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HomeMy WebLinkAbout13050011 Truss Plans mom MiTek® MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield,MO 63017-5746 314-434-1200 Re: 1300159 2800 B CRAFTSMAN STANDARD The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Timberland Home Center-Brazil,IN. Pages or sheets•covered by this seal: 120197507 thru 120197526 My'license renewal date for the state of Indiana is July 31,2014. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. • d`vEGANG �goo •.P�G\STEq - • • - = No, 19900415 t. 2 • •i I • c r. • S_9 .STATE OF ' 2 '';90 T':lNOiANP :��cz .. .. .. VW ` o,Oi4SSlON An%BNG\`\P`` Mardi 5,2013 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 buildtng is the responsibility of the;building.designer;perANSUTPI I. ' • • • • • Job Truss Truss Type Oty Ply- 2800 B CRAFTSMAN STANDARD ' 120197507 1300159 A COMMON 9 1 , Igp-$gle rence loolional l Timberland Lumber Company,Indianapolis.IN 4621E 7.250 s Aug 25 2011 Mask Industries.Inc.Tue Mar 05 11:11:39 2013 Page 1 IDOJHZSyVkvUSUDPaP10eMdRzyk69-EX C9nAPp12_mtridibtVV_dnpeU0Kv2_D4HsSOze go -9-11-4 6-11-5 13-8-8 20-5-12 1 26-10-11' I 33-3-9 t- - - 40-9-0' 40 0-11-9 6-11-5 6-9-4 6.94 6-4-15 6-4-15 6-8-7 0-11-4 Scale:1:70.7 556= 6.00 IW 6 3x4 0 1B 19 324 TT 3x60 5 7 3x6"' 8 • 24// zx4 3 9 ' 54 t0 5xB 0 12 11 ;IIjam 14 c \6910 = 17 16 15 14 13 10210 II 3x4.= 3x6= 3x9= 3x6 = 324= s . •111411 s I+,' •I 70-5-12 I 79-914 I 40-0-0 I 10-0-11 - - . -10.51 - 9-0-2 . -10-2:2 PlatOffsets(X Vl: 12;.0-1-12 Eddel.111'0-7-11 0-0-2) - M..,.•_ , - TCADING(psf20,0 •, SPACING, 2-0-0 CSI ' DEFL in hoc) I/deft Lid PLATES- GRIP LL (Roof Snow=20,0) Plates Increase 1.15 TC 0.79 Vert(LL) -0.23 15-17 >999 240 MT20 169/123 TCDL 10.0 Lumberincrease 1.15 'BC 0.97 Vert(TL) -0.69 15-17 >693 180 BCLL 0.0 Rep Stress lncr YES WB 0.51 Horz(TL) 0.18. 11 •• n/a n/a BCDL 10.0 Code.IRC2006/TPI2002 (Matrix) Weight:1731b- FT=0% LUMBER '-r _,i. .• • - BRACING . '+ ' -•. it TOP CHORD 2 X 4 SPF No.2'Eicept'. TOP CHORD Structural wood sheathing directly applied or 3-0-12 ac purlins.' ' 1-0,8-12:2 X 4 SPF-S 2100F 1.8E BOT CHORD Rigid ceiling directly applied or.2-2-0 oc bracing.....-. .•BOT CHORD 2X4SPF No.2 WEBS iRow etmldpt , 5-15;7-15,. - R . '''' WEBS 2 X 4 SPF No.3 - _ with 2 X 4 SPF No.2 with 2-.10d(0.131-x3')nails and cross brace WEDGE• spacing of 20(0-0 oc. Left:2 X 4SPF No.3 et - SLIDER Right 2 X 8 SYP No.2 3 110-2 '' ' 'MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,iaccordance ...dth' Stabilizer Installation guide. --. - - REACTIONS (Ib/size) .2=1659/0-3-81(min.0-2-10),11=1650/0-38'(min:0•2-9) i, ' - _ Max Horz2=26(LC.5)s:::•.?y. Ter -_ . ' Max Uplifl2=-247(LC 5):11=-240(LC'5) FORCES (Ib)-Max.Comp./Max.Ten-All forces 250(Ib)or less except when shown. TOP CHORD. 2-3=-2882/406,3,4=•2633(381,4-5=-2467/390. 5-18=-1824/333;6-18=-1734/366, .6-01-91=1=71-6_6_6_9./634 7 V 1. 1821/337 7- 2232/378 2/3708-9W. 23 9.10=-2520/382, I)/-111A 1 12fi2/38. 'i .• IvA,, BOT CHORD 217=290/2480 16 17=-165/2032 15-16=1652032 14-15=-147/1953,13-14=-147/1953. • 1 11-13=-245/2173- •• WEBS 3-17=-317/180,5-17=12/571,5-15=-782(203 6-15=-167/1155,7-15=-710/184, • ' 7-13=0/401. NOTES' (8) S 'a ' T 1)Wind:ASCE 7-05;90mph;TCDL 6 Dpsf;BCDL 6 0psf h=30ft;Cat.II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed; - ehd 2)TOLL:ASCE left and right 7-05 0-1=20 exposee 1191 root snow) Cate o loll;Exp Et;Fully Ex •Ct=1.1 • • I �`,N‘N111tGANl'jrl-If P ( ) 9 d P Y P: NNN .JE Ci 4/L 0 3)Unbalanced snow beds have been considered br this design. 5 4 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs •G\STa;jar••, non-concurrent vntn other lice loads...-. QF' - Fes. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - • No 19900415 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 247 lb uplift at joint 2 and 240 lb uplift at joint • = _ 11. = • t : • 7)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required. % -0 STATE OF j C' 8)If Southern Pine(SP or SPp)lumber Isspecified the desigiivelues are those effective 06/01/2012 by ALSC or.proposed by SPIB. 9 % ; W C LOAD CASE(S)'Standard , . %OX*'9.. I. c3 .' . .4W/1111111113 - March-5,2013 A WARNING Verify design pmmndes and READ NOTES ON IRIS AND INCLUDED MIIPX REFERENCE PAGE PII/7473 BEFORE(: E: Design-sold lo•useoly_ 1h mat connectors.This tl io e boned only pp pa elershown ones Ica on n?kluol buldPg component. - Appl blity ofdesign poomeleso d proper incorporollon of component is responsibiliDof at b Mng designer zrsol l ss designer.Bracing shown for dlerai support olndivdual web members only Add l onol temporary Moo ng to ensue Robby d ino co iiruclen is the r panub ll iy of the r Mire k- to cream,.Add do of permanent bracing of the overar structure a the responsibility of the buid ng designer.fa general guidance regarding. . ?objection.quality control.sloroger tleWery.ereclion end bracing.consult ANSI/Nn guaaly CrXeda.058.89 and 8C51 lading Component '14515 N.Outer Forty.Suite 9300 solely information' vailabb Irons muss Plato lnslitulo.781-N.lee Street.Suite 312'Alexandlq.VA 22314. ,Cneeterleid,MO 63017 • dteurhem Pate I5P)hinter is w«iN.4[Ni denorvalues ate Mesa elective . I, a . - • w Job Truss- . Truss Type ply Ply i 3800 13 CRAFTSMAN STANDARD • 120197500 1300159 A1G GABLE o I • 1. - Timberland Lumber Company,Indianapolis.IN 46210 v - Job Aug nneRnoesi!Weenies,Inc. 