FIXED QURRTE 1 1. JOISTS 1000 145 1,600,000 ~ N I ABOVE ABOVE I T / ~ 2. BEAMS 1000 145 1,600,000 I 4 3, HEADERS 875 135 1,400,000 I ABOVE , SEE RIDER SHEETS I SO-0 I Oh!ER LEV / UMBER (LVL) BASED DETRILS I „ 17'-10" FOR ~ 19 0 CARPET ~ LAMINATED VENEER L ON THE FOLLOWING MINIMUM PROPERTIES; 13 -2 I r ; - - _ -5,~4~~ 4~_2~~ PPEDn HEADER W/SINGLE DECK & STEP 4'_2~~ 5-4 ~ 2650 285 1,900,000 pp pp pp (2)2x8 DRO , TOP PLATE - TOP ~ 9 1 1/8 R.F.F. RS REO D. _ S TO BE BLOCKED SOLID L~J RLL POINT LORD U WN TO UNDERSIDE r I I I -FURR CLG. DO , _ _ ~n RT ON. UND I FO FINAL SUPPORT MEMBER OR m OF HERDER _ _ - - 9' l.. U ggi~pp V RE H E 0 D T I -4 W 3 TO P GS 1 ~1 ~ RLL OPENIN EXTRA 1-11 4 1 7/8 1 11 _____a_ .'.,i':,:';:'::'::.`:::::~ ~ ~ . PF, JACK R MINIMUM 1-2x4, STUD GARDE S Y OPTIONAL , 1'-2 1/2" 3460 + ' PURR:: DO:WN'::CEILING:::: cv STUDS UNLESS NOTED OTHERWISE. o ' . MRT~HUND:ER~IDE; ALL OPENINGS GREATER THAN 3-4 WIDE TO ~ ~ TUGS ~r - R/C ~ SEE DETAIL ON ~ p...... e'p _ + ~ 6`... ~ - ...........:..........................:::::::::::::::.............................OF` :JOI~T~::::: HAVE 2-2x4, STUD GARDE. SPF JRGK S , SHEET 6 _ :'LO::::::::::::: , :::Q::: ~ -----1------------ m _ _ _ _ _ ~6`b - 6068 S.G.D. _ ( UNLESS NOTED 0 HE (3S2x4 2 18 2 7/S (2) 2x10 HDR. S D TU CK S A RD J DR - TRN S • - ON N TES A N IC ID N TO HDR. WALL HT, LEG DOW I t4) 2x6 SUDS T AL TION I RDD b IG 0 KN (SOLID RT F LOW). BE LS L WA N MI G R ° w/(4)2x4 - 4 (3) 2x ( N I BERRING R ~ REQUIRED ..::..:::::::::::'.:::::::::::::::::::.::::::::::'::::i':::':':!'::':':':::':':::::':: N ~ ~ I ° (2)1 3/4 xl4 VE _ 5'-11" WALL HT. ~ 4... ~ m LVL BERM ABO WALL N o ~ : ;:::::::::::::::::::9 518':':::::: C~ o : J ~ iv LVL HDR. _ _ OT. 9'-1 118" R.F.F. - ON BLOCK B o I ~ ~ Ox ~ i i i < .....::::E:.....,.....:::::........ . N " ;lj RES. CP7. SEE FRAMING PLAN u, (2)-1 3/4 x14 I a ~ - o N FS ~ ~ ~ 9'-3" WALL HT. ° LVL DROPPED ~ ° ~ ~ ~ HEADPIECES FOR HERDER W/ I m RES, ~ E T ~ o ~ ~ q o ~ SINGLE TOP + p ~ CARPET LOWER L UE z i' CC AND FC ONLY ii00ii.,:: b °N° PLATE -TOP iv OPT./ EXTRA (5) 2x4 ' ~ _ , I I N...: I ~ DOOR CASING I ~ - REPLACE ~ 2-5 ~ ~ CONC. ~ 9 1 1/8 R,F.F. 10 3 SIDED FI --~-~~~-Ij----I G. DN. I ~ DETAILS SHEET 7 I FURR CL ~ SEE (4) 2x4 9'-9 1/2" WALL HT. _ s L___~~___~ ~ HEADPIECE ONE SIDE ° TO UNDERSIDE I - a OF HEADER N N 2" HIGH WALL UNDER COUNTERTOP ~ HEADPIECE N I I o f 34 1/ ~ m , _ 2.. LVL ~ " WALL' ao I ~ ~ t2)1 3/4 x3 1/ 3 -5 1/2 HIGH ~ ~ TWO SIDES ~ 6 O.H. + - ~ _ N , (2650 Fb-1.9E) CONT. UP TO ON CONC. FLOOR BELOW o ALL OTHER DOORS ABOVE NO TOP PLATE ROOM FLOOR DECK 6 5 1/2 (o - ~ ~ LVL GREAT ~ ~ ~ ~ ~ ~ WALL HT. l OWER ~EVF~ GET STD. TRIM ~ ~ ELIMINATE DOOR & WALL 5'-8" HIGH WALL N r ~ I .LOWER LEVEL ON BLOCK SCALE 1/4"=1'-O" „ , ~ IF OPT, F N ABOVE FLOOR DECK J 2 0 ; ~ ~ ~ y ; OR FIN. STAI~.S---~, --a--- ~ ~ ~ ~ ~ (3) 2x4 H (V 1/2 ~ _ UP11 ~ oo THESE WALLS DRYWALL D ALWAYS ~ I SCALE 1/4 = ~ ~ ~ ~ ~ D BERM UP FLUSH ° ~ ~ ; ~ ~ ~ ~ ~ LVL a. Y OPTIONAL EXTRA GYP. BOARD FINISH AIL ~tN + ~ I .m ~ + W/ MASTER LEVEL- Y OPl SEE DET oo,~ ~ 6-0 1I2 ~ +b , ~ ~ ' 3 m x FLOOR FRAMING -SEE z 3 1/2" CROWN ON SHEET 6 ~ ~ _ ~ ~ ~ o _ a FARMING PLAN N ° i_ _ MOULDING _ ~B G! L~ LEG DOWN TO a ~ ~ ~ ~ 3 1/2" REVERSE BASE ' . w/(3)2x4 ~ ~ ~ ~ ~ ~ ~ HDR ~ , c ~ ~ , ~ - GYP, BOARD FINISH + = ~ 1'-6' THESE WALLS DRYWRLLED ALWAYS i I H W/ ~ ~ ~ ~ ~ ~ - ~ DoaR LVL BEAM UP FLUS _ ~ ~ ~ _ K FLOOR FRAMING bo . U m 3 ~ ; g 'G! s ~ PRD ff 2ND _ ~ W L DUCT CHASE SPACE I cows s~vic~ aooR ~ RF(~FN('Y 2 PC. - ¢ ~ O RES. _ x46° I SEE FARMING PLAN N o - DBL. 2x WALL . . ~ _7 2x4 WALL FRAMED FLAT 6 0 BROWN MOULDII~ o NICHE SCRLE:1"=1'-0" ,-i ~ i _ 1/2 U' 2 r1" r - - ~ ' ~ I 2'-9 1~4" - ~ ~ r ~ , _ _ _ ~ 3-5 1/2 HIGH WALL ~ _ o ~ o ~ ~ _ O co Duo ~ cn + - I I i SN ~ I ,FLOOR ~.+1~ ~ I ~ ~ 00 iv m ' m '-1 112" ~r ' ' ' I I ~ - ~ I 1 ON CONC T-5 3/S WALL HT. 3 ° ~ N ~ i ~ ECK '-0 1! ' 3'-1" '-0' E NICHE N o rL. in G ~ ~ ~ _ _ _ _ _ , FL R. i ETAIL ON o L Hr ~ (3)2x6 , N _ 2x6 WALL 4 i ,HIS SHEET ti oN w L - _ `i' W RB VE ~ m (V r GYP. BOARD FINISH ° 3 1/2" CROWN ' , „ „ N ~ ~ D R L UNDRY ~ - - II 3" o,D. N ° MOULDING 3 -b 1 2 3 -6 1 ~ H iv W I: CEILING ADJ. STEEL , „ R ~ SLOPED z m 1-0 ~ of w . ; ~ AT STEP COL. (11 ga) LIGHT RND PAINT SIMILAR i O i ~ ~ ~o BEARING ~I - d~ . ~ _ ~ + ¢ 2 ~ 5 SH. o z ~ FOR I ER. END SWITCH w1 ~T~HE DETAIN 3/4" BED MOULD . _ - -6 RIES. RAISED CEILING ~ E _ OPT'L SEA. ' (3)2x4 -m oxa DOOR CLEARRNC z I ; Y OPTIONAL EXTRA N 16 ` . SEE FRAMING o -gip DO . I ~ L(1 W ~ ~ H ~ ~ GYP. BOARD FINISH ' S'-1 1l2.. ~ 6'-0 1/2" N _ - - ll i w I T-0 3/4 I y-Xo I ' 3676 C.O. - t3) 2x6 HDR. 13 0 1/2 - - LL HT. T R rn I ¢ FG ~ CC 2_PC~ GRRRG I ~R~WN MOULDI~LCz + i i 5816 ~ + DOUBLE 2x4 FURR DOWN W I _ SCALE: 1"=1'-0" = BEARING WALL 8 DIR. 1'-0" m I ~ N ' COLUMN CPT. I (C.T. 1Rl'1S ~k - BERRING - ~ "d `r - ~ ~ w I N ' ' N I 'WALL - ~ oll ' YE ~ ~ I F'0 R , rn III .T. 6$ N I cE~. BRICK LINTELSI BAG. O O i i i In C `H' N 2 J u N ININ ~ II 66318 NI 3 112 x 3 x 1/4 4~~ LA LLH STEEL LINTEL ~k - ~ ~ ~ N ~-0" 3 WALL HT, cv 3 1/2" x 3" x 1/4" _ ROOM all o -0 3 0 2 ~ - ' ~ co ~ ~ LVL BERM UP FLUSH W/ 1 1/8 CARPET iv ~ x L~ LLV STEEL LINTEL ~ C OWN ~ N 2ND FLOOR FRAMING - LL HT. 2 PC. R R. 26 DO NOT CONNECT TO HERDER ' AIL - SEE FARMING PLAN , CHAIR R w/OPT./EXT LVL BEAM BOT. C0 ~ ' , °D I I ~ 3)1 3/4"x3 112" LVL FLUSH W/ M. BATH a, ~ 1 TRANSOM o Q _ iv (2650 Fb-1.9E) CONT. FLOOR FRAMING - I ' 2x8 HDR. t2) 2x10 HDR. 3'', (4l 2x4 CARPET UP TO LVL BEAM SEE FRAMING PLAN - p , W/ ~ Q0 (2) 2 PC. CROWN ; 1 (2) 2x10 H R ~ = 3060 3060 OPT'L TRANSOM ~ L L BERM _ _ _ _ _ . _ _ _ WINDOWS. - _ - ~ 3068 00 FLUSH W/ r r" ' - - r - _ _ s - - r U I (3) 2x4 " I 3l 2x4 i A R ~ X14 2 D FL OOR ( 8 11 WALL HT. ~ 6-5 /4 i - EE 3 -6 6 8 1 F RMIN G S O ' F RMIN~G PLAN _ I 16'x7' OVER ERD DOOR , (2) 2x12 HDR. R o = _ _ _ _ ~ ~ (2)2x12 HDR. 10 -0 i~ POR 2s6o 2860 ~ W R 1~_0~~ ~ ~ I 2x10 BOX A ~ 1'-6" 3 -0 -0 M 8" PINWHEEL ~ I ' '-1.0" 3 0" 16 0 BEA 3 p N 5 ~ ~ GOhUMN (TYPJ a~ 6'-0" N ~ ~ O ~ 4 a „ STEP 5 -2 ° PORCH 5 2 ~ 00 0 RAILING 11-10 ~ ~ ~ 198 0 - o ~ W ~ a I 0 4"x4" P.T. POST , N zm N W/ GRLV. G185 BASE PTIONAL EXTRA Columbus (n n x ~~GTFNF125 Y O n L---~ OR PLRN FIRST FLO GARR6E'BRi'~If U c H ISSUE DATE; ~ 09/30/05 = REVISION; . CONT. DBL. 2x4 DBL. 2x4 H (1)-1 3/4 x11 7/8 LVL • BERM FLUSH W/ r • FLOOR FRAMIN _ ~ 4 ~ 16" O.C. ~ ~ ~ ~ 2x 1/2 6 -0 6 - /2 ~ ¢ ~ ~ 16" O.C. 0 0 0 ~ ~ H d N ~ ~.-CONT. 2x6 . 2X6 ~ ~ z (V ;Q sm ~p [L Q u_ , NTS o~ u u ~N 1 HA ER U A G0R R EO L (YP) R O " O ~ U! L~ ~ /XR OPTION----~ 0 STANDARD ~ ON FC SCALE 1/4"=1'-0" Q- N ~ 13'-2" 17'_10" 1'-2 3/16" 1'-11" 4'-1 7/16" 1'-11" 4'-0 5/16" 18'-11.. ' ~ FRAMING PLAN NOTES; ~ ~ ` ~ 13 CANTILEVER JO ST OUT ' U 1. FLOOR FRRMItNG DESIGN BASED ON /OUTSIDE FACE 16" \ ~ OVER FOUNDRTI N ELOW S1 _ ' ~ LPI 20PLUS (~.,5E1 I-JOISTS BY / OF BLOCK ~ 0 0 I I ~ ~ - ~ LOUISIANA PAICIFIC, UNLESS NOTED. I 1/2" 15 1/2" THEN 16" O.C. ~ 2 ~ 2. ALL HANGERS BY SIMPSON STRONG-TIE ~ OUTSIDE FACE ~ - - - - Z UNLESS NOTED (ATTACHMENTS TO BE PER I OF SHEATHING 1/2" OSB RIM BOARDI ~ W MRNUFACTUREIR'S SPECIFICATIONS) I JOIST LAYOUT I o0 = 3. I-JOIST ENDS TO HAVE 1 1/8" OSB . 12 u m - ii RIM BOARD. I START POINT - - - - - - - I ~i o0 _ I i~ in 4. DESIGN LIVE LORD; 40 PSF I BEARING WALL I ~ ; DESIGN DEAD LOAD; 15 PSF I BELOW I ii - ~ ; 5. PARALLEL TO~I-JOIST CONDITION TO 12x4 LADDER PANEL FLOOR I u u HAVE LADDER PANEL. JOISTS ii u~ N ~ _ 6. FLOOR FRRMIING SHOWN HELD IN 1/2" I _ _ I H ~ o FROM PERIMTER -SEE START POINT I I 11 7/8 "I" OI TS ° H u , _ DETAIL THIS SHEET. I 1/2" OSB I C~ - ii ' N 7. LAMINATED VENEER LUMBER (LVU BASED - ~ u ~ u ~ ; m ON THE FOLLOWING MINIMUM PROPERTIES; ~ ,FOIST LAYOUT ~ Q DUB J IS AT u - 5 8 3/8 ~ _ ii ; ~ Fb(PSD Fv(PSI) (PSI) ` 2650 285 1,900,000 ~ START POINT DETAIL I A L A N - u 14 N 8. RLL POINT LORDS FROM ABOVE TO BE ~ \ SCALE; 3/4"=1'-0" i / ii - u ; S1 SUPPORTED W,/ BLOCKING SAME WIDTH u 2x NAILER RS CALLED OUT ON FLOOR PLAN. ~ , ~ (TYP) - i RT WALL ~ ~ ii 9 - - ST EL EA F SH w/ 00 FR MI: S1 0 ~ SE F ND TIO P N ii ~n VL M BELOW SEE FOUNDRTIO PLAN ii ~ = - ' .RN i•------+i ~ i i n I; ~ ~ 10 -8 1/2 - ~r-i-~ - ~ ---t- i~~ iii ' i i ~ - ir:~=t__ ~ i ~ SHIFT 4" w/OPT/ SHO~,~R I I R ~ ~ ri~ ' ~ 0 T'L /E ST EL ER B OW 5'-2 1/2" in ~ ~ „ = % ' % ~ , EE FO DR ON PL m 3 -10 ~ ' ~ , , IDE BOX BR ~ m ; 4 ; { I . ; a , ~ i~ __.i i ~ - ~ - _ - _ • I _ _ (2)-1 3/4 x1 7/8 LVL = U 0 N R BEAM FLUS W/ OR 0 „ ~ FLOOR FRR ING ig~_g 3/g~~ 20 11 9 4 in I fV ~ ~ i - P L./EXTR I -vo' 1)- 3/ 'x11 /8 LU B M Lu w ALE; / "=1'-0" SC 1 4 0 FR IN - T3 Hi GE E UAI cT ) 1':-3 1/4" 1'-3 1/4" l/4" 2x4 LADDER PANEL - 7 19-0 I - sl = 2'-71/4" 3'-1" 5'-1" 3'-1" 2'-7 - _ - , ST L EA BE 0 ~ i; - EE OU DA ON L - ' ( x6 (3) 2x6 (3) BEARI G = wRLL RDER HERDER HERD 13 0" D in I _ ~ N - 9 _ (3 2x6 (3) 2x6 (3) 2x6 SL - ~ 2x6 (3) 2x6 (3) 2x6 (3) 2x6 HERDER HERDER HERDER 16 DER HEADER HEADER HERDER O Sl - (TYP) _ = 00 - S EL E B; 0 00 E FO D O<` PL ~ N I N i _ 00 - ~ 00 16" THEN 16" O.C. - - (3) 2x6 (3) 2x6 (3) 2x6 2x6 ~ (3) 2x6 (3) 2x6 (3) 2x6 14 - HERDER HEADER HERDER DER ~ HERDER HEADER HEADER 1'-3 1/2" S1 _1.-2.. 2x4 LADDER PANEL ~ o, 19'-8" (TYP) 0 I RLL BASEMENT WINDOWS REQUIRE c,7 - O (1) 1 3/4"x JOIST DEPTH LVL HERDER _ / "BAG. EA. END W3 11'-9" 'r' J W O o SCALE; 1/4"=1'-0" O~ o ~Z N - ~ - # - # (3)-2x6, ~ ~ (3) 2x6, 2 SPF (4) 2x6. 2 SPF" H -(3)-2x6, #2 SPF (3)-2x6, #2 SPF (4)-2x6, #2 SPF (3)-2x6 #2 SPF ~ 0 0 N o W/ OPTIONAL WINDOWS ABOVE 0 N GREAT ~M. WA~~ ~~AMIf~G W~ ~ ~ A M I N G SCREE; 1/4"=1'-0" W= ~ 1' II - I II Columbus (n o SCALE, 1/4 -1-0 Q U c r~ H ` ROOF FRAMING PLAN NOTES;. N ISSUE DATE; 09/30/05. 1. ROOF TRUSS DESIGN BASED ON ~ REVISION PRE-MANUFACTURED ROOF TRUSSES BY OTHERS. 2. RLL HANGERS BY SIMPSON STRONG-TIE E UNLESS NOTED (ATTACHMENTS TO BE PER MANUFACTURER'S SPECIFICATIONS) N 3. I-JOIST RAFTER DESIGN BASED ON LPI ~ 20PLUS (1.5E1 I-JOISTS BY LOUISIANA d PACIFIC, UNLESS NOTED. ;Q P.. 4. DESIGN LOADS b~ R. I-JOIST RAFTERS, o 15 PSF DEAD LORD ~ 25 PSF LIVE LOAD B. ROOF TRUSSES; u_ m ~ 20 PSF TOP CHORp LIVE LORD O 3u- 10 PSF TOP CHORD p~AD LORD ~ ~ 10 PSF BOTTOM CHQRp LIVE LORD " 5 PSF BOTTOM CHORD DEAD LOAD ~ ~ ~ p 5. HOLD DOWNS ' NONSTANDARD CONNECTIONS ARE A. RLL ROOF TRUSSES RND RAFTERSQP RE O p ~ REQUIRED IN THIS AREA TO TO BE CONNECTED Tp DOUBLET ^ u_~ TRANSFER THE SHEAR LORD TO PLATE WITH A MIN. 0~ (1) H2.5R oc ~ Y OPTIONAL EXTRA THE BRACED WALL PANELS. TRUSS BY SIMPSON OR EQUAL, UNLESS ~ ~ ~ TO DOUBLE TOP PLATE CONNECTION NOTED OTHERWISE, a " ~ CHIMNEY SADDLE W/ OPT'L. MASONRY SHALL BE (1)H1 FASTENER PER B. GIRDER TRUSSES RRE TO HAVE HOLD TRUSS. DOUBLE TOP PLATE TO BE DOWNS TO RESIST,~THE REQUIRED FIREPLACE CONNECTED w/(2)ROWS OF 10d UPLIFT FORCES RS SHOWN ON TRUSS LU24 HANGER. SEE RIDER ;SHEET NAILS ~ 12" O.C. MRNUFRCTURER'S DRAWINGS. 6 - - ~ OR EQUAL (TYP) i 2x4 RAFTERS r ~ I 8 3/4" O.H. , @ 24" O.C. _ I , 1~ OPTIONAL EXTRA i - - - o ING NOTE ,E ° _ _ _ _ - - - - - - - - SEE WALL BRAC UPLIFT LORD ~ ~ ~ 2X4 NAILER _ _ - - - _ ~ - - - - - FOR CONNECTIONS BRY WINDOW I r ~ ~ I ~ BOX RT WALL (LBS1 CONNECTOR Q ~ ~pp L~J: ~ I ~ ~ I m ~ m I ~ ~ ~ ~ LOCATE TRUSS Up to 1785 Simpson LGT2 (2-Ply truss) ~ ~~.k _ _ -II_ = o N AT WALL 8 3/4 0. . I Simpson H16 O-Ply truss) : ~ ~ a I ~ I~ 3 O.H.° I Z o _ i 8 / a ~ I I - - - - up to 1265 ~ ~ Simpson H16-2 (2-Ply trussl i ~ I - - --u- -u --u - - - N ~ - - HIP I _ _ _ - - I _ _ _ HIP r I SET I ! I up to 960 (21 Simpson H2,5R I - - I I SET I JH up to 480a Slmpson H2.5A I I I ~ GIRDER TRU55 I NOTES. 2x6 RAFTERS I I I I H2 H3 ~ , II O.C. I I . I I @ 24 I _ _ _ _ I UPLIFT VALUES RRE PER THE RPPROVEDlSEALED TRUSS DESIGN DRAWINGS PROVIDED BY THE TRUSS MANUFACTURER. L-~ I L-----~r - rr - ~r; III I= L-==- - I I :I::: HIP ~ I RLL STRAPS/TIES SPECIFIED RRE MANUFACTURED BY SIMPSON STRONG-TIE. ,I II II H1 :::1:: T I SE = I I I I I+ C7 EQUIVALENT CONNECTORS RRE ACCEPTABLE PROVIDED BUILDING DESIGNER ~ /ENGINEER OF RECORD APPROVAL, OI II ~ ~I I JL L - - J L - _ I INSTALL RLL STRAPS/TIES PER THE MANUFACTURER'S SPECIFICATIONS. I H I FOR UPLIFT VALUES GREATER THAN 1785-Ibs, CONTACT THE BUILDING ~ I I I ~ GIRDER TRUSS ::.::I:: DESIGNERlENGINEER OF REGORD. -----I I m'=~ C6 I ~ F ~ I JH` : COFF RED p x SPECIAL CONNECTIONS BETWEEN STUDS RND PLATES ARE REQUIRED WHEN 0o I I R6 I I I I I I HIP I , CEIL G I UPLIFT VALUE IS GREATER THAN 1000-Ibs, CONNECT STUD TO TOP PLATE USING (1) SP4 STRAP W/(6l lOd NAILS, CONNECT STUD TO 2x4 NAILER I SET I I BELO LU24 HANGER, BOTTOM PLATE USING (11 SP2 PLATE W/(12l lOd NAILS ON EACH SIDE OF STUD, ~ I I I I DUAL (TYP) - RT WALL I I % 6 HA ER, I OR E HU~ ~ - - R5 OR URL YP) I - - - I o ~I I I I F-{ I I I 8 3/4 0 I I 'r I I 2x6 AFTE I II C4 r.. ~ _i , I ~ OiVE RY I I I R4 II w,/2x RIDG I I i. ~ , I I I I C'. I ~ I I 3 'I , I I C ~ R31 I I I I ~ I 4 16 1 ~ ~i y~ ~ I _ I Q1 I , I I _..I. li 1 ~ I C C2 II H W -LI ~ I t ~vy+, t `1 , 7~1 i) ..e.,. 1+~ P , J o R2 I ~ _ L. ~ ~ I to '1 H I I ~ JH I I II ° I R ~ _ i~. k.~ I I r II ° , C I &~a: - I 1 I I - A W Ir------ - II ~ J ° I ILEA I I r - _ ~ _ ~ WALL = I II r ~ ° I oo I I ~ I 12 3/4 O.H. o II I - - - I I ~ I ~ I B - = I I II _ I , I 15'-91/8.. I m I I - 15'-91/8" I I - r II I I r - r L2 I II " THE 24" O.CI I I I I THE 24 O.C i 24 24 : , I „ I l I 24 E 24 O.C. I , I _ _ - - J I I ~I ~ HIP - - - - I _ ~ II II IL== ~ I - SET r I _ ,I I II II II I I II P I LUZ4 HANGER. I II II ~ ,I I OR EQUAL (TYPI I I ~ ~ I f P) I II II i ~ I I I - - I i ~ II - _ I~ I - ~ E ~ _ _JI I 4 HANGER, I I ~ - I LU2 I I L . IL L. L. i..: - - - ~ JH OR EOURL (TYPI I I r ~ I I I:: I p I II = I I f 2x6 FTER I o I I OIVER RY I I I I M II I I I::::: ~ I ~ ~ N I .1 I r-I 0 I L rr- -;II II I I I li~.i:iili:~.i I;:~::::::~. ~ r-- ~ - II II I I EI ; I I I I I HIP ° II I I , 0 i F I I I I I I I I ::::::;:I I:::::::::: H X26::: : NG.. I I I I l!.:::::.:::;:'".` : `:::O.EQIJ L:tT: ) I ~11I I I II HIP I I II II.': II SET I I GIRD ,{;!TAU ~ : .::::::::::::JH:!:: I ~ _ I _ - - L- - I - - - - - - - I - - -_-n - - - - - -n - - -n I - - - - -n - I I I II II II II ' II I 12 3/4" O.H, II I u : iI II 8 ~%4 O.IW. Ii u u '~I - - NAILER I ~ ~ . II II u n u _ _ IRTWALL IIL__-_- m u u u I o 0 - II II u u u_ u u u -duo I-===- ~ n Ii n u I - - - - - - - - II - I u u K1 u3/~4" m.H. II of a II II II II u I it 12 lu „ u u u ~ _ I-- _ _ _ _ _ _ _ - - IL - iI _ _ „ _ JII = 12 3/4" O.H. 2x6 RAFTER ° LEDGER ,L~= = _ - - -+I - _ - --il - - w o OVERLAY 24" O.C. RT WALL n u II ~ I u u u ~ W m 12 3/4" O.H. 0 ~ o K _ mo ~ ~z ~ ~ 12 3/4" O.H. o~ ~ - m Y N U W~ /O/~ 1 W N ~ W_ O O m z O ~ ~ II_ I-011 ; Columbus (f) U N LE. 1/4 1 SCR N ~ i 0 a Division of Building Standards 5800 Shier Rings Road Dublin, Ohio 43016 CITY OF DUBLIN Phone: V/TDD 614/410-4670 Inspection Line: 614/410-4680 Revision Application Application Number 06-201787 Address 6840 ROYAL PLUME DRIVE Reason for Revision ADDING WINDOW TO THE GARAGE, "Note: All revisions must be clearlyhighlighted or clouded on all the revised plans and plot plans. Contact Name CRYSTAL STAIR Contact Phone Number 614.418.8543 For office use 0111y Revision is to be reviewed by: Building Division Planning/Zoning Division Engineering Division Major Revision Minor Revision Supplemental Information Updated 5/08/2001 u H 16' RIDGE VENT ~ ISSUE DATE; 12 ~ 09/30/05 = REVISION; 12 12 OPT'L 1/4 AND. WINDOWS b )OWS b 4' RIDGE $ RECTRNGLAR TRANSOM VENT ~ lM E $ 10 (CENTER TRANSOMS NOT NOT o ~ 12 AVAILABLE w/OPT'L 1x8 FRSCIR MASONRY FIREPLACE) 0 1x6 FRIEZE ALUM 1x8 FASCIA N ALUM 1x6 FRIEZE GUTTER 1x8 FRSCIR 10 GUTTER s Q 1x6 FRIEZE ALUM GUTTER 4' RIDGE ~ o VENT ~ D/S /S 12 ix6 1x6 o TRIM Q 3~ 1 m (V ~ in 1x6 x6 12 TRIM ~ ~ ALUM U ~N 8 GUTTER O ~ Z TRIM TRIM _ ~0 ~N-~};vrp }tiv/~ p1YY(~ I ~ ~a I it ar Yr rl 0 I n ur rr ri I L i+~ti it ti ir~ai ~ 00 l~ OPT'L, DINING RM. ~ N~ OPT'L/ EXTRA ~ D/S D/5 GARAGE SERVICE D/S TRANSOM WINDOWS I DOOR D/S /S I D/S D/S D/S D/S PORCH RAILING LEFT SIDE ELEVATION SCALE; 1/8" = 1'-0" SCALE; 1/8" = 1'-0" SCALE: 1/8" = 1'-0" `J TRIM CORNER BD, RT RRIL'G MOUNT RS NECESSARY BRICK RETURN W/ OPT'L, CENTER LINE OF ? GARAGE BRICK PORCH COLUMN ~ 2x6 W/BEVELED TOP EDGES 16 3/4" w/BRICK 1x4 TRIM 12 3/4" IF SIDING -2x6 RRIL'G MOUNT C-~ (INSTALLED BEFORE SIDING) IF BRICK -1x6 RAIL'G MOUNT 1x8 1 O 1x6 TRIM BOARD (INSTALLED AFTER BRICKI FASCIA w/ 1/4" BEVEL ON "THIN BRICK" m TOP RND SIDES BRIM ¢ ij2 CROSSHEAD SIDING-~ PLINTH OPT L. BRICK 2x2 PICKETS 1~a6 IF BRICK lx OR STONE BED MLD. HEADPIECE 1x4 TRIM FRONT TOP OF 1x'.6 WINDOW "Z" FLASHING 000 000 CONCRETE PORCH ~ ~ O ~ T SHUTTERS 1x6 BRICK P. ~C ~ r VENEER P ~1 ~ ' SHUTTER BRICK/THIN BRICK GABLE DETAIL PDRCH BRICK/SIDIN - PORCH RRII_ING DFTAiI_ s/s" PLYWOOD PLINTH C RNER AT CfCf CORNER ~ AT CORNER OF HOUSE sCA~E,, 3i4"=i'-o" SCALE; 1"=1'-0" SCALE. 1-1-0 SCALE 3~ SCALE 3/4"=1'-0" SHUTTER 1x8 1x6 SKIRT .BOARD ~ SIDING 16' RI[ 16' RIDGE VENT lx WOOD BACKING SHUTTERS SIDING -~'I I "CDM" 985 CROSSHEAD )M" 985 OSSHERD - - - COMP( COMPOSITION SHINGLES 3/8"PLYWOOD WALL SHEATHING (21-4' (21-4'-0" HIGH ~ PANE SEE SEEEDETDRIL THIS SHEET SHUTTER DETAI,~ 1x6 SILL 12 1 0 CDM 66K/40 ROUND KEYSTONE LOUVER 8,12 PITCH STUCCO ON EYEBROW CDM 75 MOULDED WINDOW CASING 1x8 FASCIA SEE FRONT... 1x6 TRIM ~ ~ ~ ~ ~ : 1x6 FRIEZE ALUM GRBLE~DE:TRIL.:: CUT TO FIT GUTTER PANELED 3~.-Z~~ SHUTTERS, TYP. _ 00 ~ PANELED O ~ SHUTTERS, - 10 X00 3 ' _ o o TYP, ..I..~... 00 ~p O Z . 3 N D/S... ° D/S ALUM 12 GUTTER ALUM SCIR S E SOLDIER STONE SOLDER (GUTTER 1x6 FRIEZE RSE COURSE (TYP) 1x6 TRIM 0 0 00 ~ C ~ z n io 3 ? ?