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Home My WebLink About06040090 Misc. INSPECTlbN WORK LOG - ONE PER PAGE DETAIL cORMAT PRINTED ON 10/06/06 PERMIT NUMBER: PERMIT TYPE: USAGE CLASS: PARCEL ID: LOT: SUBDIVISION: OWNER: GEN CONTRACTOR: CONTRACTOR NAME: P INSPECTION TYPE: INSPECTION AREA: SCHED DATE: CONTACT INFO: INSPECTOR: INSTRUCTIONS: COMMENTS: 06040090 RESSINGLE RES PAGE-OOl 13055 TRADD ST CARMEL RESIDENTIAL SINGLE FAMILY DWELLING RESIDENTIAL SPECIAL :LOT 444 VILLAGE OC WEST CLAY. SINGLE FAMILY. PERMIT :*05/03/2006: REVISIONS SUBMITTED PER MAY 1ST FAX CONDITIONS: FROM WGH.--TAW* BASEMENT IS NOT WALK-OUT. AND NOTES 2B62444 444 B62 BYRON & ESTRCUS PRTMOO 04 BLOCK: VILLAGE OF WESTCLAY VALRIE WESTMORELAND 7229 CATBOAT CT ESTRIDGE CUSTOM HOMES (317) 846-7311 R.T. MOORE CO., INC. ROUGH-IN (317) 291-1052 10/06/06 INSPECT TIME: MIKE 716-5351 PLACARD @N SIDE LITE WINDOW @ FR. DOOR. RESULTS: NOTES: ~CAn PRIOR INSPECTION RESULTS: 01 LOWER FOOTING INSPECTION NOTES: 02 04 05 31 UPPER FOOTING ROUGH-IN METER BASE PORCH TRUSS ROUGH CANCEL RE-cEE cAlL CODE: OS/23/06 P NOTE 1. Appeared to be possible set back issue. Mentioned this to contractor. CM OS/23/06 10/06/06 10/06/06 08/02/06 C~] P ~ INSPECTfoN WORK LOG - ONE PER PAGE DETAIL FORMAT PRINTED ON 10/06/06 PERMIT NUMBER: PERMIT TYPE: USAGE CLASS: PARCEL 10: LOT: SUBDIVISION: OWNER: GEN CONTRACTOR: CONTRACTOR NAME: P INSPECTION TYPE: INSPECTION AREA: SCHED DATE: CONTACT INFO: INSPECTOR: INSTRUCTIONS: COMMENTS: 06040090 RESSINGLE RES 13055 TRADD ST CARMEL RESIDENTIAL SINGLE FAMILY DWELLING RESIDENTIAL PAGE-001 SPECIAL :LOT 444 VILLAGE OF WEST CLAY. SINGLE FAMILY. PERMIT :*05/03/2006: REVISIONS SUBMITTED PER MAY 1ST FAX CONDITIONS: FROM WGH.--TAW* BASEMENT IS NOT WALK-OUT. AND NOTES 2B62444 444 B62 BYRON & ESTRCUS PRTMOO 05 BLOCK: VILLAGE OF WESTCLAY VALRIE WESTMORELAND 7229 CATBOAT CT ESTRIDGE CUSTOM HOMES (317) 846-7311 R.T. MOORE CO., INC. METER BASE (317) 291-1052 10/06/06 INSPECT TIME: MIKE 716-5351 PLACARD @N SIDE LITE WINDOW @ FR. DOOR. RESULTS: NOTES: ~ FAIL PRIOR INSPECTION RESULTS: 01 LOWER FOOTING INSPECTION NOTES: 02 04 05 31 UPPER FOOTING ROUGH-IN METER BASE PORCH TRUSS ROUGH CANCEL RE-FEE FAIL CODE: OS/23/06 P NOTE 1. Appeared to be possible set back issue. Mentioned this to contractor. OS/23/06 10/06/06 10/06/06 08/02/06 P P CM CM CM Mil ,'MiTek" Y44 YWL , POWER TO PERFORM.m .. - -~- Re: J1620606 ECH 444 VoWC MiTek Industries, Inc. 14515 North Outer Forty Orive Suite 300 Chesterfield, MO 63017-5746 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Carter Lee Building Components. Pages or sheets covered by this seal: Il0971943 thru Il0971949 My license renewal date for the state oflndiana is JULY 31, 2006. C ity ~ 1fetJl{ 1161 >~ C Q. Q, IY\ t:L /)~ R' ~,Il " o E/ f/It \ 111/1111 \\\ '1/ ....'\.\ ~ E f::: /1// ~' 0"\ ............. 0+ I'~ '" ,':.;,..0\STI2-'1(:', \_ 2 /0 0\ ~ ~ [NO. 60920266 "\ ::: .. ~ : . :: "" ..., \ STATE OF ! "" ::: ~ ~ '. ," ~ ~ ~ o^.:"./IVD!A~t>-..." ~ .2 --'l <?'s ..............0' .$' ",,/// SIONAL '0.~ "" 1111 \\\ /111111111\\\\\\ CifY 8, M .Jffll- s..., ~f.e.., September 18,2006 Fox, Steve 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 ofthe building designer, per ANSI/TPI-2002 Chapter 2. Job Truss Truss Type QIy Ply ECH 444 VoWC Westmoreland 10,00 [12 C 3x4M!l20= D REPAIR: 8 TRUSSES, 9.0 UNITS JC 2 Job Reference 0 lienal 6.200 s Oct 18 2005 MiTek Industries, Inc. Man Sep 18 08:19:43 2006 23-9-0 27-8-0 31-10-8 r3-1-9 5-10-4 3-11"() 4-2-8 1-2-8 FABRICATE SCAB TRUSS AS SHOWN ON SHEET (2 OF 2). ATTACH SCAB TRUSS TO EACH FACE OF EXISTING TRUSS WITH TWO ROWS ( ON 2 X 6 MEMBERS USE THREE ROWS) ______ OF 10d (.131" X 3") NAILS SPACED 3" D.C. IN ~ All ALIGNING MEMBERS UNLESS OTHERWISE INDICATED. ____/ CUT AND REMOVE THE SECTION OF THE EXISTING TRUSS SHOWN ( (DO NOT CUT SCAB TRUSS) \ I 3x6MI120= 3x8MIl2D= 4x8M1I20= \ I E F G \ \ \ \ \ \ \ 11097194 J1620606 HG1 SPECIAL CAilitTER-lEE BUILDING COMPONENTS, MOO 2.5.7 6-0-7 2.5-7 3-7-0 ESVILLE, IN 46158 11-10-11 0-10-4 Pag 1 17-10-12 6-0-0 REPAIR: CHANGE TRUSS PROFILE. Scale = 1:65,8 4x8M1I20= q ;;; JfJ_ _ _1&u..__u_oo_noo._______ uunynn Y \ Z \ \1);/- _u____~:~~: ]~ S T R U 3x4M!l2011 5x12M1120= a v 3x8MII20= w p x a N 4x6MII20= 2x4M1120 II M AA 3x8MII20= 3x6MII20= K 3x4 MII20 II 3x4MII20= REMOVE SECTION 2-5-7 '1-3-1 6-0-7 'j-"'1' 11-10-11 17-10-12 23-9-0 27-8-0 31-10-8 2-5-7 0-9-10 2-9...t) 0-9-10 5-0-11 6-0-0 0-10-4 3-11-0 4-2-8 Plate Offsets X C:0-4-0 0-1-4 G:0-4-0 0-1-4 1:0-3-50-1-8 RO-3-8 0-2.8 lOADING (pst) SPACING 2-0-0 CSI DEFl ;n (Ioc) Jldefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.D8 N-P >999 36D MI120 197/144 TCDL 10,0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.20 N-P >999 24D BCLL O.D Rep Stress Incr NO WB 0.73 Horz(Tl) 0.05 K nla nla BCDl 10.0 Code IRC2003fTPI2002 (Matrix) Wind(LL) 0.09 N-P >999 240 Weight: 408 Ib LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF No.2 2 X 6 SPF NO.2 2 X 4 SPF Stud *Except* C-Q 2 X 4 SPF No.2, D-Q 2 X 4 SPF No.2, D-P 2 X 4 SPF NO.2 F-P 2 X 4 SPF No.2, F-N 2 X 4 SPF No.2, F-M 2 X 4 SPF NO.2 G-M 2 X 4 $PF NO.2 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 1.0-0-0 oc bracing. REACTIONS (Ib/size) S=3432/Mechanical, K=3368/0-5-8 Max HorzS=-251(load case 3) Max