'rue Mar 0511:11:40 2013 Page I - ID,0JHz5yVkvUSUDPaP18eMdRZyk69-ikm%_WORosedv7HpFJOk1 CAza2nH31j75j1 P_lza_gn 9110-4 6-11-5 I 13-8-6 1 18-01 20-5-12'1 26 40-11 :333-9 40-0-9 40-1114 0-11-4 6-11-5 6-9-4 4-3-8 2-5-12 64=15 6-4-15 6-8-7 0-11-4 5x6= Scale=1:79.7 SHEATHING SHOWN IS NOT 6.00 iT 'PART-OF COMPONENT DESIGN. 6 C. Sheet Front ROI Option 2-11-4 3x4 � 3x4 0 1 Ply 1/2 x 4 x B Duramale 346 9 44 45 7 5x8 C 5 O B r{. / 46 3 e � i ^ 2 �wp, 10 iN `.81 4. i4. RP R% 114 6x6= 19 10 17 16 15 14 13 , 12 3s4= 396 = 3x6= 3s6= 3x4= 10x10 = 12x12 = -I 10411 ei--- - 20-5-12 f 240.14 I 37-0-12 1 4009 • '10-0- 1 - 19-5-1 9-4-2 7.244 _ 2-114 Plate Offsets'fX'ft F2:E_dge.0-327[18:0.3-0 0-3-01 112:Edae 0-3-BE 1200-0-0 0_01.12019-1-8.0-1-01.121:0-3-0 41'1 81-4(2.2:0-1-19.4-1-01,(23:0-1-17 0-1-01• LOADING(psf) SPACING 2-0-0 CSI DEFL in (IOc) 1/deft lid PLATES GRIP TOLL 20.0 Plates Increase 1.15 • TG .072 • Vert(LL) -0.21 1719 >999 (240 - MT20 169/123 (Roof Snow=20.0) Lumber In 1.15 "BC. `0.90 - Vert(TL) -0.62 17-19 >711 180. BCDL 10.0 mbRep Stress Ina,- NO WB 0.74 Horz(TL) 0.14 12 • •n/a n/a " •BCLL 0.0 Code IRC2006/TP12002 BCDL 10.0 (Matrix) Weight:217 lb FT=0% LUMBER BRACING - TOP CHORD 2%4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc Furlins,.except •BOT CHORD 2 X 4 SPF-S 2100F 1.8E'Except' end verticals. 16-18:2 X 4 SPE No.2 8OT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.3'Except' WEBS 1 ROW at rnidpt 5-17:7-17,9-12 10-12:2 X 4 SPF No.2 with 2 X 4 SPF.No.2 with 2-10d(0.131'x3')nails and cross brace •OTHERS 2 X 4 SPF No.3 spacing of 18-0-0 at - WEDGE - Left:2 X 4 SPF No.3 :MiTek recommends that Stabilizers and required cross bracing be • .. . . :installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1643/0-3-8 (min.0-2-0).12=1608/4-3.8 (min:0-2-0),14-264/4-3-8 (min.0.2-0),13=-208/4-34B (min.0-2-0). Max Herz 2=-8(LC 5) Max Uplifl2=-251(LC 5),12=-294.(LC 5)x13=.-208(LO1).•Mai Grev2=1643(LC 1),12=1608(LC 1),14=339(LC 4) FORCES (lb)-Max:Comp./Max Ten.-All forces 250(Ib)or less except when shown. - \/ r TOP CHORD 2-3=-2865/413,3-4=-2599/388,4-5=-2433/406,544=-1790/342,644=-1700/374, IIV.' ` ,1 645='1629/376 745=-1784/345 7 8=-2150/407 8 9=-2308/389 9-10=-569/205. j/L/1• 10-12=-489/200 t.' - . BOT CHORD 2-19=-262/2445,18-194-138/2002;17-18 4-138/2002,16-17=-127/1883,15-16=-127/1883. 14-15=-245/2093,:13-14=-245/2093,.12-13=-245/2093 -, WEBS 3-19=-310/180,5419=41/572,5-17=-784/203;6-17=-174/1120,7-17=-651/195, 7-15=-21/316,9-12=-1978/212 ' NOTES)W nd:ASCE 7-05 90mph;TCDL'6.0pst BCDL 6 0psf;.h=30fl Cat:ft;Exp 8;enclosed;C-C Exterior(2):cantilever left and tight exposed: ``,xx xxxvlgG ANG.z y7j02v end vertical left and right exposed Lumber DOL 1 33 plate grip DOL=1.33 j- .. • (/ is . ..... 2)Truss designed for wand loads in the plane a the truss onlyr.For studs exposed to wind(normal to the face);see Standard Industry Gable •G1STEja • End Details as applicable or consult qualified building designer as per ANSI/TPP T. S t F.0% f- 3)TCLL:ASCE 7-05 Pf 20 0"psf(fiat roof snow);,Category 11;Exp 81 Fully Exp.;CM1.1 = • NO. 19900415 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.2.00 times flat roof load of 20.0 psf on overhangs = t - a • n s . . non-concurrent with other live loads. 'y'o' : p STATE OF- 1'¢•6)All plates are 2x4 MT20 unless otherwise indicated. ' • ' - % 9 • W 7)Gable studs spaced at 1,-4-0 ob- - - O.c ':yvDIASV.:•X4°'`7 8)This truss has been designed for a'.10.0 psf bottom chord live load nonconcurrent with any other live loads. x./0/‘-‘," .......... 6 p 9)Provide m haneticonnection(by others) truss to bearing plate capable of withstanding 251 lb uplift at joint 2,234 9"uplift at joint 12 '7]]7///`S'ONA1 tENllxvxV and 208 lb 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)Is always required. • March 5,2013 11),If Southern Pine(SP.or SPp)lumber is specified the design values are those effective 06/01/2012 by ALSC or proposed by SPIB...: AWARold o Verify design prmmfidersThe RP.ADNOTES ON THIS AND INCLUDED D17ii oREFERENCEPdGEMII7473BEFOREUSE. .∎ Dog valid to seely bel k co eeclor4.ihb deign s based only upon peaOzerh arid l for an individual building component. Ap n idea lay of design parelmeten arld Proper incorporation of compel-tent 15 espo b1ily f building design not Mos designer/Bracing shown Bec lolerol Support of individual web members er Additional temporary bracing 1 nsbe sladdtyd during construction 4 the respo drily of the .