~C~? ? _ 3 ~ ~ o ~ Z H b 3 ? a~o? ~ ?o? ~ ~ w~ ? ~ o ? ?a? o/s ~ D/S ? ?0~? THIN BRICK PLINTH AROUN 8" PINWHEEL 16'x7' OVERHEAD DOOR 8'x7' OVERHEAD DOOR ~ D PORCH LIN - SEE PORCH DETAILS ~ RRI G SEE ENTIRE PERIMETER OF HOUSE DETAIL THIS SHEET ON SHEET 8 COLUMN CDM 1485~T CROSSHEAD ~ ~ ~ (STANDARD ON FC) 8 PINWHEEL COLUMN (TYPJ N I W 4- NT ELEVATION m = o n. SCALE; 1/4" = 1'-O" /4" = 1'-0" Columbus (n u~ FOOT~G ~1 FIRST FLOOR - 1428 SO~ " ISSUE DATE; MASTER SUITE - 845 SOFT, 0 09/30/05 SECOND FLOOR - 970 SOFT. z REVISION: TOTAL = 3243 SOFT, H FIN. LOWER LEVEL RDD - 546 SOFT, \ BOX BRY WDW, RDD - 20 SOFT. ~ O TAI. BRY WDW, = 12 SOFT, N 2 CAR GARAGE - 402 SOFT. r-`---------- ----i 3 CAR FRONT-LOAD - I R/C ~ 3 CRR SIDE-LORD - 584 SOFT. I 3060 W/ 3048 Y OPTIONAL I 306 Q °f b EXTRA I FIXED TRRNSO 0 W/ 3048 I ABOVE AND FIXED TRANSOM Y OPTIONAL EXTRA 0 NOTE, Rte- I , I OPT L. 30 ROVE RND Hlgi W INDICATES NON-STANDARD ~ • ; 17'_2 7/8" HEIGHT WALLS - AS NOTED, I QUAR 5060 FIXED W/ TL, 3 UJ~WS ~ TER D, 030 ALL OTHER WALLS RRE 9'-1 1/8" HI ' ~ 3~ I ABOVE 504$ FIXED TER RND, SEE RIDER SHEETS I T / VE FOR DETAILS I 3 ALL STRUCTURAL HEADERS RRE ~N`} U ~ 2x4 STUDS TURIPJED 9 5/8" (2) 2x6 -UNLESS NOTED OTHERWISE,`- ' ~ ~z `4 I ABOVE 13'-2~1 50'-011 (2)2x8 DROPPEDn HERD I " ER W/SINGLE 19 0 SEELDETAIL ON SHEET 5 DIMENSIONAL LUMBER FRAMING BASED ~ ~ i TOP P -TOP 9'-1 1/8" A,F.F. I _ _ _ 17'-10" ON THE FOLLOWING MINIMUM PROPERTIES ~ ~ TYPE OF MFMRFS b( si V145 ( I ~ 0 UNDERSIDE 5 4 5.4 OF HERDER 4 2 I I ~ 2. BERMS 1000 1,600,000 ~ ~ ~ I Y OPTIONAL EXTRA _ - - 3. HERDERS 1000 145 1.600,000 p-- N ~o CARPET 875 135 1,400,000 LAMINATED VENEER LUMBER (LVL) BASED _ ON THE FOLLOWING MINIMUM PROPERTIES: Ck 4 STEPS _ I AS REO'D, ~ 81.911 SEE DETAIL ON I 9'-1" ----------------------a- EET 6 I 2650 285 1,900,000 Ffs' v(sr ~r R/C ' , d~ ALL POINT LOADS TO BE BLOCKED SOLID (3) 4 6068 S .GL.DR. ' m TO FI L SUPPORT MEMBER . NA OR FOUNDATION, 1. -zx-g===== LEG WN TO HDR. - (3)-2x4 18'-~ 7/8" L _ I.,, ~ : FURR QOWN CEILING: ~ RLL , OPENINGS UP TO 3'-4' WIDE TO HAVE N ~ ° w/(4)2x - (4) 2x6 WALL HT, 6068 S.G,D N o j l ~ o II 11 ` (2) 2x10 H Z N MUM ~Sx4, STUD GRADE SPF . THIS RR~ATO in m DR. . STUDS ,JACK R MINI MRZ~H UNDERSIDE UNLE NOTED OTHERWISE, 6+ N ~I L H II I (2)-1 3/4 x14 - - = _ VL BEAM ABOVE - B o ~ ( JOISTS HAV OZ ~NI~ GS GREATER THAN 3'-4" WIDE TO LVL DROPPE I o T, @ II _ ERRING , _ D N BKFS ~ RES. cPr. 9 1 i/8 A.F.F. WALL I II ~ ~ I ESS NOTEDTO~HERWISE,SPF JACK STUDS o HERDE o T RM. - o~ I R W/ I m E FRAMING PLAN 5 11 WALL HT, J m ~ SINGLE TOP R - ON BLOCK ~ ~f NL o o N PLATE -TOP ~ INDICATES NO O - N-STRNDARD JACK STUDS ~ g'-1 ~1 N p I G ERT RM ~ 9 -3 WALL HT. ~ 1/8 R.F.F. OPT./ EXTRA ~ o ° ' ' ' ~ (E U RE LOCKING & ADDITIONAL STUDS I FURR CL ~ 1 - I_ CARPET m o G. DN. 3 SIDED FIREPLACE 2 5 (S ~ 1 1, UNFIN E ~ = TO UND SEE x4 2 SPF 18-0 ' ' ' 1 ::::::::i: R D AT FRAMING & WALLS BELOW), , I I I Oi,i ~ i 1r 6 9 5/p ERSIDE ~ DETAILS SHEET 7 ~Q I~ ER L N ; OF HERDER o VEL ~ 17 4:7/8" . I N o CONC. I o oI C~7 ~ m N (4) 2x4 1 I _ /2 HIGH WALL 9-9 1/2" WALL HT UNDER COUNTERTOP _ ~ - " O.H. ~ (2)1 II ~ - 3/4 x3 1/2 LVL L, , HE ~ , ; ~ ~ ADPIECES FOR ' ~ N ~ (2650 F - b 1.9E) CONT. UP TO 11 I io CC RND FC ONLY I_ ~ ~ ~ 3 5 1/ 20 + LVL ABOVE NO TOP PLATE 2 HIGH WALL ON CONC. FLOOR BELOW w L `--~L N~ ' ' ~ ~ ELIM in ~ INATE DOOR & WALL GREAT ROOM FL -_J___ , DOOR CASING IF OPT. FIN. LOW „ OOR DECK 6'-5 1/2" ~ ' ~ ER LEVEL 5 8 HIGH WALL o 3'-31 2'-0" ~ 3'* 1/ " ~ ~ ~ OR FIN. STR ~ WALL HT. , HEADPIECE IRS--~, ABOVE FLOOR DECK ON B ~n SCALE; " ~ v2 I LOCK N 1/4 -1 0 _ - 2 0 1?2 ~ ~ (3) 2x4 1( ~ ~ ONE SIDE ~ I ~ 1 , I J ~~p ~ HEADPIECE ~ 11 I ~ SEE DETAIL ° _ ~ ~ H II ' ' ' ~ (n ON SHEE 6 ~ ~ ~ ~ ~ ~ ~ THESE WALLS - L,~~~-J.~~.YF.,I~,.+ ~ TWO SIDES D ~ DRYWALL D ALWAYS O'x x I I I m I I I SCALE; 1/4"=1'-O" RLL OTHER DOORS GET STD. TRIM EG DOWN TO ~ o _ 2 LVL BERM UP FLUSH o , 1 3 W/ MASTER LEVEL ~ HDR. w/(3)2x4 ~ - - - FLOOR FRAMING - ~ ' ~ ~ SEE a7 ~ ~ ~ ~ I ING PLAN z LVL BEAM UP FLUSH W/ 1 o 2ND FLOOR FR - 3 ~ _ Y OPTIONAL RMING - ~ ~ ~ ~ - Y OPTIONAL EXTRA N SEE FRAMING PLAN ' ' KITCHEN ~ ~ 7 ~ - z ~ RES. U I . ' - 1'-6.' iv m s~ V I I I THESE S DR ~ , B 'G+ s YWALLED ALWAYS 0,0 o L I . 1/ o ~ DBL. 2x WALL , , DUCT CHA SPACE ~ GYP, BOARD FINISH N (i7 ~ In U 21_111 r - - ~ - i r - , 2x I DOOR 3 1/2" CROWN 4 WALL MED FLAT , 1 0o L _ , I I - - - - - - 3'_5 ~I 4 SERVICE [ MOULDING SERVICE DOOR 3 1/2" REVERSE BASE I E NICHE N ~ , ~ ~ ~ ~ - - ~ I ~ I ~ 1 SH I 1/2 HIGH LL I a Xaa ~ ' ETAIL ON o TL. ~9 ~ r - - - - ~ I - ~ I ~ I I ON CONC. FL00 I , q~ fL OR. OC 1 ~ _ _ _ ~ ~ - OW I 2 -9 1 HIS SHEET ti ~ L HT - - ~ 1st FLOOR DECK 7-5 3/8" WAI HT ~ ' 16 iA (3)2x6 I N W ONWLL ' 3'-b 1 2' 3'_611 1.111 = Ae vE 6$ ~GY~P. BpO~ARD FINISH o m NICHE SOWN MO nr v oR t I H ~ _ ~ 2»s WAL ~ g, ~ z 11_p11 N (D `m I : ~~I: i N 5 SH. ~ - - 00 ° SCALE; 1"-1" p Y OPTIONAL EXTRA ~ o I RES. ~ E : ~ o ~ = BERRIN ~A ; SLOPED ILING I 3 O.D. ~-3E3~~ ~ ~ (3)2x4 o~ -6 ~ i~~ A TEP ADJ. STEEL ~ x RAI I CO SED CEI NG FOR L (11 ga) N 0 DOOR CLER I EA. END LI NT AND 3676 C.O. 5'-1 1/2" - - ; - - ~6~p NCE - 0 ~ 6 -0 1/2 N SEE FARM z S ITCH w/ (3) 2x6 HDR. 1_ 1. r::::.. N N GYP, BOARD FINISH , 13 0 1/2 o _ _ 0 T'L SER• ' b 3 1/2" CROWN I PDR. 1 ~i ~ I 1_ II I ~ I ~ o R DOUBLE 2x4 6 -1 - 7 0 4 ~ II I H W I MOULDING N I BEARING WALL 8" DIR. 7 Pr, WAL HT. T I I ~Xo I , Ak - B19 ~ ~ t~ I U 3 PAINT SIMILAR . - COLUMN ~ I ~,T, RES. ~~_¢11 iv + ~ FURR DO ARRG~ 3/4" BED MOULD WN ~ \ ~ I o ~ of F Y BERRIN m o' , _ 0 ER N G I GYP. 80ARD FINISH m ; : ~ ~ ~I C.r. ~ I WALL - ~ Ni N i l DINING ~ I ~MO nr ~ I~VVI I i~ F- ~ ~ CARPET o 1 11 11 ~ (7 - N 1 u , 2 6 6 ~ CEIL. SCALE; 1"=1'-0" ~ I iv m 0 3 -0 2- 3/8 I I 2 PC, CROWN ~ 3 WALL HT. N o' CHAIR RRI ~ x L ~ x LVL BEAM UP FLUSH W/ N `D ' ' °D I I N I 2ND FLOOR ( I~ _ w/OPT•/EXT FRAMING - 3 I 8 1 1/8 (2)-2x10 HDR. W/ ; m (2l 2x 1 TRANSOM o ~ SEE FRAMING PLAN I WALL HT, 0 ~ = 8 HDR. (2) 2x10 HDR. m .1 BRICK LINTELS BAG. PT L TRANSOM o (3)1 3/4 x3 1/2 LVL LVL M BOT. I iv 3060 3060 s (4) 2x4 N CARPET FL ' WINDOWS. (2650 Fb-1.9E) CONT. W/ M. BATH ( o /R 3 1/2 x 3" x 1/4" O _ 2 PC. CROWN UP TO LVL BERM F OR FRAMING - 1 ` LLH STEEL LINTEL 4~~ 3068 00 L BERM FRAMING PLAN LLV STEEL LINTEL 31.6'1 6'_ A /14" E I U FLUSH W/ ~ _ _ _ 81 6-5 (3) 2x4 lir /4 2 D FLOOR (3) 2x4 - - - = I I F RMING - S II „ EE 8,_11„ (2) 1 3/4 x 11 1/4 CONT. LVL D DO NOT CONNECT TO HEADER (2) 2x12 HDR. R b F RMING PLAN LL HT. ~ 1 _ _ 8x7 OVERHEAD DOOR ~ - - ~ 1 1 16x7 OVER ERD D00 { 10 -0" ~ R PORC ~ I C - (2)2x12 H DR. 2860 2860 • i 'i Zx10 BOX - - - i _ 4'~,•_.:, 11 R _ _ BERM 8 PINWHEEL ~ R 1_ II ~ ~ COLUMN (TYPJ 3'-0" ~ I S~_ _ „ 1 0 V N 10 3 p • b ~ - _ 16 0 11.6~I .1 1. 11 1 ~ - PORCH ~ 11 11 STEP ~ ~ 18'-6" 5 -2 _ 11 811 5,_211 .d. 10._ ~ RAILING 8 0 ~ , I 11 a W _.I 19 -8 o 11-10 ~ , ~ ~ , ~ O ~ 4"x4" P.T. POST W/ GALV. G185 BASE ~ ~ ' & FASTENERS o Y OPTIONAL EXT C~ , RA 0 9~~6E-BR~E~~ 0~ o0 R~ Q. rnnl QI,HLt; 1/4°-1-U u"@' 6R*" -qmmftoowl m IIw 0 II 5750 Chandler Court REVISION DATE & REQUEST Westerville, OH 43082 Crj jf1 1 NV 11.30.06 HOUSE REVISIONS-FINALIZED E-Mail: hoyssinc@aol.com •v 2 AB 02.21.07 ADD DUBLINREQUIRMENPS Phone (614) 895-1922 ? 1 ? NV 03.16.07 ADDED BOX BAY Survey Fax (614) 895-1949 NV 07.13.07 ADDED 3RD CAR Construction Fax (614) 895-9549 G I N FOR M/I HOMES OF CENTRAL OHIO LLC HOUSE STYLE ROYCROFT CONS. LOT/SUBDIVISION 110 POST PRESERVE SEC.3 CITY OF DUBLIN SCALE 1" = 20' PB. 5 PG. 161 DATE 09.18.06 ORDER NO. DRN. NV CK. FLOOD ZONE X COMM. PANEL 390808 PAGE 0150B DATE 09.27.91 MINIMUMS R: 30' s: 7'/15' "LANDSCAPE CODE REQUIRES AT LEAST TWO, 2-1/2 INCH DECIDUOUS TREES IN THE FRONT YARD OF THIS LOT. INSTALLATION WILL OCCUR DURING THE LANDSCAPE PHASE OF THE HOUSE. PLACEMENT OF THE TWO TREES WILL BE FIELD-VERIFIED BY THE CITY OF DUBLIN PRIOR TO INSTALLATION." 6840 ROYAL PLUME DRIVE 50' N 04°26'11" W INDICATES MAJOR mmi~ FLOOD ROUTE NO PARKING BMC CURB INLET 929.12 0-6- 1 T.C.= 928.73 929.02 T B/C WATER TAP FIRE HYDRANT .11 4' WALK 80.00' SIDEWALK EASEMENT 929.40 929.30 929.34 SAN. SEW. TAP - E.O.S. = 921.30 20' EASEMENT SLOPE= 26.00' MANHOLE 4.44% T.C.= 929.39 I ---------------1 I 26.17 25' BLDG. LINE 929.90 DRIVE 928.90 M 18.67 FOR THIS HOUSE M 18.50 o tg~l ? MS~M ONLY ADD o 10.0 4" TO G.A.H. TO o M 930.73N 6.33 M GET GARAGE PAD 7.50' M ? V M E* o E* N 10.00 F.F.= 932.73 J I , o T.O.B.= 931.73 M 10.50' 111 BSMNT.= 923.56 - ; 109 F.F.= 933.13 F.F.= 933.13 M 20NINC` `t v, 17.83 °o ? ? o° 17 00 ' ~ t,'IFUANCE I0-riCE TO ,yPPUCAN T 13. ' w: ,AS NOTk s1_PnRn rE o~^aNLR~clvlc ASS ociA-i IaN REVIEW N A/C UNIT d' 19.00 ~t 930.40 2.0,/ a~PP{~0~, . I MAY BE REOUIF,ED BY DEED CITY C;" i~j3lJN, p,pPl IC,\NT IS RESPONSIBLE FOR COMPLIANCE "115-7 !i MTH ALL APPLICABLE RESTRICTIVE CONVENANTS 12' x l O' AND DEED RESTRICTIONS REQUIRED BY TITLE. 110 PATIO I I 10' EASEMENT ° 10' DRAINAGE EASEMENT - J 928.50 CATCH BASIN 48.92' T.C.= 928~j.'l 35 9 EX 6 35.93' -7 929.08 30' DRAINAGE EX C b^ G 1 611~ 20 NO EASEMENT Ef4GM DISTURB ZONE City of Dublin a APPROVE A O+ NOTED ~ee0-+ EX 929.35 80.00' 929.67 EX N 04°16'31 W 100 YR. o STORMWATER NOTE: WATER SERVICE SIZE = 3/4"." LEVEL f Zia= BUILDER TO MAINTAIN NOTE : BUILDERS TO PROVIDE ~r 1.02' 5: ~4 928.90 EROSION CONTROL TREE PROTECTION DURING ALL PHASES OF CONSTRUCTION. SECTION E-E NOT TO SCALE 2.00r PLOT PLAN We hereby certify that the foregoing PLOT PLAN was prepared from information provided by the Client and data obtained from Engineered SQUARE FOOTAGE DATA Subdivision Plan. This Plot Plan is to be used by the Client for the sole purpose of obtaining a building permit. The use of the Plot Plan for any FOR HOMEBUILDER PRICING AND ESTIMATION PURPOSES ONLY other purpose is strictly prohibited. ``~1~U1U1UI LOT 10,475.0 WALK 256.0 a~P~E HOUSE 2722.0 7398.0 ~ 'o SOD COV. _ ST1:lIEN DRIVE 780.0 LOT COV. 25.99% 7313 ~zy p 1PPROACH 199.0 B Division of Building Standards 5800 Shier Rings Road Dublin, Ohio 43016 Phone: V/TDD 614/410-4670 CITY OF DUBLIN Inspection Line: 614/410-4680 Revision Application Application Number 06-201787 Address 6840 Royal Plume Drive Reason for Revision Add 3rd car garage, add box bay window, add sliding glass doors "Note: All revisions must be clearly highlighted or clouded on all the revised plans and plot plans.** Contact Name CRYSTAL STAIR Contact Phone Number 614.418.8543 For office use only Revision is to be reviewed by: Building Division Planning/Zoning Division Engineering Division Major Revision Minor Revision Supplemental Information Updated 5/08/2001 U c H 16' RIDGE VENT ~ ISSUE DATE: 12 ~ 09/30/05 = REVISION: 1 12 2 OPT L 1/4 RND• 'L 1/4 AND, WINDOWS b - 4' RIDGE 8 RECTRNGLAR TRf :TRNGLAR TRANSOM VENT S 10 (CENTER TRRNSO AVAILABLE w/OP TER TRANSOMS NOT ~ iILRBLE w/OPT'L ° 1x8 FASCIA 12 MASONRY FIREPL 1x6 FRIEZE ALUM 0 ~ONRY FIREPLACE) 1x8 FASCIA N GUTTER 1x8 FASCIA 10 ALUM 1x6 FRIEZE ~ 1x6 FRIEZE ALUM GUTTER ~Q GUTTER 4' RIDGE ~ o VENT ~ D/S ~ /S r I 1 12 m 1x6 ~ m ~ 1x6 b ~ '7 (V TRIM~~ TRIM ALUM O ~ i~ 1x6 x6 ~ 12 GUTTER ~ N TRIM TRIM $ 0 ~o ~ i w II Y Iw Y pl l i .w au uw u~ ~ i `~txt~ sr ..o rt~ta i 00 ~ ~ ~ ~ BRICK RETURN ' OPT'L. DINING RM. ~ N~ W/ OPT'L, OPT'L/ EXTRA GARAGE BRICK D/S D/S GARAGE SERVICE D/S ~ TRANSOM WINDOWS DOOR D/S /S ~ D/S D/S D/S D/S PORCH RAILING LEFT SIDE ELEVATION SCALE; 1/8" = 1'-0" SCALE, 1/8" = 1'-0" SCALE: 1J8" = 1'-0" v TRIM CORNER BD, AT RAIL'G MOUNT RS . NECESSARY ~ CENTER LINE OF . PORCH COLUMN ~ 2x6 W/BEVELED M ; TOP EDGES 1x4 TRIM 16 3/4" w/BRICK 12 3/4" IF SIDING -2x6 RAIL'G MOUNT (INSTALLED BEFORE SIDING) ~ 1x6 TRIM BOARD D IF BRICK -1x6 RRIL'G MOUNT 1x8 O (INSTALLED AFTER BRICK) FASCIA w/ 1/4" BEVEL ON BUILD OUT CROSSHEAD "THIN BRICK" PLINTH ICK m TOP AND SIDES TRIM 4 1/2" SIDING ~l OPT L. BRICK 2x2 PICKETS 1x6 IF BRICK lx OR STONE FRONT 1x4 TRIM BED MLD. 1x6 HEADPIECE TOP OF WINDOW "Z" FLRSHING~ 000 000 CONCRETE PORCH ~ ^ O ~ T SHUTTERS 1x6--- BRICK VENEER • ~ ° ~ ~ K SHUTTER BRICK/THIN BRICK PoRCH RAI TNT nFTAri ~ GABLE D E T A I ~ 3/8" PLYWOOD ,BRICK/SIDING PLINTH CORNER ~ ~ AT CORNER OF HO JSF SCALE. 3/4"=1'-0" SCALE: 3/4"=1'-0" SHUTTER SCALE: 1"=1'-0" SCALE; 1-1 -0 1x8 p 1x6 SKIRT BOARD ~ SIDING 16' RIDGE VENT lx W000 BACKING ~ SHUTTERS SIDING "CDM" 985 CROSSHEAD - COMPOSITION SHINGLES 3/8"PLYWOOD WALL SHEATHING (2)-4'-0" HIGH ~t SEEEDE~AILUT ISRSHEET SHI~TTE~ DETRIL_ is 12 1x6 SILL 10 CDM 66K/40 ROUND KEYSTONE LOUVER 8.12 PITCH STUCCO CDM 75 MOULDED ` ON EYEBROW 1x6 TRIM SEE FRONT )NT WINDOW CASING 1x8 FASCIA 1x6 FRIEZE ALUM CUT TO FIT GABLE DETAIL :TAIL GUTTER TNESE DRAWINGS NAVE BEEN REVIEWED FOR AND SNAi.L COMPLY WITH tNl; 2004 ECOITlON OF TN PANELED 3._2.. • E SHUTTERS, RESIDENTfAL CODE OF ONTO TYP, 12 PANELED O 10 SHUTTERS, ~ o0 3 ' o o TYP, ~ O Z ~ H 1 3 in D/S 0 ° D/S ALUM 12 GUTTER ALUM SCIA S C~lE SOLDIER N STONE SOLDER ' APPROVED piANS MUST BE 0 GUTTER 1x6 FRIEZE URSE TIONS, COURSE (TYP) SITE FOR ALL INSPEC 1x6 TRIM O bo ~ O z m ~ i ~ 03 i o ~ ~ d D ?C~C~C~C ? 3 ~ z H 0 3 0 o 0 0 ? C~C~C~? ?C~? D/S o/s ~ 0 0 ? ?C~[~? ?C~? o THIN BRICK PLINTH AROUND SEE PORCH DETAIL' ORCH DETAILS 8" PINWHEEL 16'xT OVERHEAD DOOR 8'x7' OVERHEAD- DOOR o PORCH RAILING -SEE ENTIRE PERIMETER OF HOUSE DETRTL THIS SHEET ON SHEET 8 I SHEET 8 COLUMN Q ~ 00 STANDARD ON FC) ~ 8 PINWHEEL CDM 1485T CROSSHEAD U W COLUMN tTYP.I 0 F~~ONT ELEVRT m W o ION = a SCALE SCALE: 1/4" = 1'-0" Columbus (n r..( u~ U c H SQUARE F~~ I ~G N ISSUE DATE, ~ 09/30/05 FULL BASEMENT - 1330 SOFT, = REVISION; H ~ O N sm 13'_10"__________________ Y OPTIONAL EXTRA ~ ~ F"' N = IJ_. m ~ I I ~ ~ c ( SEE RIDER SHEETS I I N FOR DETAILS I I ~ O - I 50 -0 Y OPTIONAL EXTRA ;XTRR O 0~ I I ' 13'_2•, 19'_0.. 17'-10" f~~"' STD, ON F.C. ~ m I I ~ I ~ a- ~ ~ N ~0 I 6'-8" 5'-8" 6'-8" o, SLIDING GLASS DOOR I I I LOCATION w/OPT. r r _ ~ _ _ _ _ ~ , , Y OPTIONAL EXTRA I y I WALK-OUT BASEMENT I _ _ _ ~ „0 SAO ((2)-1 3/4 x9 1/4 LVL HDRJ ~ I rr _ _ _ _ _ _ ,,0 I F OPT'L. L.L. WALK-OUT I I NI II ~I II II I r - - - - CRS, 8 ~ I I I I I I 5'-5" 6'-8" 5'-9" I - - - - - - - - - - - - - I 2 8 -6- 8--------- ---3-1---- I r - - - - - - - - - - - - ~ 1- - ~ 17'-10" " r I CRS. 13 ~ I ~ CRS. 8 IF ~ a CRS. 13 0 ' `~0 ~ GROUT PILASTER I I I I ~ L.L. WALK-OUT ~ 2 -0 ~ `p, OLIO FULL HT. I i I I ~ I F I ~-----5-5-------~---- 6-$----- ---~------5 -g------- I 5 I I ' ~ I I - -i ~ - I - - - - I ~ - ~ I I - ~ ' I I I J I L - - - - - - - - - - - - - - - - - - - - , --J r-- I ~ r i---- r~ I I I I I I r - - - - - - - - - - - - - - - - - - I I I I I I i 18'-5 5/8" I I r---J C] I I I I I I I I I I I 18'-5 5/8" I I I l!l I I I I I I I I I I I CRS. 7 1/2 F I I I I I I I i I I I I L.L. WALK-OUT I I I I I 4 O.D. ADJ. S EL I I I I I I I .'I I COL. (SCH. 40) I I I I I I I I I I CRS.71/2 I I I I I I 1 , I I 56 x56x2O POURED I I I I 2'-11 3 " HT", I Ir ~I CONCRETE FTG. I I I I 0 1 i ~ I I I I I I PONYWR I I ~ I I\ I I CRS.8 I I o I I N~ ml I ~ I I I I I I ON CRS. I I O I I~ I ~ I I I I \ I I~ i I I I I ~ I I I I I I I I I I „ I, I I I I I 'I I 12 X16 MASONRY I I I I I I I I I PIER w/SOLID CAP I I I I I I , I I I I VA)P BRRR OVER I I . I I I I 1 I, 12i_411 i_4m 5r_ou I I I I I L--- _ 13 6 I CRS. 13 I I o I CRS.2 4" RV BASE I I I ~ o I I I I I I I CRAWL I i I I ACCESS I (D I I I I I I N L---, I I DN 1 1/21 I I I (2)-2x8 HOR. i I 12" BLOCK I I ~ I I I 4 WALL ON i CRS. I- I I I I I::::::I:::: !::::::::::::I I I b 6~_4~~ I TO CRS, 6 I t o I ::::::::::........:......I TREA PLATE I I I CIWF L I I I I I I I I I I I ~ ON BASEMEN LOOK I „ I I N I N . _ ' ~ _ _ _ _ _ _ J I 3 1/2 CONC. SLAB OVER I I • I I ~ I W12x14 STEEL BEAM _ _ r I I I Y OPTIONAL EXTRA I CRS.6 I I , I _ VAPOR BARRIER AND I I I I I I I I ~ 26'-0" LONG 4 GRAVEL BASE - I - I I I I I I I , ~:I I I I I r•---- ------J I I "~!j!~ I I I I I ::::::::::::..:~~::::::::::::I I I I I I I I- I DN. ~ ::I ~ U I I I I I r- I I ~ ~ ~ ~ I. .I I z , I I I I I CRS, 13 I I I ~ , I I I r l I I I I I I I CRS. N I I I I I I I n i_ a I I I I - I I I ~ I I 6-0 1/4 10 5 7/8 I I I I I I~ _ I ~ I I I lt:;:l::::l ~ CRS, 8 -------r I N - ~ I I I I ~ (2)-13/4"x71/ LVL I I ~ II- I II I ~ Q n n u I~..........., CRS. I ~ I i n i u i i1 II II II II SCALE, 1/4 -1-0 I wl 24x24 12 ' ..,.....'...I' 'I ' I v I 2-7 2-9 1/2 1-8I . I II II II II I BEAM W/ SINGL TOP I " ~ ~ I `I' -11 3/8" HT. PLATE FLUSH W/ I I I I C S. 13 m I I I I I 7 1/2 I m ~ ,~---r I II I. II II c~ _ CONC. TG. I I I I I I I ~ I I _ I__ I ~ ~ I I I ~ ONYWRLL TOP OF PONYWRLL I _ I w ~ ~ @'-2~ 1/I I ~ III I (3'-10" ~ ~ ~ ~ ~ ~ ~I I 10- .I 1. I. ~ ~ ON CRS. 2 I ~ ~ I I I I . ~ W m I _ I - I~~ I X11 II II I. II -pp ~ ~ I I - I I I I I i i , 00 I ~ fV ~ , I ~ I n n u u ~ ~ I ~.-~--~-y ~ _ _ I 00 ri I I d' r (n ~ ' ' P' 7 I I L - - - ' \ ' ' \ i i I ~ I I I - 9 - _ y ~ ! I NI I ~ ~ ~ i__I I , , ~ I i , i;: k~ it I I - ~ I N ' ml I ~ S EL BEAM o ~ I ;I~; II I I ~ I 1 I x I N L---* I /i., , ~,r, i ~ r I I i[•r~l i I I , Dc FLUS IN FLOOR - _ ~I ABOVE SEE I r11 ; I m - I ~ - -A ~ I ~ >,r,-A t, I '-10 1/2"1'-4' F 3'-10" ~ , I CRS. 2 I I I FR MING PLAN IIII III`, ;IIII° N F.D. I ~•-._.,I I ~ ~ I m CRS, 13 I I I III I / I~ 41, I I I I I r------T-----I-- , Y OPTIONAL EXTRA I I II„ / ~ III! I r------ 1------------^I_a=='---I-_- m I ~ - - - - - - - - - - - - - - - - - - - - - ~ I I I I I I ~I I I \r I Id' m I I I FUl BATH R I. I I - - ~ I ,v~-'~c , l l I I I L - - - - - - ~ - - I m i ~ - J J i 1 ,I ~ I O L- I I r'... - - - - - - - - I I 7,.---..--.... I~ 11 i t ~J'I I I I z I:::::. L___~~___ ~ . I I I r - - - - - - - - - - - - - - - - - - - - - - - - ~ ~ I - r: 13' 6° G;:::::I ~;:;rr L Ia I I_ .I I I I DOWN 1 1/2 CRS. I I I I I I ~ I i:'::r~4-11 ~y r- I- i $ D N I I I I ~ ~ T O H-INS ~::r<; `;,~:.,::u:: 11 I l r I, 1 IF OPT L. NOTE: BA H R UG _ W12x22 S EEL BEAM I ~ : - , J ~ _ ! ~ a I _ I SERV. DR. I I INCLUDE PLUMBING ONLY. I ~ ` " - - - I I 29 -4 LONG ;::::I::::::I :I, ~ , - I I I DN. ~ II ~ I I I Y OPTIONAL I I F..u I I OPTIONAL EXTRA ~"fj'b~f_'~"'~"~d~Fl-~ 1 1/2 ~ .::::::::::..:u I DN. 1 1/2 CRS. I I I I may, pppR SCALE; 1/4"=1'-0" CRS. ::::::.:::::.