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Home My WebLink About06010046-Builder Resubmittal b\6&-~ BUILDER ()~ RE-SUBMITTAL For Incomplete permit submittals DATE OFRE-SUBMITTAL: :. ;"\ \1 ! t_ _-~ \~. /; :. , II \\ l f: :~' 1'r ~:- : ,. " _~:..-' -..." '" .J '.' \.1 I, "_. f' -,-., , :; I ~' ----'--------,--= I \': W:~ JAN 2 5 2006 III ;)1 /U I [le,1 I Name of Reviewer: BUILDER NAME:-R (1" Ift11dJ-bL> Contact #: 'r5LJ 6; - aq(;J d Project Address: I aLoL/8 IYoupe 5J- Lot & Subdivision: G;&(IJ VL/ltlq-{ D!J tUbfC/~ Comments: if U9:J prill/ii' Re-Review Fees: Residential $128.75 0 Commercial $257.50 0 s/permits/FonnslRe-Submittal for Review Mii. MiTek~ /f)(PL)8 77oU-(Je cSf ~Q)\ lVci- 0.. \;~ Re: J1400106 Ryland Pierson A MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chestertield, MO 63017-5746 T etephone 3141434-1200 Fax 3141434-5343 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Carter Lee Building Components. Pages or sheets covered by this seal: 19718306 thru 19718311 My license renewal date for the state of Indiana is July 3 I, 2006. 'fM \\\\\\1111"'/1// ", AN III ", 0'E-.G G (. //... ....:::-' ~ ............. Iv /'i.... .$' ...~0\STEIY~.. ~ ~ lq.: 0\ ~ :: : No 19900415" " ~ ~. i ~ = . : .. . ::: ~ ~ '.. STATEOF i,;;:: W%. O;...../tvOI"t<"'......"'0 ! ~ ~.$' ............. 0' ,;:. //.1/ SION A L t.~ "" II/I \\\' "'"111111\\\' January 19,2006 Liu, Xuegang 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-2002 Chapter 2. Job Truss Truss Type Qty 2 Ply Ryland Pierson A J1400106 T01 GABLE 1971830 CARTER - LEE BUILDING COMPONENTS, MOORESVILLE, tN. 46158 Job Reference 0 lional 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu Jan 19 14:42:172006 Pag (3-i 1-3.4 18-0-0 18-0-0 36-0-0 1840 1'-'4 1-3--4 5x6M1120= Scale = 1:78,0 o 600[12 p./ ~ Nd-:::- L;::::- K:::- /' :::- R :::--.5 "~T ~ u ~~w ~ x R ~ z 3x6M1I20':::::- ~ ~A8 ~ 3x4MII201 AC AD ~~~F li 3x6M1I20':' J :::- I ";::: 3x4M1I20II EF;~ D:::- :::- 8C ~~ BL BK BJ BIBH BG SF BE SD Be Be 3x6MII20II SA AZ AYAX AW AVAlAT 3x6M1I20= 3x6M1120= 36-0-0 36-0-0 AS AR AQ AP AO AN AM Al AK AJ AI AH 3x6M1I2011 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP Tell 20.0 Plates Increase 1.15 TC 0.61 Vert(ll) -D.Ol AG nit 180 MIl20 197f144 TCDL 10.0 Lumber Increase 1.15 Be 0.34 Vert(TL) -0.02 AG nit 120 BelL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 AH nla nla BCOL 10.0 Code IRC2003fTPI2002 (Matrix) Wind(Ll} 0.01 AG nk 120 Weight 311 Ib LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2 X 4 SPF No.2 2 X 4 SPF No2 2 X4 SPF Stud 2 X 4 SPF Stud *Except* Q-AW 2 X 4 SPF No.2, P-AX 2 X 4 SPF No.2, 0-A2. 2 X 4 SPF No.2 N-8A 2 X 4 SPF No.2, M-B8 2 X 4 SPF NO.2, l-BC 2 X 4 SPF NO.2 K-80 2 X 4 SPF No.2, R-AV 2 X 4 SPF NO-2, S-AT 2 X 4 SPF NO.2 T-AS 2 X 4 SPF No.2, U-AR 2 X 4 SPF No.2, V-AQ 2 X 4 SPF No.2 W-AP 2 X 4 SPF NO.2 BRACING TOP CHORD 80T CHORD WEBS Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt Q-AW, P-AX, O-AZ., N-BA, M-BB, L-BC, R-AV, S-A T, T-AS, U-AR, V-AQ REACTIONS (Ib/size) Bl=t41/36-0-0, AH=141/36-0-0, AW=112/36-0-0, AX=108/36-0-0, AZ=106/36-0-0, BA=107/36-0-0, BB=107/36-0-0, BC=106/36-0-0, 80=108/36-0-0, BE=106/36-0-0, BF=107/36-0-0, 8G=1 07/36-0-0, BH=106/36-0-0, BI=109/36-0-0, BJ=99f36-0-Q, BK=40/36-0-0, AV=10B/36-0-0, AT=106/36-0-0, AS=107J36-0-0, AR=107J36-0-0, AQ=106/36-0-0, AP=lD8/36-0-0, AO=106/36-0-0, AN=107/36-0-0, AM=107/36-0-0, AL=l 06/36-0_0, AK=109/36-0-0, AJ=99/36-0-0, AI=40/36-0-D Max HorzBL:c-218(load case 3) Max UpliftBL:c-516(load case 3), AH=-469(load case 4), AZ=-51(load case 5), BA:c-39(load case 5), BB=-37(load case 5), BC:c-37(load case 5), BO=-38(load case 5), BE=-37(load