� rs rB1Te1.' arecloGAdduwnal permanent bracing of the overall structure is the essultsbBly al the busdrtg designer.For genera,guidance regarding mpo 145 Il abricaion.puon contra staiagp de livery,erection and racing.consult. .2,AierII DuaOry Criteria,p5Bdl9 and BCSIBUIIding Component 14515 N.Outer Forty,Suite#300 asn imamate.,mne1549k in;oscine.thedesaprtraaluunl ielb to yeaciO.xla 61/a%2oi3b7ALSC 22314, cnaMeifield,MO63o17 Job Truss Truss Type Oty Ply 2.800 a CRAFTSMAN STANDARD 120192508 1300159 AIG GABLE 1 1 Jab Reference lootional) Timberland Lumber Company.Indianapolis;IN 46218 7.250 s Aug 252011 MiTek Industries,Ina:Tue Mar 0511'.11A0 2013`Page 2 ID OJHzSyVkvUSUDPaP1 BeMdRzyk69-ikri0(_WOROsedV?HpFJOklCAia2rH31pSj1P_tze_gn LOAD CASE(S) Standard • • • • • • • • • • • • A'WARNING Venfg design pcirameters and READ NOT£S ON MIS AND INCL[WED MUM REFERENCE PAGE MII 7473 BEFORE USE. Deg lid to use oNy m mink connector This design a based only upon parameters stow and- o on nd dual bAde,9 co panenl. • Applicability of design p mete d pr pe incorporation l"component a responsibility of building d gne i truss d gm Bracing shown is tor loleals ppodolindividual web mambas only Additional t p ry bracing'lo insure stability d ing cobcmction stherusp bilftyofthe' M)Tek. . erect Additional permanent bracing of the overall t ct te h responsibility;of the building do g Fog al guidance regarding - tYl fabrication.quaky control.stooge delivery erection and bracing consult ANSI/1111 Ouallty Cdl rlo GSB89 and SCSI Building Component 14515 N.Outer Forty.Suite 6300 IISe rhernP SPl lumber Is from Aroma.ethr,<Gvea6/0112313 tNAX 2314 CnesbrfiaW.MO630t2 • . • . Job Truss - • Truss Type Oty Ply 2800B CRAFTSMAN STANDARD• . ` • • • 20197509 1300159 AG GABLE 1 1 Timberland Lumber Company,Indianapolis.IN 46218 I0 a Aug 25 01 (OpCOnnll Y ).250 aAet252mt -aVO Industries,Inc.Tue Mar 05 11:1144 2013 Page IDOJHiSyVkvUSUDPaP18eMtlRi40-0-0 02quT xs5c3icbaUBSgC2KOwl00?FBtNL?d7eze_gj 0-11 A 20-5-12 1 40-0-0 41-4 0-11-4 20-5-12 19-6-4 011-4 Scale=1:72.0 5x6= 6.00 12 17 18 19 SHEATHING SHOWN.IS NOT Sheet Front j PART OF COMPONENT DESIGN. Full Sheathing 18 20 1 Ply 1/2 x 4 x 8Ouremale 15.314 22 3x6% 12 23 5x611 -40 7 4004.010/0 i0 ri M 11 3 ?3336r 3x8 11 66 65 64 83 82 61 60 59 58 57 56 55 54 53 52 51 50 49 48 46 47 45 44 43 42 41 40 39 38 37 36 35 586= 556= .. 040 -SI • _ _ 60-0-0 I Plate Offsets(X,Y): 12 0-348.E-4ge1.1249-3-0 0-3-01.146:013-0 0-0-41 156:0-3-Q.0-0-41 LOADING(psf) SPACING 2D-0 CSI • DEFL in (roc) 1/deft Ltd • PLATES GRIP (Root Snow=20.0) Plates Increase 1.15 IC 0.19 Vert(LL) - -0.01 ' 34 •• n/r 120 .. MT20 197/144 TCDL 10-0 ' Lumber Increase 1.15 BC 0.12 Vert(LL) -0.01 34 rift ' 120 BOLL 0.0 Rep Stress Incr'•'.- NO -L WB 0.13 Horz(TL) 0.01 35 n/a Na BODE.. 10.0 Code IRC2006/TP12002 (Matrix) Weight:2791b FT=0% LUMBER - BRACING TOP CHORD 2 X 4,SPF No.2 - . , TOP CHORD Structural wood sheathing directly applied or 6-0-O oc purlins, except ROT CHORD 2 X 4 SPF No.2 .. • end verticals. WEBS 2%4 SPF No.3 BOT CHCRD Rigid ceiling directly applied or6 0-0 oc bracing. OTHERS 2 X 4 SPF No.3 . WEBS 1:Row at midpt 18-51:,17.52; 16-53„15.54.19-50.2049, WEDGE 21-48 - ' Left:2 X 4 SPF No.3 with 2 X 4 SPF No.2 with 2-10d(0.131-x31 nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be ' !installed during truss erection,in accordance with Stabilizer . 'Installation guide. • REACTIONS A9 bearings 40-0-0. - . (lb)- Max Horz2=-8(LC5):" Max Uplift All uplift 100lb or less at joint(s)2.53, 55,57,58,59.60:61,62, 63,-12 ( 65 49,48,47 45;44,43,42,41 40 39,38x37 except 3All eactio 5) Max Gray All reactions 2501b or less at joint(e)2;35,,51;52;53;54;55,.57,58„ 59;60,61 62 63,64,65 66 50,49,48,47 45 44,43.42,41,40,39;38, . ' . ' YI(Irr) blAil 37;36 r"4 FORCES (lb)-Max.Comp./Max:Ten. All forces 250(lb)or less except when shown. - - .TOP CHORD 16-17=-36/253,17-18=-36261,18-19=-34/261,1e-20=-34/253 - - NOTES ' (12) ' '' e• 1)Wind:ASCE -and right ;TCD d LWmsf;BCDL 8 03 f;plate-grip 3 COL I;x B;enclosed;C-C Exterior(2);cantilever left and right exposed; • xxxPllE6AN 1///fffx4 • 2)Truss designed for wind loads In the plane of the truss only.'For studs exposed to wind(normal to the face),see Standard Industry Gable ,? 4" ... "L ��m End Details as applicable,or consult qualified building designer as Per ANSI/TPI'1.. - • :�&STER . 