~?:5:: I_ ~ 0._9.. I i I I ~ GAKAGE 5Q ! I ELEC SVC PAN L ~-=--~-~--------,k--~--------------- --------------i I I I m ,I LOC'N MRY VRR 4" O.D. RD,J. STEEL ~ I I I I I I COLUMN (SCHED. 40) ON ~ I I I I GLASS BLOCK I 60"x60"x20'. CONC. FTG. ~ I I I i WINDOW (TYP.) ~ I I I I I i I ~ ,~I I 31 :I ~ I I I : I I N I I ~ _ i I i I I ~ N l` ml I 6Gj vil j\ D - I I , I I p Y OPTIONAL EXTRA I I d• I ~ I I S, I I N I I ! ~ m ;N I I E ~ I I _ ~I I ~ , ~ I 4 CONC. SLAB OV R 9, I I I I ~ in; I I 4" GRAVEL BASE 8'~ I I I I 3 1/2 CONC. SLAB OVER , I I I I I I VAPOR BARRIER AND ; ; I I I I SUMP PUMP 4~~ GRAVEL BASE I I w~ I I o G I I LOC'N MAY VARY I I ~ o I I M I ---,r--, i i I I J~ I I I I I I I r-, I I I I I U1 LL I I I III I I DN. 1 1/2 CRS. I I I I I I I II L-J I CRS. 13 , , I I I I I L--- .~~z.,~~-~ I I I I I W12x14 STE L BERM ° I I - 9'-10"LNG I r_ 0 I 1 10 I I ,,0 19'-8" I 10'-0" I I F I I r-------------------J I I BRICK LEDGE r , I , ~ I I , ~ . - DN 2 1/2 CRS. - DN. 1CRS. W/ I I LUG-OUT TOP I I m I L-, r----------^------------ - I r - - J NOTE: ALL FOOTING DESIGNS BASED ON O OPT'L. BRICK I I COURSE FOR ~ I I ~ I - DOWN 2 1/2 CRS, - - ~ I ~ I SLAB SLAB SUPPORT i I L - ` - _I - - - - - - - - - " - - - - - - - - - - - - - J ~ RN ASSUMED ALLOWABLE SOIL m i I OVER I i I I BEARING PRESSURE OF 2000 PSF N in 12" MASONRY I I L------- 'I o I ---J PILASTER TO I I I I N .T. -.T. T,T. .T. T. T.T.. T.,T .:T.T. T;T. .T, SUPPORT LINTEL I I - NOTE; ~ a ~ (TYPI I i 4 CONC. SLAB OVER 11'-10" 16 -0 1-6 8 -0 4 FOOTING DEPTH ~ GARAGE DR. Z o I I 4" GRAVEL BASE ~i = REQUIRED DEPTH ~ OR IFROSTLINE O W W o I L----- - 1.0 In I I m VERTICAL BOLT, ICRL BO TL 5 PER ~ W O o L LOCK SHEAR WALL _ OL O ~ --------J ~~L~~ BLOCK SHEAR N ~ SHf SHEET FOUNDATION REINFORCEMENT Q ~ 0 64 188 OU PER ATTACHED DETAIL SHEET ~ 0 BRICK LEDGE o PORCH FOUNDATION DN. 1 CRS. W/ ~ J ~ UP 1/2 COURSE OPT L. BRICK M,0, EXTERIOR I EXTERIOR ~FRCE ~ J ~ N °o NO "L" BLOCK IF . ~ Y OPTIONAL EXTRA L" BLOCK IF BRICK ~~~0 U O W G-- m~ = o MASONRY OF ioNRY OPENI~, Columbus (J') N nnni n / A 11-A I nu n ~]/All-AI nu a SGHLL; 1/4"=1'-U , Z)UHLL- J/'+ -1-U -1 -U ~UARE FOOTRG N ISSUE DATE; FIRST FLOOR - 1428 SOFT. ~ 09/30/05 MASTER SUITE - 845 SOFT. = REVISION: SECOND FLOOR - 970 SOFT. H TOTAL = 3243 SOFT, ~ FIN. LOWER LEVEL RDD - 546 SOFT, BOX BRY WDW. ADD - 20 SOFT. o TAI. BRY WDW. = 12 SOFT. cv 2 CAR GARAGE - 402 SOFT. Q 3 CRR FRONT-LORD - 606 SOFT. ~ Q 70 3 CRR SIDE-LOAD - 584 SOFT, ~m ~ o R/c ~ NOTE; ~ ® -INDICATES NON-STANDARD I- HEIGHT WALLS - AS NOTED. ~ ° ~ 17'-2 7/8" ALL OTHER WRLL5 RRE 9'-1 1/8" HIGH o~ ~ N 9 5/8" RLL STRUCTURAL HEADERS ARE r ~ z (2l 2x6 -UNLESS NOTED OTHERWISE, O ~o r - - - - - - - - - - - - - - - - ~ I 3060 W/ 3048 3060 W/ 3048 Y OPTIONAL EXTRA 2'.x4 STUDS TURNED p ~ I FIXED TRANSO FIXED TRANSOM FLAY - 9'-3" WALL HT, DIMENSIONAL LUMBER FRAMING BASSO I HIGH WINDOWS I A60VE RND OV'~E AND SEE DETAIL ON SHEET 5 ON THE FOLLOWING MINIMUM PROPERTIES; ~ ~ ~ EXTRA I OPT'L. 30 T'L• 3030 Y OPTIONAL I 5060 FIXED W/ I QUARTER 48 FIXED TAR TYPE OF MEMBER. .E~.( i~ F ( ~ (s cL d 1. JOISTS 1000 145 1.600,000 ~ I VE 50 VE I ~ T SO / ~I._, FIN. 2. BERMS 1000 145 1,600,000 , ~ 3. HEADERS 875 135 1,400,000 I ABOVE L.O~:+E L.EVEI~ ~ TS I 50'-0" SEE RIDER SHEE I 17'-10" CARPET ~ LAMINATED VENEER LUMBER (LVU BASED ON THE FOLLOWING MINIMUM PROPERTIES; FOR DETAILS I 19'-Q" I 13 -2 ---_-_.-___=_==_r---------.~--------~ Fb( si Fv_(,psil E(psi) I ,r - _ - _5~4, 4,_2., 2650 285 1,900,000 p~ PPEDn HEADER W/SINGLE 4-2 S-4 (2)2x8 ORO A.F.F. '4 ~ ~ ALL POINT LOADS TO BE BLOCKED SOLID NUJ TOP P -TOP t~ 9 1 1/8 I I WN TO UNDERSIDE I _ _ _ m TO FINAL SUPPORT MEMBER OR FOUNDATION. OF HERDER ~ 8,_g~, ~I ~r ALL OPENINGS UP TO 3'-4" WIDE TO HAVE U _ _ 9 _ 1 x FURR DOWN CEILING ~ ~ A MINIMUM 1-2x4, STUD GARDE SPF~ JACK ~j Y OPTIONAL EXTRA K ~ STEPS ' i THIS AREA TO N STUDS UNLESS NOTED OTHERWISE. L~ I RS RED'D. R/C MATCH UNDERSIDE ALL OPENINGS GREATER THAN 3'-4" WIDE TO . - I SEE DETAIL ON I ' OF JOISTS HAVE 2-2x4, STUD GARDE, SPF JACK STUDS 00 SHEET 6 ' ' UNLESS NOTED OTHERWISE. ~ ~k 6068 S.G.D. y (3) 4 6068 S .GL.DR. 18'-2 7/8" (2) 2X10 HDR. • INDICATES NON-5TANDARD JACK STUDS TO HDR. WALL HT. - ~ o LEG ~ WN (4) 2x6 w/(4)2x - REOU RED AT IF AMING Dd,TWA R ~ S~ ~W) / ~ ~ (3)-2x4 0 - G ~ C0 N BEARIN L HT. ~ - I ~ o RM ABOVE - WALL 5 11 WAL H N m VL BE ON BLOCK N ° o ~ I in L H - T. ~ 9'-1 1/8 A.F.F. , 1'-6' 1T-4 7/8" oNO II 4„ ! RES. CPT. E FRAMING PLAN o a (2J-1 3/4 xl 1 o r N ~ 9'-3 WALL H1, m ~ LVL DROPPED o ~ HEADPIECES FOR I m R GR RT RM. o I HEADER W/ I - CC AND FC ONLY ~__.-~r---~ OD TOP 0 CARPET LOWER L UE z o ~ I SINGLE RA ~ ~ - ~ _ _ _ ~ ~ DOOR CASING I I II I ~ PLATE -TOP - OPT.! EXT „ (5 x4 ~2 SPF 18'-0" CONC. ° N „ N _ IREPLACE 2 S ' 19 -1 1/8 A.F.F. ~ 1 3 SIDED F , FURR CLG. DN. SEE DETAILS SHEET 7 2x4 '-9 1/2" WALL HT. ' ~ _ _ _ ~ ~ _ _ _ ~ ~ HEADPIECE ONE SIDE r ~ TO UNDERSIDE o - N II ° LL UNDER COUNTERTtOP ' '-"r- iD N HEADPIECE ~ ~ OF HEADER o I i~ /2 HIGH WA ~ ~ TWO SIDES 3'-5 1/2" HIGH WALL ~ I m (2)1 3/4"x3 1/2" LVL ~ I I " O.H. : - 1 CONT. UP TO CONC, FLOOR BELOW „ ~ _ N , (2650 Fb 1.9E ON 6-5 1/2 ~ ALL OTHER DOORS ~ ~ LVL ABOVE NO TOP PLATE GREAT ROOM FLOOR DECK c~ I~(1L,1'F(? LEVEI GET STD. TRIM ' , LL " WALL WALL HT. ~ , DOOR & WA HIGH ~ t ~ ~ ~ ~ ELIMINATE 5 ON BLOCK rn SCALE; 1/4"=1'-0" IF OPT. FIN. LOWER LEVEL ABOVE FLOOR DECK J 2'-~" ~ y ; OR FIN. STAIRS---~, ~ 4 H (V ~ 3'-3 ~ 2 -0 3 * 1/ ~ - „ 2 0 1?2 ~ , ALWAYS ° ~ I ~ 1I2 ~ , _ _ ~ ~1 11 on THESE WALLS DRYWALL D o ~ ~ ~ ~ „_1,_~" - p m 1/4 ~ ~ ~ r ~ ~ L BEAM UP FLUSH SCALE _ ~ ~ ~ LV ~ d°. ~ ~ ~ m ~ ~ ~ r W/ MASTER LEVEL Y OP SEE DETAIL oo ~ 6'-0 -1/~ ' ~ z Y OPTIONAL EXTRA GYP, BOARD FINISH m X ~ ~ s FLOOR FRAMING -SEE , ° ON SHEE 6 ~ - _ OS ING PLAN _ 3 1/2" CROWN I~+OULDING o rv ,B' , ~ 3 1/2" REVERSE BASE EG DOWN TO ~ in ~ ~ ~ ~ ~ ; ~ ~ 1 HDR. w/(3)2X4 ~ ~ _ ~ , , , , , r.._-----i GYP. BOARD FINISH m ~ 7 ~ ~ S DRYWALLED ALWAYS , , , 1-6 THESE I DODR I VL BEAM UP FLUSH W/ _ 3 ~ ~ 1 ~ L KITCHEN ~ 3 SERVICE DOOR ~ ~FGFNCY 2 PC. 2ND FLOOR FRAMING - oo , ~ in 3 ~ ~ B G. L DUCT CHA SPACE ~ ~ coNaa° ~ , ~ ~ RES. , 4a°x BROWN MQ~J_LDIN~Z SEE FRAMING PLAN iv ~ o ~ DBL. 2x WALL • 2x4 WALL MED FLAT (V , ~ , n _ it I , 1 ~ _ 11 v ~ 2 r _ ' I I "HIGH LL ' 2 - ~ NICHE SCALE.1"=1'-0" o o ~ - ~ ~ - I I i 1 SH I I N CONC. FLOO OW „ ~ ~ N m ' in 1/ r : - ~ ~ ~ - - ~ ' 14 _ ~ I I 0 7 5 3/8 WA HT. 3 1 ~ ~ ~ r _ _ _ _ ~ ~ 1st FLOOR DECK ~ , ~ '-0 1/ ' 3'-1" '-0' ~ i HE N OTL,~ ~ E NIC F~ oR. 4312x6 , ON c T ~ z~s wR1- ~ ' ETAIL ~ Drv w ~ 16 ' - - - y GYP. BOARD FINISH •HIS SHEET ti ~ w 6 - - R VE .m ~ (v z D R o 11 3 O.D. ° 3 1/2" CROWN N ° MOULDING 3 b 1 2 H iv I SLOPED LIN ADJ. STEEL z ~ I LIGHT RNO [GHT RNO PRINT SIMILAR 1 0 ~ RES. A TEP COL. (11 ga) ° I BEARIN ~ ~ ! SWITCH w/ ~JITCH w/ ^~Tf'HF I~F'TAI~_ ~ ~ 4 2 5 SH, o _ ~ RAISED CEI NG FOR I EA. END , - -6 _ ° OPT L SEA. ao DOOR CLEA NCE z I - DOOR 'T'L SEA, f ~ ~ 3/4" BED MOULD A (3)2x4 in x X66 FRAM ° InT Y OPTIONAL EXTR N 8 SEE ~ I OOR ' GYP. BOARD FINISH i m - - IH NI ~ w - - - ~ I I ~XW I ' S'-1 1/2" - 6'-0 1/2" ' 3676 C.O. = I T-0 4" ~ 1 ~ ~ " FC: CC P_~ (3l 2x6 H 13 0 1/2 6'-1 - ('ROB.+N MOUI~DrN~ ~ ~ ARAGE I p ~ i RM. TBia PH ¢ I SCALE 1"=1'-0" , DOUBLE 2x4 FURR DOWN W cn, _ RLL 8 OIA. RES. 1'-0" 1 - BEARING W m N COLUMN c 1 c,r. 1R/1S ~k - BEARING - ~ I o , ~ -i ~ (V , / W N iv , ~ ~ ~ N I WALL W I of FOYER ~ r BRICK LINTELS BRG O o a~ C.T. ~ N '2 ~ N 3 1/2 x 3 x 1/4 4~~ LA LLH STEEL LINTEL DINING ~ NII ~ 6-6 3/8 N N - o N _ ¢ WALL HT. x ~ 3 1/2" x 3" x 1/4" 8~~ O ~k - OOM rll '-0" 3~ 0., 2~- ~ 3 ~ I 8'-1 1/8.. - co o P FLU5H W/ T ~ LVL BEAM U ~ II WALL HT. LLV STEEL LINTEL CARPE N x 2ND FLOOR FARMING - ~ ~ 2 PC. CROWN ~ ® N DO NOT CONNECT TO HEADER SEE FRAMING PLAN I ' ~ IR RAIL w/OPT./EXT LVL M BOT. , ~ CH ~ I I m 3/4"x3 1/2" LVL FL W! M. BATH I TRANSOM a (3)1 - m _ ~ ~ 1 ' (2650 Fb-1,9E1 CONT. F OR FRAMING I ' D HDR. (4) 2x4 CARPET UP TO LVL BEAM FRAMING PLAN m (2l 2x8 HDR. (21 2x1 s 2 PC. CROWN I (2)-2x10 HDR. W/ ~ 3060 3060 BEAM - - OPTL TRANSOM ~ L L ~ - _ _ _ _ _ _ _ - - W/ r (2) 1 3/4"x 11 1/4" CONT. LVL D WINDOWS. _ _ i• • - = ti - - - s - 3068 00 U FLUSH I (3) 2x4 - 8'x7' OVERHEAD DOOR E I l3l 2X4 2 D FLOOR -11 LL HT. ~ A X14 /4~~ I 8 ~ 6 5 NG -SEE 3 -6 6 8 1 F AMI _ F AMING PLAN ~ ~ VER EAD DOOR ~ I I HDR. R o _ - - - 16x7 0 (2) 2x12 ~ - i~ , (2)2x121 HDR, ~ - 10 -0 in PORC 2860 2860 o~ ~ W - R 1'-0" „ „ '-0" 1-4 ~ 0 ' I 2x10 BOX R ~ ,-0„ 1-6 8 O BEAM 8 PINWHEE 3-0 I iv 5 10 COLUMN (TYPJ 10~-0~~ ~ ~ m ® N pp - - 0 4 STEP „ 5._2., 00 5,_2„ _ ~ 00 , „ ~ PORCH o 11-1 , RAILING , 1g 8 r 0 ~ ~ 0 O r+ ~ W Co m zm ° a°xa" P.T. POST -J. , W/ GALV. G185 BASE Lo umbus~ & FASTENERS OPTIONRL EXTRA o o ~ crOC-rr ~:-l nnP PI nNi 1. ROOF TRUSS DESI~''`-'-~~.~QJ r' GN BRSED ON ~ ISSUE pE PRE-MANUFACTURED ROOF TRUSSES o 09/30/05 BY OTHERS. = REVISION 2, ALL HANGERS BY SIMPSON STRONG-TIE UNLESS NOTED (ATTACHMENTS TO BE PER MANUFACTURER'S SPECIFICATIONS) ~ 3• I-JOIST RAFTER DESIGN ~ 20PLUS f1.5E) I-JOISTS BRSED ON LPI ~ PACIFIC, BY LOUISIANA ~ UNLESS NOTED. ~ 4. DESIGN LOADS A. I-FOIST RAFTERS; 15 PSF DEAD LOAD ~ ~ 25 PSF LIVE LOAD o CHIMNEY SADDLE W/ OPT'L. MASONRY B• ROOF TRUSSES; 2D PSF TOP CHORD LIVE LORD ~ ~ FIREPLACE OPTIONAL EXT 10 PSF TOP CHORD DEAD LOAD ~ RA ~ OPTI ONRL EXT " 10 PSF BOTTOM CHORD LIVE LOAD ~ RR 6 NONSTANDARD CONNECTIONS ARE 5. HOLDSppwN 60TTOM ~ ( REQUIRED IN TF~IS AREA TO CHORD DEAD LORD ~ ` ~ LU24 HANG BOX BRY ER, WINDOW OR EOUR TRANSFER THE SHEAR LOAD TO A, ALL ROOF TRUSSES RND RAFTERS ARE ~ ~ n = I 8 L (TYP) 0 3/q~ o,H. SEE RIDER THE BRACED WRILL PANELS. TRUSS TO BE CONNECTED TO DOUBLE TOP ~ p ~ - _ _ _ _ _ SHEET T TO DOUBLE TOP PLATE CONNECTION PLATE WITH A MIN, SHALL BE (1)H1 FASTENER PER BY SIMPSO OF (1) H2.5A ~ ~ I - - - - ' - (j TRUSS. DOUBLE TOP PLATE TO BE N OR EQUAL, UNLESS ~ m I \ ~ - - ~ SEE WALL BRACIN ~Q~ CONNECTED w/(2 )ROWS QF lOd B• GIRDER ~RUSSESSRRE TO HA 8 3/4" °D ~ ~ G NOTE O.H. ~ i I ~ FOR CONNECT NAILS ~ 12" O,C., DQWNS TO RESIST THE REQUIRED LD a- ,I I o~ I m IONS r - - - I ~ ~ LO UPLIFT FORCES AS SHOWN ON TRUSS MANUFACTURER'S DRAWINGS, I,. - - _ _ _ T CATE TRUSS ~ - - I - - a I AT WAL I x~ - I I NIP ~ L 8 3/4" 2x6 RAFT I I N I o.H. ERS I sET ~ - - ~ I , I G I HIP I - 24 O.C. , I I - _ _ I I I JH SET I - - II UPLIFT LpAD ~~~pp pp I L- ~~I~_ - II G . I= fi - - - _ _ = - _ _ _ HZ IRDER TRU I • (L8S) CDNNECTQR l~J 2 ~r - ~r _ - I H3 SS .I I II ! ,r I I up to 1785a Simpson LGT2 OI I I! I II (2-Ply truss) I I JI II it II H1 \ I I II - J ~ up to 1265a Simpson H16 (1-Ply truss) I I III - - - m c~- ~ I Simpson H16-2 (2-PI I I I I H HIP I up to 960a Y truss) 2x4 NAIL + I I ER II R~ I SET I HIP GIRDER TRUSS C~ (2) Simpson H2.5A n up to 480a Simpson H2.5A ~ ~J (-J RT WALL ' I % ' I s I I I I ET JH . ~ .?F _ I I I NOTES; I,~-- I I „ - - HU~ 6 HA C C UPLIFT VALUES RRE PER THE APPROVED/SEALED TRUSS DESIGN DR PROVIDED BY THE TRUSS MANUFACTURER. 8 AS ER, OFF RED 6 3/4 O,H II oR I I UAL Yp) CEIL G AlL STRAPS/TIES SPECIFIED ARE RWINGS D II 1 I BELO II EOUIVRLENT CONNECTORS ARE AC EPt BE PROVIOEDSBUILD NG TDESIGNER• /ENGINEER OF RECORD APPROVAL, D II II I INSTALL ALL STRAPS/TIES PER THE MANUFACTURER'S SPECIFICATIONS. O 1 - _ _ CS LU24 HANGE R4 I I - F LU24 HANGER, FOR UPLIFT VALUES I 2>a6 - OR EQUAL (T II I ~ AFTE I I OR EQUAL (TYP) DESIGNER/ENGINEER ~ R ORD.AN 1785-Ibs, CONTACT THE &1ILDTNG ~ I 0 VE AY I1 ~ I w~/2x RIDG I II C4 I II ~ R31 I II SUPLIFi VALUE IS GREATERET RN 1 00-tbs.D CONNECT STU PLATE USING (1) SP4 STRAP W/(g) IOd NRILg ATES ARE REpUIREO WHEN BOTTOM PLATE USING (U SP2 PLATE W/f12) IOdCNORI~gCpN TUD TOP OF STUD, II 1 I W 1 I JH o I v I CS I EACH SIDE ~ I 16 I I I I R2 I I ~ it II I C1 II I CZ I D1 Ir__-~_ _ I II ! - R I I R1 ~ I o I I I cn I I I I C ~ JH I d. II I r - I ~ ! ~ B II r--~~_ - J m I I _ I - ~r . _ ~ I 11 NRILE _JI I ~ R NAILER ~ I , o i I I RT WRLI 15'-g 1/8" I I ~ m ~RT WALL I i I it - _ _ _ ~ I n I L ~ ~ THE 24 0. I I ~ - - _ C 124 24 I - 12 3/4 12 3/4" O,H. I _ _ _ _ THE 24 0 I r _ - - I I - - - - = _ JI r - ~ ~I II ~ _ _ ~ I - - I I I I I 24 E I , II I I 24 O.C. I L2 I II II I II . I II L1 I II II LU24 HANGER, I I - . - ~ II I I I - ~I OR EOURL (TYPI I I - _ _ I NIP i I - ~ . I I II II I II r_ ~ _ _ I 1 II 5Er I I I I ~ I - _ i l~ II L I I I ~i ~ I II I ~ - ii ~ II I LU24 HANGER, r - ~ ~ I !I I I OR EQUAL (TYP) I I - _ I. 2x;6 ~ - I I~ FTER I --JII II I I - OWER AY I I I I I JH ~ JH II I I 1 II ~ ~ rn I I I I I ~ I I~ I I I I k II = II ° I I I II ~ II II I w I I I ~ L ~ o ~ II ~ MII m I I r- _~i c~ ~ N I I I I r- _~h II II ~ I II I H SZ6 NG I II _ _ I I I O EQU L I HIP U II GIRD TRU S (T ) SE II II - JH I T - II II f"~ I I I lu NAILER _ - II I IAT WALL 12 3/4 O.H. II - _ - - _ I K2 _ - _ HIP HIP II I I i I I I - _ - _ _ I SE II ~ J n - - T SET i v - - ~ - _ J \ = II II 3/4 O.IN, n II ~ z K1 I -III II moll a II ° II II ° u p II I! I II II II II I! II II ~ II ~I _ I III 12 n3/ - ~ u . - ° _ II - u II II II I r - - II LEDG _ _ : - _ - u 4 @.H. II I( II -II_ _ ~ - ~u= _ - n II III - - - \ ~ ER I j,_---= II U Ilu II II II ~---11'_-U-- --J Q m AT WALL ~L _ _ _ _ _ _ li _ it ` n ' ii II II II _ _ o - u= II ,x co ~ - - -dl - ;JUG u u I~ z 12 3/4" O.H. " O.H, u II ~ p 12 314 O.H. K " 4 2x6 _ I 12 3/ " ~ ER 4 O,H. OVERLA ~ 24" _ - O.C. d~ , N m= o O ~ ~ N 12 3/4" O.H. 4 0 ru N • 0 SCR ~ ~ LE. 1/4 - - W ....I 0 1n W a/- 0 CE I ICI rT- .Z- 18'-10 15/16" 15'-1 15/16" 19'-9 15/16" 23'-5 9/16" H N (ISSUE DATE; ~ ;09/30/05 i .REVISION; GOOF FRAMTN PAN NOTES, ~ ~ 1, ROOF TRUSS DESIGN BASED ON ~ PRE-MANUFACTURED ROOF TRUSSES ~ o ; O 12 BY OTHERS, ~ o 12 2, ALL HANGERS BY SIMPSON STRONG-TIE N ' UNLESS NOTEp (RTTRCHMENTS TO BE PER © _ 8 . 8 MANUFACTURER'S SPECIFICATIONS) sQ 3, I-JOIST RAFTER DESIGN BASED ON LPI ism 20PLUS (1,5E) I-JOISTS BY LOUISIANA ~ PACIFIC, UNLESS NOTED. ~ ~ C - A 4, DESIGN LORDS ~ _ R. I-JOIST RAFTERS, ~ ~ ~ 15 PSF DEAD LOAD O 3 ~ 17'_7" \ ~ fV ' 25 PSF LIVE LOAD ~ ` ~ 25'-8 1/2" B. ROOF TRUSSES: U ~ N ~ ~ ~J ~ ~ W 20 PSF TOP CHORD LIVE LOAD ~ O ~ ~ ~ °W 10 PSF TOP CHORD DEAD LOAD I,' ~ oC ~ ~ 'Z in ~ 10 PSF BOTTOM CHORD LIVE LORD 0~ 5 PSF BOTTOM CHORD DEAD LORD ~ 'i 0 ~ ~ DIMENSION HELD IN 5, HOLD DOWNS ~ ~ ~ , 1/2 FOR SHEATHING 34 -0 7/8 m W R. RLL ROOF TRUSSES AND RAFTERS RRE I- W TO BE CONNECTED TO DOUBLE TOP ~ N ~ °D = PLATE WITH A MIN. OF (1) H2,5A FRONT REAR 7 3/4" m TAIL BY SIMPSON OR EQUAL, UNLESS 17'-4 1/4" NOTED OTHERWISE. 18'-10 15/16" 15'-1 15/16" BEARING 7 1/4" B. GIRDER TRUSSES ARE TO HAVE HOLD TAIL DOWNS TO RESIST THE REQUIRED ! ~ ~ 'F POINT 43'-31/2" 1/2 UPLIFT FORCES AS SHOWN ON TRUSS ~ ` A2 FRONT MANUFACTURER'S DRAWINGS. ~ ' ~ j 00 REAR ~ f a~. ~ ~ ~ ~ 19'-9 15/16" ~ 23'-5 9/16" ~ ' 12 f ~ , ~ 12 C2 C2 ~ 8 - Y ~ 10 . r , :r~ r ~ C3 t' ~ 4;~~ 1 m ~ - - - - - - - - - - - - C4 F.¢ ~ . D o Al ~J ' i # i ~ _ ~ q (n = i i C5 ~:2 a h ~ TAIL:.. ; ~ 1,~ : , DIMENSI H~ D ` - - - - - - - - - - - - GIRDER TRUSS I1Qi~ ~R m SHERTI~~1G 34'-0 7/8" iv - 12 12 ' 12 FRONT REAR ~ ~ J $ \ 10 ~ 10 \ oW C1 w A4 ' in DIMENSION HELD IN - 1/2" FOR SHEATHING A5 ~W ~ D1 - J ~ E ~ m O ~w W mW N= _ 73/4" in Z m z TAIL A6 GIRDER TRUSS bo 3'-8 5/8" 7 3/4" TAIL 11'-10 1/2" 11'-10" 7 1/4" o 7 3/4" DIMENSION HELD ' TAIL TAIL IN 1/2" FOR 12 ~ 12 17 -5 1/4 SHEATHING 00 $ o0 1'-5 ~ 1/8" 2'-3 1/2" m A3 m 43'-3 1/2" 10 1/2" DIMENSION HELD IN 1/2" FOR N N \ N FRONT ~W B REAR SHEATHING N W BEARING ~ = POINT 12 38'-6" 71/4" 5'-91/8" 10 FRO T TAIL N REAf~ ~W O W ~I 7 1/4" TAIL 18'-4" 12 9~_2~~ 4._0.. 12 g _ H1 10 H2 GIRDER TRUSS 7 3/4" H3 12 12 F m TAIL - ~ ~ J 12 12 ~ 10 10 m ~ C W W _ \ mW ~ ~ 10 H ~J N J W _ K1 ~ o _ ~ w ~ I ~ N = GIRDER TRUSS ~ ~Z d-_ °D= O 7 1/4" 11'-7 3/4" 3'-10" 7 1/4" 18'-11 1/2" 6'-0 5/8" 7 1/4' 71/4" 11'-10" 71/4.. 71/4" TRII: TAIL TAIL TAIL TAIL TAIL 13'-01/2" „ FRONT REAR RT H3 31-5 1/2 BEARING POINT ONLY GIRDER TRUSS "H" BOTTOM CHORD TO BE (2) 2x6 MIN. 13'-2" 11/2" DIMENSION HELD IN FOR REQUIRED HANGER CAPACITY. PROVIDE BEARING 1/2" FOR SHEATHING ENHANCERS ~ 2x4 WALL ONLY -SEE DETAIL. GIRDER TRUSS F BOTTOM CHORD TO BE (2) 2x6 MIN. FOR REQUIRED HANGER CAPACITY. 0 2x6x12" BAG, ENHANCERS 12 (n NAIL TO BOTTOM CHORD ~ - W L1 w/(2) ROWS OF (3) 16d ~ - - - - L2 GIRDER TRUSS NAILS ON EA. SIDE 10 ~ m H W N 12 12 i O ~ ~ - 12 K2 ~ 0 O 8 8 N~ 12 ~W ~J \W N N1 J MIN. 2-PLY ~ W GIRDER ~ W W L ~W ~W ~W ~ I ~ W = W ~ Z TRUSS ~ I m M _ m DER TRUSS "H" ~ ~ - 1 1/2" 11 1/4" - 20'-4" 4'-9 3/16" 7 1/4 18'-10 1/2" N " TAIL TAIL TAIL ~ 18 4 1/2 TAIL4 BERRT_N~ DETAIL 7 TAIL 13'-0 1/2" ~ ~ W SCALE, 1-1 0 ~ ~yJ m u~ _ ` 18'-6" 13'-2" 1 1/2" Columbus (f i PERMIT NUMBER: CITY OF DUBLIN 42 0(o-20-1-78 f DIVISION OF ENGINEERING CITY OF DUBLIN RESIDENTIAL BUILDING PERMIT SITE PLAN REVIEW CHECKLIST Subdivision: leC, 3 Lot Number: //0 Reviewer: PP ner.e Address: ~8 y Q ~~ti ~ W Date: 03 07 0- 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. J 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. f 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 afront-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. 's 21 Tree lawn size is shown and labeled as 7 feet. 22 100-year Floodplain, Floodway, and Floodway + 20 feet is shown and labeled Oq 27.9 I FEMA FIRM Map Number: 3M08 0150 P> Effective Date: 2.3 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 at 26 Easements are shown, labeled and match the recorded Final Plat f 27 The drawing scale is shown. ? 28 A north arrow is shown. ? 29 If a corner lot, address should be for street that the front door faces. Comments: REVIEW RESULTS: ?APPROVED ? 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. 