case 5), BF=-38(load case 5), BG=-38(load case 5), BH=-36(load case 5), BI:c-42(load case 5), BJ=-21(load case 5), BK=-519(load case 4), AT=-51 {load case 6), AS=-39(load case 6), AR=-37(load case 6), AQ=-37(load case 6), AP=-38(load case 6), AO=-37(load case 6), AN=-38{load case 6), AM=-38{load case 6), AL=-36(load case 6), AK=-42(load case 6), AJ=+21(load case 6). AI:c-475{load case 3) Max GravBL=518(load case 4), AH=470(load case 3), AW=242(load case 6), AX=108(load case 9), AZ:c107(1oad case 9), BA=107{load case 1), 8B:c1 07(load case 1), BC=106(load case 9), BO:c108{load case 9), BE=106(load case 1), BF:c107{load case 9), BG=107(load case 1), BH=106{load case 9), BI=109(load case 1), 8J=99(load case 9), BK=466{foad case 3), AV=l 08(load case 10}, AT=l 07(load case 10), AS=1 07(load case 1), AR=l 07(load case 1), AQ=106(load case 10), AP=l 08(load case 10), AO=l 06(load case 1), AN=107(load case 10}, AM=107(load case 1), Al=l 06(load case 10), AK=109(load case 1), AJ=99{load case 10), AI=422(load case 4) ~~ Continued on age 2 \\\\Hlllfllllll/ \\ II/ ....',,\ . \€;.GANG I. :1/:1/ " .....v ********* IV /,- ~ **.*.G\STI2~***.* ~ .::- ..1')..<';:' ~O*.-::, - : "'. **.... :: f No. 19900415.1 ~ . ~ : . ::: ~ ~\ STATEOF ! ti7 g ~ o~".*./tvDIA~~.*.***-?-1J; ,f "/" ~& ...hno*'..* (')." ~ //:11 SIGNAL 'E.~ ....',.... 1/1 \\' 1111"1111\\\\\\\ Januarv 19 2006 A WARNING. Ver\fY dMign pllrQmeten- and READ NOTES ON THIS AND INCLUDED llUTEK REFERENCE PAGE 1ifH-7473 BEFORE USE. Desigr. void for ~ only with MHek connector>. This design is based only upon parameter; shown, and is for on individllOl building component. Appkabir.!y of design paramenters and proper incorporation of componenl is responsibility of building designer _ not truss designer. Bracing shown IS lor lateral support of individual web members only. Additional temporary bracing 10 insure stobiuly during construction is Ihe responsibillity of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general gukJonce regarding fabricolion. quolity control. storage, derovery, erection and bracing, consult ANSI/TPtl Quality Criteria, OS8-89 <;lnd BCSI1 BuUdlng Component Safety lnformaHon available from Truss Plale Inslilule. 583 D'Onofrio Drive, Madison, WI 53719. 14515 N_Outer Forty, __e Suite #300 Che'''''',Id, M063017 1111 MiTek- Job Truss Truss Type QIy Ply Ryland Pierson A J1400106 TOl GABLE 2 1971830< CARTER - LEE BUILDING COMPONENTS, MOORESV1LlE , IN. 46158 Job Reference (oDlional 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu Jan 1914:42:17 2006 Pag 2 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD B-BL=-182/243, A-B=O/38, 8-C=-133/179, C-D=-52/137, D-E=-24/151, E-F=-12/168, F-G=-3/174, G-H=-12/196, H-I=-12/217, I-J=-12/239, J-K=-11/260, K-l=-12/282 L-M=-12/304, M-N=-121325, N-O=-12/347, O-P=-12/374, P-Q=.13/371, Q-R=-13/366, R-S=-12/368, S-T=-12/342, T-U=-12/319, U-V=-121298, V-W=-12/276, W-X=-11 f255. X- Y=-12/233, Y -Z=-12f212, Z-M=-12/190, AA-AB=O/169, AB-AC=-12/162, AC-AD=-15/145, AD-AE=-42/130, AE-AF=-116/169, AF-AG=O/3B, AF-AH=-161/222 BOT CHORD BK-BL=-92/118, BJ-BK=-92/11B, BI-BJ=-92/118, BH-BI=-92/118, BG-BH=-92/11B, BF-BG=-92/118, BE-BF=-92/118, BD-BE=-92/118, BC-BD=-92111B, BB-BC=-92/11B, BA-BB=-92/118, AZ-BA=-92/11B, AY-AZ=-92/11B, AX-AY=-92/11B, AW-AX=-92/11B, AV-AW=-92/118, AU-AV=-92111B, AT-AU=-92/118, AS-A T=-92/11B, AR-AS=-92/118, AQ-AR=-92/118, AP-AQ=-92/118, AO-AP=-92/11B, AN-AO=-92/118, AM-AN=-92/11B, AL-AM=-92/118, AK-AL=-92/11 B, AJ-AK=-92/118, AI-AJ=-921118, AH-AI=-92/118 WEBS Q-AW=-226/0, P-AX=-82/0, O-AZ=-81/67, N-BA=-80/55, M-BB=-BO/53, L-BC=-80/53, K-BD=-B1/54, J-BE=-79/53, 