3)TOLL ASCE 7-05;PF--20.0 psf(flat roof snow);Category II:Exp B:Fully Exp.;Cf=1.1 Q 0% 4)Unbalanced snow loads have been considered for this design: = NC. 19900415 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 26.0 psf on overhangs r non-concurrent with other.Iive loads. _ • . t 6)All plates are 2x4 MT20 unless otherwise indicated. � '."0 STATE OF C S 7)Gable requires continuous bottom chord bearing. , 1 -" 4 S q ••• ; (27 S 8)Gable studs spaced at 1i4-0 oc. r" -"' "% O.c './.CVDIANA':'4(/ 9)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. <i F ••.... G. C' 10)59,vide81 echani al c nnecti n(by8,her)of trust 4beari g0late 38p bl eofwit scan)ling 1i 0lb uplift at joint(s)2.53,54,55,57,58. wOffSS/ONALltiavyvxxNx 11)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. March 5,2013 12)If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/01/2012 by ALSO or proposed bySplB, a WARNING Verify designpmmnetermandREADNOTESONTHISAND(NCLUDEDADTEKREFERENCEPAGEM(7473BEFOREUSE. D sgn veld lOr use only with Mitch conneators.rhiidesign 4 based only upodporameters shown.and is far on indiviaual budding component. Applicability of design parameters Ono proper incorporation of component is responsibilital b Icing design not truss dos dedgner.bracing shown a for lateral support of rdwduol bmembers only Addlianel temporary bracing to imiteslabwly(daring cotruclion a then ponabilty et the '.Miele' erector.Adodnnol permanent bracing of the overal structure is the responsibwly of the bolding devgner.FIX general guidance regarding_ lubrication.quality control itorage(derrvery erection and bracing.consun, ANSI/RI1 Ouasty Ctlledo.055-89 arid BCSI Bang Component 14515 N.Outer F0,7.61146 4300 Safely lnlormetbn available from Trust Prole Institute.761 N.Lee Siroal:Suite 312.Alexanerio VA 22314. Chesterfield,MO 43017 II Southern pore OP)lumber b pec,neb rho drri;n vale.are thine ellea,wiLHelf21)13bY AM i5- § .. • .bb Truss °Truss Type Oty Ply 2000 B CRAFTSMAN STANDARD 120197509 1300159 AG GABLE 1 t Jab Relemnm foo9onaL) T bedard Lumber Company,Indianapolis,IN 46218 1.2508 Aug 25 2011 Mask Industries.Inc.TUe Mar 05 11:11:44 2013 Page 2 ID:OJHz5yVkvU SUDPaP18eMERZyk89.eV02qutis5c3zcbaU8SgC2K9w1QO7FBrNLPd]eze_gj LOAD CASE(S) Standard • • • • • • • • • • • • • ry`I- E5 A WARNING Verffj/design parameters and READ NOTES ON 71116 AND INCLUDED 9RTEIC REFERENCE PAGEMU 7473 BEFORE USE Design woad for se or*with Milek ccnneclors.This design based only upon parameters shown and is for on ntl tl ct building component. APPlicabey of design pedometers and proper inCaroccotion of compone I is responsibility of building designer t truss designer Boring shown n for blerol wpporl of indi iwl web rnembe only.Additional le pally bracing l nslee tabilyduag construction the resporeibiSty of the M(Tek erector.Additional permanent bracing of theoverall structure the p blify or the b ling designer,For general g idance regarding lablcatan.q quality bVOI"forage delvery erection nab g. II 4NSI/7I1 Quality CM M'OSB Oi and SCSI Building Component 14515 N.Outer Fony.Suite 0300 Solely Idomraton avaloble from boss Pale lnsfilute.781 N.Lee Sheet.suite 312.Alesarsrw.VA 22314. Chesterfield,M06301) CSourimrn Om ISP)lamb.InµwcJ1a41M only wine.me deems MM1Crrw 06/01/2013 W AIX • Job Truss at Truss Type Oty Ply 2800 B CRAFTSMAN STANDARD 120197510 1300159 6 COMMON 2- 1' • • Timberland Lumber Company, Joh Relemnrw(optional) pany,Indianapolis,IN 46218'. ]250 a Aug 252011 MiTek Indusides:Inc. Tue Mar 05 11:11 48 2013 Page 1 ID:OJHZSyVkvUSUDPaP18eMdRryk69-TGFZgFWSwK7USEuMj_XcMtVP2Gc1 a_OJIUgGPze_gf. tilt 6-1-6 I 12-0-11 180-0 I 23-11-5 I 29-1410 38-00 3V'11� •6-1tA St-6 511-5 Stt-5 511-5 5-11-5 6-14 0-11 Scale=163.0 5x6= 600 12 6 ' j I I 3x4 Or 17 1B 3x4 C 3x6 5 3x6 tit*r' v 2x4 \\ 2x4 4.ti,3 9 Alligillahlk 2 01011„Allt 5i8 = 18 15 1a 13 12 5x6 3,81= 3x6= 386 = 386= 3x4 = ""6 t- 9-1-1 (Fr 8-10-15 8-10-15 41-1 Plate Offsets(X V): 18'0.0-0 0_0-0) -LOADING(psf) SPACING 2-0-0 CSI DEFL. in (loc) 1/deft Ld PLATES GRIP TOLL 20.0 Plates Increase 115 _ . TC, 99 , 0.50 Vert(LL) -0.16'10=12' > 9 240 MT20 197/144 (Roof Snow=20.0) ' Lumberincrease 1.15 BC-- 0.78 Vert(TL) -0.48.10-12 as 180 _ BOLL 10.0 Rep Stress'Incr' .YES - WB 0.46 HOrz(TL) 0.15 10 n/a n/a • BCLL 0.0 Code.IRC2006/TP12002 , (Matrix) Weight:145 lb FT=0% BCDL 19.0 LUMBER - BRACING • TOP CHORD 2 X 4 SPF No.2 ' ' , TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc pudlns. 