1/17/2007 N:Engineering\POLICY\ENGPOL019.doe ~~EyO 5750 Chandler Court 4~) 1P REVISION DATE & REQUEST Westerville, OH 43082 0!7 rp 1 11.30.06 (NV) HOUSE REVISIONS-FINALIZED E-Mail: hoyssinc@aol.com r~ 2 AB 02s1.07ADDDUBMNREQUIRMENT3 Phone (614) 895-1922 +H Survey Fax (614) 895-1949 Construction Fax (614) 895-9549 41 I N FOR M/I HOMES OF CENTRAL OHIOI LC. HQQPE STYLE ROYCROFT CONS. LOT/SUBDIVISION 110 POST PRESERVE SEC.3 °j {j CITY OF DUBLIN SCALE 1" = 20' pB. 5 PG. 161 DATE 09.18.06 ORDE NO. DRN. NV CK. FLOOD ZONE X COMM. PANEL 390808 21 PAGE 0150B DATE 09.27.91 MINIMUMS R: 30' "LANDSCAPE CODE REQUIRES AT LEAST TWO, 2-1/2 INCH s: 7'/15' DECIDUOUS TREES" IMTHE'FRONT YARD QZ OT. INSTALLATION WILL OCCUR DURING Y E LANDSCAPE PHAMR THE HOUSE. av PLACEMENT OF THE T il?'ES WILL BE FIELI?,3JERIFIED BY THE CITY OF DUBLIN PRIOR TO INSTALLATION." TO AIPPLICAF14T ASSOCIATION REVIEW OU!RED BY DEED f it }''LE rf ' TRiC fi''L CC) VcN 5,N7, 6840 ROYAL PLUME DRIVE 50 I°Ii "4RI''1'°ICE Fit'.S7filCT HuI0NS f EOUIRED i3Y iITLL. INDICATES MAJOR FLOOD ROUTE NO PARKING p alyd° Bike ath/Si elk R Stt~Y; I BMC CURB INLET CALL MOECt10N LINE`-TO r [ fi s Required 929.12 929.09 T.C.= 928.73 929 02 SCHEDULE INSPECTION CAL: i-:!.Y ~hCSTERSEFOFIE x < X \ _V ORDER AND INSTALLATO)l B/C N 04026'11" W FIRE HYDRANT 4' WALK _ W.T. 80.00' SIDEWALK EASEMENT - - 929.40 929.37 SAN. SEW. TAP 929.30 E.O.S. = 921.30 20' EASEMENT SLOPE= 26.00' MANHOLE 4.34% T.C.= 929.39 16' DRIVE ' 929.90 25'B DG. LINE' 928.90 0 18.67 M FOR THIS HOUSE o 6.OOM 18.50 MSOK, 930.40 ONLY ADD 930.73 cy 6.33 M 4" TO G.A.H. TO ~ GET GARAGE PAD C6 12.00' 6.00 F.F.= 932.73 1 ' T.O.B.= 931.73 12.00' r~ i o 111 BSMNT.= 923.56 109 < cc' F.F.= 933.13 0 c; FF.= 933,13' 00 M 0 o CIO N ~ ° r; M 00 ~ O q 2~ Screen All Mechanical Units 17.83 0 0 13.17 _ ? c cm n FROM PUBLIC R.O.W. 930.40 4 19.00 4 ~ r-j ~ i c < ~ 71 CALL PLANNING DIVISION 10 DRAINAGE o S-, EASEMENT m 00 m 110 12'x 10' PATIO a F O I r- 10' EASEMENT Cq { a o T; - C:7 t--- M ::~E 928.50 ~r ? fv~- 77 CATCH BASIN i m Y' 48.92' T.C.= 928.35 n 928.96 35.93' 929.08 EX 30' DRAINAGE EX 20' NO EASEMENT DISTURB ZONE tree ?rptedloh ci MUST 'k INSTALLED AND iNS0EVED' PRIOR TO START OF ANY CONSTRUCTION. 929.35 80.00' 929.67 CALL PLANNING DIVISION FOR INSPECTION EX N 04°16'31 W EX 100 YR. o *"NOTE: WATER SERVICE SIZE = 3/411 STORMWATER LEVEL NOTE :BUILDERS TO PROVIDE j ENVE Q f ~~~~r«, TREE PROTECTION DURING ALL 1.02' c,cy CONSTRUCTIO 928.90 APYRoVED ASO TED PHASES BUILDER TO MAIN AIN N. ~PQ 03.0 ~ EROSION CONTROL SECTION E-E NOT TO SCALE 2.00 PLOT PLAN We hereby certify that the foregoing PLOT PLAN was prepared from information provided by the Client and data obtained from Engineered SQUARE FOOTAGE, DA A 2 Subdivision Plan. This Plot Plan is to be used by the Client for the sole purpose of obtaining a building permit. The use of the Plot Plan for any FOR HOMEBUILDER PRICING AND ESTIMATION PURPOSES ONLY 1 ~e E~ gp~± other purpose is strictly prohibited. LOT 10,475.0 WALK 25p6.0 ZONING OOWLIANCE OFrgp"'~qi HOUSE 2621 .0 SOD cov. 7778.0 APP r%0VK0 AS N0 ED ui-Y OF- DUBUN, OHIO J. DRIVE 501-0 LOT COV. 25.02% HOY 7313 a APPROACH 199.0 i Byc~ _ -i ' SLOPE 114%FT. 1 MAX. ^ Grotes and Brackets shall be Galvanized in F-I Accudonce WO City of Col. Construction and Moterlal Specifications 711.02 ROYAL PLUME DRIVE w i Sta. 0+ 00.00 to 6-1-59.81 + ION TYPICAL SIDE YARD -STORM SEWER DETgI~ NOT TO SCALE V~o 301 \ C 100 Yr. Stormwoter TC = 930.26 930 Dev oiler shall inst 1 aerators ac ding to Level °9 blinquir 930 MANUFAClU Otterbein SIZE- 2 Hors c1wer - SPRAY PA N.• Starburst POW£R.230 Volt, Single ph e 925 JS 925 T Bosco f.02' Of " 1 100-yr. Pon wale Sections b 9289 Elev. = 924. Ele v. = 923 TC 09 Lines with the Grading. These 2'-0" Construction. 920 Proposed Grod SECTION E-E 6 Normal wot 920 100 Yr. Scale.- None Rev = 918. 6 TC_ 929.93 Stormwoter Level 915 'Bench 5' ev. = 916.0 Bendy E/ev 916.0 915 Sedim t Basin J1 1 80ffom f Sediment Ba in 2 2 2 ev 1.76' 910 N 124.5 k 1 2 Bottom Of 910 8 M 926.4 ev. _ 4'-0' RET NTION ASIN YP/CAL SECTIO A- A 90J'' Scale: 1 " = 50 H. SEA 0D r" 5' y 905 Scale: None _ _ _ - _ _ 06/ I I /29 1 1 ~ u5 ` U C TECT L GENERAL NOTES; N ISSUE DATE', ~ ~ CLEAR RLL BATHROOM EXHAUST FANS TO VENT TO THE OUTSIDE :DE 1. GENERAL STRUCTURAL RND ARCHITECTURAL = 09/30/05 WINDOW ROOM WINDOW TEMP. GLAZING TOTAL REO'D EGRESS EGRESS OPENING REa n LOORr10N Sa fT. ~1 CALL GLASS PER GLAZING GLAZING WIDTH HEIGHT (EGRESS 6 VENT VENT RLL CLOTHES DRYER EXHAUSTS TO VENT TO THE OUTSIDE, NOTES RRE INTENDED TO AUGMENT THE REVISION: SIDE, DRAWINGS AND SPECIFICATIONS. SHOULD H SIZE WINDOW Sa FT. Sa Fr. IiENTILRTIOM MANUFACTURER SPECIFICATIONS ANO MODEL TYPE GOVERN .RN CONFLICTS EXIST BETWEEN THE GENERAL ~ THE LENGTH OF DRYER EXHAUST RUNS. SPECIFICATIONS GREAT RM/DIN. 548.25 SO. FT. 5 3050 ND 112 SO. FT. 56.0 SO. FT, 43.86 SO, FT. 31.0625" 2x,.75" 5.8 so, FT. 21.x3 so. FT. 39.o so, FT. TO BE SUBMITTED WITH PERMIT SET, IF MANUFACTURER IS vS STRUCTURAL OR ARCHITECTURAL NOTES AND R IS THE DRAWINGS, THE STRICTEST PROVISION ~ NOT KNOWN, 25'-O" MAXIMUM RUN WITH R 5'-0" DEDUCT FOR FOR ~ GREAT RM./DIN. OPTIONAL /4 AND, NO 2.83 SO. FT. EACH 90 DEGREE ELBOW, CONTRACTOR TO VERIFY INSTALLATION RELATION SHALL GOVERN. ° 1 30 0 NO 16.4 SD. FT. 18.4 50. FT, 112 SO. FT. 36" 26.5625" 7.1s sa, Fr. s.s s0. FT. 7.1s s0. FT. LOCATION PRIOR TO INSTALL. GREAT RM./DIN. OPTIONAL 3 0 2. GOVIERNING CODE ~ ~ STRICTEST PROVISIONS RS SET FORTH BY. Q 59.7 OFT. 2 30s0 NO 112 50, FT. 22,4 SO, FT. 20.8 SO FT, 31.0625" 26..75" 5.8 SO. FT. 10.4 SO. FT, 11.6 SO. FT, THE PROVISIONS OF THE NATIONAL ELECTRIC CODE KITCHEN/BRKFST. 2 5 s . NFPR 70, SHALL GOVERN THE INSTALLRTION, TESTING. 1:.2004 RESIDENTIAL CODE OF OHIO ~ o OPTIONAL BAY 12 SO. FT. 3 2850 NO 1335 S0. FT. 40.05 SO. FT. 18.8 SO. FT. 2fi.9375" 26,5625" 4.97 SO, FT. 9.4 50. FT. 17.92 SO, Fr. RND OPERATION OF THE ELECTRICAL SYSTEMS. 2003 INTERNATIONAL RESIDENTIAL CODE ~ Q 3 ° 7 ° D FT S. FT 11s sD. T PROVIDE SMOKE: 4 CARBON MONOXIDE bETEGTORS INTERCONNECTED :CONNECTED ~ DEN 139.7 SOFT. 2 3050 NO 15.0 S0. FT. 42,0 SO. FT. 11.1 SO. FT. 1,0625 26.. 5 5,8 S . 6 SO. F . WITH 110V. AC. RND BATTERY BACKUP O 2 3020 NO 6.D SO. FT. DEN INSULATION EXPOSED TO ATTIC. CRAWL SP CE DW A OF ELLING UNIT MSTR. BDRM. 2DD.D SOFT. 2 3050 NO 15.0 SO. FT, 30.0 SO. FT, 16.0 SO, FT, 31.0625" 2s..7s" s,s so. FT, s.o so. FT. 11.s so. Fr. FLAME SPREAD RATING OF 25 RND MAX. SMOKE DEVELOPMENT FACT :CLING UNIT SHALL HAVE MAX ~ ~ N )PMENT FACTOR OF 450, PER ~ ~o CODE SECTION 316 OPT, 5' HLF AND. 1 1/2 AND. NO 9.81 SO, FT. 39.91 SO FT. GENERAL STRUCTURAL NOTES ~ oo~ ENCLOSED, INSULATED RAFTER SPACES SHALL BE PROVIDED WITH C MSTR. BATH 90.0 SO. FT. 1 3840 YES 14.67 SO. FT. 14,67 50. FT. 72 SO, FT. 38.9375" 20" 5.41 S0. FT. 3.s SO. FT. 10.0 S0, FT. OR VAPOR BARRIER. SIDED WITH CROSS VENTILATION STRUCTURAL MEMBERS ARE CALCULATED ~ ON THE FOLLOWING DESIGN CRITERIA ~ 1, 40 P.S.F. LIVE LORD IN RLL LIVING AREAS Imo- BDRM. a2 144,0 SO. FT. 2 305D YES(11 112 SO. FT, 22,4 SO. FT. 11,5 SO, FT, 31,os2s" 2s..7s" 5.s so. Fr. 5.8 so. FT. 11.s so. Fr. RRC-FAULT CIRCUIT INTERRUPTER SHALL PROTECT RLL BRANCH BRANCH 2. 10 P.S.F, DEAD LORD IN RLL LIVING AREAS a- N~ DAM. a3 112.75 SO, FT. 1 3D50 NO 11.2 50. FT. 112 SO, FT. 9.0 SO. FT. 31.0625" 26..75" 5,8 S0. FT, 4,5 SO. FT, s.a so, Fr. CIRCUITS SUPPLYING BEDROOM OUTLETS PER NEC 210.12 (B) B 2 (Bl 3. R. RAFTERS, 25 PSF LIVE LOAD, 15 PSF DEAD LORD B, ROOF TRUSSES 20 PSF TOP CHORD LIVE GARAGE OR 10 PSF TOP CHORD DEAD LOAD BDRM. #4 156.75 SO. FT. 1 3850 NO 14.1 SO. FT. 14.1 SO. FT. 12.54 S0. FT. 39.0625" 2s.75" 73 so. FT. s.27 so. FT. 7.3 so, Fr. RLL ELECTRICAL OUTLETS, WITHIN 6'-O" OF SINKS IN GARAGE OR BASEMENT & ON THE EXTERIOR SHALL BE GFCI PROTECTED PER ;TED PER ~ 10 PSF BOTTOM CHORD LIVE LORD ~y~ NEC SECTION 210,8 5 PSF BOTTOM CHORD DEAD LOAD U MINIMUM 20 AMP BRANCH CIRCUIT SHALL BE PROVIDED, SOLELY TO SUPPLY LAUNDRY RECEPTACLES, PER NEC 210.11(c)(2) SOLELY DIMENSIONAL LUMBER JOISTS WITH R DEPTH TO WIDTH RATIO EQUAL TO OR GREATER THAN 6 TO 1 (NOMINALLY) SHALL HAVE BRIDGING INSTALLED BETWEEN JOISTS. U RLL PLUMBING TO COMPLY W/ THE OHIO PLUMBING CODE pE (i.e, 2X1.2 JOISTS OR TALLER). ANY WINDOW WITHIN 2'-0" OF A DOOR ,ALL SIDELITES & SHOWER DOORS TO BE TEMPERED PER CODE SECTION 308.0 & SHOWER RLL FOOTINGS TO EXTEND BELOW FROST LINE, 32" MINIMUM FROM GARDE TYPICAL U.N.O. 34" MINIMUM FROM GRADE RT UNION COUNTY. ATTIC„ACCESS SHALL BE FRAMED NO LESS THAN 22 INCHES BY 30 HAVING A CLERK HEIGHT OF OVER 30 INCHES, lCHES BY 30 INCHES ' 36" MINIMUM FROM GRADE RT DUBLIN ,AND DELAWARE JURISDICTIONS, WIND SPEED DESIGN LORDS BASED ON 90 MPH (3 SECOND GUSTI ATTIC ILLUMINATION SHALL BE PROVIDED AND SWITCHED AT THE P~ .D AT THE POINT EXPOSURE C. OF ATTIC ENTRANCE GROUND SNOW LOAD 20 PSF. ' GUARDRAILS SHALL HAVE R HEIGHT OF 36 INCHES AT ALL STAIRS I ALL STAIRS AT ALL SEE STRUCTURAL SHEAR WALL PLANS FOR WIND DESIGN CRITERIA. RAISED SURFACES LOCATED MORE THAN 30 INCHES ABOVE THE FLO( 1VE THE FLOOR RND SPINDLES SHALL BE POSITIONED RS TO NOT ALLOW PASSAGE OF R ~SSAGE OF R 4" SPHERE C~ SEE FOUNDATION PLAN FOR DESIGN ALLOWABLE SOIL PRESSURE. O HANDRAILS HAVE MINIMUM RND MAXIMUM HEIGHTS OF~34 AND 38 34 AND 38 CONCRETE DRIVEWAYS, CURBS, WALKS, PATIOS, RND RNY INCHES MEASURED VERTICALLY FROM THE NOSING OF~THE TREAD, [HE TREAD, OTHER EXTERIOR FLAT WORK, INCLUDING THE GARAGE SERB HANDRAILS SHALL HAVE A SPACE NOT LESS THEN 1 1/2 INCHES 2 INCHES SHALL BE 4500 PSI RIR ENTRAINED. BETWEEN THE WALL AND THE HANDRAIL, THE NRNDGRIP PORTION SHALL NOT BE MORE THAN 2 1/4 INCH IN CROSS SECTION DIMENSII ' PORTION OR RN APPROPRIATE SHAPE WHICH SHALL PROVIDE AN EQUIVALENT ION DIMENSION BASEMENT RND RLL INTERIOR CONCRETE SERBS SHALL BE EQUIVALENT 2500 P'SI AIR ENTRAINED WITH R VAPOR BRRRIER,LRPPED GRIPPING SURFACE, R MINhMUM OF 6" AT ALL EDGES. `PROVIDE'PASSIVE RADON MITIGATION SYSTEM.(DUBLIN RND CRNRL b JURISDICTIONS ONLY) RND CRNRL WINCHESTER STEEL BERMS RRE DESIGNED BASED ON RSTM-836 -THE GARAGE RND RESIDENCE SHALL BE SEPARATED BY A MINIMUM A MINIMUM MASONRY FOUNDATION WALLS SHALL BE~WRTERPROOFED BY 1/2":GYPSUM BOARD STANDARD. ALL CEILINGS TO RECEIVE A WATER BASED TEXTURE MATERIAL SHALL HAVE S/8" GYPSUM BORRI) APPLIE IVE A WATER APPLYING RN ABOVE GARDE DAMP PROOFING PRODUCT 30880 APPLIED, AND B~f APPLYING A BITUMINUOUS WATER PROOFING PRODUCT IF HABITABLE SPACE IS LOCATED ABOVE GARAGE, 5/8" TYPE X GYF TYPE X GYPSUM' WITH A PROTECTIVE INSULATION BOARD BELOW GRADE. BOARD ~IS~ REQUIRED AT GARAGE CEILING. A.P~OPER DRAINAGE SYSTEM SHALL ALSO BE INSTALLED. OPENINGS SEPARATING GARAGE RND RESIDENCE SHALL BE SEPARATE WITH 20 "MIN:` RATED FIRE DOORS.b _M1_._. BE SEPARATED THE GARDE AWRY FROM9FQUNDRTIQN WALLS SHALL FALL A MINIMUIM OF` 6.._INCHES WITHIN 10 .FEET. FIRE$TOPPING SHALL BE PROVIDED TO CUT OFF RLL CONCEALED ' DRAFT OPENINGS (80TH VERTICAL AND HORIZONTAL) RND ONCEALED ROOF TRUSS AND RAFTER ANCHORAGE SHALL BE PROVIDED AT D ALL ROOF MEMB~RS,MINIMUM H2.5A BY SIMPSON STRONG-TIE, TO FORM RN EFFECTI R VE BA BIER BETWEEN STORIES, RND ND SEE ROOF FRAMING; FOR ADDITIONAL INFORMATION BETWEEN A TOP STORY AND THE ROOF SPACE AN ICE BARRIER SHALL BE PLACED FROM THE ERVE EDGE TO R MINIMUM OF 24" FROM INSIDE FACE OF THE EXTERIOR WALL. THE PORTION OF R MASONRY CHIMNEY LOCATED IN THE INTERIOR OF THE BUILDING OR WITHIN THE (ICE BARRIER SHALL BE TWO LAYERS OF UNDERLRYMENT CEMENTED EXTERIOR WALL OF THE BUILDING SHALL HAVE TOGETHER OR SELF-ADHERING POLYMER MODIFIED BITUMIN SHEET). R MINIMUM AIR SPACE CLEARANCE TO COMBUSTIBLES OF 2 INCHES. CHIMNEYS LOCATED ENTIRELY OUTSIDE THE EXTERIOR WALLS OF THE BUILDING, INCLUDING ALL CONNECTIONS TO BE PER TABLE 602.3(1) OR 8602.3(2) OF THE 2003 INTERNATIONAL RESIDEN L CODE RND THE 2004 CHIMNEYS THAT PASS THROUGH THE SOFFIT OR CORNICE E RESIDENTIAL CODE OF OHIO, UNLESS NOTED OTHERWISE, SHALL HAVE R MINIMUM RIR SPACE OF 1 INCH, CHIMNEYS SHALL EXTEND RT LEAST 2 FEET HIGHER THAN RNY PORTION OF THE BUILDING WITHIN 10 FEET, MRSONRY(BRICK/STUCCO) VENEER BUT SHALL NOT BE LESS THAN 3 FEET ABOVE THE POINT [NT WHERE THE CHIMNEY PASSES THROUGH THE ROOF. MASONRY VENEER SHALL BE ATTACHED TO THE SUPPORTING CHIMNEY TO TERMINATE WITH SPARK RRESTOR/CHIMNEY CRP. WALL t-~JITH CORROSION-RESISTANT METAL TIES ' CRP. VENEER TIES SHALL BE SHEET METAL TIES NOT LESS THAN NJO, 22 U.S. GAUGE BY 7/8", CORRUGATED, EACH IIIE SHALL BE SPACED NOT MORE THAN 24 INCHES ON CENJTER HORIZONTALLY RND VERTICALLY AND SHALL SUPPORT NOT MORE THAN 2 2/3 SQUARE FEET OF WALL RRER, THERE SHALL BE A MINIMUM OF 1" CLEAR SPACE BEHIND VENEER. THESE pRAWlNG~ HAVE BEEN REVIEWED (FOR AND SHALL COMPLY WIITH THE MASONRY VENEER SHALL NOT SUPPORT RNY VERTICAL LOAD OTHER 004 EDITION OF'THE ALL HABITABLE ROOMS SHALL BE PROVIDED OVIDED THAN 1fHE DEAD LORD OF THE VENEER ABOVE. ~ WITH AGGREGATE GLAZING AREA OF NOT LESS RESIDENTIAL CODE OF OHIO T HRN 8 PERCENT OF THE FLOOR AREA OF NOT LESS VENEER ABOVE OPENINGS SHALL BE SUPPORTED ON LINTELS RS A OF SPECIFIED ON PLANS. U SUCH ROOMS. ONE HALF OF THE REQUIRED )UIRED LENGTH OF BEARING SHALL BE NOT LESS THAN 4 INCHES. v AREA OF GLAZING SHALL BE OPENRBLE. LE. MASONRY VENEER SUPPORTED BY WOOD OR COLD FORMED STEEL SHALL .CRAWL SPACE VENTILATION SHALL BE POVIDED POVIDED - HAVE A MOVEMENT JOINT SEPARATING THE VENEER SUPPORTED ON THE BY MECHRNICRL VENTILATION AT R RATE OF 1,0 CFM. FOR EACH SO SQUARE FEET. ,RTE OF WOOD OR COLD FORMED STEEL AND VENEER SUPPORTED BY HOT ROLLED STEEL OR THE FOUNDATION. ST B~ ON ~i~tS MiU pRQVED P ATTIC VENTILATIONSHRLL BE 1 TO 300 THE )0 THE TYVEK HOUSE WARP SHALL BE INSTALLED OVER EXTERIOR SHEATHING IN A~ t1nN5 LLINSF'E~ SOUARE RRER OF THE ATTIC SPACE, PROVIDING PROVIDING RCCORC)ANCE WITH MANUFACTURER'S SPECIFICATIONS, \ lTE FOR A S THAT VENTILATORS RRE ENSTALLED IN THE UPPEf IN THE UPPER PORTION OF THE SPACE. FLASHING SHALL BE INSTALLED PER SECTION 703.7.5 AND 703.8 OF THE ' 2004 RIESIDENTIAL CODE OF OHIO RND THE 2003 INTERNATIONAL RESIDENTIAL ATTIC 1/EnIT, CALCULATI®RI f I®N CODE, WEEP' HOLES WITH BRICK VENEER SHALL BE INSTALLED PER SECTION 703,7.6 U HOUSE ATTIC S0. FT. 2305 OF THE 2004 RESIDENTIAL CODE OF OHIO AND THE INTERNATIONAL RESIDENTIAL CODE. CIF STUCCO VENEER. SECTION 703.6.2,1 GOVERNS). AVERAGE SO. FT. SOFFIT VENT PER LINEAR FOOT .067 SQ, FT, OF SOFFIT J SO. FT. OF ATTIC SPACE x,0034(1/300) = REQUIRED RTT EQUIRED ATTIC VENT. W 2305 ,0034 7,8 7,8 - O ~ LINEAR FT. OF SOFFIT x ,067(SOFFIT/FT.I =TOTAL VENT 157.3 x ,067 = 10,54 TOTAL VENT. SQ. FT. L O T # ~ W 10,54 = SUBDIVISION - ~ SPECIFICATION - W ~ W> =O f nLimhiie ~n ( 1 ~ i,, 06/11/29 11=04 ci 1 IJ 1 H 12 16' RIDGE VENT ~ ISSUE DATE: E 09/30/05 o REVISION; 12 12 OPT'L 1/4 AND. WINDOWS :ND. WINDOWS & 4' RIDGE $ H RECTANGLAR TRANSOM 8 10 (CENTER TRANSOMS NOT ' TRANSOM UENT ~ CRICKET AVAILABLE w/OPT'L RNSOMS NOT N w/OPT L o 1x8 FASCIA 12 MASONRY FIREPLACE) 1x6 FRI E ALUM :REPLACE) 1x8 FASCIA N GUTTER 1x8 FASCIA 10 ALUM 1x6 FRIEZE ~ 1x6 FRIEZE ~ ~ ALUM GUTTER ~ Q GUTTER 4' RIDGE u o D/S ~ VENT ~ ~ D/5 I- ~ _ 12 12 ' m 1x6 N (V TRIM ~ oo TRIM ` 0 ~ ~ ~ in 6 1x6 ~ o 12 _ ALUM U u y,. _ Y .BUTTER ~ N oc I ~ TR TR ~ ~ p .~„e ~ it 11 NI Mi 1 L ~rsva# i,r ht~vt# j So I O Ni ~ OC~ BRICK RETURN ' W/ OPT'L' _ D/S S ~ ~ OPT'L. DINING RM. ~ N~o GARAGE BRICK N D ~ ' TRANSOM WINDOWS x ~~,,,r:,:` D D/S ~ D/S D/S D%S D/5 D/5 :y PORCH SOFFIT BORRD,.~:~~ RAILING ~ PRN LS ~1 LEFT SIDE ELEVATION (j~ SCALE; 1/8" = 1'-O" - ~ ,r~"' y SCALE; 1/8 - 1-0 ~ SCALE; 1/8"' = 1'-0" v TRIM CORNER BD. RT RAIL'G MOUNT RS :%r NECESSARY ` A~> ~~r' r.y CENTER LINE OF ? PORCH COLUMN ~~y 2x6 W/BEVELED Y4F TOP EDGES 1x4 TRIM 16 3/4" w/BRICK 12 3/4" ~f. d~. ~ IF SIDING -2x6 RAIL'G MOUNT (INSTALLED BEFORE SIDING) 1x6 TRIM BOARD IF BRICK -1x6 RRIL'G MOUNT 1x8 O (INSTALLED AFTER BRICKI FASCIA THIN BRICK m w/ 1/4" BEVEL ON m TOP AND SIDES BRIM 401/2" CROSSHEAD SIDING ~ ~ PLINTH OPTL. B~I~ lx OR STONE, 2x2 PICKETS 1x6 IF BRICK FRONT 1x4 TRIM BED MLO. HEADPIECE 000 000 ~ TOP OF 1x6 WINDOW "Z" FLASHING CONCRETE PORCH FRONT SHUTTERS 1x6 BRICK V ~ ' ENEE~ , , SHUTTER E GABLE DETAIL PORCH RAILING nFTAri_ s/s° PLYWOOD E AT CORNER OF HOUS SCALE 3/4"=1'-0" SC. ~E, 1"=1'-0" SCALE 1"=1'-O" S SCALE; 3/4"=1'-0" SHUTTER ~.r ' ~ 1x8 . ~ G~lx6 SKIRT "a ~ ^ BOARD ~ " SIDING 16' RIDGE VENT ~ ~ P~ ? lx WOOD BACKING ~ ~ SHUTTERS SIDING "CDM" ~ s Inn ~~FE ~ ~ "CDM" 985 ~ (I' ' , 1 ~ ~ ~ ~'r~ ~ CROSSI- CROSSHEAD ~ GJ ~ - - - C. C.OMP05~~ TON SHINGLES P~ ~ 3/8"PLYWOOD WALL SHEATHING (21-4'-0" HIGH ~ j ~ ~ SEEEDEBAILUTH SRS~I, T SHUTTER DETAIL 1 2 . ~ 1x6 SILL /UT~S 10 CDM 66K/40 ROUND KEYSTONE ~~~~r-'' /L~ LOUVER h~ . ti 8.12 PITCH ~ STUC~Q-" ON EYEBROW . ~ : ~ CDM 75 MOULDED' WINDOW CASIN 1x8 FASCIA ~ ~ ~ ~ ~ SEE FRONT 1x6 TRIM .....GABLE DETAIL RIEZE ALUM CUT TO FIT ~ ~ . ~ 1x6 TRIMI GUTTER CUT TO IFIT PANELED ' SHUTTERS, 3~_2~~ ~ ~ ; ; : ~ TYP. _ y ~ 12:; ~ ~ . ~ ~ PHNTTER _ 10 : ~ ~ ~ ~ : S U S, ~ o0 3 . o 0o cp p :o::;;::::: ~ TYP. : Z d: ' H . D/5:: 3 . . . ALUM ~ 12 . : : GUTTER ALUM STONE SOLDIER GUTTER COURSE "CDM" 985 CROSSHEAD, TYP. z W ? O ~ ~ m io 3 ~ ~ o m ~ p ¦ 3 ~ ?C~C~? H 0 3 0 ? 