1-f3F=-80/54, H-BG=-BO/53, G-BH=-80/54, E-BI=-82/51, D-BJ=-73/64, C-BK=-160/174, R-AV=-82/0, S-AT=-81/67, T-AS=-BO/55, U-AR=-80/53, V-AQ=-BO/53, W-AP=-81/54, X-AO=-79/53, Y-AN=-BO/54, Z-AM=-80/53, AA-AL=-80/54, AC-AK=-B2/51, AO-AJ=-73/62, AE-AI=-145/159 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 90mph; h=25ft; TGOL=6.0psf; BGOL=6.0psf: Category II; Exp G; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip OOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) AU plates are 1.5x4 MII20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web) 8) Gable studs spaced at 1-4-0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 Ib uplift at joint BL, 469 Ib uplift at joint AH, 51 Ib uplift at joint AZ, 39lb uplift at joint BA, 37 Ib uplift at joint BB, 37 Ib uplift at joint BG, 38 Ib uplift at joint BO, 37 Ib uplift at joint BE, 38 Ib uplift at joint BF, 38 Ib uplift at joint BG, 36 Ib uplift at joint BH, 42 Ib uplift at joint BI, 21 Jb uplift at joint BJ, 519 Ib uplift at joint BK, 51 Ib uplift at joint AT, 39 Ib uplift at joint AS, 37 tb uplift at joint AR, 37 tb uplift at joint AQ, 38 Ib uplift at joint AP, 37 Ib uplift at joint AD, 38 Ib uplift al joint AN, 38 tb upljft at joint AM, 36 Ib uplift at jointAL, 42 Ib uplift atjo,nt AK, 21 lb uplift at joint AJ and 475 Ib uplift at joint AI. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI1. LOAD CASE(S) Standard A WARNlNG - Verify du/g1a pw-ameter.. llIld READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design voijd lor use only with MT ek connectors. This design is based only upon parameters shown, and is for an individuol building component. Applk:obi~ty of design poramenters and proper incorporation 01 component is responsibi~ty of building designw. not truss designer. Bracing shown is lor lateral support of individual web members only. Addi~onal temporary bfacing to insure stabiflty during canslNclion is 'he responsibillity of the erectOf., Additionol perman~nt bracing of the overall structure is the responsibility of the building designer. For general guidonce regarding tabricatlon. quality control, stOfage, de,very, erection ond bracing. consult ANSI/TPtl Quality Criteria, 05B.89 and ac511 Building Component Sat.ty lnformcdton available tram Truss Plole Institute. S83 O.Onofrio Orive. Madison, WI53719. 14515 N. Outer Forty, __e Suite #300 CO""".",M063017 1111 MiTek- Db Ryland PierSOl1A J1400106 T01A Truss russ Type Job Reference 0 lianal 6.2005 Jul13 2005 MiTek Industries, Inc. Thu Jan 19 14:57:262006 Page 1 19718307 CARTER. LEE BUILDING COMPONENTS, MOORESVILLE, 1'-31 1-3-4 6-2-5 6-2-5 12-'-3 5-10-13 18-0-0 23-10-13 5-10-13 5-10-13 5x6M1I20= 29-9-11 5-10-13 6.00 112 F 3x6M1I2o-;;::. 3x6M1I20'::::- 3x4M1I20'::::- 3x4M1I20--;::::' 3x4MII2011 R 4x6M1I20= Q 3x4M1l20= p 0 N M 3x6M1I20= 3x6M1120= 3x4MU20:::: 3x8M1I20= 18-0-0 26-10-4 8-10-4 8-10-4 CSI DEFL in (Ioe) I/defl Ud TC 0.91 Vert(LL} -0.13 L-M >999 360 Be 0.63 Vert(TL) -0.33 L-M >999 240 WB 0.53 Horz(TL) 0.09 L nla nla (Matrix) Wind(LL) 0.06 0-0 >999 240 9-1-12 91-12 LOADING (psf) 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 lncr YES Code IRC2003ffPI2002 LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF No.2 2X4SPF NO.2 2 X 4 SPF NO.2 ~Except~ C-Q 2 X 4 SPF Stud, I-M 2 X 4 SPF Stud, B-R 2 X 4 SPF Stud J-L 2 X 4 SPF Stud BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-5-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing 1 Row at midpt 0-0, H-O, C-R.l-L REACTIONS (Ib/size) R=1513/0-3-B, L=1513/0-3-B Max Harz R=-218(load case 3) Max Uplift R=-301 (load case 5), L=-301 (load case 6) FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD A-B=O/38, B-C=-17B/153, C-0=-1556/374, D-E=~1322/341, E-F=-1179/370, F-G=-1179/370, G-H=-1322/341, H-I=-1556/374, I-J=-17B/153, J-K=0/3B, B-R=-309/212, J-L=-309/212 Q-R=-246/1246, P-Q=.162/1307, Q-P=-16211307, N-Q=-79/1307, M-N=-79/1307, L-M=-108/1246 C-Q=O/237, D-Q=-30/166, 0-0=-411/239, F-O=-1701754, H-O=-411/239, H-M=-30/166, I-M=O/237, C-R=-1608/200, I-L=-1608/201 BOT CHORD WEBS NOTES 1) Unbalanced roof live loads have been considered for this deSign. 