UpliftS=-776(load case 3), K=-845(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-S=-3214f727, A-B=-1628f407, B-C=-2913f749, C-D=-2199/599, D-E=-3455/938, E~F=-3455/938, F-G=~2770/801, G-H=-3677/1 014, H-I=-3678/994, l-J=0/52, I-K=-3258/849 BOT CHORD S-T;::-138/201, R-T=-138/201, R.U=-469/1538, Q-U=-469/1S38, Q-V=-961/3455, V-W=-96"\/3455, P-W=-96"\/3455, P-X=-995/3646, O-X=-995/3646, N-0=-995/3646, N-Y=-995/3646, Y-Z=-995/3646, M-Z=-995/3646, M-M=-678/2750, L-AA=-678/2750, K-l=-47/226 WEBS A_R=-762/3412, B-R=-281 0/691 , B-0=-377/1197, C-Q=-382/1540, 0-Q=-2080/662, 0-P=-365/1257, F-P=-336/155, F-N=-245/988, F-M=-1483/455, G-M=-547/1996, H-M=-75/175, H-L=-242/15, I-L=-676/2627 ~ NOTES 1) Z.ply truss to be connected together with 16d Common{.162"x3.5") Nails as follows: \\' ", II 111111 1IIIf Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. \\ r-:N ~ II Bottom chords connected as follows: 2 X 6 _ 2 rows at 0-9~0 DC. ,-,,\ ~ \I t;;.. C. f::: /,f,,> Webs connected as follows: 2 X 4 _ 1 row at 0-9-0 oc. ~' 0~ ...*.....*... Of '....... 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply ~ *,-tG-\STEA(;J' ~ connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 2 ... .q.: ... S 3) Unbalanced roof live loads have been considered for this design. 3 *:f No. 60920266 \: ~ 4) Wind: ASCE 7-02; 90mph; h=28ft; TCDL=6.0psf; BCDL=6.0psf; Category It; Exp B; enclosed; MWFRS gable end zone; cantilever left and:: right exposed; end vertical left and right exposed; Lumber DOl=1.33 plate grip DOL=1.33. -= . ~ ! . _ 5) Provide adequate drainage to prevent water ponding. ::. -0 \ STAl E OF / Q: ~ 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. ~ ~) ..... iN ~ t' ..... ~ g 7) Refer to girder(s) for truss to truss connections. "/, I<'<~" .....!2}!::*.*.... ~~~ $' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 776 Ib uplift at joint Sand 845 lb uplift at joint //1//1 \)S/ON A L €"v,0\\,," K. .' . .'_' ~ ,~ 9) ThIS truss is deSigned In accordance WIth the 2003 Intematlonal ReSidential Code sections R502.11.1 and R802.10.2 and referenced 1111111\\\\ standard ANSIITPI1. September 18,2006 Continued on a e 2 A WARNING. Verify design paramete,.,. and READ NOTES ON THIS AN1) INCLUDED MlTEK REFERENCE PAGE M11-7473 BEFORE u.sE. Design valid fOf use only with Mile~ connectors. This design is bosed only upon parameters shown, and;s for on individual building component. Applicabi~ty of design paramentel> and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiflty during construciion is the responsibllflty of the erector. Additional permonent 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/TPI1 Quality Criteria. OSB.89 and BCSI, 8ulldlng Component Scllety Information available from Truss Plate Institute, 5B3 D'Onofrio Drive. Madison. WI 537i9. Mil MiTek 14515N.OuterForty,Suile#300 Chesterfield, M063017 Job Tru" Truss Type wty e,. !::L;H ....44 VOVVL. vveSUT10ll:lldllU 11097194 J1620606 HG1 SPECIAL 2 Job Reference 0 tional 6.200 s Oct 16 2005 MiTek Industries, Inc, Men Sep 18 08:19:43 2006 Pag 2 CA~TER-LEE BUILDING CQMPON NTS, MOO~ESVILlE, IN 46158 NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 286 Ib down and 64 Ib up at 1-8-4, 286 lb down and 64 Ib up at 3-8-4,286 Ib ; down and 64 Ib up at 5-8-4, 286 Ib down and 104 Ib up at 7-9-12, 286 Ib down and 104 Ib up at 9-9-12, 286 lb down and 104 Ib up at 11-9-12, 286 Ib down and 104 .Ib up at 13-9-12, 286 Ib down and 104 Ib up al 15-9-12, 286 Ib down and 1 D4 Jb up at 17-9-12, 288 Ib down and 104 Ib up at 19-9-12, 286 Ib down and 104 lb up at 21-9-12, 286 lb do and 104 Ib up at 23-8-4, and 286 Ib down and 86 Ib up at 25-6-4, and 470 Ib down and 262 Ib up at 27.6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASEIS) Standard 1) Regular: Lumber lncrease=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-60, B-C=-60, C-G=-60, G-l=-60, I-J=-60, K.$=-20 Concentrated Loads (lb) Vert: 0=-286(B) Q=-286(B) P=-286(B) N=-286(B) M=-286(B) L=470(B) T=-266(B) U=-286(B) V=-286(B) W=-286(B) X=-286(B) Y=-286(B) Z=-286(B) AA=-286(B) SCAB TRUSS 15-4-5 3-5-10 15ir" 0-1-3 17-10-12 '-54 20-3-7 2-4-11 23-9-0 3-5-9 27-2-13 3-5-13 '1""1' '9-5-0 0-5-3 1-9-0 31-10-8 2-5-8 33-1-0 1 1-2-8 Scale = 1:36. Q 3x8M1I20~ A Q R 4x8MII 0 c ~ U K 6x16 M1I20= 3x4 M1I20= v w J H X 3x6MI120= 3x€1MH20= 2x4MIl20 II G 3x4 M1I20:::: 6x16M!l20:::: E 2x4MIl20 11 11~ N T 4x12M1J20:::: M 3x6MII20 II D 4x4 M1I20:::: 24-8-1 15-5-8 3-6-13 17-10-12 2-5-4 23.'-14 5-3-2 1'-9-9 I 0-7-20-11-1 27-8-0 2-11-15 29-5-0 1-9-0 31-10-8 2-5-8 Plate Offsets X, AEd e,O-1-6, C:O-3-4,O-1-B, N:O-2-12,O-2-0 PLA rES MII20 GRIP 197/144 Weight: 247 lb LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF NO.2 2 X 6 SPF NO.2 2 X 4 SPF Stud *Except* N-O 2 X 4 SPF No.2, K-P 2 X 4 SPF No.2, J-Q 2 X 4 SPF No.2 I-R 2 X 4 SPF NO.2 A WA.RN1NG. Verl.fy deslgrz parameters....d READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE bIII.7473 BEFORE USE, Design \lOAd lor use only with IvIHek connectors, This design is based only upon porameters shown. ond is lor on individuol building component. Applicabiflty ot design poromenters and proper incorporation of component is responsibiMty of building designer - not truss designer. Bracing shown 15 for lateral support 01 indlviduai web members