1000~00? ' ~ ~ ~ w ~ O ~ 1x6 TRIM 0 0 ? ?C~OC~C~? OL O D/S s . D/ ~ ~ 0 0 THIN BRICK PLINTH AROUND sEE R 0 PORCH RAILING -SEE PO CH DETAILS :TAILS 8" PINWHEEL 16'xT OVERHE ~ OOR 8'xT 0~ HERD DOOR ~ ~ ~ o ENTIRE PERIMETER OF HOUSE DETAIL THIS sH ON SHEET 8 EET 8 COLUMN ~ ~ (STANDARD ON FC) „ ' 8 PINWHEEL 4 Q CDM 1485T OSSHEAD COLUMN (TYP.I _ U W 4- ~p~T~C:C;~ ~ m o . o RONT ELEVATION y~ r/ _ o. SCALE; 1/4" SCALE; 1/4" = 1'-0" ' - _ - ~~l v ~ ~ I ~ h ~ olumbus (f~ ~ ~ ~ 06/11/29 1104 u c H SQUARE FOOTAGE ~ ISSUE DATE: ~ 09/30/05 FULL BASEMENT - 1330 SOFT. i REVISION; H N 0 N FOOTINGS WITH REINFORCING ~ Q SHALL COMPLY WITH SECTION 250,50 OF THE 2005 NEC. _ - - 13'_10"__________________ Y OPTIONAL EXTRA ~ ~ , , d ~ ~ ------------I -k ~ , I 0 ' SEE RIDER SHEETS u N MASB STRAPS ~ ~ ` I I ETAILS ' FOR D , I , NOT PERMITTED p ~o 50'-0" Y OPTIONAL EXTRA (TAR O ~ ~ , 1 ~1 I 191.011 171.101 S. 13 -2 ~ ~--STD. ON F.C. ~ , 2 WORKING DAYS N ~ I 6'-8" 51-8" 61.811 , , ~~FORE o; S"~i~ NG GL DOOR I YOU DIG I LOCRT /OPT. - - Y OPTIONAL EXTRA I '~-ri - - - - - - y i p WALK- A~S MENT I CALL TOLL FREE $OQ-362-276 ~ ((2)- 3/4 x9 1/4 ~VL HDRJ I I I rr- - ' %0 OHIO UTILITIES PROTECTION SERVICE OPT'L. L.L. WALK-OUT , " I I I I _ _ _ _ CRS. 8 ( NI I I-IJ-- - -LI-IJ-- - , r , I I 17,_10„ i I I 51-[I I 61-QII 51-(III , I- II I- II I- II .1 v11 ~--------`-1-VV---------~---------JJ-- nn 2 8 6 8 3 10 I r- t'-'-----'------ - --------------~----------t I CRS. 13 i I ~ C~9~ ~ CRS. 13 i 5'-5" 6'-8" 5'-9" .A BUJ ~ ~ ' ~ ER I I I I ~ L.L. T ~ .rx „ ~ 0- I GROUT PILAST I , I ~fll.! , I 2 0 , p, ; SOLID FULL HT. I ' ~ F I ~ ALL WOOD W1"TMIN 8" OF GRAD ' ' I I I , ' ' J I I - t---- , r - TO BE PRESSURETflEATED I ~ I I - , ~ I I I r I , _ r-_- r-- J I ~ r--J _ I I I I I ~ I r I I I I 1 u I I o f I I I I 18 -5 5/8 I I I I I I 18'-5 5/8" r- , I I I I I I I Ilf I I I I I C IF I I I I I .n.: z . - I I L.L L •~1T I Y OPTIONAL E) I I I I I , ~ I I OPTIONAL EXTRA I I I I I I I ~ I I I i'I I I I CRS. 7 1/2 I I I I I I I I I I I I I , I I I I I ~L-~fl~,~- ~ I 2'-11 3 " HT. I ~ SMOKE DETECTORS REQ'p PER ~ I 4 f I I I I PONYWA I SECTION R313 O I I eD I I I I ! I I I cRS.B 1 b I N ml I ~ I I I I ~ I I ON CRS. I I BATTERY BACKUP REQ'p _ I ~ I I I 2004 RESIDENTIAL CODE OF OHIO I I I I ~ ~ I I I I I \'I I I I I I I I I I I I I I I I I I I I I I I I I VIRP BRRR OVER I I I I I I ~ I I n 1 n 1_ a 1_ n I I I I I I I I 13-6 12-4 1 4 5 0 I I I CRS. 13 I b I I CRS.2 4" RV BASE I I I p l I I , I I , CRAWL I I I (D L-I I I I I I N I I ~ DN 1 1/2 I I I ( AccESS I I _ _ I ALL ELECTRICAL WORK WILL 8E (2)-2x8 HDR, I 2x4 WALL ON CRS. I I I TO CRSO.C6 I I o fNSTALLE[7 IN ACCORDANCE WITH I I I I T RTED PLATE I I I I LnwER LEVEL 6'-4" I I I c`w THE NATIONAL ELECTRICAL CODE. I , ON BASE NT FLOOR I I I _ _ J I 1/2" CONC. SLAB OVER I .I I I r 3 I r-- - ~ i CRS. 6 i I ~ ~I12x4STEEL BEAM _ I VAPOR BARRIER AND I - I - I 26 0 LONG ; 4 GRAVEL BASE I I -_____J I I I I ~ , , i rr---- I i , , , , , I I I t- I DN. ' UP R , , , I I I , , , , , r 11/2 ~ I I I I I~ I~ I I CRS. 13 I I CRS. *----r..,__z N I i i % i._. I ~ I I 1 u 1 u I I I~ I I Att HVAC WORK SHAtt BE INSTAttED - I I I _ I I 6 -0 1/4 10 -5 7/8 I - , ~:::I::: I I Y , I i CRS. 8 -------i ' I N (2)-1 3/4°x7 1/ LVL I I IN ACCORDANCE WITH THE 2004 RCO ~ I I Q I CRS. ~ ~ i I I n_ , u "9 i ::i: , i i I \ 1 n 1 n 1_ 1 I n u u u I BERM W/ SINGL TOP I II II II II I II I ~ -11 3/8" Hlf. PLATE FLUSH W/ I I . SCALE, 1/4 -1-0 I w I ~ ~ ~ + ~ 2 -7 2 -9 1/2 1 8 I „ „ I I C S. 13 ~ m ~ , r-~- , I I ~ , , ~---t I „ „ „ „ I W o , 6'-21 1/' I ~ , , ~ u 31-1 II' i ~ ~ , , i I I 6'-O~l II II 11 II I ~ I m ONYWALL TOP OF PONYWRLL I I ON CRS. 2 I ~ ~ I I I I I I r +-II I d" ~ , ' P17 I ~ a--- - ' \ I ' \ i I, II ~I "--9--:~_y ~'__4_ ~~_y' ~ _ _ _ ~ I I T6"MINIMUM CLEAR CEILING HEIGHT - - I , N l p') I I ST EL BEAM ~ I I cD ~ _ , d' ~i\ i , I i , I >K I I I REQUIRED, WITH 6'8"UNDER BEAMS. ~ I FLUS IN FLOOR x ' ~ - - - * I ~,r , ~ ~ , , , I I o - - - - - - - 0 ~ I I 1 1 1 I ~ ~~I I r'r7 m ' I I 1 ~ ~ ''c - I I i , ~ I ; ,+-J----'I I 1 n 1 u - - I C?UGTS, GIRDERS, SOFFITS, ETC., PEf~ 3'-10" ~ , I CRS. 2 I I ABOVE SEE I I ! :-a , . 1, I -10 1/2 1-4 m CRS. 13 I I DUB~N ORDINANCE. I I FR MING PLAN II,. ; ;I 1= N F.D. I„ i '•--.I I , I I ------,-------------1~====--,---J Y OPTIONAL EXTRA I I I I ~ ,II I~' ~ _ ml I I I I I„ „ I I I~ fYl I I ' I m ~ I IL- - - I 1 4-(~ - 11f I I , ::'1~---::.:.:::.:::'~~ \ ;i ; i III ~ I I I I r - - - - - - - - - - - - - - - - - - - - - - - - ~ ~ I = F ~i:aa--:,~:'.-:-:, .:1 ; ,I r , l l l d' I I I I ~ I 1 ~l ::::ri::;r~:::~,;::.::; I~'__ ' ';I I g'-0" iv I I DOWN 1 1/2 CRS. I I I . I r - f 13 6 ,.::I::M_ r~-- ~ J I IF OPT'L. I I I I Sk~~FPlh!G ROOMS EXIT_REQUIREMENTS NOTE' BATH ROUGH I iai~ii•.•.': ,:::::~:a'~ I _I_,., I I ERV. DR. I I _ ~1'~x2S EEL BERM - _ _ J ~ _ I _ _ - I S ' Y nDT~~ _ rnnnerr, MINIMUM ONEW[NDOW•6.7NET SQ. FT. CLEAR 24" HIGH 20" Wlplr INCLUDE PLUMBING ONLY. ~ I ~ 11} - - - 29 4 LONG - - J T- ' I I _ , :~:::::::::::F:: I ~ DN. ::~~~::~::~:::F: ~ I I Y OPTIONAL EXTRA EXTRA GRADE FLOOR MINIMUM 5.0 NET SQ. F~ 1 1/2 I I :::~:::::::::::F., I, I I I I :::.:::::::::::F:; DN. 1 1/2 CRS. I I I , CRS. I II ; I I II I I I ~GAKAG~ - ~ I ~Y , 2-9 10-9 I ',V,' DOOR SCALE: 1/4"=1'-0" ! I - --------~'--I--------------- I I I m I ELEC SVC PAN L ~ ~ I I I I LOCN MRY VAR - I ,I I I I i CARBON MONOXIDE RECD ~ ~.I,.~ any , I I I i GLASS BLOCK I la,-,,, I I I PER DUBLIN ORDINANCE WINDOW (TYPJ r ml I I°c ~ : ~ ~ I I I I ~-r I I I I fV 1 NI C~' I I I I I OPTIONAL EXTRA ~ ml I ~ o ~ I I I I ° Y I d' i , , I 0 I N Concrete lintels shall I I ~ ~ ~ ~ I I 4" CONC. SLAB OVER 9, I I Bear S min, ea. end, I c~, I 4 GRAVEL BASE 16 , I I I 3 1/2" CONC. SLAB OVER ; I I I I I I VAPOR BARRIER RND ; ; I I I I O I SUMP PUMP 4" GRAVEL BASE ~ I I w~ I I o G I I LOC'N MAY VARY I , o I I M I ---,r--~ i i I I OJ J I I I I I I I r-, I I I I I NIL I I PROTECTION AGAINST RApON I III I I DN. 1 1/2 CRS. I I I I I I I I I J I CRS. 13 , , I I I I PEA DUBLIN bRDINANCE I I I I I , - ;~.-~-~-J~. a--------------r--------+-, I ~ r ' ' .xl ~ STE L BERM ° I ~ I I I - - - ~ - 9-10" NG I 1. 1, - - 110 I 1 n I + I 1 u I I I ,,0 '9 -8 I 10 -0 I r-----------J I I I ~ I I I BRICK LEDGE _ I I _ ! I I I ' DN. 1 CRS. W/ I I LUG-OUT TOP I I m I - I r- - J NOTE; RLL FOOTING DESIGNS BASED ON O I I COURSE FOR I I I I I I OPT L. BRICK I I i~ I I ~ - DOWN 2 1/2 CRS. - - AN ASSUMED ALLOWABLE SOIL _ SLAB SLAB SUPPORT - I I I I J~ (rl ~ _ 7 1 I OVER I I I I BEARING PRESSURE OF 2000 PSF N _ ~ I -----------J I I ° ~ I I I -.r I N ,r, + I N ~ ~ I I UNEXCAVATE _ ~ O NOTE, o ~ o I I 4" CONC. SLAB OVER 16'-0" 1'-6" ~ I I II 11-10 FOOTING DEPTH ~ GARAGE DR. LLJ Z ~ o I I 4 GRAVEL BASE _ REQUIRED VDEPTH ~ OR IFROSTLINE ~ ~ W o I ~"O 11.01 I I m VERTICAL BOLT; 00 ~ -------------J "L" BLOCK SHEAR ICAL BO TL S PER ~ W 0 LOCK SH SHEETRLL FOUNDATION REINFORCEMENT ~ ~ o SHE In 0 0 O lJ lJ O lJ ~1 PER ATTACHED DETAIL SHEET 6,-4„ 181-p11 61-611 181-611 61-DII 0 In BRICK LEDGE OL J ~ `D PORCH FOUNDATION R . W/ o DN.1CS ° UP 1/2 COURSE K EXTERIOR f ~ OPT L. BRIC M.O. EXTERIOR FACE ~ ~ _J I- N ~ ~~~-o , ~ w °o Y OPTIONAL EXTfRA ~ NO "L" BLOCK IF L BLOCK IF BRICK NIL = 0 . MASONR iONRY OPENING- col~mbus N o 1,_ 1, SCALE 3/4"=1'-011 SCALE 1/4 -1 0 a 06/11/29 1104 19'-0" 6'-8" 5'-8" 6'-8" F___________i H ~ DECK d STEPS ~ (2)2x10 SQUARE FOOTAGE ~ RS RED'D. ; y ISSUE DATE; 6'-4" - I I I I I 1 1 1 1 1 1 8'-9 ~ ~ 9'-1" FIR5T FL04R - 1428 SOFT. ~ 09/30/05 ' 3'-6 1/4" I I I I I I (V i 1 1 1 ~ N 1 1 1 1 1 1 MASTER SUITE - 845 SOFT. = REVISION; I I I 1 I I I 1 ~ SECOND FLOOR - 970 SOFT. TOTAL = 3243 SOFT. ~ I I I I I V I I I g 6068 SL.GL. DO FIN. LOWER LEVEL ADD _ 546 SOFT. ~ I I I I I - BOX BAY WDW. RDD 20 SOFT. n ~ ~ I I I I I 61 011 I I I I I OPT'L./EXTRA TAI. BAY WDW. = 12 SOFT. 1111111 I I I I ~ I I I Inl1 2 CRR GARAGE - 402 SOFT. 8" FLOOR TILE I I V L.L. WALKOUT 3 CRR FRONT-LORD - 606 SOFT. ~ 3 CRR SIDE-LOAD - 584 SOFT. sm V I I I I Y OPTIONAL EXTRA D.V. FIREPLACE s ' ' V I I I SEE DETAILS ON SHEET 7 A/C o NOTE; fll , ®-INDICATES NON-STANDARD r - - - - - - - - - - - - - - - ~ SCALE: 1/4"=i'-o° D.V. FIREPLACE HEIGHT WALLS - AS NOTED. ~ 11.1 11 Y I I 3060 W/ 3048 SCALE: 1/4 -1-0 17'-2 7/8" RLL OTHER WALLS RRE 9'-1 1/8" HIGH ~ ~ 3060 W/ 3048 Y OPTIONAL EXTRA I I FIXED TRANSOM FIXED TRANSOM N Y OPTIONAL EXTRA I ABOVE AND ABOVE AND _ Hlgi._W]~JDOWS 9 5/8" ALL STRUCTURAL HEADERS RRE }V- ~Z X411_ (2) 2x6 -UNLESS NOTED OTHERWISE. ~ ~o I OPT'L, 3030 ~ SCALE: 1/4"= '-0" OPT L, 3030 Rai-' I I QUARTER AND, 5048 FIXED QUARTER AND, 2x4 STUDS TURNED FLAT - 9'-3" WALL HT. DIMENSIONAL LUMBER FRAMING BASED 4°~ I ABOVE TRANSOM W/ ABOVE SEE DETAIL ON SHEET 5 ON THE FOLLOWING MINIMUM PROPERTIES; ~ I I OPT'L. 5030 TYPE OF MEMBER (si v( sil ~ SEE RIDER SHEETS ABOVE 1. JOISTS 1000 145 1600,000 F-- FOR DETAILS I I 50'-0" Y OPTIONAL EXTRA 2. BEAMS 1000 145 1,600,000 N~ ;TRA I ,OWER LEVEI / 3. HEADERS 875 135 1,400,000 13'-2" I 19'-0" 17'-10" ~ CARPET ~ LAMINATED VENEER LUMBER (LVU BASED - - '(2)2x8'DRpPPEDn HERDED W/SINGLE , „ DECK & STEP 1~ S'~4" 4'-2" TOP PLATE - TOP ~ 9 -1 1/8 A.F.F. ~ 4 2 5 4 RS REQ 0, , ON THE FOLLOWING MINIMUM PROPERTIES 3- - ~__._~_~-3 Fb( si Fv(psi) E(psi) lvJ - FURR GLG, DOWN TO UNDERSIDE - HERDER ~ ~ Q~ I I I OF _ _ 2650 285 1,900,000 - - Y OPTIONAL EXTRA 1'-11" 4'-1 7/8" 1'-11" '-3 1'-$" ALL POINT LOADS TO BE BLOCKED SOLID LJ TO FINAL SUPPORT MEMBER OR FOUNDATION. Q~j 1 11 D.V. ' 8'-9" 91.111 1-2 1/2 3460 ~ 5 Q _ o t FIREPLACE , .....m ~ V " ~ ~uu~ L` ::;f:::(1:::::::::' . ::::::::::::::::lull::::::::::::•:::•::~:1::;::::::T}: i- n ALL OPENINGS UP TO 3 4 WIDE TO HAVE SEE DETAIL ON ~ ~ ~ SHEET 6 ~ . PER7ABt - - :::::FURR::Q~1~~I:CEILING::::¢ R MINIMUM 1-2x4, STUD GARDE SPF, JACK ~ N STUDS UNLESS NOTED OTHERWISE. 0 - - -t ~ RT : ; U M CH NDERSIDE RESIgENTIAL CODE F 0 ~ - (3?~x 2 ~ m 8 CV 1 II I r 18-2 7/8 6068 S.G.D, = caf ALL OPENINGS GREATER THAN 3 4 WIDE TO ....................................OF::JO a HAVE 2-2x4, STUD GARDE, SPF JACK STUDS a_. r _ ~s < AD1^~ ----TO . H~„ . ,..~1 WALL HT. (2) 2x10 HDR: d? UNLESS NOTED OTHERWISE (31-2x4 L~ ~~x~•x I I (4) 2x1,; = I ~ D 0 . ~ ~ : . 11 11 ~ o N : I O I (2)1 3/4 xl¢,~:1 - F 4 , o ~ _ m , I~ N~r~ o LV .HDR; ' LVL BERM ABOVE. ~ ~ 1 ~I J u~ ~ I iv _ ~ ~ _ _ _ . .1. WAL~~~~ 5 -11 WALL HT. J °N° _ 11 11 \ BOTH ~ 9 1 1/8 A,F.F. N o ~ : ~ (0 ~ ~,~~~~K~N.~i ~,.ADDITIONRL~STUDS~'„; ~ ~ ~ R QUZR~A AT FRRMIN~; WALLS, BELOWIr`:' l . ~ _ (2) i 3/4 x14 I o ~ RES. cPr. ON BLOCK I~L~QQ V DROPPED N KF T. RM. ~ SEE FRAMING L - o x L L d- B o HEADER W/ I °m RES. 9'-3" WALL HT. ~ ~ . :a g . 17 .4 ~7 :8 o ~ ~ SINGLE TOP I I GR R ~ HEADPIECES FOR ' ~ ~ o II o N PLATE -TOP I iv OPT./ EXTRA ~ ~ ; CARPET I 1 8" A.F.F. \ , 2-5 . ('6)r~x~~#2 SPF 1s-o LOWER L _VEL Z ; , 9 1 / 10- 3-SIDED FIREPLACE o r---~ 0 LY I FURR CLG. DN. I ~ EE DETAILS SHEET 7 CONC. o 5 w, TO UNDERSIDE I - i r-i it I I i :!.:.::i'::i :i':~:~:::: i::iiiiiii: i,::::::ic;i:ii:::i::ii:iii ::::::::::::::::::.i:ii,ii.::~iii::ii 00 (V O O 4l 11 OF HEADER N 9 9 1/2 WALL HT. N is :i~ ~I I O ( (V - - - - ~ z _ ~ - - - DOOR CASING 34 1/2" HIGH WALL UNDER COUNTERTOP a ° - - - - a II I ~ l I I ~ , _ ~ _ 6 O.H. ~~~c p' 3'-5 1/2" HIGH WALL ca ONE SIDE - ~ \ ~ >aBBOVE NQ; _O1?PLAL ON CONC. FLOOR BELOW I ~ - GREAT ROOM FLOOR DECK 6-5 1/2 ~ „ , ~ ~ ~ ~ ELIMINATE DOOR & WALL 5'-8" HIGH WALL WALL HT. in ~ T'L. FINISHED ~ TWO SIDES 0 ~ I ~ ~ IF OPT. FIN. LOWER LEVEL ON BLOCK N I_OWEIR I_FVFI! ALL OTHER DOORS GET STD. TRIM ~ ~ ~ i ~ OR FIN. STRII~S-~ ABOVE FLOOR DECK 3'-3' 2'-0" 3'* 1/ 11 1 ~ (aa, 2x`~ ~ SCALE, 1/4"=1'-0" Y 1 I H 1/2" ~ 2 0 1?2 ~ I u~ I I II I I I I I , - SCRLE; 1/4' -O - ~ ~ ~ _ ~ ~ I 1 ~ 00 THESE WALLS DRYWALL D ALWAYS o x Oz, I i i i ~ I I I I I ~ D N O~ I (V SEE DETAIL ~ iv ~ m LVL BEAM UP FLUSH m 1- ON SHEET 6 m X ~ ~ ~ 6'-0 1/2" - ; s W/ MRS.TER LEVEL' ' FLOOR FRAMING -SEE z Y OPTIONI r ~ o i~ - r Y OPTIONAL EXTRA ~T~ ~ ~ ' - - ~ I ~ I I I FRAMING PLAN o GYP. BOARD FINISH t 4:" ; I ~ I i~ l 11 I t. I . f~..w.132x I 1 1 1 1 1 3 1/2" CROWN ~ I V~ I I I I I - LVL BERM UP FLUSH W1~ ~ ~ ~ I I IN17 I I MOULDING 3 ~ ~ ~ ~ 1'-6' L S DR r-------, . 2ND FLOOR FRAMING oo _ IT HE o. ~ ~ I,, THESE WR L YWRLLED ALWAYS 3 1/2" .REVERSE BASE SEE FRAMING PLAN ~ ~ 0 ~ RES. " m s ~ ~ ~ ~ ~ •B ' s 1 oooR 1 ~ ~ iv ~ DUCT CHASE SPACE ~ PRD IF ~ SERVICE GYP. BOARD FINISH SERVICE DOOR \ 1/210 ~ DBL. 2x WALL _ _ ~ ME FLAT 1 .1 i caNc ~ ~ 0, 0 _ ~ ~ 2 ~1 , r• 2x4 WALL FRA D 6 -0 xas~~ i N ~ N ~ N ~ i 1_ .1 ~ 2 9 1~4 ' m - ~ cn r - - , ~ - 3 5 1/2 HIGH WALL gEGENCY 2 PC ~ 3 -1 1/2 0 ~ I \ _ a _ I ON CONC. FLOOR I ~ ~Y- - i - ° CROWN MOULDING b i~ NIGHE H N o rL. I ~ ~ ~ 7 -5 3/8 WALL HT. ICE , E N m r 1~ _ ECK o SCALE 1"=1'-0" 00 ' ETAIL ON FL oR. ~ - I W o L T (D ;432ic6~ ` ~ HIS SHEET ti ~ ON W LL ! ' '-0 1/ " 3'-1" '-0' y - ~ ~ = RB VE C- - - 2x6 WALL ~ ~ 3'-~ 1 21 31-611 1_111 V ~ ~ LRUND ~Y ~ ~:1 : ~ _ - r I ' Z 11 N m ~R~ I m 1 0 \ ~ ~ SLOPED CEILING I o GYP. BOARD FINISH iv 3 1/2" CROWN ~ _ ~ RZT G~. RM., ~ R ST P I ,..y : ~ LIGHT AND '-6t RES;. RAISED CEILING FOR ° MOULDING t~ ! o - _ ~ SWITCH w/ Y OPTIONAL EXTRA - ~ ~ m DOOR GLEARRNCE o ~ 1 z I OPT L SEA. u~ W 6 SEE FRAMING o LylCHE UE I AlL. PAINT SIMILAR 1 1 3/4" BED MOULD 5'-1 1/211 ! ~ - ~ - N . J ( ~ ~ DOOR 6 0 1/2 _ - 3676 C.0, ~ _ - - ~ (3) 2x6 OR.~ 13-0 1/2 _ I _ I 7 0 3/4 I''~ ~ I~~-, Ur1 \ i ` ~ 71_111 - A T 1 II \ - I IT~. UP I W LL H. THREE C i, , GYP. BOARD FINISH FC & CC 2 PC. co. I~Q~!.. ° ~4,~ TB18 H Gq GARAGE I 8 DIA. RAG E ! ' N ~ DE~R~NG' ALC FURR DOW'N\/)~ Q \k COLUMN CPT. I I C,T. N 1-0 pSU u qRq w _ - \ 1R/1ST M m I - CROWN MOULDIN - I I ~ - :n.,~I:~u Pie P1R . . ~ ¢ R p ~ Wj~ N , .t 1 N ' , u1 U ' u'1 e ~ ~ e SCALE; 1"=1'-0" I I I m o l l N I ll~ D W I o . FO ER oA N o , rn III ~ F~ w l _ I~ C.T. ~ 6 6 ~ Q p r m I; NIN ~ N s 2 J N I ~En. ~ I N oll / ¢ 66 3 8 BRICK LINTELS BAG. - ROOM III 1 11 1 1_ ~1 I ~ 0 3- 4 0 3 0 3 WALL HT. a ~ I , CARPET iv ~ „ 31/2" x3" x 1/4" O v I co d~ I~UL= BEAM U~ FLUSH W , , 2 PC. CROWN \ x r__ -1 1/8 LA LLH STEEL LINTEL 4 D R. 26 N I 2.NQ FLOOR _FRAMZNG_,~' ~ LL HT, co, , , CHAIR RAIL ~ ~ w/OPT:/EXT SEE FRAMING PLAN I I ! I I ~ ~ I I . LVL' ~~BEAM BOTH' 1 TRANSOM o EN- m ,r 3~ : F U W/ .BAT a _ . Q ~ ,,N L~ LLV STEEL LINTEL $ L SH M _ ; m (2l 2x$ HDR t2l 2z1O HDR, N > f L 0 FRAMING - DO NOT CONNECT TO HEADER (2)`~x 0 HD .'CJ/ s :,t4) 2x~ CARPET „G~ DD F p R OPT L 50M 3060 3060 2 ,PC. CROWN U ~ . ' LVL BEAM::: SEE FRAMING PLAN WIN S. L L BEAM` I - - --s ='Y - --r'~= ~a 3068 00 _ -------------===h s, J FLUSH W/jpy, ~ r z R ~ II t F I 1 ~I 1 1 R X14 ,E I 35-fix,. '2 D FC001~' t3) 2x4 3 -6 6 -8 1 6 5 I ~ /4 . _ I 1. 11 F AMING -SEE 8 11 WALL HT. I I ~ F AMING PLAN (2)' 2x12 HDR. R o = _ 1 1 • _ ~ . - - 16x7 OVER EAD DOOR - 10'-0" ' _ (2)2><12~ HDR; - 0 PORCH 2860 2860 - -t -4'-~-'- I , 'zxila eox R ~ ~ 1'_011 BEAM 8" PINWHEEL 1_ .1 1 ~ 11 3 0" 16'-0" 1'-6" COLUMN (TYP,) 3 0 N 5 10 ~ W m _ _ _ Q _ ~ - ' I_ II [`1_011 CL O ~ oo _ i 18 6 U 0 II 1 II II STEP I_ II II I- II II ~ PORCH 5 -2 8 5 2 ~ ~ RAILING 1. 11 11 o i lg g 11 10 o ~ ' 4 OL ~ 0 ° 4"x4" P.T. POST o W/ GALV. G185 BASE , ~ W~ ~ W 0 a & FASTENERS Y OPTIONAL EXTRA 4 N =m ~T~~T ~i nn~ Pi Q~~ , t y t~ v t t~ v v i~ ~ ~ GRI~R6C~6f?~IE Uowmpusj ~ ~ ~ I a SCRLE 1/4"=1'-0" 06/11/29 1104 NOTE; ® -INDICATES NON-STANDARD HEIGHT WALLS - RS NOTED. ~ ISSUE DATE; ALL OTHER WALLS RRE 8'-1 1/8" HIGH E 09/30/05 = REVISION: GIRIDER TRUSS "A6„ RLL STRUCTURAL HERDERS RRE (2l 2x6 -UNLESS NOTED OTHERWISE. ~ f DIMENSIONAL LUMBER FRAMING BASED ~ ~ ON THE FOLLOWING MINIMUM PROPERTIES: o TYPE OF MEMBER Fb( si Fv(psi) ( i 1. JOISTS 1000 145 1,600,000 © ~ 2. BERMS 1000 145 1,600,000 , Q 3. HEADERS 875 135 1,400,000 ~ m (312x4 p LAMINATED VENEER LUMBER (LVL) BASED ~ ~ ON THE FOLLOWING MINIMUM PROPERTIES: ~ ~ _ b( si) Fv(~si) E(~psi) ~ HDR PER PLAN 2650 285 1,900,000 ~ ~3~ ALL POINT LORDS TO BE BLOCKED SOLID U ~ N TO FINAL SUPPORT MEMBER OR FOUNDATION, ~ ~ o (2) 2x4 KING STUD RLL OPENINGS UP TO 3'-4" WIDE TO HAVE ~ ~ SEE GREAT ROOM WALL FRRMItJIG Y OPTIONAL EXTRA R MINIMUM 1-2x4, STUD GRADE SPF, JACK O ~ ~ ELEVATION FOR HDR. SIZES SEE DETAILS STUDS UNLESS NOTED OTHERWISE. THIS SHEET 19'_0" ~ . . ALL OPENINGS GREATER THAN 3'-4" WIDE TO ~ N DEADER DETAT UNLESS NOTEDTODTHERWISE.SPF JACK STUDS 13'_2" 4'-2" 5'-4" 5'-4" ~-2" 17'_10" ~ DRM~ ~ SCRLEt l" = i'-a' 0- INDICATES NON-STANDARD JACK STUDS (SOLID BLOCKING & ADDITIONAL STUDS Q ~ I REQUIRED RT FARMING & WALLS BELOW). lJ _ 21.611 12'-711 21-nll o ~A7 I ~p~ 2x6 STUDWALL Q~J 18'-2 7/8" r ~ (2) 2 $ .HDR, - - - - - - - - - - - - - u~E~ ~E R~N~;,; (2) 2 HDR. ppUpp WALL HT. WA WPL~' LuuJ N ~ 306 I 7'-7 3/4" W 0 .1 3060 ~ RLL HT, 17 6 1/2 I o ON LVL BELOW 7'-7 3/4" HIGH 2x6 WALL ' ON LVL BELOW I 9'-7 5/8" m I SITTING I WALL HT. FIREPLACE I 1R/1S 1R/iS FLUE 12'-5 3/8" ~ I - oA~ 2-s FROM HIIGH 2x6 -'I - iv 2'-611 ~ CARPET FIREP ~ ON o I w ~ (312x9; BELOW WALL ` ~ R D HER H ' iv ~ 6 1 7'-7 3/4" WALL HT. I \ ss 6 2- GREAT _ I I 3' 0" 3'-7 1/4" 4'-4" 31-7 1/4" 3'-0" 8 ON LVL BELOW m 41.511 31-711 31-L^II ~ ROOM r-' ---------~--I-------- C~ o ~J / ..1 1~ I I 1 11 z I I l z - N 13-01/2 BELOW tr- ----,t-~ ~ O m ~_._.~~2 W 22"x30" ATTIC ~4~ 2x~ ~1 ~ I I ~ ~ I r - ACCESS , 21.011 8 DIR. I ~ - ~ _ _ ~ -1 I - -I - COLUMN r - T ~ - o 0 o - - ~ ~-+fV - - WOOD RAILING 11 N ~ 11'-10 7/8" 2 0 \ STANDARD WALL HT. I I I 36" HIGH HRLF-WRLL ~ ~ w/WOOD CAP I ' I ~ N COLUMN ~ I I I I I I I I I I ~ I I ~ I BEDROOM ~ ~ ~ ~ ~ ~ ~ ~ ~ COFFERED CEI - NI 1 R 1 I I I I LING I- ROUND CRRPET ~ o ABOVE (SING LE ~ ~ ~ ~ I 6'o I PIECE CROWN) I iv WODD COLUMN I m l I I I I I I I I" s ~ \ I I I I I I I I I I ~ I ~ ~ I M I r-?o~.J.L11 0 1- II 1- II I- 1, , I V 9'-1 1/8" I O ~ ~ COLUM 0 4 11 1/2 4 0 3 ~ I I in ~ OPT'L/ EXTRA BASE ~ 2-SIDED ti WALL HT. o 2A ~ ~ I I ~ ~ I CARPET 68 ~ I 1' 6 I FIREPLACE m (n I 151-, II I- II (V I I I 6 1/2 \ ~ SHEI_VIE N 41 I 1 I I I I " 48" SH R t9~ I I I 1 1 ,,i~ I SIT. E ~ ~ I (3)2X¢ ~ ~ m I nFT I I In i~]1~ ~ N „ ~ , 11 OD \ 5 SH.11 ~ -5 1/4 41.811 1_ .I N CARPET o ~ 6 5 1/4 N - ~ w .tA'kkh4M:..Y~E~- - - - - - - - - - - - m I I (V w; ~ (n I.11J.J.JJ. PH O ' RES. ~ r. ALLY;" I ~ (2)-2x12 HDR R,.J W/ OPT, EXTRA 2- IDED F. . fV ~ N ~6 m \ 2 1R/1S _ SCALE; 3/8" - 1'-D" I 'Q_ ~ li ~ i p~ (V 6$ - o DES. ~ I E Dr , ~LI\y I - w 2 k. ~I CARPET ~ ~ ~ ~ CARPET ~ ~ PROFILE OF o ~o~° 9'-4 1/211 T , \ ~ , COFFERED CEILING P- g-p" 1'-i" DRYWALL SOFFIT ABOVE TUB ON 2x10 FARMING 0 4 2 ~ ~ 46g (2)-2068 '-1 2 , ~ m rBZ4 2 Ogg I co I _ I I X66 ' I I~ I ' I, ' m m ~ ~ I ~ ' R~~~ I ~ ~J_JJ_I_L ~ i ~ ~ I' I ~ MC TB24 RES. TB24 MC _¢y ~ \ 1. 