2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical1eft 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 Ib uplift at joint Rand 301 lb uplift at joint L. 5) 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 CASE(S) Standard A WARNlNG. Verif.y de.slgnp<lnlMeters and READ NOTES ON THIS ANDINCUlDED MITEK REFERENCE PAGE Mn.7473 BEFORE USE. Design vo~d fo< U5e only with M11ek conneelOf'>. This design is bowd only upon parometers shown. and is for an individual building component. Appicobi~ty of de5ign poramenters and proper incorpomlion of component is respomibiity of building designer _ not truss designer. Bracing shown is for klterai support of individual web members only. Additional temporory bracing to insure stabiity during construelion is the responsibillity of the ereelor. Additional permanent bracing at the overali structure is the responsibility of the buitding designer. For general guidance regarding fabrication, quality control, storoge, de~very. erection and bracing. con5Ult ANSljTPtl Qucdlty Criteria, 058-89 and BCSIl Building Component Safety Inrormallon avaiiable trom Tru~ Plate institute. 583 D'Onofrio Drive. Madison. WI 537t9. 360.-0 6-2-5 17-3-1 1-3-4 Scale = 1:80. 9 9 M 4x6MH20= 36-0-0 9-1-12 PLATES MIl20 GRIP 197/144 Weight: 185 Ib Y \AN\ l,W, \\\\tlIIIIIIIII \.\\\ AN 'I" ", \l~G G,- /// ,$'..... -t-: .~..~.~~..~.. Iv /~ ~ .";.6\STEA' ..~. ~ ..::- ..n.."'" &'0..-::;' - ......- '.- ~ (NO. 19900415) ~ :: . . ~ . - " -0 '. STATE OF i Q- 2 ~ ~ ~"~ . .'~' I~ .::: ~ o-^ .~ ItvDIA"'\~" .:;.,.'<.1 " '" "':(... ~.~ \"'... ,.....- " // '\S' ......~.. 0-'" ....." ////1 SIONA\.. €.~ \,.....,..... I" \\\ 1111'"11\\\\\\ January 19,2006 14515N,OuterForty, __e Suite #300 C'''''''.d,M0630171111 MiTek- Job Truss Truss Type Qty Ply Ryland Pierson A J1400106 T02 GABLE Job Reference 0 lianal 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu Jan 1914:42:18 2006 Pag 1 CARTER -LEE BUILDING COMPONENTS, MQORESVILLE , IN. 46158 ~1 0-11-4 11-0-0 11-0-0 22-0-0 11-0-0 4x4M1I20= K H 8.00112 M G F N E o D ~A 8 3x4 M1I20:::: AI AH AG AF AE AD AC A8 AA z y xw v 3xSM1120= 1971830 12-111 0-11-4 Scale = 1:51,0 P Q RS I0 o u T 3x4M1I20= LOADING (pst) TelL 20.0 TCDL 10.0 BelL 0.0 BCDL 10.0 22-0-0 22-0-0 C51 DEFL In (Ioc) I/deft Ud PLATES GRIP TC 0.10 Vert(LL) -0.00 5 nle 180 MIl20 197/144 BC 0.05 Vert(TL) -0.00 S nle 120 WB 0.14 Horz(TL) 0.01 R nla nla (Matrix) Wind(LL) 0.00 S nl, 120 Weight: 125 lb SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003ITPI2002 LUMBER TOP CHORD BOT CHORD OTHERS 2X4SPFNo.2 2 X4 SPF No.2 2 X 4 SPF Stud *Except* J-AB 2 X 4 SPF No_2 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing \\\\\111111"1/1/ ",,\\ E..GANG t. 111/1/ ".... .,..0........... Iv....'/ $ .....6\STEIf..... ~ .::- ..1'),.<:; ~-^'. ~ NOTES _ .. '(, - v .. .... 1) Unbalanced roof live loads have been considered for this design. ~ f No. 19900415 \ ~ 2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; 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 3) Truss designed for wind loads in the plane of the truss only. -; "'0 ... STATE OF l cc- 2 4) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. ~ ~O .... IIyO ~l>-"" 0l.t.i ~ 5) All plates are 1.5x4 MI120 unless otherwise indicated. ~ ~ .......