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 No.3 WEBS 1 Row at midpl 7-14,5-14 WEDGE - With 2 X 4 SPF No.2 with 2'-10d(0.131'x3')nails and cross brace • Left:2 X 4 SPF No.3,Right:2 X 4 SPF No.3 spacing of 20-0-0 oc. -w. MiTek recommends that Stabilizers and required cross bracing be `' installed during Buss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=149310-3-81min.0-2-5),10=1493/0-3-e (min.0-2-5) - - .. • Max Upli%2=-226(LC 5),10=-226(LC 5) - FORCES,(Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-2559/362,-3-0•-2334/335,4-5--2234/351?5-17-,-1657/300;6-17=-1513/328, 6-18=151/32/328 7-'18=1657/300 , B 2234/351 8;9e2334/4332 9 2 12.13=-1 2 BOT CHORD 2-16=233195/2 15 16=-123/1828 14 15=123/1828 13-14=-123/1828,12.13=-123/1828, 1 10-12=-233/2195 IV,rIV\/_I✓/,I WEBS 6-14=-148/1047,7-14h:689/175,7.12=-5/482;9-1'2 265/156,5-14 689/175, 5-16=.5/481:3-16=-264/156 •' NOTES (8), - • 1)Wind:ASCE 7-05;90mph_TCDL-6.0psf;BCDL=6.0psf;h=30fl:Cat.'It Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed; end vertical left end right exposed;Lumber DOL=1.33plate grip DOL=1.33 2)TOLL:ASCE 1435;Pf=20.0 psf(flat roof snow);Category II:Exp B;Fully Exp.;Ct=1.1 - 3)4)This abuss snow for grater of min f roof live loadnof 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs ```NNN . GAN- ///,,v non-concurrent with other live loads. -4,.. (. .,� 5)This buss has been designed fora 10.0 pstbottom chord live load nonconcurrent with any other.live loads: •'<c,*G\STE,9'•. 6)Provide mechanial connection(by others)of truss to bearing plate apeble of wlthstanding'1001b uplift et joint(s)except(ft-1o)2=226, /-4,, F •• 10=226. "`-? • -i2�r - No. 19900415 = • 7)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required. _ _•8)If Southern Pine(SP or.SPp)lumberls specified,the design values are those effective 06/01/2012 by ALSC or proposed by SPIB,. C • 1. _ ' • -g '•' STATE OF : ¢ LOAD CASE(S) Standard le 9 4r C G ` • - - March 5,2013 AWARMN Verif idesrynparamete rsandRE ADNOTESONTMSAlmINCLUDED MEEK REFERENCE PAGE BRr7473 BEFORE USE. • NS.. Design valid fig use o, with Meek cMU,ecto iris desgnebosed plM upon parpmeton shown a datoro d bIplbuddiq component _ ,. ®e ' Appr bily of design parameters and proper ncomaratio of component b esponsiblty ol b building designer- t1 designer.Bracing shown (YS_I,Y•iliN f is I Lateral supped orntl iduol web members only.Additional t porary br< g1 stability d ng c t 1 n the resporshrty ofthe MIR** erector:'Addit al permaneM b g of the overall structure is the responsibility of the b ilding d 9 or f or general guidance regarding labfication:evaltif conrolstoroge deWery erection and broCng:cOsull ANSI/1611 Quality C,I ,U.055-S9 end SCSI Building Component 14515 N.Outer Flirty,suite e300 Solely Infarmel-Ion voioble from trots Plate Imleute.781N.Lee Street.Suite 312.Alexandria,VA 22314. Chesterfield,MO 83017 esoudwrn PtmelSni raw it we<ra a-one evlpi salon ma uvaewfxr:.eoe/01/2013 byArsc h • 1 -. _ I Job Truss Truss Type, Qty Ply 2600 a CRAFTSMAN STANDARD . . •1300159 BG - g 2 G_ABLE I 1 120197511 Job Reference foot oriel) Timberland Lumber Company,Indianapolis.9548218 7.250 s Aug 25 2011 MiTek industries;Inc Tue Mar 05 11:11:49 2013'Pepe 1 ID:01Hz5yVkvUSUDPaP18eMdRzyk69-xTpxibX4hdFL4NTVHi2ro52yrxgxl gRGSWdiOprze.ge -0.11-4 6-1-6 t 12-0.11 18-00 )9-0-9 23-11-5' 5 29-10-10 3660 11� 0-11-4 6.1-6 511-5 5-11-5 1-0-0 4.11-5 5-11-5 6-1-6 0.11-4 SHEATHING SHOWN IS NOT 5.6= Scale=1.630 PART OF COMPONENT DESIGN. 6.00 12 6 Sheet Front /lrly Left Option 0-11-4 A of.410- 1 Ply 1/2 x4 x 8 Ouremebe 3x4 i 23 3x4 356--ti 5 356 �/���666�2xa \\-5� 6 2xa 2xa G 3 9 of 2 2a4x//• /*8 r 1011(W 5x6 = 16 15 14 13 12 56'_ 254% 354= 356= 340= 3x6= 3x4 = QQ 11 0-1-1 - 26-10-15 - l - -- 3&0.0 Gt1-4 8-1-13 - &10.15 - B-t0-15 9-1-1 •Plate Ofhebs fX Vl: 121:0-1-8 0-1-01.-- - - . LOADING(psf) SPACING 2-070 CSI DEFL In :(loc) 1/deft Uri PLATES GRIP • TCLL 20.0 Plates Increase 1:15 - :TC 0.57 Ved(LL) -0.16'10-12 >999 240 MT20 197/144 (Roof Snow=20.0) Lumber Increase 1.15 • BC 086 Verl(TL) -0.4810-12 >886 180 • TCDL 10.0 Rep Stress NO WB 0.46 Horz(TL) 0.15 10 n/a n/a ". BCLL• 0.0 .,Code!IRC2006/rP12002 (Matrix) Weight:165 lb FT=0% BCDL 10.0- LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc pudins. 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 NO.3 WEBS 1 Row at midpt '7-14.5-14 OTHERS 2 X 4 SPF No.3 with 2 X 4 SPF No.2 with 2-10d(0.131-x3")nails and cross brace WEDGE " spadng of20-0-0 oc. Left:2 X 4 SPF No.3,Right:2 X 4 SPF No.3 • • MiTek recommends that Stabilizers and requiredCross bracing be •. -. .. . • installed during[nisi erection,in accordance with Stabilizer • Installation guide. REACTIONS (113/size) 2=1493/0-3-8(min.0-2-5).10=1493/0-3-8 (min.0-2-5) , Max Uplift2=-226(LC 5),10=-226(LC 5)„ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or,less except when shown.