11 4 - 0 1/4 2'-3" 4'-8" 2'-3" 4'-2 /4" I ~ 11 2 00 d' I - I N O I # I r~.i,Yy I N \ I o CARPET ; \ 11 1 1 11 QL MOT ~ ~ i~ CARPET - ~ V NII PD 6" m FP.~~ NT ~ 1R/1S ~ F - ~ 1 11 ~ 00 ~ W00 ~ COL ~ ~ P oo -0 I (V \ is II II ~L~,~,. ~ RLL WALLS ON N ~ 4 ~I a ~ .~1 CARPET N CARPET o £ MASTER BATH LEVEL ~ ~ " 3 iv RRE 9'-1 1/8" WALL HT. ~ ~I ~ ~ m O m 1 II I I ~ ~ \ 13 -0 1/2 in I 6'-0 1/2" ~ o ~ o k I ~ - I ~ - (2)1 3/4''xT 1/4" LVL` HD . t4) 2K ~ ~ - in ~ ~ ____~~1 ~ _ _ ~ 50 1R/1S ~ o MASTER BATH E FvATrnN 3450 3450 SCRLEt 3/8" - 1'-U' 4l?; 2~c4., o TEMP .TEMP II 1_ 11 I in 5'-51%2" T-5" 5'-71/2 4 2 3/4 3848 N FIN, PLYWOOD TOP ~-4 1/ w/HARDWOOD EDGE 1~_~~~ SHOWER ~ ~z~-~x~ 2x6 BED MOULD .<<=ti.~;.« SEAT ALL I 41 ~4~;~ iH I I- II I-. II - - - - - - - - - - - - - 1x4 TRIM I 411 6.11 - - +r ~D SEE I cco O 2x4 FARMED OPEN DETAIL - - - - - - - - - - - - _ WINDOWS ~ IN MASTER BATH FLRT SHELVING ~ CHANGE WITH 3 CAR In ' SIDELORD FROM 3450 SH «o ~ o TO 3420 FIXED. N ~ 1 II ~ 9 FIK PLYW000 O J O c..~ TOP v/HARDWOOD ~ W EDGE nn O N 191_p11 111.10.1 1p1_(_^~1 0 ~ CROWN MOULD LJL. O 1x8 TRIM Q r~ 0 N 50'-0" 0 0 BED MDULD 0 N 2x8 FARMING ON N O TOP OF UNIT. O N CERAMIC TILE J RISER NOSING FACE OF I--- f SCALE; 1/4"=1'-0" FIREPLACE ~ I , MANTEL D _TRTI O 0 o a :SCREE; 1/2" - 1'-0" SCALE; 1" = 1'-D" Columbus (n d- I I - I 06/11/29 1104 - H m ISSUE DATE; ~ 06/30/05 P-13 = REVISION; INSULATION ALWAYS 0 0 FULL HT. N 2x4 WALL 9 5/S 0 FRAMED FLAT - 2x4 BLOCK'G N i N 07 I R1 ~ _ 6l A2 ~ ±1/2" AIR SPRC 1 1/2" E R-7.5 A3 ~ FOAM BAD. R4 ? I ~ a EXTERI m OR R DRAINAGE R5 BOARD ALWAYS R6 ° 0 12 10 W S 0 o H H ~ II_ I_ II C , RL E 1/ 2 10 HANDRAILS AND GUARDS ~ ~ ~ : aPEN rn ~ ; ; : : 10 MEET SECTIONS : : : LoFr : ; 8311 AND 8312 : : : : B~Yglvo::::::::::.::::::: ; . 20( OQ4 RESlDENT1AL CODE 0~ 0 : : ~ ; ~ . w~ WOOD RAILING BEDf~OOM #2 STANDARD ~ . . 00 H r---~ - - - I 5---~ w ~ s---~ - - - - - - - _ s MASTER BATH ~ ' THIS STAIR - - - - - - - ' LEVEL BEYON \ s---~ - D m m s-- /'42" WIDE s---~ - ~ s---~ m in s___, 6 RISERS 2ND FLOOR JOISTS PER PLAN ~ 7 5/8 . . ~ s---, MASTER LEVEL FLOOR JOISTS PER PLAN 2x8 LANDING 8 LANDING ~ THIS STAIR . : 42" WIDE ~ ° OPEIW:: TO:: ~ ~ ~ K I FURR CEILING DOWN LVL HERDER - ~arER TCHEN TO UNDERSIDE OF SEE FRAMING PLAN 10' u~i. ::::::BEYOND _ SITTING RRER N 4 M A,X . Rl _ Ml N, R ul N N M1N. RUN . ~ PE _ CI n 4 ui ~Q~ ~U~r 10 RISERS . O N ~ ~ ~ ~ R7 Cn m THIS STAIR- THIS STAIR : 42" WIDE 42" WIDE ' S_;_, s--• t ~ I 00 ;7.RISERS s"--~ 7 3/4" s-- ~ ~ LVL BERM UIP FLUSH s-~--~ I 8 BLOCK s- m ~ W/ iST FLOOR DECK - 1ST FLOOR JOISTS PER PLAN I ~ s---~ SEE FRRMIN(G PLAN ~ ~ STEEL BERM UP FLUSH s---~ 2"x4" I s---' W/ 1ST FLOOR FRAMING - SOLID LOWER LEVEL JOISTS PER P ~ s---' TREATED ors SEE FOUNDATION PLAN LRN ' PLATE co; ? ~ . c~ = LVL BERM -SEE ro 10~~ ~ ~ ~ wj BASEMENT ~ FOUNDATION PLAN ~ H,, z ~ E°r ~ _J Q~ ~ d. (v PONYWRLL o W 12" BLOCK pROVID~ UND~RSTAIR PRQTECTI4N O 8 RISERS THIS STAIR Q 0 ~ 7 5/16" ~ 36" WIDE PER S~CT10N R311,2.2 0 200 RESIDENTIAL caD~ o~ ol~lo ~ N II II _ N m 9 I o a SCALE; 3/8"=1'-0" ~~~TTn~i o V L 1 1vl v I ] 0 SCRL SCRLE; 3/8"=1'-0" Columbus ( F U c H m IS5tJE DRTE; ~ 06/90/05 = REVISION; H V7 0 O :::OPErv PTO O N HAi.L Q :::::BEYOND:::::: : m _ .i i (n LOWER LEVEL JOISTS PER PLAN z ~p~ NJ II II I SCALE, 3/8"=1'-0" O 1 2 8 2x6 RAFTERS C1 - & 2x4 CEILING JOISTS @ 24" O.C 1 2 8 DROPPED HERDE - R SEE 1ST FL00 R PLAN m ~ 2x6 RAFTERS eo C~ 24" O.C. M.BR, pp LINE 0 2ND LINE 0 2ND FLOOR BEYOND ~ SITTING 12 M ER BED OOM R. RER = ~ 7 c~ 0 0 OPT"L. - - - m m WINDOW S ER T LVL BERM - RAISED CEILING SEE FRAMING BEYOND FOR DOOR CLEARANCE -SEE 1' 3/4 FIN, FRAM 6 ING PLAN PLYWOOD _ ; ; 2x6 CEILING ~ ~ m m . JOISTS RT 00 ~ p (V ~ ~ ~ 24" O.C. m NOSIN G TRIM Of EN TO ::::::HRL~:::::,:: ;BEYOND O LINE OF 1ST FLOOR BEYOND 2x6 WRLL :III: LOWER LEVEL N w ~ ~ TOP OF B LOCK ~ ~ ~ w 0 ~ o 0 N O O .-i o~ ~ - N m ~ I o z ° SCALE. 1/ " _ a 2 10 ~ W SCALE, 3/8"=1'-0" (n W o Columbus (f~ ~ U c r+ 1'-4" CEILING ^ _ _ ~ _ _ _ _ _ N ISSUE DATE; " m 06/30/05 ~ = REVISION 06/11/29 11X04 g.. ; !.:.,.I 2'-10'• ;!s .i PAINTED FIRESTOP ~ H FIN. PLYWOOD CEILING LINE. ~ TOP w/HARDWOOD w GYP. 80RRD 3'-0 1/ " 10" X 10" 0 SHELF EDGE H OPENING o 6'-4" ~ FIREPLACE THROUGH ° CROWN MOULD ~ MANTEL SEE FRAMING Q 3'-6 1/4" N i 1x6 TRIM CERAMIC TILE 00 ~ ON 2x8 FRAME BED MOULD ~ ~ A80VE UNIT 3 1/2" CROWN ' CERAMIC TILE CUT TILE TO r CUT TO FIT FIT 2x8 FRAMING ON 8-VENT SERIES TOP OF UNIT. CALIBER PENINSULA 4D" WIDE. 24" DEEP 6'-0" MOULD CERAMIC TILE ~ ~ " CALIBER 38 1/2" HIGH i 40 5/8" TO TOP in ~ " PENINSULA OF STANDOFFS FACE OF FIREPLACE 8" FLOOR TILE FIREPLACE L CERAMIC TILE vr' c~EARaNCE ~ SIDE OF UNIT MANTEL DETRI o BASE TO UNFINISHED 3._9.. SCALE; 1" = 1`-0" ~-~nr~iT EL _ ~ 3/4" FINISH BORRD w/ ROUNDED EDGE- RETURN OPT'L/EXT~R PENINSULA F.P.. ~ 6'-4" TO WRLL 2'-2 3/8•• 2x8 RIDGE W/ O O ~ 2x6 RAFTER OVERLAY . G~ 16" O.C. 3 1/2•• _ H CROWN - - -~i - MOULD ~ _ H1 ~ II II II p ~ II II II 2 I, H 0 GCDC60 GYP. BD. N II FINISH ~ I~ O N3 II ~I N U7 ~ U7 2~ O„ ~ F I~ 2x6 RRFTER ~ ~ ~ ~ J ~I OVER~RY h F- ~ ~ T W ~ 1 ~ O ~ v FiRFPLAGF W scams=r-m o°~e ~ ~ C7 METRIC METAL HANGER 3/4" FINISH BORRD HANGEIR W/ ROUNDED EDGE RND CROWN- 1~ 2 3~ METRL 6'_4" RETURN FRAMING HFlNGER -SEE DET. ~1 ~ H o # J _ U O ~ 3 1/2•• ~ oD CROWN ' MOULD _ N 12 ~ ~ ~ 2ND FLOOR JOISTS PER PLRN i ~ GYP. BD• rn _ GCDC60 FINISH LVL BEAM - :'.I :::::::::::::::::I::;:::::::::::::::~.:::'.::::::;: :::::::::::::::::1::::::::::~.:::::::::::::::::::: SEE FRAMING 2x8 ; LANDING ; , ; - - - - _ - - . . r - - - ; SEYOND::::: 2'-0° tri N RY ~XB~ ~..16~.~..O.C.:.. ~ _ _ - _ ~..,-.~_.a...,ter.` nv FTR P R n~~ OP 1ST FLOOR JOISTS PER PORN ~.,OFEN:~7Q~.:~.:: ~ - - - _ o ::::BEYO.ND::::: F = _ _ = - - ~ a :::::.........::'.:~~-:pp~'.L;:F'~R~phA:E - - - - - _ _ i :::::.::SHOWN DASHED - _ - _ ~'T,,,_, T. ~ = ~ ~ , :THIS SHEET 00 fV n \ STEEL BERM SEE FOUNDfiTION PLRN ~ U7 In I - - ~ - _ - _ _ ~ ~ OPT'L. FULL BASEMENT I I 0 F - - - SHOWN DASHED I I k==-==- o I I I _ I I F=_=_=_ ___-___._--~-_~~--~_-~-~_i.~ ~.--pp --------1___--- - - r _ - - - - - - L - J ~ W ,p Columbus (n l'`~ :TION C 1 J `J SECTIU 06/11/29 1103 NAIL RAFTER TO H CEILNG JOIST,,-' ~ ISSUE DATE; ~ 06/30/05 - ~ o REVISION; _ 7 1/4" ~ RUSE 1x8 BAND TAIL TRUSS 0 BOARD N 5~~ ; 2x4 CEILING JOISTS 0 1x2 BLOCKING BLOCKING 1x10 BRICK OVER POST FACE OF BER~~ VENEER ~ 1x10 ~ ~ WOOD SOFFIT 8 SHEATHING BAND DETAIL W / ~ ~ 1x8 PINWHEEL I BRICK OPT. #1 COLUMN i i I 4x4 P.T. POST SCALE; 3/'4"=1'-0" 6 ~ , ~ EDGE OF PORCH ~ BLO OF COLUMN ER ~ FRONT & SIDES M.I. ~ 2x8 BOX BERM ~ ~ 8" PIN-WHEEL ~ COLUMN DETAIL ~ a D~ 0 o 12 GIRDER TRUSS o~ BEDROOM #2 m ~ 3 Z LVL BEAM - G (n w BOT. @ 9'-1 1/8" R.F.F. - m SEE FRAMING PLAN LVL BEAM FLUSH W/ 2x6 RAFTERS 2ND FLOOR DECK - ~ 24" O.C. SEE FRAMING PLAN 12 2ND FLOOR JOISTS PER PLAN V METRL- METAL METAL HRNGER HANGER HANGER ro DROPPED HEADER - ~ ~ , m SEE 1ST FLOOR PLAN ~ ~ i E ~ FURR CEILING ~ ~ J DOWN TO 00 Q 3 BKFST. OF HERDDER z H lY O Q 11J O] 1ST FLOOR JOISTS PER PLAN PER PLAN STEEL BERM SEE FOUNDATION PLAN N CRAWL SPACE m PONY WALL ~ ( ~ OPT'L. FULL BASEMENT ~ ~ W SHOWN DASHED 0 ~ ~ ~ ~ ~ ~ ~ - - - - - - - - - - - - - - - - ~1_~, ~ ~ 0 0 m L - J N m W =o Columbus (n pp osi i i its i i =03 N . ~ ~f , ' FIBERGLAS DRAINAGE ~S DRAINAGE/ 1x8 RIPPED. ~ = 09530/05 TE; INSUL, BOARD (1 3/16' ORRD (1 3/16", R5.0) W/ROUTED EDGES (2) 2x HEADER ~ REVISION ~ POL' STEEL ANGLE F POLYMER MODIFIED j'~ MRY VARY 3/4" x 3/4" > OVER WDW'S RND O WRT MEM X15 FELT O MEMBRANOOFING COVE MOULD Q o DOORS- SIZE SEE PLAN o Q _ WILL VARY ° PAPER O QQ HALF-WALL ~ BACKFILL~ O 2x4 FRAME m 7/16" WAFERBORRD , .;o , & DRYWALL w/ H-CLIPS ~ I HEADER DETAIL IF BRICK R-35 ATTIC • 8" CONC. BLOCK STANDARD SCALE; 3/4"=1'-O" ' 'GRAV~LI INSULATION R-30 IF VAULT ~"~'';:'~°I~,~ W/1 1/2" DRAINS 1x8 FASCIA OVER THRU WEEP HOLES KNEE W A L L 6'-0" o.c. MIN. TREATMENT 1x6 SUB-FRSCIR :3~ ALUM 2X2 EAVE GUTTER BAFFLE- . CONC. SLAB I, # II POURED UP 1/2 CRS. SLOPE=1/4" 1f 7/16 WRFERBORRD 15 FELT 3/8" PLYW'D BLOCK OUT 4 1/2 W/H-CLIPS PAPER CONC, FTG. RT PORCH SOFFIT DIMENSION VRRIES- 1x FRIEZE SEE TRUSS LAYOUT 1x6 SUB-FRSCIR IOR FOUNDATION IF FC, iz„~ 1x8 FRSCIR SOLDIER COURSE PROOFING PL NTNITO LUG-OUT BRICK VENEER N.T,S. GARDE VARIES R pitch PER PLAN 1x8 FRSCIR OVE GABLE TRUSS 1x6 SUB FASCIA R-35 ATTIC :INSULATION ~~R-30 IF VAULT ALUM . 1/2" EXTERIOR GUTTER EAVE DETAIL IF BRICK SHEATHING SCALE; 3/4 -1 0 2x EAVE ~ BAFFLE PORCH FOUNDATION 3/8" PLYW'D SEE ELEVATION FOR SCALE; 3/8"=1'-0" SOFFIT R-30 ATTIC WALL FINISH R-13 BRTT. INSUL. GABLE END DETAIL INSULATION SIDING STARTER VAPOR BARRIER D RIEZE W/ NO OVERHANG 2x4 NAILER F , STRIP R-13 BRTT. PER ELEV. SCALE, 3/4 -1-0 R-13 R-13 BRTT INSUL ~ 1/2" DRYWALL FLASHING INSUL z INSUL. 1/2" DRYWALL NS LA ION IN R-13 BATT INSUL, IF FC, I U T HOLD RIM THIN BRICK JOIST ~ °o LADDER PANEL JOIST BACK R-19 BATT INSUL PLINTH TO 4" CONC, m w o 3/4" T&G PLYWOOD 3/4 FROM GRADE SLAB OVER 4" ~ ¢ = O GRAVEL BASE 2x6 SILL PLATE ~ ~ ~ (NAILED RND GLUEDI SHEATHING JOIST WOOD BASE 2x 2x6 MUD SILL W/ FIBERGLASS ~ o TOP OF COURSE 12 1x10 w/ BELT TRIM i SI w/ 1/2" FIBERGLSS ~ SILL SEALER - - - - - - - - - - III GRADE SILL SEALER - - ' ANCHOR STRAPS i ~1" WEATHER LIP I JOISTS 3/8 SOFFIT ~ (MAY VARY) ~ 16" O.C: "I" JOISTS 1x6 FRIEZE ~ RNi PER MRNF. SPECS. ° ~ ' ANCHOR STRAPS BLOCK OUT ; PEI ~ 16 O.C. ~ PER MRNF. SPECS. 4 1/2 1 3/16 INSULATED INSULATION ~ 2x4 LADDER PANEL ~ DRAINAGE BOARD JOIST RING II SOLIDER COURSE , 811 4" GARAGE 8" CONC. SLAB OVER 4" ~ 16 O.C, W/ 2x6 R-5.0 BL( BOTTOM PLATE BRICK VENEER-i. IF BLOCK 16"x8" GRAVEL BASE BRICK 16"x8" , . , , , • , ' CONC. ~ o CONC, ' ' ~ ~ . , ' FOOTING ' ' . VAPOR BARRIER CRNTI EVER D TAIL FooTING ' ' ~ APOR BARRIER OVER 4" GRAVEL 16"x8" CONC. OVER 4" GRAVEL BASE FOOTING ' SCALE 1/2"=1'-0" BASE ~ FOOTING DEPTH AT GARAGE DOOR MAY R-13 INSULATION o N PER SPECS IL SPACE ~ CRRIWL SPACE/ VARY TO MAINTAIN 105 NATION FOR SEE ELE I~ INSULATION IN pp REO'D. DEPTH FOR iDRTION GRI~~GE FROSTLINE. ~ WALL FINISH 2x4-16 O.C. STUD WALLS m 1 LADDER PANEL - E~IOR WALL FOUf~DRTION° FOUNDATION @ ~ I-JOIST BLOCKING SCALE; 1/2"=1'-0" /2"=1'-0" SCRLE~ 1/2"=1'-0" G A R R G E D 0 0~ 1/2" SHEATHING 4 MIL VAPOR BARRIER SEE FOUNDATION DETAILS ~ WRAP 3/4" T&G PLYWOOD 3/4" T&G PLYWOOD BUILDING (RILED AND GLUEDI (NAILED RND GLUED) ~ N BUILDING WRAP ~ RTER SIDING STA STRIP II II ® II . I JOISTS II ® ii i ~ 16 O.C. ~---FLASHING IF FC, "I" JOISTS ® u i THIN BRICK @ 16" O.C. ® u i IF FC, THIN T TO BRICK ~ 9 1/2" MRX ~ I H PLIN H BRICK PL NT GARDE VENEER ~ _ ~ _ _ \ TO GRADE - ® DEPTH w/12 CRS ' o~ 1 ~ • • I I 2x4 MUD SILL I I ~ 2x6 MUD SILL _ _ _ _ _ ING THIN BRICK FLASH W/ 1/2 FIBERGLASS 4 CONC, BLO K C HER (STANDARD ON F.C.) SILL SEALER HERDER PER PLAN HEADER PER PLAN (J GRADE (MAY VARY) ANCHOR STRAPS PER MANUF, SPECS FND. STRAPS 1 3/16" INSULATED PER MANUF, SPECS 1 1 3/16" INSULATED DRAINAGE BOARD R-5,0 DRAINAGE BOARD SEE REINFORCEMENT R-5.0 DETAIL SHEET SEE REINFORCEMENT CONSTRUCTION DETAIL SHEET CON CONSTRUCTION ADHESIVE TO C0 RDH MR~ ADHESIVE TO MASONRY WALL MASONRY WALL 8" CONC. BLOCK 6'-8" MASONRY OPENING , FOR 6'-0" SLIDER in 5'-8" MASONRY OPENING FOR 5'-0" SLIDER PROVIDE THERMAL (2) ; (2l 2x6 #2 (2) 2x6 #2 8 CONC, BLOCK BREAK RT SLAB SPF SPF P.T. SPF P.T. II JRC 12 MIN. GRAVEL W/ JACK STUDS JACK STUDS i 30# BUILDING PAPER TOP OF SLAB f- TOP OF SLAB 12" MIN. GRAVEL W/ AROUND FOUNDATION 30# BUILDING PAPER AROUND FOUNDATION WEEP HOLES -16" O.C. . . 4 ~ q ~ ~ ~ 6 MIL VAPOR BARRIER 6 MIL VAPOR BARRIER _ I u o (V ~ ~ 2"XL 2"x24" HORIZONTAL J F-0 -0 , . , . ~ " ~ b' • ~ a & 1"x10" VERTICAL ° . ~ 3 1/2" CONC. . ° ` ~ ` ° , „ , & 1 L CEM, COVE ~ , n ' ~ P 4 • o . ~ ~ P , + • ~ • PER ~ SLAB ~ . , . PERIMETER INSULATION ~-1-~ II II ' 1 ~ ~ ' 8x16 CONC, • • , , ? ~ FOOTING ° 'o , o . 0 a a . a ° ~ '•0 a •0 • a 0 ~ • a 0 ° ~ ~ . ~ o , • o~ 41~ GRAVEL , ~ • ; / .a N BASE 3" DIR, PLASTIC U1 ~ RIN TILE FELT FLASHING ~ PERF, DR I"' H i WITHOUT BRICK W (I v .L - ~ QPT'L WALKOUT OPT'L WALKOUT = w L J n I L BASEMENT SECTION BASEMENT ELEVATION mi_libraries\detailsCO U1 ? _ _ _ . ~ nnnl r. . .nu_. nnni r. , ,nu_,i nu Qf`~I 1 /7°-1~_C1° E SCALE; 3/4"=1'-0" SCALE; 3/4"=1'-0" SDUHLt; Ot fILG 114 = J1.11LG 114 1-U ` " ` " 06/11/29 1103 U C H ISSUE DATE; ~ 09/30/05 = REVISION; CONT. DBL. 2x4 )BL. 2x4 H (1)-1 3/4 x11 7/8 LVL BERM FLUSH W/ ~ FLOOR FRRMIN ~ 2x4 ~ 16" O.C. l6" O.C. o N 1/2 c¢ H V ~ f-- CONT. 2x6 '.x6 ; Q (V sm ~p m Q ~ N NTS ~ ~ c u U N l~ u 1 HA ER U A GF~R RED L(YPl R 0 " 0 4 ~ P 'L./EXTRA OPTION--~ STANDARD ~ N ~0 ON FC SCALE 1/4"=1'-0" 1T-10" 13'-2" 1'-2 3/16" 1'-11" 4'-1 7/16" 1'-11" 4'-0 5/16" 18'-11" i~ ~ FRAMING PLAN NOTES; ~ ~ 16" \ \ ' U 1. FLOOR FRAMING DESIGN BASED ON /OUTSIDE FACE ~ T OUT 13 CANTILEVER JO S OVER FOUNDRTI N ELOW S1 _ - ~ LPI 20PLUS (1.5~) I-JOISTS BY / OF BLOC 1/2" 15 1/2" THEN 16" O.C. 1 - o o ~ ~ ~ LOUISIANA PACIFIC, UNLESS NOTED. ( I ~ 2. ALL HANGERS BY SIMPSON STRONG-TIE ' OUTSIDE FACE 1/2" OSB RIM BORRD~ Z UNLESS NOTED (ATTACHMENTS TO BE PER I OF SHEATHING I Ll~ 2'-0" W MANUFACTURER'S SPECIFICATIONS) I I II ~ - I I START POINT - - 12" II m 3 RIM BORRD.DS TO HAVE 1 1/8" OSB JOIST LAYOUT - - - D 4. DESIGN LIVE LOAD; 40 PSF I BEARING WALL I II i DESIGN DEAD LOAD; 15 PSF I BELOW I - u 5. PARALLEL TO I-JOIST CONDITION TO 12x4 LADDER PANEL FLOOR I II HAVE LADDER PANEL. I JOISTS I _ II N II f-+ 6. FLOOR FRAMING SHOWN HELD IN 1/2" H o FROM PERIMTER', -SEE START POINT I I - 11 7/8 "I" OI TS _ DETAIL THIS SHEET. 1/2 OSB u II N ~ 7. LAMINATED VEtJIEER LUMBER fLULI BASED I I O ~ it m ON THE FOLLOWIING MINIMUM PROPERTIES; ~ JOIST LAYOUT ~ Fb(PSI) Fv(PSI) E(PSII ' START POINT DETAIL II ~ 5'-8 3/8" ao ' 2650 285 1,900,000 ~ DUB J IS AT II - I R L R N ~I II ~ 14 N 8. RLL POINT LORIDS FROM ABOVE TO BE II ~ S1 SUPPORTED W/ BLOCKING SAME WIDTH ~ ~ SCALE: 3/4"=1'-0" ~ i ii 2x NAILER AS CALLED OUT' ON FLOOR PLAN. ~ (TYP) - ~ i RT WALL 9 u - - - EA F SH w/ 00 FR MI ~ II o0 Sl ST EL II ~ SE F ND TIO P N II LVL B M BELOW -SEE FOUNDRTIO PLAN II d• v - II ~ r------- - , - -r_1_Z_1 i~ ~ ~ ' i i ~ L - -Z-- N SHIFT 4" w/OPT/ SHO~~R ~ ~ 1 R ~ ~ ~ ~ ST EL EA B OW 5-2 1/2 3'-10" ~ , P EXTR = EE FO DR ON PL m ~ (ti7 ( t~ ~ i I I i ~ ~1 i ~ - i, ___,i i ~ - ~ I ~ (2)-1 3/4"xl 7l8" LVL - - - BERM FLUS W/ U 0 N R ~ FLOOR FRA ING 19'-8 3/8" 2011" OR O L g'-4" in (V ~ i OP L./E I I)- 3/ 'x11 /8 LV M Lu w SCALE, 1/4 -1 0 B OR FR IN - T3 H GE E UA cT ~ 1'-3 1/4" 1 3 1/4 '4" 19 -0 2x4 LADDER PANEL - 7 ~ - 2'-7 1/4" 3'-1" 5'-1" 3'-1" 2'-7 L 2'-71/4" 19•-~~~ s1 ST L ER BE 0 - _ ~R EE OU DR ON L I ( X6 (3) 2x6 (3) ADER HEADER HEAD L~ i - 13 0" m - ~ N 9 (3) 2x6 (3) 2x6 (3) 2x6 S1 - 'x6 (3) 2x6 (3) 2x6 (3) 2x HEADER HEADER HEADER 16 _ DER HERDER HERDER HERDE O S1 00 (TYP) ~ S EL E B 0 ~ ~ I' ~ ~ E FO D IO PL ~ N _ I N II - 00 x6 ~ ( 2x6 ~3l 2x6 (3) 2x6 N - (3) 2x6 (3) 2x6 (3) 2x6 16 THEN 16 O.C. 14 HERDER HEADER HERDER IER ~ H RDER ~ ADER HEADER S1 - . 2x4 LADDER PANEL ~ i m 1-3 1/2 -1 2 19 -8 (TYPI lJ 0 ~ _ REQUIRE ~ RLL BASEMENT WINDOWS (1l 1 3/4"x JOIST DEPTH LVL HERDER - ~ ~ O ~ ~ W/3" BAG. ER. END i u N J 11-9 ~ W ~n O fV O~ ~ Z o SCALE 1/4"=1'-0" 0 H N (3)-2x6, #Z SPF (41-2x6, #2 SPF (3)-2x , # (3)-2x6, #2 SPF (3)-2x6, #2 SPF ; " (4)-2 #2 S SPF ~ 0 0 i- ~ N ONRL` WINDOWS ABOVE W/ OPTI WA ~~AMI G . W~ ~M. ~ o 0 N ~ , 'i ~ , Columbus (n SCALE; 1/4"=1'-0" 0 Q 06!11/29 11'03 U c H ISSUE DATE; ~ 09/30/05 z REVISION; H _ In . - . _ ~ O ~ ~ O / ~ N / OUTSIDE FACE 16~~ \ ~ © ; ~ ~ OF BLOCK 1 m ( 1/2" 15 1/2" THEN 16" O.C. I ~ o ~ OUTSIDE FACE 1/2" OSB RIM BOARD ~ ~ d I OF SHEATHING I ~ _ I JOIST LAYOUT _ _ _ _ ~ 0 17 , SHADED DECK IS i START POINT - - I U ~ N 2x4 LADDER PANEL @ 16" O.C. S1 I 6 1/2" LOWER THAN BEARING WALL O ~ o W/ 2x6 BOTTOM PLATE (TYP) 18'-3 1/2" '1 MASTER LEVEL i BELOW I ~ ~ 3 1/2" I FLOOR I rY ~ I 2x4 LADDER PANEL JOISTS I ~ 0 ~ I I ~ I 112" OSB I ~ ~ ~ I I o- N ~0 JOIST LAYOUT fV START POINT DETAIL ~ ~ o 's:~alfi':' i'::' ic ~ of ...........:.H . N ~::..:T'~-;:: ACE;...:..!:!!:.!:. ~ ~ \ / i /C- Z W nn ,~.PAt~~ 4~ - - - ~ ~ ~ ~ . A.~ :REQUIRED,,: FORS I ~ m 3 4-:: ~ 3 -10 3/4 4 0 3 ~8 2x6: WALL,: ~EA,1 i - i . ~ NCI I / ~ ~ \ I / ~ \ I 2x8's ~ 16" O.C. r - J ` - - - - (11-f 3/4"x11 7/8"' Ir I _ "z1 LVL BEAM" _ _ _ 3/4"x11 7/8" LVL ~ RIPPED TO 6 1/2° FRAMING PLAN NOTES: C7 D (2) L 3/4 $ in 1. FLOOR FRAMING DESIGN BASED ON II ~ `BOTTOM FLU5H W/-FLOOR FRAMING 4'-0" I 13'-7 1/2" N LPI 20PLUS (1.5E1 I-JOISTS BY LOUISIANA PACIFIC, UNLESS NOTED, 2. RLL HANGERS BY SIMPSON STRONG-TIE I UNLESS NOTED (RTTRCHMENTS TO BE PER 2x8 LANDING N MANUFACTURER'S SPECIFICATIONS) C~ - ~ 16" O.C. (21-1 3/4"x11 7/8" LVL; BERM ~L; -BERM o 3. I-JOIST ENDS TO HAVE 1 1/8" OSB RIM BOARD. HGUS414 HANGER, - - _ OR EQUAL 4. DESIGN LIVE LOAD: 40 PSF ' H DESIGN DEAD LOAD.15 PSF 5. PARALLEL TO I-JOIST CONDITION TO ~o HAVE LADDER PANEL, 6. FLOOR FARMING SHOWN HELD IN 1/2" - IUT312 HANGER, FROM PERIMTER -SEE START POINT I ~ DETAIL THIS SHEET. L - I 7. LAMINATED VENEER LUMBER (LVLI BASED ON THE FOLLOWING MINIMUM PROPERTIES: ~ II F ( Il v(P5 l E(PSI) I I iv 2650 285 1,900000 3/4"x11 7/8"_LVI;~ - 1).1~..___.