}!:-....... ()'~ .....$' 6) Gable requires continuous bottom chord bearing. //// &,s/ON L ~~ "........ 7) Gable studs spaced at 1-4-0 oc. 11/1/ A ,\\\' 11111111\1\\\ Janua 19 2006 REACTIONS (Ib/size) B=139/22-0-0, AB=95/22-0-0, AC=104f22-0-0, AD=108/22-0-0, AE=107/22-0-0, AF=107/22-0-0, AG=107f22-0-0, AH=105f22-0-0, AI=113f22-0-0, AA=104/22-0-0, Z=108/22-0-0, Y=107f22-0-0, W=107/22-0-0, V=107/22-0-0, V=1 OS/22-0.0, T=113/22-0-0, R=139/22-0-0 Max HorzB=-237(load case 3) Max UptiftB=-76(load case 3), AC=-24(load case 5), AD=-56(load case 5}, AE=-48(load case 5), AF=-48(load case 5), AG=-47(load case 5), AH=-52(load case 5), AI=-49(load case 5), AA=-18(load case 6), Z=-57(load case 6), Y=-48(load case 6), W=-48(load case 6), V=-47(load case 6), U=-52(toad case 6), T=-46(load case 6), R:=-21(load case 4) Max GravB=139(load case 1), AB=164(load case 6}, AC=106{load case 9), AD=108{load case 9), AE=107(load case 1), AF=107{load case 9), AG=107(load case 1), AH=1 05(load case 9), AI=113(toad case 9), AA=106(!oad case 10), Z=108(load case 10), Y=107(load case 1), W=107(load case 10), V=107{1oad case 1), U=105(load case 10), T=113(1oad case 10), R=139(load case 1) FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD A-B=0/26, B-C=-217f153, C-D=-174/139, D-E=-144/137, E-F=-114/133, F-G=-85/129, G-H=-55/147, H-I=-36/182, I-J=-35/196, J-K=-35/190, K-L=-36/162, L-M=-36/113, M-N=-36f75, N-O=-36/45, O-P=-57/49, P-Q=-86/52, Q-R=-128/63, R-S=0/26 BOT CHORD B-AI=-38/156, AH-AI=-38/156, AG-AH=-38/156, AF-AG=-38/156, AE-AF=-38/156, AD-AE=-38f156, AC-AD=-38/156, AB-AC=-38/156, AA-AB=-38/156, Z-AA=-38f156, Y-Z=-38/156, X-Y=-38/156, W-X=-38/156, V-W=-38/156, U-V=-38/156, T-U=-38/156, R-T=-38/156 J-A8=-148/0, I-AC=-79/40, H-AD=-81f72, G-AE=-80/64, F-AF=-80/64, E-AG=-80/64, D-AH=-78/65, C-AI=-86f76, K-M=-79/34, L-Z=-81f73, M-Y=-80/64, N-W=-80/64, 0-V=-80/64, P-U=-78/64, Q-T=-86f73 WEBS Continued on a e 2 ~WA .A WARNING - verify dQig1l pa1TUJU!ters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE MlI.7473 BEFORE USE. Design vaijd for use only with IvIIlek connector5. This deoign is based only upon parameters shown, and is for on individual buiiding componenl. Appkabi~ty of design poramenters and proper incorporation of componenl is responsibi~ty of building designer. not truss designer. Bracing shown is for Ialeral supporl 01 individuol web memben only. Additionallemporary bracing to insure slabiily during construction is the responsibillily of the ereClor., Additional permanent bracing of the overall structure is Ihe responsibility of the buiiding designer. For general guidance regarding fabrication, quality contral, storage. delivery, erecllan and bracing, consult ANSt/TPtl Quality Criteria, DSB.89 and BCSI! Buitdlng Component Safety tnformotlon availabte from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. 1451SN_OulerForty, __. Suite #300 Ch~"m"d.M063017 MIl MiTek- Job Truss Truss Type Qty p~ Ryland Pierson A J1400106 T02 GABLE 1971830 2 CARTER -LEE BUILDING COMPONENTS, MOORESVILlE, IN. 46158 Job Reference (ojJ:tionall 6.200 s Oct 18 2005 MiTeklndustries, Inc. Thu Jan 1914:42:18 2006 Pag 2 NOTES 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 Ib uplift at joint B. 24 Ib uplift at joint AG, 56 Ib uplift at joint AD, 48 Ib uplift at joint AE, 48-lb uplift at joint AF, 47 lb uplift at joint AG, 52 lb uplift at joint AH, 49 Ib uplift al joint AI, 18 Ib uplift at joint AA, 57 lb uplift at joint Z, 48 Ib uplift at joint Y, 48 Ib uplift at joint W, 47 Ib uplift at joint V, 52 Ib uplift at joint U, 46 Ib uplift at joint T and 21 Ib uplift at joint R. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802, 10.2 and referenced standard ANSIITPI1. LOAD eASElS) Standard A WARNll'lG. VerUY dnign]>Q.nvnetD's and READ NOTES ON T1l1S AND INCLUDED MlTEK REFERENCE PAGE MI1-7<t73 BEFORE USE. Design vorK:! for uo;e on~with MITe!<; connedms. This design is bosed only upon parameters shown,_and [s for an individual building component. Apprlcablhly of design paramenters and proper incorporation of component is responsibiUy of bUilding designer. not truss designer. Bracing shown IS for lateral support of individual web members only. Addihonal temporary bracing to insure stabi~fy during construction 15 the responsibiWfy ot the erector._ Additional permanent bracing of the overail slructum is the responsibility of the building des~ner. For general guidance regarding fabricahon. ql.lOlity control, storage. delivery. erechon and bracing, consult ANSf!JPII Qualify Crt/.ria, DS8.89 and BCSlI Building Component Safety lnfonnallon availoble from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI537i 9. 14515N.OulerForly, __. Suite #300 Ch"".,Id, M063017 11I1 MiTek"' Job Truss Truss Type Qly Ply Ryland Pierson A Jt400106 T02A COMMON 10 Job Reference 0 lional 6.200 s Della 2005 MiTek Industries, Inc. Thu Jan 19 14:42:192006 Pag 1 CARTER - LEE BUilDING COMPONENTS, MOQRESVILLE, IN. 46158 f"1 0-11-4 5.7-10 5.7-10 11-0-0 5+6 16-4-6 54.6 4x6MII20II D 8.00[12 1.5x4MI120\\ 3xBM1120= H 3x4M1I20= 3x4M1l20= 3x6M1120= 14-6-14 7-1-13 22-0-0 7-5.2 7-5.2 7.5-2 Plate Offsets X Y): 8:0-8-20-0-10 F:O-B-20 0-10 197183 22-0..0 5-7-10 1'""1 0-11-4 Scale'" 1:51.0 10 o 3x8M1I20= LOADING (pst) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TelL 20.0 Plates Increase 1.15 TC 0.31 Vert(lL} -0.07 F-H >999 360 MII20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.44 Vert{TL) -0.21 F-H >999 240 Bell 0.0 Rep Stress lncr YES WE 0.16 Horz(TL) 0.04 F nfa nfa BCDL 10.0 Code IRC2003ITPI2002 (Matrix) Wind(LL) 0.05 B-J >999 240 Weight: 86 Ib LUMBER TOP CHORD BOT CHORD WEBS 2X 4 SPF No.2 2 X 4 SPF No.2 2 X 4 SPF No.2 *Except. C-J 2 X 4 SPF Stud, E-H 2 X 4 SPF Stud BRACING TOP CHORD BOT CHORD Sheathed or 4-11-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=933/0-3-8, F=933fO-3-8 Max HorzB=-237(load case 3) Max UpliftB=-192(load case 5), F=-192(load case 6) FORCES (Ib) TOP CHORD BOT CHORD WEBS - Maximum CompressionfMaximum Tension A-B=O/27, B-C=--1239/211, C-D=-1091/282, D-E=-10911282, B-J=-1621944, I-J=~7/641, H-I=-7/641, F-H=-77/944 C-J=-280/226, D-J=~133/456, D-H=-133/456, E-H=~280/226 E-F=-1239/211, F-G=O/27 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASeE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end verticallefl 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 Ib uplift at joint Band 192 Ib uplift at joint F. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11 1 and R802.1 0.2 and referenced standard ANSIITPI1. LOAD CASE(S) Standard nWl lW \\\\\\111111101/ \\\ AN III ", \)'f:-G G ( '" .::;:-' -+-: ............. Iv /~ :2" ...~G\STEI?~.. ~ 2 l<<' 0\ ~ I (NO. 19900415 j ~ . :. : . - ~;;, \. STATEOF .1$ g -::. "0'. rJlt ,,".' I." .::::- ~ ~ '<'vOIAt4.r;..' ~"V .$' // (:".$' ........... 0." " /,,/// SIONAL €.~ "", /1/ \\\ 1111f/11I1I\\\\ Janua 19 2006 A WARNING. Ver(Jy dl'!