only, Additior.al temporory bracing 10 insure stability, during construction is the responsiblllity of the erector. Additional permanent bracing ot the overall structure is the responsibility of the building des'gner. For general guidance regarding fabrication, quatity control, storage, deflvery. erection and bracing. consult ANSI/TPfl Quality Criteria, DSB.8'1 and BCSI1 Bulldln9 Component Safety Informatton ovoilable from Tl"I.Iss Piote Institute, 583 D'Onofrio Drive. Madison, WI 53719. WI MiTek 14515N. Outer Forty, Suite #300 Chesterfield, M063017 Job '"'" lruSS rype c.....n _ VVVVIJ VY""'''''V'''''''''V J 1620606 H1 SPECIAL REPAIR: 8 TRUSSES, 9.0 UNITS JC JGb Re{erel\Ce 0 nonat 6.200 s Oct 18 2005 MiTek Industries, Inc. Mon Sep 1808:19:432006 Pag 1 110971 CARTER-LEE BUILDING COMPONENTS, MOORESVILlE, IN 46158 4x8M1I20::: // I 21-9-0 26-8-0 31-1D-8 6-10-5 4-11-0 5-2-8 FABRICATE SCAB TRUSS AS SHOWN ON SHEET (2 OF 2). ATTACH SCAB TRUSS TO EACH FACE OF EXISTING TRUSS WITH TWO ROWS ( ON 2 X 6 MEMBERS USE THREE ROWS) OF 10d (.131" X 3") NAILS $PACED6" D.C. IN AlL ALIGNING MEMBERS UNLESS OTHERWISE INDICATED. CUT AND REMOVE THE SECTION OF THE EXISTING TRUSS SHOWN (DO NOT CUT SCAB TRUSS) ;'3-'1 1-2-8 Of-IS 4-0-8 8-0-7 0-6-15 3-5-9 4-0-0 14-10-12 6-10-5 . Scale = 1:73.1 REPAIR: CHANGE TRUSS PROFilE. 5x6MII20= \ \ \ \ c 3x8M1I20= o E \ \ \ \ \ \ \ \ \ \ \ 4x6MII20~ \ :1 3x4MII20 II NEW BRACE " 10.00 r12 3x4 MII20'i ~ ~ 'l1:!::~::::::::::::- ---::::'~~#{~:::::: m:::~:::~:____ REMOVE SECTION K J 3x8M1120= 3x4MII20= I~ 8"7 14-10-12 6-0-11 M L 3x6MII20= 1.5X41M1I20 II 21-9-0 6-10-5 3xAMII20 II Plate Offsets X o 3x8~~ '1'-15 I 0-6-15 0-9-10 C:0-4-0 0-1-4 E:0-3-0 0-2-1 G:0-2-14 0-2-0 N 3x8M1120== 6-7-14 8r1011 0-9-10 26-8" 4-11-0 31-10-8 5-2-8 LOADING (psf) TCll 20.0 TCDl 10.0 BCll 0.0 BCDl 10.0 LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 3 SPF NO.2 *Except. A-O 2 X 4 SPF Stud, D-N 2 X 4 SPF NO.2, D-K 2 X 4 SPF NO.2 G-I 2 X 4 $PF Stud SPACING 2-0-0 CSI DEFL in (Ioc) I/detl Ud PLATES GRIP Plates Increase 1.15 TC 0.68 Vert(ll) -0.08 N-O >999 360 MI120 197/144 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.20 N-O >999 240 Rep Stress lncr YES WB 0.60 Horz(TL) 0.05 I nfa nfa Code IRC2003fTPl2002 (Matrix) Wind(ll) 0.03 M >999 240 Weight 160 Ib BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-8-15 DC purlins, except end verticals. Rigid ceiling directly applied or 10*0-0 oc bracing. 1 Row at midpt B-O, D-N, D-K REACTIONS (Ib/size) O=1262fMechanical, 1=1346/0-5-8 Max HorzO=-273(load case 3) Max UpliftO=-14(load case 5), 1=-67(load case 6) ~ FORCES (Ib) - Maximum CompressionfMaximum Tension TOP CHORD A-O=-184f83, A-B=-167f95, B-C=-1102/11B, C-D=~809f128, D-E=-927f139, E-F=-1286f122, F-G=-1395/67, G-H=0/52, G-I=-1285/98 BOT CHORD N-0=-167/686 M-N=-119f1083 l-M=-119/1083 K-L=-119/1083 J-K=0/993 I-J=0/127 WEBS 8-0=-1176/51: B-N=-85/298, C~N=0/386, D-N=-517/144, D-M=0;277, D-K=-350/14S, E-K=0/457, F-K=-120/134, F-J=-137/51 , G-J=Of892 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 90mph; h=28fl; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOl=1.33 plate grip DOl=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6} Provide mechanical COl\nection (by others) of truss to bearing plate capable of wnhstand\ng 14 lb uplift at joint 0 and 67 lb uplift at joint I. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.1 0.2 and referenced standard ANSlfTPI1. LOAD CASE(S) Standard \\\\\\111111/1111 \\\ N III ",-... ~\jE. C, f:: 1'/// "" 0'\. ....~~.~... O-t 'l :;: .....(;.\5T t:/:/.... ~ ~ .'r....<i. $A',-;::. ... .. '<.- v.,_ 3" (NO. 60920266) -; . , . . - :;; -0 ", STATE OF ,'Q:" ~~' '4;- ~ O;:~~./A;DIA~~,,'~"~0 f' ....'// ~S' ............. (:; '\ ,$" .III' SIONAL 'S~ -..." 1'1/ \\\ /11111/11111\\\\\ September 18,2006 Continued on page 2 .A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Desi!;,ln valid lor use_ only wUh Mllek connectors. This design ,is based only upon paramelers shown. 000 is for on individual building componenl. Appllcabiflty of deSign poromenters and proper Incorporation of component is respon~bi~ty of building desfgner - not truss designer. Bracing shown is lor laleral support of individual web members only. Additional temporary bracing 10 insure slability during construclion is Ihe responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labrication. quality control. storage. denvery, erection and bracing. consul! ANSI/TI'1l Quality erlt_rla. OS8.89 and BCSn Building Component Sotety Inlormaflon available from Truss Plate Institute. 563 D'Onofrio Drive. Madison. WI 53719. Mil' MiTek' ,."W,,~TQ"~""''''"'' 14515NOuterForty,Suite#300 Chesterfield, MO 63017 Job truss IruSSIYfJ1=l 11097194 J 1620606 H1 SPECIAL CARTER-LEE BUILDING COMPONeNTS, MOORESV1LLE, IN 46158 Job Reference 0 lional 6.200 s Oct 18 2005 MiTek Industries, Inc. Men Sep 18 08:19:43 2006 Pag 14.10-12 2-11-4 '~5i' 17<l-15 0-6-13 2-3-7 21-9-0 4-0-' 26-5-12 4-8-12 "W' 29-5-' 0-2-4 2.9-0 4x1D M1I20~ A 31-10-8 2-5-8 Scale = 1 :44. a SCAB TRUSS B R 4x6M1I2 o 3x8 M1I20= 5x8 M1l20= N M 1.5x4MU20 II 1.Sx4 MII20 II 1.5x4M1I20 II K 3x6 M1I20= 1.5x4MII20II 3x4M1I20;:::: H 1.Sx4M1l20 II 6x12 M1I20= l1!