- TOP CHORD 2-3=-2559/362,34=-2334/335.4-5=-2234/351,5-22=-1657/300,6-22=-1513/328, 6-263=151/32/328,72-31=116157/300 7 8 15=-1/3/1 8-,=2334=/13:132 1 26,12.13 -1 BOT CHORD 2--1=-233195 15 6= 2317828 14-15=-123/1828 13116 3/1828 12-13=-12311828, 102=-233/2195 yiim lAxii • WEBS 6-14=-148/1047,7-14=-689/175,7 12 -5/482,9-12 265/156,5-14=-689/175, 5-16=5/481;3-16=264/156 • • NOTES (10) • 1)Wind:ASCE 7-05190mph:TCDL=6.0psf;BCDL=6.Opsh h=30ft:Cat.It Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed; ' end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only::.For studs exposed to wind(normal to the face),see Standard Industry Gable - 'consult 3 TOLL:ASCE 7-05;1Pf=200 pssf fiat roofasnow:CategoaggExr B Fully Exp.;Ct=1.1 ' - - `,s>"UgGANQ z�//O// P ( ) i ry p Y p; 4)Unbalanced snow loads have for beeh greater inter of i for roof Il design. -- .. L // 5)This truss has been destgnetl for greater o/min root live toad 0116 0 psf or 2.00 times flat roof load of 20.0 psf on overhangs +°G7STEH • non-concurrent with other live loads. - •- �'Q�' • FO•:• 6)Gable studs spaced at 1-4-0 ac. • = NO. 19900415 ? = 7)This buss has been designed for a40.0 psf bottom chord live load nonconcurrent with any other live loads. • 8)Provide mechanical connection(blethers)of truss to bearing plate capable of withstanding 100 lb uplift at icings)except Qtnlb)2=226, _ i 10=226. - - % -Oy STATE OF ? 4 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)Is always required. 'g 9 W C 10)It Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/01/2012 by ALSO or proposed by SPIB. • (:).4,%••!HDIAN?..'2l" C- LOAD CASE(S) Standard , 7� ON Al G` `\ �. `SS/ EN \\� • " fills//111111117\\\\ ' - r March 5,2013 a A'WARNINO Vdrtfg design pm .ders and READ NOTES ON TWA AND INCLUDED MIEN REFERENCE PAGE III7473'ilWPORE BSE.. Design Id far use only with Milt CdOnectors:Ths desgn is based only upon pbrarnelers shown.and is for an individual budding component Applicabiity of cosign parameters one proper incorporation of component is responsiblily of building desgn not truss desgner Bracing shown is for kalerol supped of individual web memben any.Additional ternpaa-y orocog to npxe st ity during c t ctin is the responsibility of the MiTek'. erector.Additional permanent bracing af the overall structures the resposbrity of the building a gro For general guidance regarding - fabrootion,quality control.storage,delivery.erection and bracing.consult i ANSI/mil Openly Criteria,OSSe9 and SCSI Sanding Component i 14515 N.Outer Forty.Suite 0300 Sumbepecfi1 si 1 N e e Alexandria. 22314. - chesterfield.MO 83017 nn oto n Pine Information is s ed d ign taken.a Pn/.eIteeceve06/0t L t.- • Job Truss Truss Type thy Ply 28008 CRAFTSMAN STANDARD 120197512 1300159 C COMMON a I Jnb Reiner-tr.=motional) ?Tmbe,Iand Lumber Company,Indianapolis,11486210 - 7.2505 Aug 252011 MITek Industries,Inc.Tue Mar 0511:11:51 2013.Page 1 ID WHz5WWUSUDPaP18eMtlRZyk69-t xhIHVKDFV3JSOwP84JWW BUtrBMBI_xBVtkze_gc 1-111 11� 5 4 9-8 1 it- 11 17-0-0 22-7-5 I 28-2.10 34-0-0_ 311-1+-h 0-11-4 5-9-6 5-7-5 S-7-5 5-7-5 5-7-5 5-9-6 0-11-4 ' Scale a 1:59.7 4x6= 600 12 8 ri 3x4 4 B 3x4 O 3x4% 1] 5 3x4 4 a 24\ 244 O 3 9 22 W 10 +6 15. 14 +3 12 z 5x6 = 5x6= 3x4 = 3x4 = 3x8= 3x4 =' 354= • I -- 1 25$ 0 15 340 I -• 8-7-1 • a-4-15 84-15 8-7-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft L/d PLATES GRIP 7CLL 20.0 Plates Increase 1.15 IC 044 Vert(LL) -0.13 2-16 >999 240 MT20 197/144 (ROO/Snow=20.0) Lumber.Increase 1.15 BC 0.71 Vert(TL) -0.40 2-16 " >999 180•TCDL 10.0 Rep Stress lncr YES WE 0:44 • Horz(TL) 0.13 10' Ala- n/a - BCLL 0.0 Code''1RC20067TPI2002 BCDL 100 _ (Matnk) a Weight:1371b• FT=0% LUMBER ` BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc Audios. BOT CHORD 2 X 4 SPF,No.2 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2%4 SPF No.3 WEBS 1,ROw at midpt 7-14.5-14 WEDGE - r, with 2 X 4 SPF No.2 with 2-100(0.131-x3-)nails and cross brace Left:2 X 4 SPF No.3,Right:2 X 4 SPF No.3 - sparing of 20-0-0 oc. 'MiTek"recommends that Stabilizers and required cross bracing be • . installed during truss erection,in accordance with Stabilizer Installation guide. ' REACTIONS (Ib/size) 2=1413/0-3-841in.0-2-3).10=1413/0-3-8 (min.0-2-3) Max Upliffi=-216(LC5),10=-216(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-0=-2404/339.3-0=-2193/315.4-5=-2055/330`5-17=-15611282.6.17=-1425/309. 6-18=-1425/309;7-18=-1561/282,7$=-2055/330,8-9=-2193/315,9-10=-2404/339 ROT CHORD 2-16=-216/2059,15:16=-114/1720.,14-i5=-114/1720.13-14=-114/1720,12-13=-114/1720, 10-12-216/2059 k ^WEBS 6-14=-140/985.1-14=-647(165,7-12=31450,5-14=647/165,5-16=-3/450 NOTES (8) .. . . -YIA671 1)Wind:ASCE 7;05:90mph:TCDL=6.0psf:BCDL=6.0psf;h=30ft;Cat,II;Exp B;enclosed;C-C Exteriar(2);cantilever left and right exposed; 'end vertical left and light exposed:Lumber DOL=1.33 plate grip DOL=1133 2)TCLL:ASCE 7-05;Pf=20.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 . 3)Unbalanced show loads have been considered for this design. 4)This buss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with-other 5)This bliss has been-des gnledfor a510.0 psf bottom chord • live load nonconcurrent with any other live loads. .5555x\5\EGANG7]7]"ca 6)Provide mechanical connection(by ethers)of truss to bearing plate capable of withstanding 100 Ib uplift at)olnt(s)except(jt=lb)2=216. `55 . ............ ' 10=216. " o\STEq 7)Warning:Additional permanent and stability bracing for buss system(not part of this component design)is always required. - 77Q- FC) 8)If Southern Pine(SP.or SPp)lumber is.specified;the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. _ No 19900415 ? _ LOAD CASE(S) Standard .0 e . • _- " n :a ATE O6 C • :L-%./ialAst•-c,{`' : G 5 5 ' , . . -'iFSSNA'1sN 555 Mardi 5,2013 ®{VARM)9D verifg,doign part]Adorn mad READ NOTES ON 771/S AND INCLUDED MILE REFERENCE PAGE 12117473 DEFORE USE.- MI - Design valid for se orgy wilh Mite(dariniscrof s.This tl sig based only upon parameters shown.ond e for on individual buld'ng component. Applcadfiiy of design paramelen and prOpef incorporation of component is reponSbdly of Wading Resigner t truss designer.Bracing shown a ereo�Addlbnnol ptenrnonooni ng of theme erllsllnic'Iira's'theesp blty of the boding deigneelf«ger�ierlal guidOcergmartlng al the MiTek' fabrication.quality control.storage.delivery:erection and bracing.consult AN51/11.11 QualyCrledo,17SBA9 end SCSI sowing component • 14515N.Outer Forty,Suite 9300 .s; Solely Prailetan,amtm weaned the drip valves a Me+es.eOa<[M061/01/2013 b'ALH 22314. CM1nlerAek,MO 61017 Job Tress , Truss Type Oly Ply 2800 B CRAFTSMAN STANDARD - 120197513 1300159 CG GABLE I 1 Timberland Lumber Company.Indianapolis.IN 48218 7.2506 Aug 25200111(MI Tst Induslnes,Inc. Tue Mar 0511:11:532013 Page 1 ID:eMz5yVkvUSUDPaP18eMdRzyk69-pE2SjzabksInY7nJWX7n3xCLjHVgcKs2RFgbycze_ga 9-11 17-0-0 34-0-0 34-111 }II 17-0-0 17-0-0 0-11< SHEATHING SHOWN IS NOT sale=1:60.8 PART OF COMPONENT DESIGN. 456— 800 12 15 16 Sheet Front t4 Il Full Sheathing 13 17 1 Pty 12 x 4 x 8 Duramate 18 542 56 3x4 9 9 "203.4..„, 0 021 9 9 4 22 7 �00isj� 1 23 1.0011 °I'll 3 4 5 2r; 27 2Ash ;�. . a11 liiiitSS S 28 ill 3x4 = 3s4— 3x1 3 54 53 52 51 50 49 48 47 46 45 d0 43 42 41 40 39 39 37 36 35 34 33 32 31 30 358 II 354 = 354= wale I 34-0-0 Ptatt Offsets(X YJ;_[2'0-0-1.0-0-121,-[2:0-2-7,Fg 9)J28:0-0-1.0:0-12]; ,E_tgel - LOADING(psf) SPACING 2-0-0 CSI DEFL in (100) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 29 Nr 120 MT20 '- 197/144 (Root Snow=20.0) Lumber.lncrease 1.15 BC 0.05 Vert(TL) -0.00 29 n/r 120 Tat I_ 10.0 • „Rep Stress'Incr •-NO WB: 0.17 Horz(TL) 0.01 28 n/a n/a•BCLL 0.0 Code'IRC20067TP12002' (Matrix) Weight:20815 FT=0% BCDL 10.0 - _ . . LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF No.3 ,' ,1-, , , WEBS 1 Row at midpt 15-42 WEDGE. y • with 2 X 4 SPF No.2 with 2-10d(0.131'x3")nails and cross brace Left:2 X 4 SPF No.3,Right:2 X 4 SPF No.3 spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be - Installed during truss erection,in accordance with Stabilizer . ;Installation guide. REACTIONS All bearings 34-0-0.. .- . (Ib)- Max Uplift All uplift 100 Ib or less at Joint(s)2:28,44,46.47,48,49,50,51,52, 53,54,40,38,37,36,35,34,33.32.31,30 Max Gray All reactions 250 lb or less at joint(s)2,28,42,43,44:46,47,48,49, 50,'51,52,53;54,41,40,38,37,36,35,34,33,32,31.30 - FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. t/1/V I NOTES (12) ' 1)Wind:ASCE 7-05:90mph;TCDL=6.0psf;BCDL=6.Opst;h=30ftj Cat.It Exp S;endosed;C-C Extenor(2):cantilever left and right exposed; end vertical left and right exposed:Lumber DOL=1,33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only.'.Foe studs exposed to wind(normal to the face),see Standard Industry Gable. End Details es applicable,[or consult qualified building designer as per ANSI/TPI 1. . 3)TCLL:ASCE 7-05:Pf=20.0 psf(flat roof snow);Category II;Exp B:Fully Ezp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. , • —'•5)non-concurrent with other Iva loads:eterof min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0,psi on overhangs \`\`yyv\��GAN(y'.4�/74xz 6)All plates are 2x4 MT20 unless otherwise indicated. `: 'i- (.7 •i� , 7)Gable requires continuous bottom chord beating. '(j\STE'q 8)Gable studs spaced at 14-0 oc. . - - f Q�' c1"‘•0 9)This truss has been designed for a 10.0 psf bottom chord live load nonconwn'ent with any other live loads. Z ' No. 199004 15 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,28 44,46,47,48, = 49,50,51,52 53 54,40(38 37'36,,35,34;33 32 31,:30: _ — 11)Warning:'Additional permanent and stability bracing for.truss system(not part of this component design)is always required. q STATE OF • 2 "• 12)If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/01/2012 by ALSO or proposed by SPIB. 9 W LOAD CASE(S) Standard �,'i//A7OSS/ONAI 1—&' sC• March 5,2013 ®WARNING Yen/u design parameters and READ NOTES ON THI S AND INCLUDED,MTSK REFERENCE PAGE NTT 7473 BEFORB USE Design lid for use only with MO k danecron,015 design a based only upon parameters shown.and h for cm individual buadkg component. MI Applicability at design parameters a d prop ix-corpora/Mr of cp po a Ih responsibility of buikigig designer not truss