$fgn. parumeter.J- an.d READ NOTES ON TJUS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 BEFORE USE;. Oesign vafld lor u,Se on~ w;th Mlek conneelors. Th;, design is ba<;ed on~ upon paramelers shown, and is lor an individual building component. Appncabmty of design paramenters and proper incorporal;on of compOnent is responsibinly of building designer _ not truss designer. Bracing shown is lor toleral support 01 individual web members on~. Addifional lemporary brocing to insure stabinty during canstruelion is the responsibiltity of the ereelor. Additional permanent bracing 01 Ihe overall structure is the responsbility of the building designer. For general guidance regording labrk:olion, quality conlrol, storage, delivery. ereelior) and bracing. consult ANSI/TPl1 Quality Crlterh:J, DSB.89 and BCSI1 BuildIng Component Safety lntormollon ovailable from Truss Plate Institute, S83 O.Onofrio Dove, Madison, WI 53719. 14515N.OuterForty, _ iii Suite#3QO Ch.".m.ld. MO 630171111 MiTek- J1400106 SPECIAL 19718310 Job N" Truss Type Ta3 CARTER -lEE BUILDING COMPONENTS, MOORESVlllE, IN. 48158 1'-3-1 1-3-4 6-2-5 6-2"5 12-1-3 5-10-13 18-0-0 224-8 5-10-13 4-4-8 5x8M1I20::::: 28-0-8 5-8-0 6.00 f12 F 3x6MII20y 2x4 MI12011 G 3x4MII20y c V 3x8M1I20::::: Q 8x12 MU20H P R 3x4M1I20= 2x4MII20II U 3x4M1I20::::: T S 3x6M1I20::::: 3x12M1I20= 9-1-12 9-1-12 1800 8-10-4 22-4-8 4-4-8 28-0-8 5-8-0 Plate Offsets X, KO-2-15,0-2-0 SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr YES Code IRC2003fTPI2002 CSI TC 0.88 BC 0.65 WB 0.55 (Matrix) DEFL In (lac) I/defl Ud PLATES GRIP Vert(LL) -0.13 S-U >999 360 MIl20 197/144 Vert(Tl} -0.37 S-U >999 240 MH20H 148/108 Horz(Tl) 0.12 M nla nla Wlnd{ll) 0.07 Q >999 240 Weight: 206lb Sheathed or 4-2-7 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing' R-S,M-N. 1 Row at midpt G-Q 1 Row at midpt D-S, C-V LOADING (pst) TCll 20.0 TCDL 10.0 BCll 0.0 BCOt 10.0 LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD 2 X 4 SPF No.2 2 X 4 SPF NO.2 *Excepe J-N 2 X4 SPF Stud 2 X 4 SPF Stud *Except* D-U 2 X 4 SPF No.2, D-S 2 X 4 SPF NO.2, F-S 2 X 4 SPF NO.2 F-Q 2 X 4 SPF No.2, H-Q 2 X 4 SPF NO.2, C-V 2 X 4 SPF NO.2 WEBS WEBS REACTIONS (Ib/size) V=1513/0-3-8, M=1513fO-3-8 Max Harz V=-218(load case 3) Max Uplift V=-301 (load case 5), M=-301 (load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/38, B-C=-177/155, C-D=-1557/373, D-E=-1319/343, E-F=-1237/371, F-G=-1619/466, G-H=-1662/358, H-I=-1754/344, I-J=-1829/321, J-K=-1104/213, K-l=0/38, B-V=-309f213, K-M=-1475/282 BOT CHORD U-V=-245/1246, T-U=-163/1307, S- T =-163/1307, R-S=--3S/45, Q-R=0/41, G-Q=-29B/196, P-Q=-106/1569, O-P=-85/1018, N-O=-1/31, J-0=-792/171, M~N:::c-44/28 WEBS C-U=-0/239, D-U=-26/175, 0-5=-415/240, F-5=-1111297, Q-5=0/1091, F-Q=-244/807, H-Q=-266/158, H-P:::c-136/95. J-P=-49/610, C-V=-1610/198, K-O=-145f1284, M-O=-31/97 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 90mph; h=25ft; TCOL=6.0psf; BCDl=6.0psf; Category If; Exp C; 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) All plates are MT20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 Ib uplift at joint V and 301 Ib uplift at jointM 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11, 1 and R802.1 0.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard A WARNING. Verify dulgnpar<IJJU!tera and READ NOTES ON THIS AND INCLUDEDMlTEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid tor use on~ with MlTek connectors. This design is based on~ upon parameters shown, and is for on indivklua! building component. Appkability 01 design paramenters and proper incorporation at component is responsibi~ty of building designer _ nof truss desfgner. Bracing shown is for lateral support of indivklual web members only. Additional femporary bracing to insure stabi,ty during construction is the responsibillity of the erector. Additional permanent bracing. of the overall sfructure i, the re>ponsibility ot the building designer. For general guidonce regarding fabrication, quality control. storage, delivery. ereclion and bracing. comul! ANStjTPII Quality c.tt.rla, DSB-a9 and BCSl1 8ulldlng Component Safety Information Qvailable from Truss Plate Institute. 