~ ~ F E 1.5x4 MU20 II 3x4 M1I20= 14-10-12 2-11-4 '~5i' 0-6-13 21-2-5 5-8-13 22-8-6 "-'1' """ 0-11-6 ,6-8-0 3-11-10 29-5-0 2-9-0 31-10-8 2-5-8 Plate Offsets X B:0-4-0 0-2-0 L:O-3-B,O-Z-12 0:0-2-00-1-8 P:O-2-40-1-0 PLATES MII20 GRIP 197/144 Weight: 93 Ib LUMBER TOP CHORD BOT CHORD WEBS 2X4 SPF NO.2 2 X 4 SPF NO.2 2 X 3 SPF Stud .Excepl~ N-P 2 X 3 SPF No.2, K-Q 2 X 4 SPF NO.2, J-R 2 X 3 SPF No.2 B-1 2 X 3 SPF No.2, B-H 2 X 3 SPF No.2, D-E 2 X 4 SPF Stud A WA.RNZNG. Verify design parameters and READ NOTES ON TI11S AND INCLUDED MITEK REFERENCE P4GE JW.7473 BEFORE USE. Desigr"l vond lor use only with Mirek connecto~. This design is based only upon porometer; shown. ond is foron individuol building component. ApplicobWfy of deSign paramenters and proper incorporation 01 component IS responsibilify ot building designer - nol truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobmfy during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibilify of the buiiding designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing. consult ANS'(TPll Quality Criteria. DSB-89 and BCSll Building Component Safety Informatton available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. aul' MiTek 14515N.OlllerForty,Suile#300 Cheslerfield,MQ63017 JOO InJSS IRISS IYpe REPAIR: 8 TRUSSES, 9.0 UNITS JC Job Reference 0 lional 6.200 s Oct 18 2005 MiTek Industries, Inc. Mon Sep 18 08:19:44 2006 pag l:l..<n -.- vvvv...... VVt:!:iUlIUlt:!I"'''''' 11097194 J1620606 MONO LEDGER TRUSS J1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 1,,-2-81 1_2_8 3-7-0 3-7-0 8-1-8 4-6-8 REPAIR: STUB BACK THE RIGHT SIDE BY 1.112", o{~ D: 1.5x4M1I20 II ADD 2 X 4 SPF NO.2 CUT TO FIT TIGH"'( -',- 10.00 f12 3x4 M1120~ 24" X 18~ LUMBER AND CONNECTOR PLATES TO BE CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATE MUST BE FULLY EMBEDDED AND UNDISTURBED. REMOVE SECTION 3x6MII20.y =t~ , ~ .~ ~ G F '.5x4MII2011 3x4M1l20::::: 3-7-0 3-7-0 E 3x4M1I2o= 6-'-8 4-6-8 LOADING (ps~ TelL 20.0 TCDL 10.0 BelL 0,0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003fTPI2002 DEFL Vert(LL) Vert(TL) Horz(Tl) Wind{ll) (Ioc) E-F E-F E F I/defl >999 >999 nfa >999 Ud 360 240 nfa 240 CSI TC 0.34 BC 0.19 WB 0.21 (Matrix) in -0.01 -0.03 -0.00 0.00 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 ~Except~ D-E 2 X 4 SPF No.2, 8-G 2 X 4 SPF Stud BRACING TOP CHORD BOT CHORD WEBS Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt D-E Scale = 1:50.4 ~ ~ I~ PLATES MII20 GRIP 197/144 Weight: 44 Ib ATTACH 112" PLyWOOD OR OSB GUSSET (15132" APA RATED SHEATHING 32/16 EXP 1) TO EACH FACE OF TRUSS WITH lOd (3" X .131") NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: 2 x 3'5 _ 1 ROW, 2 x 4's - 2 ROWS, 2 x 6'S AND lARGER - 3 ROWS: SPACED@0-4-00.C. NAlLS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. REACTIONS (Ib/size) G=402/0~3-8, E=306/0-1~8 Max HorzG=248(load case 4) Max UpliftG=-11 (load case 5), E=-92(load case 4) FORCES (Ib) - Maximum CompressionfMaximum Tension TOP CHORD A-B=0/52, B~C=.282/29, C~D=~118/112, D-E=-108n2, B-G=-378/24 BOT CHORD F-G=-238/162, E-F=-93/173 WEBS C-F=Ot147, C-E=-238/122, 8-F=-6/1B5 NOTES 1) Wind: ASCE 7-02; 90mph; h=28ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; lumber DOl=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Bearing at joint(s) E considers parallel to grain value using ANSlfTPl1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s} E. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint G and 92 Ib uplift at joint E. 6) This trt.Jss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTP\ 1. LOAD CASE(S) Standard ~4 \\\\\\llllillJlll ,,'\\\\;,\JE.N E, f/I//// ,;:;' 0-<" ~~."~~'~"" 0+ /'/..... $' .~.~G\STE:fTd::~. ~ .:::- :~q-: 0'..-::. :::: : .. ~ ~ (NO. 60920266 ~ ~ . ~ : . - ~ ~\ STATE OF /p: ~ ~ ~ ~ ? ~ ~ -:;. 0,.('- '~'/^'Ol,t>.,\'\~.." .f! ~ ~/ ~<S' .....~.~..... 0"\ ,$' /1/ SIONA\..."E-~ .....,..... III \\\ II/fllllll\\\\\\\ September 18,2006 .A WARNING. Verify desfgn paramet:e,.. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid lor use onlywilh Milek connedors. This de.ign is bosed only upon parameters shown, and is loran individual building component. Applicobiflty 01 design poromenters and proper incorporalion of componenl is responsibility 01 building designer. 1'101 truss designer. Bracing shown IS for Iclferat support of Individual web members only. Additfona.1 temporary braCing 10 insure stability dunng c:on'itrlJcUQn is Ihe responslbi\Iily al ihe erector. Additional permanent bracing ot Ihe overalf strudure IS the responsibility ot the building designer. Far general guidance regarding fabrication. quality control, storage. de~ve!)', eredon and bracmg. consu~ ANSI/TPI1 Quality Criteria, DSB-8'9 and SCSll Building Compont!'m Salelylnlormatlon ovailable IromTruss F'late Inshfute, 583 D'Onofrio Dnv8. Madison, WI 53719. adl' MiTek powjCtIr~",p"tIr,.Otlr"'.' 14515 N. Outer Forty, Suite #300 Cheslerfield,M063017 J1620606 J3 MONO HIP REPAIR: 8 TRUSSES, 9.0 UNITS JC 110971946 Job Reference 0 ionsl 6.2009 Ju11:!. ZOOS MiTek Industries, Inc. Moo Se-p 18 10:53:412000 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILlE. IN 46158 1-1-2-81 1-2-8 7-11-7 8-;118 1-9-150-2-1 4x6MIJ20== 6-1-8 6-1-8 ADD 2 X 4 SPF NO.2 CUT TO FIT TIGHT " \, ,\ \ , 0-1-8 ~- 1.5x4 MII20 II E1i REPAIR: CHANGE TRUSS PROFILE. 4-0-0 24"X36" 10.00 f12 , i ! 