__. I -FLUSH W/ FLOOR FRAMING I 8. RLL POINT LORDS FROM ABOVE TO BE SUPPORTED W/ BLOCKING SAME WIDTH r in AS CALLED OUT ON FLOOR PLAN. --~I _ T3 H G I UR (T ) I LUS2l'x HANGER, E r I OR EQUAL (TYP) 9'-7" I 18 3 1/2 -3 1/2" I I I - J - - - - ~ I I ~ (1)-1._3/4 x11.7/8 L L JOIST LAYOUT CONT. DBL. 2x4 _ rw I I FLUSH W/ FLOOR FRAMING „ 2)-1 3/ x11 LV ! B M I I o SCALE, 1/4 -1 0 ~ zx4 @ 16° o.c. F SH / CO F RM G I I ~ 8-2 1/2 - - I I I in r-_ - ~N H 0 ~ I - i i _ IUT9 HANGER, ~ CONT. 2x6 - I zx I - ~ I - ~ ~ - ' I ~ I I ~ ~ rn ~ I I to II I 8-6 1/4 4-8 OR EQUAL (TYP ~ 00 II I II II ~ 4'-8" 6'-9 1/4" ALL LVL TO LVL LADDER CONNECTIONS) m I I _ I I 3._O.. I ~I I ~ PANEL DETAIL i~ I I I I` I II _ NTS fV _,I II I I I ~ II -_s=- ~i_ I I I,. I IF- - m ~ 3 19 I 6~~ 6~~ I II ~ I II 1._8.. ik..~.- ~ I u (1)-1 3/4"x11 7/8" LVl - _ _ ~ _ _ I it - •"x11 7/8" LVL , ; - - - - II if=--== I ,I - I I _ ~ - , ~ I 6 IUT312 HANGER, :HANGER, I II S OR EQUAL (TYPI UAL (TYPI - 2)- ~3/ 'x11 ~/8' LV ~8 M I I I I - I ~ x6's R 16' 0. F SH / LO F RM G I I I I I I N I ~ OP FLUSH I I I- ~ I r I - ~ cn ~ N E.. 17 _ I II II ~ I m 0 Si II II ~ I N I I I - _ ~ _ -I I (TYPI - I I I ~ NOTE O 11 7/8 I 0 T5 t I _ I III ill I r ~ ' ' ~ ~ - - - • - MASTER BIATH LEVEL JOISTS I I I~ i t I I.^. I I ii " ' N TO BE LPII 32 SERIES i i ~ I I I '(2l~ 1314"x11._7%8"fi ,I ~ ~ 'I I I I 1 1 _ . FCLISH I I I I LVL BERM ~ ® ~ ~ i i~ ~ o II I I I w/FLOOR FRAMING ~ I I ~ ~ I I I I I I I ~I , ~ II I ~ ~i i~ ~ - I I I I I I N N - - - - - _ ` - - - J I I CANTILEVER BERM - - - J I OUT OVER WALL BELOW 2x4 NAILER I ~ I I 19 -11 1/2 • 1/2" RT BERM 1'-3 1/2" 16" THEN 16" O.C. ° I (3) 1 3/4"'x16"f. LVL` 8"A x16"f LVL' S,~RM O m - ~ - `BOTTOM-- FLUSH W/ FL( LUSH W/FLOOR FRAMING i ~ 19'-8" I 11'-9" ~ _ _ _ _ 1 :VEL JOIST LAYOUT I I I~---- SCALE. 1/4"=1'-p.. L Y--- " 7/8" LVL BERM (2)-1 3/4 x11 J FLUSH W/ FLOOR FRAMING W O~ ~Z $ SCALE 1/4"=1'-0" 0 I-I N m 0 0 ~ N N W O O W_ t` N Zm .D Columbus (n - :N V 2 06/11/29 1103 2X4 X16" O.C, STUD CONNECT RAFTER TO WALL WITH DOUBLE STUDS WITH (2l 1Qd TOP PLATE, BEVEL CUT. BOX NAILS, ONE EACH SIDE R 3/4" OSB OR PLYWOOD WEB ~ (6) 8d NAILS TOP OF RAFTER STIFFENER NRTLED TO I-JOIST ~ TO BE CONTINUOUSLY WEB WITH (3) 8d NAILS RAFTER SHEATHED, (STIFFENER ON ONE SIDE OF ISSUE DATE; PER PLAN ( 6) 16d BOX NAILS CONTINUOUS 2X4 (2l 10d NAILS I-JOIST RAFTER), LEAVE A ~ 01/02/05 PLATE, FASTEN TO ONE EA. SIDE RAFTER MINIMUM GRP OF 1/8" BETWEEN i REVISION: PER PLAN TOP OF WEB STIFFENER AND 8d NAILS a 6" o,c. r-JOIST H 07/18/06 BERM WITH (2l 1" OSB x 24" (2) lOd NAILS THE I-JOIST FLANGE, ~ ONE EACH SIDE OSB WEB FILLER 16d NAILS AT WEB FILLER II 124 LONG (BOTH FLANGES) PER PLAN ~ 24" ON CENTER ROOF \ I-JOIST \ FULL DEPTH a I-JOIST BLOCKING o RAFT TRUSS ~ ER o g" 2x8 BLOCKING 3/4" OSB (OR EQURU N BOTH SIDES OF JOIST. PER PLAN ° CEILING PANEL STAGGER fRS REO'D BY DESIGN) SEE PLAN JOISTS PER 1 1/2" BETWEEN RAFTERS FOR NAILING PLAN I-JOIST RAFTER ROOF TRUSS RAFTE CONNEC DO P R 2x6 LEDGER ATTACHED T TO PAS1 DO NOT CUT PAST TNSIDE WEB FILLER PER PLA TO I WEB TRUSS w/(6 N RIDGE BEAM w/(4l 16d l FACE FACE OF BEARING. BOX NAILS RT 12" 0 FILLER 8d BOX NAILS 'C' 2x6 "BIRDS MOUTH" BOTTOM I-JOIST RAFTER LEDGER. ATTACHED TO LVL BERM R RIDGE BERM W/ (4) 16 CUT AT WALL TOP PLATE, PER PLAN I I PER PLANS (TYP) ,I d BOX NAILS C~ 12 ON CENTER. WALL CONNECT TO ROOF X ATTACH RAFTER TO TOP ~P~~s~ WALL BY OTHERS PLATE WITH SIMP50N PER PLAN D '~~~G~~ TRU ~ SS WITH TRUSS RIDGE BERM H2.5R RND ONE 10d BOX (6l 8d BOX NAILS PER PLAN NAIL EACH SIDE, (2l 2X4 BEARING 6Q~~ SUPPORT BELOW 1 NTS Sl 2 NTS 3 BIRDS MOUTH S1 NTS CUT RAFTER DETRTL 4 RE S1 S1 INFORCED CANTILEVER DETAIL 5 NTS S1 I-JOIST PER PLAN (1l 8d TOE NAIL TO JOIST EACH SIDE AT 6" o.c. BOTH ENDS I-JOIST HANGER PER PLAN D FULL DEPTH I-JOIST 0 1/8" gap m(n(mu BLOCKING AT EVERY lOd NAIL TO I-JOIS TOP CHORD OF T 0 0 0 OTHER SPACE WHE WEB STIFFENER, MINIMUM p N 1/8 GAP. 3/4 OSB, BOT I-JOIST ER PLAN I-JOISTS LAP OR BUTT H SIDES OF 0 0 OVER BEARING I-JOIST. WITH (3l 8d NATLS 0 0 FROM EACH FACE. (DO NOT USE Ix MATERIAL) 2X4 SQUASH o O 0 (1l 8d NAIL TO PLATE, BLOCKS, 1/1 " 0 lOd TOE-NAIL 6 EACH SIDE AT BOTH ENDS TALLER TH TO PLATE RN I-JOIST DEPTH, Filler Block (1l 10d NAIL TO BEARING ~ WEB PLATE AT EACH SUPPORT STIFFENER ONLY REQUIRED WHERE INDICATED ON PLANS WRL ~ SIDE OF WEB (TYP) BELOW L TOP E *CONNECT DOUBLE I-JOISTS USING 4'-0" LONG FILLER BLOCKS RT EACH SUPPORT AND RT 8'-0" ON CENTER. PLATE. ( (FILLER BLOCK TO BE PER MANUFACTURER'S SPECIFICATIONS) ~F PROVIDE 4'-O" FILLER BLOCKS AT ALL CONCENTRATED LORDS. ~F CENTER FILLER BLOCKS ON LOAD. FASTEN FILLERS THROUGH I-JOIST WEBS USING (2) ROWS OF' BACKER BLOCK: OSB THICKNESS E 8d NAILS STAGGERED RT 6" ON CENTER. TO "FLUSH" OUT WEB BY 12" LONG. ' C CLINCH NAILS WHEN POSSIBLE. ATTACH WTH (10) 10d NAILS, FILLER RS REQUIRED ~F 6 FLOOR SHEATHING TO BE GLUED AND NAILED TO EACH I-JOIST, PER DOUBLE I-JOIST DETAIL NTS Si 7 NTS S1 8 NTS DOUBLE I-JOIST CONNECTION ~ S1 N~ NTS HANGER DETRI iD S1 NTS S1 (1) 10d NAIL THRU FULL DEPTH I-JOIST 8d NAILS RT 6" I_ P JOIST BLOCKING ER PLAN RIM BOARD TO EACH O.C. 1" FROM EDGE , ~ti~ FLANGE AT EVERY it I-JOIST MAX, OVERHANG SAME AS RAFTER SPACING o (2'-0") MAX. OSB RIM BOARD PER PLAN (MATCH - ( 0 DEPTH TO I-JOISTSI (2-Pl.Y) 2x2 8d NAILS STR ° GGERE 1) 16d NAIL (g51~~-PLY) M~ 0 o RT 6" O.C, o (3) lOd NAILS THRU , - ~ 21~ AT 12" O.C, JOIST FLANGE TO (TYP) / , wj ~ 211 2x4 CUT ° SILL PLATE BELOW , , ° TO FIT ° 2 ON ONE SIDE RND f WEB FILLER 1 ON THE OTHER SIDE ' t~ ' 211 BOTH SIDES d TOE NAIL GABLE ENO OSB RIM B0, TO PLATE PER PLAN 1~,, ti~ FASTEN RIM BORRO O^ f ~ 211 2x4 FILLER N RIM BOARD TO W/(1) lOd NAIL 1 3/4" FOR BEAMS UP TO 12" IN DEPTH; (2) ROWS OF 16d NAILS. eEARr PLATE' W/(1) lOd t` 5~~~ SUPPOR @ 6 O.C. (TOE NRI 'LADDER' 4~P BELOW T FROM EXTER O.C. (TOE NAILED MIN. BAG, FOR BEAMS OVER 12" IN DEPTH: (3) ROWS OF 16d NAILS STAGGER IOR S. EXTERIOR SIDEI SILL PLATE FOR BEAMS OVER 18" IN DEPTH, (4) ROWS OF 16d NAILS I-JOIST ~ RLL NAILS RRE BOX NA - TLS (DIR, - .131) PER PLAN NT 11 S 12 Sl NTS 13 RLL OTHER MULTI-PLY LVL CONNECTIONS AS NOTED ON PLANS Si NTS S1 RTM BOARD DETAIL 14 MU ~ ~ NTS I-JOIST PER PLAN NTS Sl NTS LTI-PLY LVL DETRI is S1 H I-JOIST I-JOIST PER PLAN PER PLAN SIMPSON LSTA24 OSB RIM BD. STRAP, oR eouRL SEE SECTION 14/Sl GONT, DBL, 2x4 W FOR CONNECTIONS (ll 8d TOE NAIL 2;x4 ~ 16" OSB RIM B0. (3) lOd NAILS THRU O.G, EACH SIDE I-JOIST RAFTER SEE SECTION 14/Sl (n JOIST FLANGE TO SEE PLAN SILL PLATE BELOW i FOR CONNECTIONS ~ 2 ON ONE SIDE AND CONT', 2x6 (2x4 OPTIONAL) (1) 8d TOE NAIL 0 FULL DEPTH 1 ON THE OTHER SIDE EACH SIDE ~ ~ ~ I-JOIST BLOCKING H u @ 24 O,C. II LADDER PANEL" WALL SEE SECTION 14/S1 FOR CONNECTIONS ~0 MASONRY FDN WALL ~J RIDGE BERM SEE PLAN H W MASONRY IFDN WALL Q OSB WEB FILLER EACH SIDE SIMPSON LSSU o HANGER OR EQUAL. ~ ~ 16 NTS 17 Sl NTS END WALL DETAIL Si 18 NTS CRAWL SPACE LEVEL S1 NT5 19 i . i LLJ Lli 06/11/29 11=03 - - V c N ROOF FRAMTN(' PLAN NOTES: N ISSUE DATE. ' 1. ROOF TRUSS DESIGN BASED ON '09/30/05 PRE-MANUFACTURED ROOF TRUSSES = REVISION: BY OTHERS. H 2, ALL HANGERS BY SIMPSON STRONG-TIE ~ UNLESS NOTED (ATTACHMENTS TO BE PER N MANUFACTURERS SPECIFICATIONS) o ~ 3. I-JOIST RAFTER DESIGN BASED ON LPI ° " 20PLUS (1.5E) I-JOISTS BY LOUISIANA Q PACIFIC, UNLESS NOTED. _ ~ 4. DESIGN LOADS Q R. I-JOIST RAFTERS; ~o 15 PSF DEAD LORD ~ 25 P5F LIVE LOAD ~ _ ~ B. ROOF TRUSSES: ~ m~ 20 PSF TOP CHORD LIVE LORD 10 PSF TOP CHORD DEAD LORD O ~ 10 PSF BOTTOM CHORD LIVE LOAD U ~ a 5 PSF BOTTOM CHORD DEAD LORD ~ z 5. HOLD DOWNS O ~o NONSTANDARD CONNECTIONS RRE R. RLL ROOF TRUSSES AND RAFTERS RRE ~ REQUIRED IN THIS AREA TO TO BE CONNECTED TO DOUBLE TOP ~ ~ Y OPTIONAL EXTRA CHIMNEY SADDLE TRANSFER THE SHEAR LORD TO PLATE WITH R MIN. OF (1) H2.5A ~ W/ OPT'L. MASONRY SCREENED PORCH THE BRACED WALL PANELS. TRUSS BY SIMPSON OR EOURL, UNLESS o- ~ ° FIREPLACE SUNROOM TO DOUBLE TOP PLATE CONNECTION NOTED OTHERWISE, ~ ' 6" _ LU24 HANGER, SHALL BE (1)H1 FASTENER PER B. GIRDER TRUSSES RRE TO HAVE HOLD ~ ~ ~ TRUSS. DOUBLE TOP PLATE TO BE DOWNS TO RESIST THE REQUIRED - ~ OR EQUAL (TYPI SEE RIDER SHEET 2x4 RAFTERS CONNECTED w/(2)ROWS OF lOd UPLIFT FORCES AS SHOWN ON TRUSS X OPTIONAL EXTRA I~ ~ ~ ~ 8 3/4" O.H. @ 24 O.C. NAILS ~ 12" O,C. MANUFACTURER'S DRAWINGS, ? _ _ i BOX BRY WINDOW _ 2x4 NAILER ° - - = - - o _ I r - - - ~ _ SEE WALL BRACING NOTE RT WALL \ i FOR CONNECTION p~pp pp m II \ / I ~ S n n n - m ~ _ =11= _ ~ ~ \ ~ ~ ~ LOCATE TRUSS UPLIFT LOAD u ~i II 8 3/~" O.H.II I N I RT WALL 8 3/4" O.H. (LBSI CONNECTOR a I -u---u --u - _ I ° I _ _ _ _ _ _ _ _ _ up to 1785 Simpson LGT2 (2-Ply truss) r- -I N - - - - ° I HIP HIP I - - - - ~ Simpson Hl6 (1-Ply truss) up to 1265 I I I I SET SET I I I I JH Simpson H16-2 (2-Ply truss) 2x6 RAFTERS I G I II I o I GIRDER TRUSS . up to 960 (2) Simpson H2.5R @ 24 O.C. III , I I I H2 I I H3 D` up to 480 Simpson H2.5R = L-=__ ~r ~r ~r fi I ( I I I I I H1 I NOTES, O I I I I I I I I ~3:. I HIP I I. ____~-L_ ___JI IL _ JL UPLIFT VALUES RRE PER THE APPROVED/SEALED TRUSS DESIGN DRAWINGS PROVIDED BY THE TRUSS MANUFACTURER. - $ L - - - SET I ;~I I C7 RLL STRAPS/TIE5 SPECIFIED ARE MANUFACTURED BY SIMPSON STRONG-TIE. I I I I ~ I::::::::: H I m 1 I I I GIRDER TRU I EQUIVALENT CONNECTORS ARE RCCEPTRBLE PROVIDED BUILDING DESIGNER /ENGINEER OF RECORD APPROVAL - 0o I r , R6 I I I I HIP I C I 2x4 NAILER I 6 INSTALL RLL STRAPS/TIES PER THE MRNUFRCTURER'S SPECIFICATIONS. I I I I SET I I COFF RED RT WALL I CEIL G ~ I FOR UPLIFT VALUES GREATER THAN 1785-Ibs. CONTACT THE BUILDING DESIGNER/ENGINEER OF RECORD. I I ~i I I I I ~ - BELO _ _ HU~ 6 HR ER, SPECIAL CONNECTIONS BETWEEN STUDS RND PLATES RRE REQUIRED WHEN ~ 14 III R5 OR I UAL YP) I LU24 HANGER, L......_ OR EQUAL (TYPI UPLIFT VALUE IS GREATER THAN 1000-Ibs. CONNECT STUD TO TOP PLATE USING (1l SP4 STRAP W/(6) lOd NAILS. CONNECT STUD TO I C5 - - 8 3/4 O.H I I I - I BOTTOM PLATE USING (ll 5P2 PLATE W/0.21 lOd NAILS ON EACH SIDE OF STUD, II II I I 2x6 AFTE I II II A4 I OVE RY I I I I C4 1 I w/2x RIDG I l II N I I I II ~ II I I I R3 C3 I I I I- I 16" I ~ I I II I I w I D1 I JH o I I I C1 I R2 C2 II c~ II I I I I ~ II II I R ~ JH I L-- I I ~ I _ I r------ R1 C ~ I o II I I I i = II I - - J w II p rr-- - ~r-- O I ILEA I i I I I ~ WALL I I I I I c~ I ~ ~ I - - - _ _ _ _ _ _ D 12 3/4 O.H. m I I II I I 15 9 1/8 I L - _ 15'-9 1/8" I - - - ~ I THE 24 O.C 124 24:::: THE 24 O.CI r - - - - - r - - - - - - , I I I L2 I L_ I I I II I. I I I I I _ _ _J 24 E 24 O.C. r - ~ I I I II HIP I II 1j I JI Il II I , SET II I I I II I I I I ~ l I I I LU24 HANGER. ~ OR EQUAL (TYP) - I - - - (P) - - - I LU24 HANGER, I I ~ r::-::..:. - - I ~ I OR EQUAL (TYP) / ~ E I I I I I L - - - - / ~ ~ _JII I II ;I:: r - - II I I I JH SEA1.E©TRfJSS DRAWINGS W{TH ENGlNEERWG 7C I I I f 2x6 FTER I I I BE O~V-SITE PRIOR TO lNSPECTJON. - ~ I - - - OVER AY I I II = -:,I:::::::: o I I I: I I I I Ip I I I I I I::: I III I I ~ I M I I m I I 1:~ I I I N I I I L I I I r - r- -JII i r - - ~ II I E I I F o I I I HIP 11 I I I I SET I I I I H >~2E NG I II I I I 0 EQIJ L:(T l I p I I I III I I :::::::::::::::::::I L _ _ GIRD ~t?U 5:~: ~ ~~;JH: ~ : I II HIP o~ I SET I I I - L- - I I - -n - -n - - -n - - ~I - NAILER 12 3/4" O.H. II I I I IAT WALL K2 I I J I n d a 11 8 S%4" OIW II u u u u I I I IIL_______ _____~III~=II II II II II II II II X11- - mo II II II II II I II II II = - - - I r\ 11 II II II Il II II II II II II II II II II p r - ~ K1 - =~==11--ll-==11--ll--=~-_~__~__ I 12 n3/4" O.H. n ul li II u u u u u u II 1 ~/4 O.H. z 1 z II II II I u u u u u u u u u ? o~ LEDGER I L _ _ _ _ _ _ n _ i1 _ _ Ii -JII = 12 3/4" O.H. ~ RT WALL - - - - - -~I - - ~ - ~I - - w ~ 2x6 RAFTER ~ I n II a II OVERLAY C~ 24" O.C. m I, „o 0 00 ~ 12 3/4" O.H. K - -ram--- _ ~ W m~ C~ W w 12 3/4" O.H. OIL ~ m N ~ ~z O N C~ H O O O 00 OC ~ N I II_ I II ~ I- OIL N SCALE. 1/4 -1-0 U VJ IL m W 0 Q ZU Columbus (n I I V 06/11/29 11=03 c H 19'-915/16" 23'-5 9/16" ISSUE DATE: 18'-10 15/16" 15-1 15/16 ~ 09/30/05 = REVISION: ROOF FRAMING PLAN NOTES: 1. ROOF TRUSS DESIGN BASED ON ~ PRE-MANUFACTURED ROOF TRUSSES o BY OTHERS. ° I 2. ALL HANGERS BY SIMPSON STRONG-TIE j 12 UNLESS NOTED (ATTACHMENTS TO BE PER ~ ~ ~ MANUFACTURER'S SPECIFICATIONS) d 12 8 3. I-JOIST RAFTER DESIGN BASED ON LPI ii o 20PLUS (1.5E) I-JOISTS BY LOUISIANA ~ ~ 8 PACIFIC, UNLESS NOTED. ~ C 4. DESIGN LOADS ~ m R. I-JOIST RAFTERS: ~ 15 PSF DEAD LORD Q ~ A v 25 PSF LIVE LOAD N 17'-7" 25'-8 1/2" B. ROOF TRUSSES; O ~ o 20 PSF TOP CHORD LIVE LOAD ~ ~ in - 10 PSF TOP CHORD DEAD LOAD ~ J ~ o W 10 PSF BOTTOM CHORD LIVE LOAD Q ~ ~ N W _ 5 PSF BOTTOM CHORD DEAD LOAD ~ ¢ a 5. HOLD DOWNS `n ~ ~ m w A. ALL ROOF TRUSSES AND RAFTERS ARE ~ N ~ DIMENSION HELD IN 1!2" FOR SHEATHING W TO BE CONNECTED TO DOUBLE TOP 34'-0 7/8" - 00 = PLATE WITH A MIN. OF (1) H2.SA BY SIMPSON OR EQUAL, UNLESS REAR 7 3/4" m NOTED OTHERWISE. FRONT TAIL 17 -4 1/4 7 1/4" B. GIRDER TRUSSES ARE TO HAVE HOLD TAIL DOWNS TO RESIST THE REQUIRED 15'-115/16" BEARING 18 10 15/16 UPLIFT FORCES AS SHOWN ON TRUSS - ~2~~ MANUFACTURER'S DRAWINGS. POINT 43'-31/2" REAR ~n R2 FRONT w 23'-5 9/16" 12 19'-915/16" C2 C2 _ 10 12 ~ ~ - C3 8 C3 D _ ~ m w I - C4 m W m 2 R1 ' - C5 ~ 7 3/4" 3'-8 5/8° TAIL - C6 DIMENSION HELD >n - - - - - - - - - - - C7 GIRDER TRUSS I SHERTHI~G m - 12 12 12 (V 10 ~ 10 34'-0 7/8" ~ J 8 REAR oo ~ W C1 FRONT ~ W R4 ' E ~ ~ O ' D1 ~ ° W DIMENSION HELD IN o ~ w w _ 0D 1/2" FOR SHEATHING - A5 bo 7 3/4" m TAIL - - - - - R6 GIRDER TRUSS TAIL 1T-7" 2'-0" 11'-10 ' 11'-10 1/2" 11'-10" 7 1/4" 0 7 3/4" DIMENSION HELD TAIL r, TAIL IN 1/2 FOR 00 SHEATHING - - - - - - - 17'-5 1/4" 12 1'-5 1/8" 2'-3 1/2" t'. 12 - DIMENSION HELD - 8 ~ ~ 43'-3 1/2" ~ oo ~ 10 m 1/2" IN 1/2" FOR REAR SHEATHING ~ R3 m N ~ J cv FRONT i N ~ W B BEARING ' N W POINT 12 ~ _ 10 1 38 -6 TAIL REAR FRONT ~w O ~w i ~ 1/4° TAIL 18'-4' 9'-2" 4'-0° 12 g H1 12 ' H2 10 ' H3 GIRDER TRUSS 12 00 7 3/4" 12 10 m TAIL , ~ ~ J 12 m 10 - ~ ~ ~ W - 1 00 G W ~ 8 _ ~ ~ ~ K1 0 8 ~ ~ ~w ~w O ~ - ° _ ~ oo J 10 H N ~ ~w ~w ~w O w oo= i ~J ~ ~ ~W ~ m ~ ~ ~W ~ I W = GIRDER TRUSS ~ W ~ ~ _ ~ ~ " CV + 7 1/ ,8.. 7 1/4° 11'-10.. 7 1/4" ~ TAIL 13'-0 1/2" ~ TAIL TAIL '-7 3/4" 7 1/4" 18'-11 1/2" 6'-0 5/8" TAIL 11 3 10 TAIL 7 1/4 TAIL FRONT REAR RT H3 ; 13'-2" 1 1/2" BEARING POINT ONLY TTOM CHORD TO BE (23 2x6 MIN. 31 5 1/2 GIRDER TRUSS H BO FOR REQUIRED HANGER CAPACITY. PROVIDE BEARING DIMENSION HELD IN ENHANCERS ~ 2x4 WALL ONLY -SEE DETAIL. IVV I L' 1/2" FOR 5HEATHING GIRDER TRUSS "F" BOTTOM CHORD TO BE (2l 2x6 MIN. 0 FOR REQUIRED HANGER CAPACITY. 2x6x12" BAG. ENHANCERS 12 _ NAIL TO BOTTOM CHORD CO w/(2) ROWS OF (3) 16d NAILS ON EA. SIDE 10 N ~ ~--i l1J ~ ~ ~ 12 12 K2 ~ ~ O O OL _ 8 12 8 MIN. 2-PLY oo J - ~DJ ~J - ~ 12 N g ~ ~ N1 cv ~+J ~ ~W N ~W ~ w GIRDER ~ W ~ = TRUSS ~ _ ~ ~ ~W NW ~W ~W W ~ L2 GIRDER TRUSS ~ W ~ ~ M ~z r ;T12nF(2 TRUSS "H" 7 1/4" ~ ~ m - 1 1/2" 71/4" ~ 18'-41/2" 7 1/4" RFAi2TNG TAIL 13'-0 1/2" ~ TAIL SCALE; 1"=1'-0" ~ 4'-9 3/16" 11 1/4 18 10 1/2 11 1/4 20 -4 TAIL TAIL 13'-2" 1 1/2" Columbus (n TAIL 18'-6" 06/11/29 11 02 C N 3'-1 1/2" 11'-3" 3'-5 1/2" ISSUE DATE, N ~ 09/30/05 = REVISION; N II BWP3 BWP3 ~ ~ I~ (68) (68l o ~ OPT'L./EXT~R ° L.L. WALK-OUT ~ 8'-11" cm ~o d o ~ m ~ I~ BWP3 ~ I I (128) ~ iv ~ I I m U I I 0 I I o~ I I 0 I I ~ d~ I I 41'-1" 8'-11" I OPT L• FI~ ~ N~0 LnwFR LEvFL 3 - - - m I I I I I I I I I o App I L~J I o I N N I BWP3 ° (128) m N o_ 3 m D ROOF DIAPHRAGM TO BKFST. RM. TRANSFER SHEAR TO BRACED WALL PANEL ¦ 0 UNFINISHED I LOWER LEVEL O m o_ 3 3 m 10'-0" m 0 N 0 0 BWP1 i,7 ' 0 m N ~ ~ 0_ 3 I~WER LEVEL m SCALE: 1/4"=1'-0" I I I I I I I I I I I I 1 I I I I I 1 I I I I I I I I I I I I I I I I I I I I I RNY SEAL APPEARING ON THE WALL ~ I I I I I I I I I I I I I I I I BRACING PLAN(S) COVERS ONLY THE DESIGN OF BRACED PANELS I I I INDICATED BY THE NOTE "ENGINEERED I PANEL". THE PANELS RRE DESIGNED I I TO MEET THE EQUIVALENT CAPACITY m ' OF THE REQUIRED BRACED PANELS PER ~ KITCHEN I ~ i R7 m I 0_ THE 2004 RESIDENTIAL CODE OF OHIO RND THE 2003 INTERNATIONAL ~ m 3'-10 3/4" 6'-1 1/4" RESIDENTIAL CODE, I i N 101-011 i LAUNDRY ~ BWP3 1 ~ BWP) m , o_ 3 INSTALL STANDARD CODE REQUIRED 0] - - - - - - - - - - - - - - ~ ~ CONNECTIONS BETWEEN RLL FRAMING ~ ~ MEMBERS IN ACCORDANCE WITH ' i ~ TABLE R602.3(1) RND TABLE 0 I ~ R602.3(2) OF THE RESIDENTIAL 0 1 CODE OF OHIO RND THE I I I ~ ~ INTERNATIONAL RESIDENTIAL 1 1 ~ , ~ CODE. THESE CONNECTIONS ARE ADEQUATE TO DISTRIBUTE THE I I (1l 16d NAIL I REQUIRED LORDING TO THE BRACED I HREE CAR I I ~ 24" O.C. I WALL PANELS, UNLESS NOTED - RG RAGE m (v ' 0_ I 8d NAIL ~ 6" O.C. EACH STUD I OTHERWISE ON THE SHEAR WALL I IN RLL PANEL ° I PLANS. \ ~ m ~ I FOYER BWP1 I EDGES NOT PART OF I ° 1 _ DINING I PORTAL FRAME z~ ?o ~ I SEE ADDITIONAL NOTES RND SHEAR m WALL DETAILS ON SHEET "SHEAR R~~M 3'-611 I 2x FRAMING FOR i NOTES" o_ I 3 I GYPSUM WALL PORTAL FRAME WALL O BOARD (OPTIONAL) SEGMENT (TYPI REFER I 0] I TO FIRST FLOOR WALL I Q I I 0 I BRACING PLAN FOR I ~ REQ'D WIDTH ~ NOTE BWP3 (441/2) 0 GARAGE CORNER DETAIL ~ ALL DIMENSIONS RRE TO EXTERIOR ~ FACE OF WALL OR CENTER LINE 00 BWP BWP ~ SCALE. 1"=1'-0" ~ ~ OF BRACED WALL PANEL. APA-1 APR-1 30) (18) BWP3 0 (38) 6'-10 1/4" 12'-9 3/4" S'-11" 5'-il" 17'-9" 10'-9" W ~ O ~I~ST ~L00~ WALL BRACING PLAN ~ ~ SCRLE~ 1/~ m N ~F N N O ~ ~ N U W N r.+ m W 0 Q Columbus (f i i¢ 06/11/29 11'02 U ~ - c H N ISSUE DATE: ~ 09/30/05 = REVISION: i H ~ i d N ~ ,d m ,i n I ~ ~ 3 % V ~ N li 0~~ o ad6 ROOF DIAPHRAGM fiO TRANSFER SHEAR TO N ~0 BRACED WALL PANELS 9'-0 1/2" BWP3 ~ (115) ~ N ~ 3 ~ ~ r., m 3 I ~ m I ~ I ~ I ~ I ~ RNY SEAL APPEARING ON THE WALL 1 dRSTER BRACING PLAN(S) COVERS ONLY i~ B ~ D~~00_N1 ~ m THE DESIGN OF BRACED PANELS INDICATED BY THE NOTE "ENGINEERED ~ I C1I~I ~ 3 ? a >~.Y PANEL". THE PANELS ARE DESIGNED _ ~ I m in TO MEET THE EQUIVALENT CAPACITY ~ I OF THE REQUIRED BRACED PANELS PER„ THE 2004 RESIDENTIAL CODE OF OHIO I i AND THE 2003 INTERNATIONAL I ~ RESIDENTIAL CODE. 