5B3 D'Onofrio Drive. Modl,on, WI 53719. ThuJan 1914:58:002008 Page 1 33-8-8 5-8-0 136-0-017-3-1 2-3-81-3-4 Scale = 1:80.6 6x12M1I20= 3x6M1I20":::;' 4x6 M1120'::::'- 4x6M1I20":::;' J K L o N M 2x4 MII20 II 3x6MH20::::: 9 9 MI~ 33-8-8 5-8-0 1 36-0-0 j 2-3--8 YMiMA \\\\\11111""111 ,,'\\\\ rc..GANG L... 111111 .::::-' .J\) ......... IV /"/ ... r-.. 5T.. .- ~ ..~G\ elf~.. ~ 2 ./<?' 0\. ~ ~ (NO. 19900415) ~ . . . . - " ." '. STATE OF i",::: ~~.... ...lJ.Jf ~ O~ ...:1\IDIA~~.... ~l<J $' "/ ~.s' ........... 0.' " .........//1 SIONAL 'E.~ "", III \\\ //1/1111111"\\ January 19,2006 14515N.QuterForly, __e Suite #300 Ch.".".d.M0630t71111 MiTek- Job Truss Truss Type Qty p", Ryland Pierson A J1400106 T04 COMMON 9 19718311 CARTER - LEE BUILDING COMPONENTS, MOORESVILLE , IN. 46158 Job Reference 0 tianal 6.200 s Del 18 2005 MiTek lndustries, Inc. Thu Jan 1914:42:202006 Pag f""j 0-11-4 5-0-7 5-0-7 9.8-0 4-7-9 14-3-9 4-7-9 19-4-0 5-0-7 ~0'31 0-11-4 4x6MII20II Scale = 1:47.4 o 8.00 [12 1.5x4 MI120 ,\ 7-5-12 7.5-12 G It 0 H 3x4M1I20~ 3x4M1I20= 3x6M1I20= 3x4M1I20= 13-2-7 19-4-0 5-8-11 6-1.9 CSt DEFL ;n (Ioc) I/deft Ud PLATES GRIP TC 0.25 Vert(LL) -0.06 B-J >999 360 MIJ20 197/144 BC 0.38 Vert(TL) -0.17 B-J >512 240 WB 0.53 Horz(TL) 0.01 F n/a nla (Matrix) Wind(lL) 0.02 F-H >999 240 Weight: 75 Ib 3x6 M1I2o'i Plate Offsets X 11 8:0-1-150-1-8 F:O-1-15,O-18 LOADING (pst) 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 IRC2003fTPJ2002 LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF NO.2 2 X 4 SPF NO.2 2 X 4 SPF Stud ~Except~ D-H 2 X 4 SPF NO.2 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 DC purlins Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) B:::292/0-4-0, J:::869/0-3-B, F:::491/0-3-B Max HorzB:::~206(load case 3) Max UpliftB:::-B4(load case 5), J:::-150(load case 5), F:::-140(load case 6) Max GravB=310(load case 9), J:::869(load case 1), F:::491(load case 1) FORCES (I b) - Maximum Compression/Maximum Tension TOP CHORD A~B:::O/31, B~C:::-165f79, C-D:::~30/187, D-E=-41B/205, E-F:::-512/119, F-G:::0/30 BOT CHORD B-J:::~ 115/167, I~J:::-11/154, H-I:::-11/154, F-H:::0/362 WEBS C-J:::-273/197, D-J=-539/87, D-H:::-146/428, E-H:::-267/204 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7~02; 90mph; h:::25ft; TCDl==6.0psf; BCDl:::6.0psf; Category II; Exp C; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint B, 150 Ib uplift at joint J and 140 Ib uplift at joint F. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502. 11.1 and R802.10.2 and referenced standard ANSlfTPI1. hVV1 ~ LOAD CASE(S) Standard \\\\\\11111"1/// \\' AN III ,\' \)'t:-G G,- '/, .;;;::..' ~ ....~~.~..... Iv ~ 2' ..~~G\ST~f:i~.. ~ 2 /0 0\ ~ ~ (NO. 19900415) ~ . . . . - -::.-t>\ STATE OF lQ-2 ~~ ... ... ~~ ~ 0", ...,1NDIA"".... ,;c.0 ~ ~ ~.$I..~.""..... 0" .$' ////1 :SIGNAL t:.~ ,\", 11111//HlIn,,\\\\\' Janua 19 2006 A WARNING - Vai(y duign parumeter.s and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE MII-7473 BEFORE USE. Design vaid for use on~ with Mirek connectors. This design i5 bmed on~ upon parameters shown. ond i5 for an individual building component. Appicabiily af design paramenter5 and proper incOlpOralion of componenl is responsibmty of building designer _ not truss designer. Bracing shown is for lateral support of individual web members on~. Addilional temporary bracing to insure stabiity during construction is the respansibitlity of the erector. Additionai permanent bracing of the overall strudure i5 the responsibmty of the building designer. 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