3'r'120~ 24~ X 24" '/,' K 1.5x4M1I20 II " \\ _ __ __. __..~~,~,~~ _ _.~~~:___~~~~~:~~:~;._~:.~J -------,~ '''-.. REMOVE SECTION 6-1-8 8-1-8 6-1-8 2-0-0 ATTACH 112" PLYWOOD OROSB GUSSET (15132" APARATED SHEATHING 3Y16EXP 1) TO EACH FACE OF TRUSS WITH 10d (3" X .131") NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: 2 x 3'5 - 1 ROW, 2 x 4'5 - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED@0-4-00.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. Scale = 1:42.6 ~ ~ ~ l~l~ LUMBER AND CONNECTOR PLATES TO BE CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATE MUST BE FULLY EMBEDDED AND UNDISTURBED. Plate Offsets X B:0-2-50-1-8 0:0-4-4 0~2-0 LOADING (psf) TeLL 20.0 TCDl 10.0 BClL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003fTPI2002 CSI TC 0.18 BC 0_20 we 0.24 (Matrix) DEFL in (lac) Ifdeft Ud PLATES GRIP Vert(LL) -0.01 H-I >999 360 MII20 197/144 Vert(TL) -0.03 H-I >999 240 Horz(TL) -0.01 F n/a n/a 'Mnd(LL) 0.01 H-' >999 240 Weight: 49 Ib LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc braCIng, Except: 6-0-0 oc bracing: J-K. [PI 2 X 4 SPF NO.2 2 X4 SPF NO.2 2 X 3 SPF NO.2 "'Except. E-F 2 X 4 SPF Stud, B-K 2 X 4 SPF Stud, 0-1 2 X 4 SPF NO.2 REACTIONS (Ib/size) F=306/0-1-8, K=402/0-5-8 Max Harz K=190(load case 4) Max Uplift F=-73{load case 4), K=-28(!oad case 5) FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD A~B=0/52, B-C=-346/25, C-D==-407/160, D-E=-31/47, E-F=-54/48, B-K=~373/68 BOT CHORD J-K=-118/82, l-J=-33/45, C.I=.196/146, H-I=-60/95. G-H=-59/98, F-G=-36/54 WEBS D-H=-5/183, D-G=-333/92, B-I=0/234, D-I=-160/270 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 90mph; h=28ft; TCDl=6,Opsf; BCDl=6.0psf: Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed: end vertical left and right exposed; Lumber OOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord Jive load nonconcurrent with any other live loads. 5) All additional member connections shall be provided by others for forces as indicated. 6) Bearing atjoint(s) F considers parallel to grain value using ANSlrTPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) N/A 8) PTO'lJide mechanical connection {by others) of truss to bearing plate capable of withstanding 73 Ib uplift at joint F and 28 Ib uplift at joint K. 9) N/A 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.1 0.2 and referenced standard ANSlrTPI1. LOAD eASElS) Standard A WARNING. Verify design parameUr-. and READ NOTES ON THIS AJtID INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design vafid for use only with Mirek connector;. This design is based only upon poromefers shown. and is loran individual building component. Appflcability 01 design paromenters and proper incorporotion of component is responsibilify of building der;igner. not truss designer, Bracing shown i, lor klterol support of individuol web members only. Additional femporory bracing to insure stobiuly during construction is the responsibillify 01 the ereclor., Addilionoi permanent bracing of fhe overaii structure is fhe responsibilify of fhe building designer. For general guidance regarding labricatlon. quality con\rat storage, de~vel'f, efficilOn arid bfoeing. cans\.l~ A.NS,If\'I'I' Q\lallly eMMlo. OS,S-89 and BCS.I' Bulldlng Component Safety Informaflon available from Truss Plafe Insfitute. 583 D'Onofrio Drive, Madlson, WI 53719. ~ \\\\llllIlIflll \\\ III ",'\' ~ \j EN E. f:: /;'// ...:~ 0'" .............0+ 'i..... ~ ...~0\STE~2.. ~ :: ...'<<: <).... ~ ~ {NO. 60920266 \ " :: . t : . .:: ~ -0"" SlA1E OF .: '" g ... -:8-'. .' IJ.;.... ~ Ok ....;:vD1A~!:.... +0 $ 'i (;'" ......... 0" " /"'/ Q:JIONAl. 'S~ \,'\' 'If \\\ IllfJIIIII1\\\\\\ September 18,2006 MIl MiTek 14515N. Ouler Forty,Sulle#300 Cheslerfieid,M063017 J1620606 MONO HIP REPAIR: 8 TRUSSES, 9.0 UNITS JC Job Reference 0 tional 6.200 eJul13 2005 MiTek Industries, Inc. Mon Sep 18 11:03:44 2006 Page 1 110971947 J2 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE,IN 48158 1-1-2-8 1-2-8 REPAIR: CHANGE TRUSS PROFilE. 4-1-8 1-8-0 4x8M1J20= ADD 2 X 4 SPF NO.2 D CUT TO FIT TIGHT / '<' 10.00 f12 ( \ \ 42" X 60" , L 18"X 18" 2-5-8 2-5-8 8-1-8 4-0-0 I 0-1-8 --J,f 1.5x4 MU20 II Ei I ~ 3x6MII20'i ~ /. .: 18" X24" ''': 1--,0_=::::::4_1nnmm _ mM-nnnnnG~\J ~ : _____________________n________________~------------------J ------ -------------- REMOVE SECTION 2x4MII2011 2-5-6 8-1-8 4-1-8 2-5-8 1-8-0 4-0-0 ATTACH 1f2" PLYWOOD OR OSS GUSSET (15132" APARATED SHEATHING 32/16 EXP 1) TO EACH FACE OF TRUSS WITH 10d (3" X .131") NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: 2 x 3's _ 1 ROW, 2 x 4's - 2 ROWS, 2 x 6'S AND lARGER - 3 ROWS: SPACED @O-4-OD.