'i I ~ L - - . ~ - - - - - - - - - - - J `1.L.fJ..L.L m NOTE, 3 INSTALL STANDARD CODE REQUIRED ~ m CONNECTIONS BETWEEN RLL FRAMING MEMBERS IN ACCORDANCE WITH TABLE R602.3(i) AND TABLE bo R602.3(2) OF THE RESIDENTIAL fV CODE OF OHIO RND THE N INTERNATIONAL RESIDENTIAL CODE. THESE CONNECTIONS RRE ADEQUATE TO DISTRIBUTE THE REQUIRED LORDING TO THE BRACED WALL PANELS. UNLESS NOTED OTHERWISE ON THE SHEAR WALL (D i PLANS. ~ i7.~~ SEE ADDITIONAL NOTES RND SHEAR WALL DETAILS ON SHEET SHEAR NOTES" 0 Y7~iaY4 NOTE m ~ ALL DIMENSIONS ARE TO EXTERIOR 3 m 0] FACE OF WALL OR CENTER LINE ° BWP3 BWP3 (V OF BRACED WALL PANEL. BWP3 ~ I 0 ~ L ~ I I ~ o L-----~----- ---J W 12'-21/2" 9'-41/2" 7'-10 3/4" 20 -6 1/4 O u~ 0 0 N SECOND ~L00~ WAIL BRACING PLAN ~ SCRLE~ 1J4' ~CRLE~ 1J4"=1'-d" I--- W N W O N Columbus (f w ..Q rta 0 Q 06/11/29 I1=02 _.i WIDTH (inJ ci H ISSUE DATE: 09/30/05 WIDTH (inJ (inJ E ~ = REVISION: (2l 16d NAILS (1) 10d NAIL I ~I ~ ~ EACH STUD ~ 24" 0/C (2) 16d NAILS (1) 10d NAIL ~ PER CODE PER CODE @ EACH STUD C~ 24" 0/C / / PER CODE PER CODE , ` ~ ` ii.~ o ~ STUD SPACING ~ ~ ° \ \ RS REQ'D BY CODE ' \ (24" O/C MAX) \ ~I ~ ~ ~ ;Q / ~ STUD SPACING ~ cm RS REQ'D BY CODE ' a ~ \ STUD SPACING (24" 0/C MAXI p_~p_ 1 v CONNECTION TO ~ ~ ~ ~o DOUBLE TOP PLATE , ~ _ ~ ~ _ RS REQ'D BY CODE ~ ~ PER MANUFACTURER'S (24" 0/C MAXI II / ~ STUD MEMBER I II CONNECTION TO ~ H SPECIFICATIONS ~ ~ ~ Q ~ ~ AS REQ D FOR i I'i DOUBLE TOP PLATE , , ~ ~ _ HT PER CODE STUD MEMBER 11 PER MANUFACTURER'S ~ w ~ H DC ~ ~ - ~ ~~N c~ ~ 1 it ~ a ~ Q ~~i~/ Z o~~ j ~ RS REQ D FOR i.1 ~ SPECIFICATIONS \ z ? HT PER CODE 1 11 ? _ ~ ~o z I I z c o NAMING SCHEME ~ o°~ Q , rl ¢ ~ ~ ~ z Z SW 18 9 - R~ o o~ ~ Q~ ~ HORIZONTAL BLOCKS 11 ~ LOCATED @ SHEATHING I ii ~ ~ ~ \ \ ~N~ ,,I a EDGE ON BRACED I II ~ / SIMPSON WB WALL PANELS ONLY ii ~ ~ oa o R I ~ S W 18 9 ` ' ` EQUIVRLANT = - - - - - - - - _ METAL STRAP J I ii ii J Q O n o v INSTALLED PER Q 7/16" OSB I in i i Q ~ O ~ V_ _ _ MANUFACTURER'S 3 SHEATHING 11 l i 3 ~ SPECIFICATIONS 1 I I l i tt ~ •;•~~•a Z H ~ ? u ~IyI O 3 W W a ~i /L~ I U1 ¢ ~ II~JII EDGE SUPPORT I II 11 ~ _ 6 NA I II I INTERMEDIATE z ? d ILS ~ 6 , N o 3 0/C PER CODE ~ 11 1i SUPPORT 6d ~ _ Z 1 i 1 i NAILS ~ 12 N Z 1 I 0/C PER CODE I II II z MUD SILL ANCHOR COP CONNECTION TO MUD SILL ANCHOR CONNECTION TO (2) 16d NAILS (2) 16d NAILS I I I I i H CONNECTION PER STF ~ EACH STUD ~ EACH STUD II 11 o MANUFACTURER'S PEF STRUCTURE BELOW CONNECTION PER STRUCTURE BELOW PER CODE PER CODE - ~ - ~ 1 ~ - ~ - X11 z SPECIFICATIONS SPE PER MANUFACTURER'S MANUFACTURER'S PER MANUFACTURER'S . f3) 16d NAILS ~ 16" 0/C (3) 16d NAILS @ 16" 0/C SPECIFICATIONS SPECIFICATIONS SPECIFICATIONS D (TO FRAMING BELOW) PER CODE (TO FRAMING BELOWI PER CODE NG-TIE BWP9-~E -SIMPSO~J STRONG-TIE ~ SCALE. 1/2"=1'-0" SCALE; 3/8"=1'-0" SCALE 3/8 -1-0 SCALE, 1/2 -1-0 0 i O / .r R ~ r!~ 2' TO 18' 18'-0" (MAX.) 18'-0" (MAX.) ~ ~ (FINISHED WIDTH) ~i (FINISHED WIDTH) (FINISHED WIDTH) I u u u i~ c. (1) 16d NAIL I u re FASTEN 7/16" (MIN) SHEATHING TO HERDER €i ' 7/16" MIN, THICKNESS a G, I WOOD STRUCTURAL n t: FASTEN 7/16 (MIN) SHEATHING TO HERDER I ~ 24" O.C. I 1.C. EACH STUD I o i w/8d COMMON NAILS IN 3 GRID PATTERN ~i PANEL SHEATHING H o-, w/8d COMMON NAILS IN 3 GRID PATTERN 8d NAIL C 6" O.C. o t. a RS SHOWN. ii o u t: RS SHOWN. I IN RLL PANEL EL ~ ° I = u ii ii i' u is I EDGES NOT PART OF OF I n rr 2x4 BLOCKING (FLAT) IS REOD ~ PANEL ~i i~ = r~ 2x4 BLOCKING (FLAT) IS REQ'D ~ PANEL I PORTAL FRAME XI SPLICE. SHEATHING SHALL BE ATTACHED ' ~ u SPLICE. SHEATHING SHALL BE ATTACHED ~ ME X, o o I NOTE. w t[~~~~__.~ a i' 2~~~~=:~;: _ ~ µ TO BLOCKING w/8d COMMON NAILS ~ 3 O.C. ii d = ~ TO BLOCKING w/8d COMMON NAILS ~ 3" O.C. I x a a " INTERMEDIATE BRACING ° is I 2x FRAMING FOR Q +i r ri i~ x n r~ GYPSUM WALL ~ I ~ -INDICATES BRACED WALL PANEL RS NOTED OR ~ i `r ii ii ~ n r~ I BOARD (OPTIONAL) FASTEN 7/16 (MINI SHEATHING w/8d iE ii NOTE; a FASTEN 7/16 (MIN) SHEATHING w/8d I LL PORTAL FRAME WALL I RLL BRACED WALL PANEL DESIGNS ASSUME; aL) SEGMENT (TYP) REFER I LUMBER - SPF STUD GARDE tr COMMON NAILS ~ 3 O.C. TO ALL ~F ~i p r,: COMMON NAILS ~ 3 O.C. TO ALL TO FIRST FLOOR WALL I SHEATHING - 7/16" OSB (HORIZONTAL SPAN RATING 24") a rr FARMING (STUDS RND SILLSI TYP. i~ RLL SHERTHABLE AREAS OF ~ a FRAMING (STUDS RND SILLS) TYP. I n a ~ 16 MIN. FOR 8 HGT EXTERIOR WALLS FULLY ~ BRACING PLAN FOR I WIND SPEED ~ 90 MPH ff " 18" MIN. FOR 9' HGT SHEATHED WITH PLYWOOD r .ti u REQ'D WIDTH ~ EXPOSURE CATEGORY - C NOTE u „ 20" MIN. FOR 10' HGT OR OSB. r• 1 I SEISMIC CATEGORY - A OR B ' ` ALL SHERTHABLE AREAS OF " u EXTERIOR ~ EXTERIOR WALLS FULLY SCALE; 1"=1'- " C 0 R N E R DETAIL ~ RLL EXTERIOR WALLS RRE TO BE CONTINUOUSLY SHEATHED II SHEATHED WITH PLYWOOD ELEVATION ~ ~ ~ WITH WOOD STRUCTURAL PANELS. ALL BREATHABLE SURFACES OR OSB. ` ~ ~ OF EXTERIOR WALLS. INCLUDING RRERS ABOVE RND BELOW _ _ _ _ _ _ _ _ _ _ _ ~ , ' OPENINGS, SHALL BE SHEATHED. 3"x11 1/4" MIN, EXTERIOR HDR (BUILT-UP, THIS DRAWING REPRESENTS THE LOCATIONS RND TYPES OF SOLID SAWN, ELEVATION 3"x11 1/4" MIN. BRACED WALL PANELS REQUIRED BY SECTION 8602.10 OF THE 2004 RESIDENTIAL CODE OF OHIO RND THE 2003 INTERNATIONAL GLULRM, ETC.) HDR (BUILT-UP, CONTINUOUS TO SOLID SAWN. RESIDENTIAL CODE. REFERRED TO HEREAFTER RS THE RCO RND END OF PANELS GLULRM. ETC.) THE IRC, RESPECTIVELY, IN LOCATIONS WHERE THE PRESCRIPTIVE CODE REQUIREMENTS COULD NOT BE MET. RN ENGINEERED DESIGN WAS USED TO REPLACE THE PRESCRIPTIVE BRACED PANEL. THE - ~ ~ TOP PLATE TOP PLATE ENGINEERED PANEL IS DESIGNED TO HAVE EQUAL STRENGTH TO THAT j 2 TO 18 CONTINUITY PER 18-0 (MAX.) 18-0" (MAX.) CONTINUITY PER OF THE PRESCRIPTIVE PANEL CAPACITY REQUIRED PER THE RCO AND (FINISHED WIDTH) 8602.3.2 tFINISHED WIDTHI (FINISHED WIDTH) 8602.32 THE IRC. WHERE THE SPACING RESTRICTIONS OF THE BRACED PANELS COULD NOT BE MET (SECTION 8602.10.1 OF THE RCO AND IRC) THE , SIMPSON STRONG-TIE LTPS PRESCRIPTIVE REQUIRED BRACING PANELS WERE MOVED TO AN ~ SIMPSON STRONG-TIE LSTR24 STRAP (OR SIMPSON STRONG-TIE LSTA24 STRAP (OR EOUAU ATTACHED PER MANUFACTURER'S EQUAL) ATTACHED PER MANUFACTURER'S (OR EQUAL) INSTALLED RT ALTERNATE LOCATION BY UTILIZING A DESIGNED COLLECTOR, j SPECIFICATIONS. (1,000 Ib CAPACITY MIN.) SPECIFICATIONS. (1,000 Ib CAPACITY MIN.) 4'-0" O.C. AND AT EACH PURSUANT TO SECTION 8602.10.1 OF THE RCO AND THE IRC. Q END OF BRACED WALL PANELS I- 2x FARMING RS FASTEN TOP PLATE TO HERDER u/TWO 2x FRAMING AS FASTEN TOP PLATE TO HERDER w/TWO ON SHEATHED WALLS ALL WALL CONNECTIONS RRE PER TABLE 8602.3(1) RS FOUND IN W REQ'D (2x4 MINI ROWS OF 16d NAILS ~ 3" O.C. TYP. REQ'D (2x4 MIN.) ROWS OF 16d NAILS ~ 3" O.C. TYP. THE 2004 RESIDENTIAL CODE OF OHIO, THE 2003 INTERNATIONAL W 2x JACK STUDS (REFER TO FLOOR 2x JACK STUDS (REFER TO FLOOR PLAN FOR SIZING RND QUANTITY) PLAN FOR SIZING RND QUANTITY) RESIDENTIAL CODE OR AS SHOWN. RLL BWP1 PANELS SHALL BE CONSTRUCTED USING (2) SIMPSON ~ IF REQUIRED. PANEL SPLICE SHALL BE IF REQUIRED. PANEL SPLICE SHALL BE LOCATED WITHIN 24" OF MID-HEIGHT 8, LOCATED WITHIN 24" OF MID-HEIGHT STRONG-TIE WB FLAT STRAPS OR EQUIVALENT. THE FLAT STRAPS 16" MIN. FOR 8' HGT 16 MIN. FOR HGT SHALL BE INSTALLED IN RN "X" CONFIGURATION. BOTH STRAPS RRE ,J iS" MIN. FOR 9' HGT 18 MIN. FOR 9 HGT 1/2' DIR. ANCHOR BOLT w/7 MIN. 20" MIN. FOR 10' HGT 20" MIN. FOR 10' HGT 1/2" DIA. ANCHOR BOLT w/7" MIN. TO BE INSTALLED ON THE INTERIOR SIDE OF THE WALL. H EMBEDMENT RND 2"x2"x3/16" MIN. EMBEDMENT AND 2"x2"x3/16" MIN. ALL BWP3 PANELS SHALL BE 48" IN LENGTH UNLESS NOTED PLATE WASHER, TYP. PLATE WASHER, TYP, OTHERWISE, NON-STANDARD PANEL LENGTHS ARE DESIGNATED ON ~ O THE PLAN AS "BWP3 (XX)". RNY BRACED WALL LENGTH LESS THAN W INTERIOR INTERIOR 48" HAS BEEN DETERMINED BASED ON THE REQUIREMENTS OF O TABLE 8602.10.5 IN THE 2004 RESIDENTIAL CODE OF OHIO AND ELEVATION ELEVATION THE 2003 INTERNATIONAL RESIDENTIAL CODE. Ur FOUNDATION/SLAB PER CODE BRACED WALL PANEL LENGTHS SHOWN RRE MINIMUMS REQUIRED H W PER SECTION 8602.10 OF THE 2004 RESIDENTIAL CODE OF OHIO AND THE 2003 INTERNATIONAL RESIDENTIAL CODE. INCREASING U ~ z SCALE; 1/4"=1'-0" SCALE: 1/4"=1'-0" PANEL LENGTHS TO MATCH EXISTING/TYPICAL WALL FRAMING IS ~ O ~ ACCEPTABLE. ~ ~ ~ RNY SEAL APPEARING ON THE WALL BRACING PLAN(S) COVERS ONLY ~ Q[ THE DESIGN OF BRACED PANELS INDICATED BY THE NOTE "ENGINEERED PANEL". THE PANELS ARE DESIGNED TO MEET THE EQUIVALENT _f 0 0 o S H E A ~ PLATE DETAIL CAPACITY OF THE REQUIRED BRACED PANELS PER THE 2004 RESIDENTIAL ~ CODE OF OHIO AND THE 2003 INTERNATIONAL RESIDENTIAL CODE. W J ~ S( N SCALE; 1"=1'-D" ~ N .Q 3 W~ w; 0 =3 Columbus (n n r ~~aM ~eM p ~p 1 W 1 I'~ ISSUE DATE; ®w p p p ~~p ~~Q® ~U VlS.olnl®~ ~~1.OI~Y~®~I..1'IL~ - 1 1/8 OSB RIM BOARD, 4/4/06 ATTACH TO MUD SILL WITH REVISION ® ~~Y.J' ~®u.JU `V~®~~0®~ 1Y~~L~L~ ~®Y.,YYVI® III 10d NAILS C~ 6" TOE-NAILED FROM OUTSIDE FACE. SOIL EQUIVALENT 2X6 SILL PLATE TO `;i ` H AIRING FOUNDRTION WRLL ~ 3/4 T&G FLOOR S E FLUID PRESSURE ATTACHMENT (NAILED AND GLUEDI SEE STRUCTURAL NOTES THIS SHEET 1/2 SHEATHING, TYP. SOLID CONTINUOUS II 1/2" DIR. TITEN HD ANCHOR BOLT 1 1/8° OSB RIM BOARD, TOP COURSE. 10/30/06 SOIL EQUIVALENT FLUID PRESSURE = 45PCF 45 PCF ~ 4s" O.C. BY siMPSON STRONG-TIE ATTACH TO MUD SILL WITH JOIST PER PLAN r REINFORCEMENT SIZE (3" EDGE DISTANCE RND 4 1/2" 10d NAILS ~ 6" TOE-NAILED TIGHT TO RIM BD. JOIST PER PLAN r„~, ~ ~ . WALL HEIGHT & SPACING, C/C MAXIMUM MINIMUM EMBEDDMENT) FROM OUTSIDE FACE. (#OF COURSES) UNBALANCED FOUNDATION ANCHOR tt8 #9 #10 #11 FILL HEIGHT SOLID CONTINUOUS 3-10d NAILS PER GIST, TYP. PER SCHEDULE. FULL DEPTH I-JOIST BLOCKING a.. stM: T-4" TOP COURSE. ' ' ~ 24" O.C. TIGHT TO RIM JOIST ~ ' (11 COURSES) 72 72 72 72 5 7 1/2 DIR. TITEN HD ANCHOR BOLT ~ 32 O.C. BY SIMPSON STRONG-TIE / ~ 60 PCF 8'-0" „ „ „ „ 6'-3" (3" EDGE DISTANCE AND 4 1/2" TYPICAL TYPICAL AND ADJACENT JOIST.GLUE & NAIL N~ "k (12 COURSES) 72 72 72 72 MINIMUM EMBEDDMENT) D i GRADE I GRR E TO PLYWOOD SUBFLOOR W/6-6d 3 ry.. ~ COMMON NAILS, ti; ~ J o ''a ' 8-8 64" 72~~ 72" 72",; fi'-11", I 4 /T O.O~ s ~ (13 COURSES);: ~ I MAXIMUM MASONRY FOUNDATION WALL HEIGHT = 8'-8" MAXIMUM UNBALANCED BRCKFILL HEIGHT = 6'-11" FOUNDATION ANCHOR 3-10d NAILS, TYP, lOL ~ W S"T0~ WATERPROOFING, TYP. i PER SCHEDULE. OF REINF, ~ ~ ~ m ,,..i H SOIL EQUIVALENT FLUID PRESSURE = 60PCF (NO BRICK) REINF. PER SCHEDULE ~,h _ u Nw J~3 I REINFORCEMENT SIZE 5" TO GROUT SOLID. WALL HEIGHT b SPACING, C/C MAXIMUM ~ WATERPROOFING i (~OF COURSES) UNBALANCED OF REINF. i 8" CONC. CMU ~~'('E 0 0"~ ~ m ~ ~ 3 ~8 ~9 X10 X11 FILL HEIGHT (NO BRICK) ~ REINF. PER SCHEDULE : ~ENJAMIN''S GROUT SOLID. SEE S CTI( 7 4 E SEE SECTION 1 ~ (11 COURSES) 72 72 72 72 5-7 OR IT FILTER MEMBRANE F RDD ] •A 8'-0° 56" 72" 72" 72" 6'-3" INFORAMTI( FOR ADDITIONAL ~ ~ ~ RUSSELL ~ ~ INFORMATION ~~~~E-6gg3~~, ~ (12 COURSES) 8 CONC. CMU 8'-8" 48" 56" 72" 72" 6'-11" 24" MIN. GRAVEL (13 COURSES) AROUND FOUND. R R I INTE IO „ SECTION 2 s r WEEP HOLES @16 O.C. MAX. 3/4 1 0 ¦¦REBRR TO BE FLUSH WITH TOP OF WRLL¦¦ ° ~ ° I iv 'o ° \ ~ol3af~ i ~ THRU-WALL , , F=0-0 3 1/2" CONC. WEEP TUBES ~ • ° „ . ~ SLAB RT 48 0/C ~ , 0 I 1 1/8" OSB RIM BOARD, D ~ . . CONT. 8x16 ' a . e i ~ ° BRICK ATTACH TO MUD SILL WITH 10d NAILS @ 6" TOE-NAILED CONC. FOOTING : • ; • ° ' ' - V ER STRUCTURAL NOTES , ; . ~ • . ENE FROM OUTSIDE FACE. • ° ~ o GENERAL: ~ ' ~ ' ' - . ° ao 4" GRAVEL r 1. THE STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DESIGN DRAWINGS. SHOULD DISCREPENCIES '••o~~•''••~~~ SOLID CONTINUOUS )US JOIST PER PLAN I X B TWEEN HE DRAWINGS AND THE NOTES, THE STRICTEST PROVISION SHALL GOVERN. ~ / BASE E IST E T COMPACTED SOIL TOP COURSE, 2. THE CONCRETE MASONRY UNIT FOUNDATION WRLL DESIGN HEREWITH IS BASED ON ONE AND TWO STORY 4" HIGH AROUND 1-0 m I RESIDENTIAL CONSTRUCTION WITH LOADS DISTRIBUTED ALONG FOUNDATION WALLS. FOOTING, TYP. MIN. GROUT COLLAR JOINT SOLID 9 } 3. SHOULD CONFLICTS ARISE BETWEEN SITE CONDITIONS AND ASSUMED DESIGN CONDITIONS ENGINEER 0 ~k SHALL BE NOTIFIED PRIOR TO PROGRESSING WITH WORK. CONT. 3" DIR. PLASTIC 5 1/2" TO ~ 4. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL APPLICABLE SAFETY CODES RND F. N TILE OF REINF. "I ' FULL DEPTH I-JOIST BLOCKING 24" O.C. ° ` T 0 PER DRAI ~ REGULATIONS DURING ALL PHASES OF CONS RUCTI N. TO SUMP 3/4 -1-0 (TYP. [ BRICK) I TIGHT TO RIM JOIST RND ADJACENT JOIST. 5. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING RLL DIMENSIONS RND CONDITIONS RELATING TO GLUE & NAIL TO PLYWOOD SUBFLOOR W/6-6d COMMON NAILS. "w* EXISTING CONSTRUCTION RND EXISTING SERVICE ON THE SITE, 6. THE CONTRACTOR SHALL VERIFY ALL PERTINENT DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS 3-lOd NAIL5. TYP. ~ PRIOR TO PROCEEDING WITH THE WORK. 7. DESIGN BASED ON 3/4 T&G PLYWOOD SUBFLOOR GLUED AND NAILED (6d @~12" O.C. AND HEAVY DUTY TYPICAL i 4" CMU (SOLID) CONSTRUCTION ADHESIVE) STAPLES ARE NOT ACCEPTABLE IN LIEU OF NAILS. GRADE I FOOTINGS; 8" CMU FOUNDATION ANCHOR 1. FOOTINGS TO BE CONTINUOUS 8"X16" CONCRETE FOOTING FOR 8" CMU OR RS SHOWN ON DRAWINGS. SEE SECTION 1 PER SCHEDULE. - Y 5 TR NGTH F f' =2500 PSI. (ASSUMED REINF. PER SCHEDULE SEE SECT CONCRETE SHALL HAVE A MINIMUM 28 DR COMPRE SIVE S E 0 c 1 1/8" OSB RIM BOARD, FOR RDDI~ FOR ADDITIONAL ~ ~ ALLOWABLE SOIL BEARING PRESSURE OF Fb=2000 PSFI. GROUT SOLID. INFORMAT ATTACH TO MUD SILL WITH .300 0 ~~r 10d NAILS ~ 6" TOE-NAILED INFORMATION MASONRY: 1. MASONRY MATERIALS; FROM OUTSIDE FACE. BRICK 4 R, MASONRY CONSTRUCTION RND MATERIALS SHALL CONFORM TO REQUIREMENTS OF ACI VENEER . 530.1-02/RSCE 6-02 "SPECIFICATIONS FOR MASONRY STRUCTURES:' SOLID. CONTINUOUS 3/4 1 0 B, HOLLOW RND SOLID LOAD BEARING CONCRETE MASONRY UNITS - ASTM C90 NORMAL WEIGHT. MINIMUM COMPRESSIVE STRENGTH 1900 PSI. TOP COURSE. i C. CMU UNITS TO BE LAID IN RUNNING BOND PATTERN. GROUT COLLAR JOIST PER PLAN 2. MORTAR JOINT SOLID TIGHT TO RIM BD. . ~u A. ASTM C270 TYPE S. ~ ~ Y B. ALLOWABLE FIELD MIXES: (BY VOLUME) 5 1/2" TO ~ : , - CEMENT-LIME 1 PART PORTLAND CEMENT, OVER 1/4 TO 1/2 PART HYDRATED LIME, OF REINF. SAND = 2 1/4 TO 3 TIMES THE SUM OF THE SEPARATE VOLUMES OF CEMENTITIOUS MATERIALS. (TYP. ~ BRICK) 3-10d NAILS PER JOIST, TYP. MASONRY CEMENT, 1/2 PART PORTLAND CEMENT, 1 PART MASONRY CEMENT (TYPE N), i SAND = 2 1/4 TO 3 TIMES THE SUM OF THE SEPARATE VOLUMES OF CEMENTITIOUS MATERIALS. 4" CMU (SOLID) 3. GROUT; ` E R. ASTM C476, MINIMUM 28-DAY COMPRESSIVE STRENGTH 2000 PSI. R , P STER, RND POINT LORD LOCATIONS TO BE GROUTED SOLID OR SOLID FOUNDATION ANCHOR B. BLOCK AT BERM BE RING ILA TYPICAL PER SCHEDULE. 4,. 4 BLOCK FOR 2 COURSES BELOW BEARING. GARDE ~ 4 C. CONSOLIDATE GROUT RT TIME OF PLACEMENT SO AS TO FILL RLL VOIQS RND INTERSTICES. REINF. PER SCHEDULE 1/2" SHEATHING, TYP. 3/4" T&G FLOOR SHEATHING ~ ~ i • CONSOLIDATE GROUT LIFTS OF 12" OR LESS BY MEANS OF PUDDLING OR MECHANICAL VIBRATION. GROUT SOLID. CONSOLIDATE GROUT LIFTS EXCEEDING 12" BY MEANS OF MECHANICAL VIBRATION RND RECONSOLIDATE 8 CMU 1 1/8" OSB RIM BOARD. (NAILED RND GLUEDI AFTER INITIAL WATER LOSS AND SETTLEMENT HAS OCCURRED. SEE SECTION 1 ATTACH TO MUD SILL WITH D. ACCEPTABLE GROUT FIELD MIX, (BY VOLUME) 1 PART PORTLAND CEMENT, 1/10 PART HYDRATED FOR ADDITIONAL LIME. SAND = 2 1/4 TO 3 TIMES THE SUM OF THE VOLUMES OF THE CEMENTITIOUS MATERIALS, INFORMATION FROMAOUTSIDE FAOE.NRILED JOIST PER PLAN TIGHT TO RIM BD.~~pp ~ ~ ~ SLUMP TO BE BETWEEN 8" TO 10". 4. STEEL REINFORCEMENT BAR REQUIREMENTS: SOLID CONTINUOUS L~ ~ R. ASTM R615, A996 - GRADE 60. TOP COURSE. B, PLACE VERTICAL REINFORCEMENT BARS AS SHOWN. BARS SHALL BEGIN RT THE MAXIMUM SPACING 3/4"=1'-0" 3-lOd NAILS PER OIST. TYP. SHOWN FROM ALL FULL HEIGHT MASONRY WALL CORNERS. THIN BRICK APPLIED ` BACK FILL, TYPICAL II 1. PROVIDE 24" OF FREE DRAINING GRAVEL MATERIAL (WASHED # 57 STONE OR EQJ ABOVE TOP OF FOOTING GARDE i ~ ~I BY THE WIDTH OF THE EXCAVATION. 2. PROVIDE FILTER FABRIC BETWEEN THE FREE DRAINING MATERIAL RND BRCKFILL MATERIAL ABOVE. 3. BRCKFILL 24" ABOVE TOP OF FOOTING TO FINISHED GRADE MAY BE RNY NATIVE SOIL WHICH IS FREE OF DEBRIS, ORGANIC TOPSOIL, RND ROCKS OVER 6" IN SIZE. BRCKFILL SOIL TYPE SHALL YIELD A SOIL FOUNDATION ANCHOR EQUIVALENT FLUID PRESSURE LESS THAN OR EQUAL TO THE PRESSURE USED FOR DESIGN OF THE MASONRY 1 1/8" OSB RIM BOARD, WATERPROOFING, TYP. i PER SCHEDULE. g WALL. ATTACH TO MUD SILL WITH 4. FOUNDATION WALLS TO BE PROPERLY BRACED PRIOR TO BACKFILLING OPERATION. BRACES RRE TO REMAIN 10d NAILS ~ 6" TOE-NAILED IN PLACE UNTIL SUCH TIME THAT THE FRAMING AND FLOOR DIAPHRAGM RRE IN PLACE AND THE MASONRY FROM OUTSIDE FACE, 5"T0~ i WALL IS BRACED PER PLAN. OF REINF. (NO BRICKI i REINF. PER SCHEDULE SOLID CONTINUOUS GROUT SOLID. WOOD FARMING; TOP COURSE. JOIST PER PLAN FILTER MEMBRANE 1. FLOOR JOIST MEMBERS TO BE ENGINEERED I-JOIST 2. NAILS RRE BOX TYPE (0.131 DIA.I UNLESS NOTED OTHERWISE. TOE-NAILED CONNECTIONS TO BE PER 2001 AF6PA NDS REQUIREMENTS. 8" CONC. CMU FULL DEPTH I-JOIST BLOCKING @ 24" O.C. 24" MIN. GRAVEL 4 ~ ~ AROUND FOUND. i INTERIOR ~ ~ j TIGHT TO RIM JOIST RND ADJACENT JOIST. FOUNDATION ANCHORS; THIN BRICK APPLIED „ GLUE & NAIL TO PLYWOOD SUBFLOOR W/6-6d WEEP HOLES 16 O.C. L~ 1. ANCHOR BOLTS; 1/2 DIAMETER BY 6 LONG SELF-TAPPING (HIGH STRENGTH) TITEN (BY SIMP50N STRONG-TIE TYPICAL COMMON NAILS, OR APPROVED EQUAL). INSTALLED INTO SOLID MASONRY BLOCK. (STAINLESS STEEL OR GRADE I G185 GALVANIZED IF USED WITH PRESSURE TREATED LUMBER, INTERIOR APPLICATIONS) 3-10d NAILS, TYP. a . ~ ~ • : a . ~ THRU-WALL i , I WEEP TUBES ' ~ ° ° . < ' ° ° F=0'-0" 3 1/2" CONC. FOUNDATION ANCHOR RT 48" 0/C , ' o , 4 ° • d ~ ' ~ u' SLAB ~ I 5" TO ~ PER SCHEDULE. CONT. 8"x16" ~ / i ~ o ° ~'o ° ~'o ° ~'o OF REINF. CONC. FOOTING ~ ' ~ ~ '0 ° . ~ (NO `SRICKI REINF. PER SCHEDULE GROUT SOLID. • p ~ • o • • ~ P °O 1 , WRTERPRpO ING I 8" CONC. CMU F ~ o0 4" GRAVEL L7 COMPACTED SOIL ~ ~ SEE SECTION 1 BASE 4" HIGH AROUND 1-0 ~ i FOR ADDITIONAL FOOTING, TYP. MIN. INFORMATION P~RF. DRAIN TILE TIC QpICK I LINTH G ,I 03/14\"=1'-0" U F-- , W W ~ i