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER USE A MIN. 0-3-0 MEMBER END DISTANCE. Plate Offsets X, D:0-6-4 0-2-0, J:Ed e,O-2-B Scale = 1:30.8 ~ ~ ;;; ~ ~ ;j: l~ LUMBER AND CONNECTOR PLATES TO BE CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATE MUST BI: FULLY EMBEDDED AND UNDISTURBED LOADING (psf) TCll 20.0 TCDl 10.0 BCll 0.0 BCDl 10.0 CSI TC 0.67 BC 0.42 we 0.24 (Matrix) DEFl Vert(ll) Vert(Tl) Horz(TL) Wind(ll) BRACING TOP CHORD BOT CHORD Ud 360 240 nfa 240 (Ioc) G-H G-H F G-H l/defl >999 >999 nfa >999 SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr NO Code IRC2003rrPI2002 in -0.02 -0.06 0.01 0.03 lUMBER TOP CHORD BOT CHORD PLATES M1I20 GRIP 197f144 Weight 43 Ib 2 X4 SPF No.2 2 X 4 SPF No.2 "Except* J-K 2 X 6 SPF No.2 2 X 4 SPF Stud Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. [PI WESS REACTIONS (Ib/size) F=490/Mechanical, K=548/0-5-B Max Horz K=139(load case 4) Max Uplift F=-24B(load case 4), K=-1 B6(load case 5) Max Grav F=495(load case 2), K=54B(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/52, 8-C=-535/21B, C-D=-523/260, D-L=-66/63, E-L=-65/62, E-F=-147/95, B-K=-514/219 BOT CHORD J-K=-95171, I-J=-21/31, C-I=-54/47, H_I=-237/392, H-M=-239f403, G-M=-239/403, F-G=-56J66 WEBS D-H=-54f274, D-G=-5121278, B-I=-1371369 NOTES 1) Wind: ASCE 7-02; 90mph; h=28ft; TCDl=6,Opsf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; lumber DOl=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 Ib uplift at joint F and 186 Ib uplift at jointK. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 402 Ib down and 258 Ib up at 4-1-8, and 38 Ib down and 81 lb up at 6-2-4 on top chord, and 34 Ib down and 19 Ib up at 4-2-4, and 34 Ib down and 19 Ib up at 6-2-4 on bottom chord. The designfselection of such connection device(s) is the responsibility of others. 8) 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) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-60, B-0=-60, D-E=-60, J-K=-20, F-I=-20 Concentrated Loads (Ib) Vert: H=-22(B) D=-249(B) L=-38(B) M=-22(B) A WARNING. Verify design parameters and READ NOTES ON TIHS AND INCLUDED IIHTEK REFERENCE PAGE MH.7473 BEFORE USE. Design va~d for use only with Mlek connecto~. This design is based only upon poramete~ shown. and is loran individual building component. Applicability ot design parament~ and proper Incorporation of component IS responsibility of build,ng designer - not truss deSigner. Bracing shown is for laterolsuppor! of indi\lidual web members only. Additional temporary bracing to insure stobi~ty during construction is the responsibilRty of the erector. Additional permanent bracing of the O\lerall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, deli\lery, erection and bracing. consult ANSI/TPI1 Quality Crfterfa, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. ~ ,\\\\1 III I/lfI/11 ,\. II "", 'I(;. \/E.N E. f:: /1/1/ .......... 0'\ *"'~""" OL '/ ~ ..' \ST~l:'>'" -r ..;. ~ .~<:.-(j 'T$;:. ~ 2 l". v....::. ::: {NO. 60920266 ~ ~ . ~ : . ::: -:; -0 ", STATE OF ! Q: :: - -:ll ' , 4J ~ ~ O-<-...../IvDIAt\i"-....."~0 f ~I $'& ..........*... 0'\. ......$' ;'// SOlON A\... ~~ ", 1/1 \\\ 111/11/1111\\\\\\ September 18,2006 MIl MiTek 14515 N. Outer Forty, Suite #300 Chesterfield, M063017 J1620606 J4 JACK REPAIR: 8 TRUSSES, 9.0 UNITS JC Job Reference 0 tional 6.200 s Jul13 2005 MiTek Industries, Inc. Moo Sep 18 11:14:132006 page 1 110971948 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE. IN 48158 -1-2-8 1-2-8 4-1-8 1-8-0 2-5-8 2-5-8 1 ~ REPAIR: CHANGE TRUSS PROFILE. 10.00 [12 ~ ;;; ~ 3x4MJl20 II ~ A D G --------------, ______,~~J "~, 3x4MII20 II REMOVE SECTION ATIACH 2X4 SPF NO.2 TO ONE FACE OF TRUSS WITH A CLUSTER OF (3) 10<1 (3" X 0.131") NAILS IN EACH END. LOADING (pst) TClL 20.0 TCDL 10.0 BCLL 0.0 BCDl 10.0 SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr YES Code IRC2003fTPI2002 2-5-8 4-1-8 2-5-8 1-8-0 CSI DEFL in (Ioc) I/defl Ud TC 0.31 Ver1(ll) -0.02 E >999 360 BC 0.25 Vert(TL) -0.04 E >999 240 WB 0.03 Horz{Tl) -0.04 C nla nla (Matrix) Wind(ll) 0.03 E~F >999 240 LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD JOINTS Sheathed or 4-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): F ATTACH 112" PLYWOOD OR OSB GUSSET (15132" APA RATED SHEATHING 32f16 EXP 1) TO EACH FACE OF TRUSS WITH 10d (3" X .131") NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: 2 x 3'5 - 1 ROW, 2 x 4'5 - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED @0-4-00.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 0-2-0 O,C. SPACING IN THE MAIN MEMBER USE A MIN. 0-3-0 MEMBER END DISTANCE. 2 X 4 SPF No.2 2 X 4 SPF NO.2 2 X 4 SPF Stud .Except. E-G 2 X 3 SPF Stud REACTIONS (Ibfsize) H=282/0-5-8, C=98/Mechanical, D=54fMechanical Max Horz H=167(load case 5) Max Uplift C=-72(load case 5), 0=-11 (load case 5) Max Grav H=282(load case 1), C=98(load case 1), D=95{Joad case 2) FORCES (Ib) - Maximum CornpressionfMaximum Tension TOP CHORD F-H=-264/11, B-F=-213/43, A-B=0/52, B-C=-84/48 BOT CHORD G-H=O/O, E-F=O/O, D-E=O/O WEBS E.(3=-26/47 NOTES 1) Wind: ASCE 7-02; 90mph; h=28ft; TCDL=6.0psf; BCDL=6.0psf: Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOl=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) All additional member connections shall be provided by others for forces as indicated. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 Ib uplift at joint C and 11 Ib uplift at jointD. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. lOAD eASElS) Standard A WARNING. Verify design param.eter'S and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design va~d tor use only with Milek connector;. This design ,is based only upon parameter; shown. and is faran individual building component. App,cability 01 design poramenters and proper Incarparolran ot component is responsibility af building designer- nat truss designer. Broclng shown is lor klleral support of individual web members only. Addifionol temporary bracing to insure stability during conslructio" is the {e~o"sibil\ity at the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tabrication, quality control. slorage. denve!)', erection and bracing. consult ANS1(rPI1 Quanty Crlhuia. DS8-89 and BCSI1 Building Component Safely Inlormaflon available from Truss Plate Institute. 583 D'Onofrio Drive, Modrson, WI 53719. Scale = 1:23,3 PLATES MII20 GRIP 197/144 Weight: 171b sw \\\\\H\llI11llflll ",\\ 'C:'J EN E. f:: 11/// .:;:-' 0"" .............. 0+ /~ ~ ...~0\STt:f:?;;:. ~ $ /<f 0\ ~ := {NO 60920266.~ ~ . ~ : . =- -::: "... STATE OF i '" := ... ~. .!J.J - ~ O;.....~^'Djp,.~t?:......#i f ....'// ~.s ........... 0"', ,.::::-' /'/ SIONAL. 'S~ ", 1" \\\ II/IJl/f1IB\\\\\ September 18,2006 MIl' MiTek ,.CW~"T<J"."'''O''''.. 14515 N. OuterForty,Suile#300 Chesterf>etd,M063017 J1620606 JG, JACK REPAIR: B TRUSSES, 9.0 UNITS JC Job Reference 0 ional 6.200 II Jul13 2005 MiTek Industries. Inc Moo Sep 1811:20:46 2000 PlIge 1 110971949 CARTER-lEE BUILDING COMPONENTS, MOORESVlllE.IN 46158 -1-8-8 1-8-8 3-5-12 3-5-12 5-9-4 2-3-8 3x6MII20 II REPAIR: CHANGE TRUSS PROFILE. D I~ ~ 7.07 r;2 c 3x6MII20'i -/ ? . -.L. -,"f---._.,__--- '-'-f ________..__:::::::'~_J. Scale: 1:27.4 ~ ~ K G m~ -----~ 5-9-+6 -.................. REMOVE SECTION 1.S~MlI?OII 3-5-12 3-5-12 5-5-12 2-0-0 1-91 <l-3-B ()-()-2 Plate Offsets X, D:0-3-0 Ed e, EO-O-O 0-0-0 SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1,15 Rep Stress Incr NO Code IRC2003fTPI2o02 CSI TC 0.28 BC 0.12 WB 0.03 (Matrix) OEFL in (loe) Vdefl Ud PLATES GRIP Vert(ll) -0.00 G-H >999 360 M1l20 1971144 Vert{Tl) -0.01 G-H >999 240 Horz(Tl) -0.01 E nla nfa Wlnd(ll) 0.00 E-F >999 240 Weight: 29 Ib Sheathed or 5-9-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: G-H, _ _ ______m~_m___ _ _ _ __________]_ ATTACH 1/2" PLYWOOD OR OSB GUSSET (15/32" APA RATED SHEATHING 32/16 EXP 1) TO EACH FACE OF TRUSS WITH 10d (3" X .131") NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: 2 x 3'5 - 1 ROW, 2 x 4'5 - 2 ROWS, 2 x 6'S AND lARGER - 3 ROWS: SPACED@0-4-00.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET D-2-0 D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DJSTANCE. ---- lOADING (ps~ TClL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD 2 X 4 SPF No.2 2 X4 SPF NO.2 2 X 3 SPF NO.2 *Except* B-H 2 X 4 SPF Stud, C-E 2 X 4 SPF NO.2 REACTIONS (Ibfsize) H=309fO-5-8, E=1 05lMechanical, D:48!Mechanical Max Horz H=162(load case 5) Max Uplift H=-82(load case 5), E=-113(load case 5), D=-19(load case 5) Max Grav H=309(load case 1), E=122(load case 2), D:48(load case 1) FORCES (Ib) - Maximum CompressionlMaxlmum Tension TOP CHORD B-H=-278/115, A-B=0/56, B-J=-139/79, C-J=-80/23, C-D=-38118 BOT CHORD H-K=-91/16, G-K=-91116, G-I=-60156, F-I=-S9/45, C-F=-30/88, E.F=-104/81 WEBS D-E=O/O, B-I=-64190, C-E=-1171150 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 90mph; h=28ft; TCDL:6.0psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 6) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 82 lb uplift at joint H, 113 Ib uplift at joint E and 19 Ib uplift at joint O. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11, 1 and R802.10.2 and referenced standard ANSlfTPI1. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500ln. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 Ib down and 61 lb up at 2-11-10, and 12 Ib down and 61 Ib up at 2-11-10 on top chord, and 32 lb up al 2-11-10, and 32 Ib up at 2-11-10 on bottom chord. The designlselection of such connection device{s) is the responsibility of others. 10) In the LOAD CASE(S) section. loads applied to the face of the truss are noted as fronl (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: A-B=-60, 8-0=-60, G-H=-20, E-F=-20 Continued on a e 2 A WARNING. vuify desfgn~'" and R&UJ NOTES ON nus AND INCLUDED.H1'1EJr REFERENCE PAGE J/fIl.7473 BEFORE USE. Design void lor use only with M1 e~ connecton. This design is based only upon porameters shown. and is for an incfr.ridual build"tng component. Appkabifity of design poromenten ond proper incorporation of component is responsibility oj building designer - not truss designer. Bracing shown is for lateral supporl of individual web member; only. Additional temporary bracing to insure stobiity during construction is the responsibillity of the erector. Additional permonenJ bracing of the overall structure is the responsibility at the building designer. For generol guidance regarding fabrication, quality controL storage. delivery, erection and bracing. consu~ ANSI(TPIl Quality Criteria. DS8.8' Clnd SCSll 8ulldlng Component Sof.Iy Inlormoflon avoilob~ from Truss Plate Institute, 5B3 D'Onofrio DrivB. Madison. WI 537 I 9. [PI ~ \\\\\\111111/11/11/ ",\\ ~\lE.N E. f:: 11//, ~'r:5. *.......... O.L.. ",. ..::- -.... *' 1ST CC'" *... ~ ~ <<&6 elT$'.... ~ 2 /'<" ()\ ~ ~ [" No_ 609202M"1 ~ ::: . : : . - "' "-'. STATE OF ! 0:: :: ~1l' '41- % O~**'*'*::VD!A~~,,""~0! ...... <::'s ....."**. 0'" ~ //111 SJONA\.. 'E-~ \\", II, \\\ 11/1111111\\\\\ September 18,2006 d' MiTek 14515N. OuterForty,Suile#300 Chesterfield, MO 63017 :~~0606 IJG1 IJACK CARTER-LEE BUILDING COMPONENTS, MOORESVILlE, IN 46158 I, I 1 IJOb Reference (optional) 6.200eJuI132005MiTeklndustries,lnc, 110971949 MonSep18 11:20:462006 Page2 lOAD CASE(S) Standard Concentrated loads (Ib) Vert: J=55(F=28, 8=28) K=12(F=6, 8=6) A WARNING. VerifY design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU.7473 BEFORE USE. Design volid for use only with Mifek connectors. This design is based only upon parameters shown, and is lor an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of buiiding designer. not truss designer. Brocing shown is for loteral support of individual web members oniy. Additionai temporary bracing to insure stability during construction is the responsibil,ty 01 the erec\or. Addijionol permanenl braC'lng 01 ltie overan structure IS the responsibility of the building designer. For general guidance regarding fabrication. quality control, storoge, delivery, erection ond bracing, consult ANSI/TPll QUClnty Crit.riCl, DSB.B9 and BCSn Building CompClnent Safety Inlormallon available trom TruS5 Plate Institule. 583 D'Onofrio Drive, Madison. WI 53719. d MiTek ,."wr:"TQ,.r:..n:>,,",,' 14515N,OuterForty,Suite#300 Chssterfield, M063017 J1620606 J', MONO LEDGER TRUSS REPAIR: 8 TRUSSES, 9.0 UNITS JC 110971945A Job Reference 0 ionsl 6.200 eJul13 2005 MiTek Industries, Inc. Mon Sep 1810:41:192006 Page 1 CARTER-L.EE BUIL.DING COMPONENTS, MOORESVILLE, IN 46158 1-1-2-81 1-2-8 2-5-8 2-5-8 8-1-8 4-6-8 1:>.7-QI 1-1-8 REPAIR: CHANGE TRUSS PROFILE. 01 1.5x4 MIIZOII ADD 2 X 4 SPF NO.2 CUT TO FIT TIGHT \, / \ / / /3><6MII20""C I 42"X36~ ------- 8 -\-0 j' 9 +.- ~ ~ l~ K 1.5x4M1l20 II .. ' m___-_-;::~~:~;! 18" X 32" ...u,mu " G "- REMOVE SECTION "'~:~:.-:~Ll. u..____.J J \ H j , 3-0-0 I --r----;1" F ATTACH 112~ PLYWOOD OR OSB GUSSET (15/32" APARATED SHEATHING 32/16 EXP 1) TO EACH FACE OF TRUSS WITH 10c1 (3" X .131~) NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: 2 x 3's -1 ROW, 2 x 4's - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED@0-4.0 O.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 0..-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. 2-5-8 13-7-01 8-1-8 2-5-8 1-1-8 4-6-8 Scale: 1:54.1 LUMBER AND CONNECTOR PLATES TO BE CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATE MUST BE FULLY EMBEDDED AND UNDISTURBED. LOADING (pst) TCLl 20.0 TCDl 10.0 BCll 0.0 BCDl 10.0 CSI TC 0.20 BC 0.19 W8 0.12 (Matrix) in -0.01 -0.02 -0.01 0,01 Ud 360 240 nfa 240 (Ioc) H G-H F H OEFL Vert(Ll) Vert(TL) Horz(Tl) Wind(ll) BRACING TOP CHORD BOT CHORD WEBS I/defl >999 >999 nfa >999 SPACING 2-0-0 Plates Increase 1,15 lumber Increase 1.15 Rep Stress lncr YES Code IRC2003fTPI2002 LUMBER TOP CHORD BOT CHORD WEBS PLATES MII20 GRIP 197/144 Weight: 50 fb 2 X 4 SPF NO.2 2 X 4 SPF NO.2 2 X 3 SPF NO.2 *Except* E-F 2 X 4 SPF No.2, B-K 2 X 4 SPF Stud, E-G 2 X 4 SPF NO.2 Sheathed or 6-0.0 oc purl ins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt E-F [PI REACTIONS (Ibfsize) K:402fO-3-B, F=306/0-1-B Max Horz K:235(load case 4) Max Uplift K=-1 O(load case 5), F=-92(load case 4) FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD A-B:0/52, B.C=-300/4, C-D=-259/18, D-E=-141f77, E-F=-267/120, B-K=-391/53 BOT CHORD J-K=-175/122, J-l=-35/50, I-L=.57/35, C-I=-44/6, H-I=-11BI214, G-H=-118/214, F-G:-49f74 WEBS D-H=.30/140, D.G=-237/129, B-l=O/214, E-G:-87/203 NOTES 1) Wind: ASCE 7.02; 90mph; h:28ft; TCDL=6.0psf; BCOL=6.0psf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; lumber DOL=1.33 plate grip DOl=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) All additional member connections shall be provided by others for forces as indicated. 4) Bearing at joint(s) F considers parallel to grain value using ANSlfTPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 Ib uplift at joint K and 92 Ib uplift at joint F. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11, 1 and RB02.10.2 and referenced standard ANSlfTPI1. LOAD CASE(S) Standard A WARNING. Vmfy duign parc:unet:crs arul. REdD NOTES ON THIS AND INCLUDED MIT.EX REFERENCE PAGE JIlIl. 7473 BEFORE USE. Design va~d lor use only with Mil ek connectors, This design is based only upon pc:Irameters shown. and is for an individual building component. Appkablflty 01 design .pc:lramenters and proper Incorporafion 01 component is responsibility of building designer _ not truss designer. Bracing shown is lor klter-al support of Individual web members only. Additionol temporary bracing 10 insure stabirlty during construction IS the responsibilllty at the erector. Additional permanent bracing of the overall structure is the respansibiiily of the building designer. Far generol guidance regarding fabrication, quality controi, storage, delivery. eredlan and bracing, comu~ ANSI/TPll Quality Criteria, DSB.89 and BCSll Building Component Sate'ty Informa6on availobie from Truss Plate Institute. S83 D'Onofrio Drive, Madison, WI 53719. ~ \\\\\\\\111I111/111 ","\\\ 'I(;.\JEN E, f:: 111/// ~ 0~ *"'~.'*'.. O,L. ~ ..;;; *.. \6T S.t"l."" ~ ~ ..-x-.0 'T$.'. ~ ~ ~.'r.t- 0\-::' ~ {NO, 60920266 \ ~ . t : . ~..,... STATE OF Ia::" ~ cSl . . '" ~ ~ O;~~*./A;D!A~'?-'~.'.'~~ g: '/')0 (;'''' ......*...... c;,.'\: ~' //1/ \:IS/ON A\.. '2.~ \\,..... III/ \\\"\ ///JJllIll\\\\\ September 18,2006 MIl MiTek 14515 N. Outer Forty, Suite #300 Chestemeld,M063017 "'0 >- ... ): .. . .. c;, n", z" m ../:>.. ~ M... ): "'''' ",Q. )> ~ .... 0- '< . =& _I: m n '::iM '" .... 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