designer&acing shown for lateral support of indiviclUal web members only.Additional t porory bracing to Insure stability d ng construction is they sponsbllH of the MiTek' erector..Add I onol permanent bracing of the overall structure is the responsibility of the building des deagner For general guidance regarding, . folvicoion.quality control.storage,tl lvery erection nob cing.consult 'ANSI/1411 Quatly criteria,050-09 and Bcsl Beading Component 14515 N.Cheer Forty,Suite 1300 safely irdonnotlon-available from truss Plate Institute.781 Lee greet,Suite 312:Alexandra;VA 2231E - • Chesterfield,MO 6301 0Soud.emPine Ism lumbar w«,fiy the 4.nip.mhres are those 4t acn ne0,101/mu by AIM • - p1 • . Y • 'Job Truss -I.TNSBType thy Ply 29008 CRAFTSMAN STANDARD 120197514 1300159 0 COMMON 3 1 Job Reference(optlonall Timberland Lumber Company,Indianapolis,IN 46215 7.250 a Aug 252011 Wets Industries.Inc.Tue Mar 0511:11.54 2013 Page 1 ID:OJHz5yVkvUSUDPaPlBeMdRzyk69;10cgwJbDVAteA9MV4FeOb81TZhhFLmHBgv09U3ze gZ I 5.1:12 I 1000 1440-4 '2000 21-3-4 5-1-12 4-10-4 4-10-4 5-1-12- 1-3-4 416= Scale=1:45.0 4 8.00 1 10 11 274 •O 2x4'2 5 ...7.1N 3744 3.4 Q 3x4 X 2 fi 374 C7 1 1 e. II 5x9 11 9 5512 II_ 559= • 1 10-0-0 . 204)0- '-I I. ---1000' 1040 Plate Offsets(X Yl' 11:0-3-8 Fdoel.P.0-4-13.pdnel (9:0<41 0-3-01 - • LOADING(psi) SPACING 2-0-0 - CSI DEFL in ;dm) 1/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 ' 'TC 0.30 Vert(LL) -0.14 ' 7-9 >999 240 MT20 197/144 (Roof Snow=20.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.38 1-9 • >63e. 180 ' BOLL 70.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.03 7 n/a n/a _ BCLL 0.0 Code;IRC2006/TP12002 BCD 10,0- (Matrix) Weight:81 lb FT=O%. LUMBER BRACING ' 'TOP CHORD 2 X 4 SPF No.2 TOP CHORD SSodural wood sheathing directly applied or 6-0-0 oc pudins. 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.No.3 ,MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2 X 4'SPF No.3 3-0-14:Right 2 X'4 SPF.No.3 3-0-14 "installetl during buss erection,in accordance with Stabilizer mstallaticu grid REACTIONS (lb/size) 1=798/Mechanical.7=879/0-38 (min.0-1-8) . Max Horz 1=-19(LC 5) Max Uphille-50(LC 5),7=-94(LC 5) - ' 11 FORCES (lb)-Max.'Comp:/Man.Ten.--All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1041/90,2-3=-901/122,3.10=-805/9.6,4-10=-665/116,4-11=-727/115,5-11=-804/98, 5-6=-897/119,6-7=-1038/88 BOT CHORD 1-9=-2095,7-9=0088 WEBS • 4-9=-19/542,5-9=-259/114,3-9=-273/119 � � NOTES (AAA '4 1)Wind:ASCE 7-05;90mph;TCDL 6.0psf BCDL 6 0psf;h=30ft:Cat.11;Exp B:enclosed;C-C Exterior(2);cantilever left and right exposed; end vertical /� left and right exposed;Lumber w): 1 eg plate grip L:Fully 3 2)TCLL:ASCE 7-05:Pf=20.0,psf(Oat roof snow) Cathis del:Exp B Fully.Exp;CP1.1 ' 3)Unbalanced snow loads have been considered for this design.' • 4)This truss has been designee for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-onairrent with other live loads. - 5)This truss has been designed for.a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 6)Refer to girder(s)for truss to truss cannedions - g11lti 1119// 7)Provide 8)Warnng:A dtionalpermane t and sabilitybacingtfor trussgsyste (notbpail owithstanding thistcomponentt design)aislalways required. �A:,"l lG.GANG ///O/, 9)If Southern Pine(SP or SPp)lumbers specifd,the design values are those effective 06/01/2012 by ALSO or proposed by SPIB. • `�� -v • iG 0, 'p1STFq' LOAD CASE(S) Standard r - it FO s 1st No. 19900415 • • 'G .. STATE OF + ¢ 1.%90.c.':/NDIANt. �4�. ` • • • March 5,2013 ®WARNTNO•Vmfy dofga paramdern and READ NOTES ON TINS AND INCLUDED MITER!INFERENCE PA GB/41f 7473 BEFORE USE. ' Design valid far use only with Meek connectors.itth design a based only upon paometets shoWn.and e for an individual buidmg component. Appiic drily Of aeOgn parameters ama proper incorpaatbn of COMponent 9 responsbfty of building designer not truss designer.Bracing shown for lateralsuppan of individual web members only Additional temporary bracing lo insure stabil!),d 'rig construCtiOn he respOrm b,rly at the MiTele erector.Additional permanent brocing of the overoi structure is Me responsiblity of thebLidng designer.For general guidance regarcfing fabricolioni quality control.storage del very,erection and bocing.consult' AN51/1I11Quality Cdterle.055-139 and sCS19u11ding Component • "14515 N.Outer Forty,Suite Na00 Solely pent.drrhednsitnfwi s .el then eell lecraee06/0/SOt3 tyALX 22314. Chesterfield.M063017 VA a1 Job Truss Truss Type Qty' Ply '20000 CRAFTSMAN STANDARD 120187515 1300159 DI COMMON 1 I Timberland Lumber Company.Indianapolis.IN 46210 7.250 5 Aug A 2!5200111 MiiTek'Mystics.Inc.Tea Mar 05 11, 2013 Page 1' IonJ Hz5yVkvUSUDPaP18eMdRzyk69-miACetbrGT?Volwiey9F8MH2f5104CsLv29OVze_gY I -1-4 7-11-8 I 12-9-12 1 17-11-6 119.2.12 1 3-1A 4-10-4 4-10-4 5-1-12 1-3-4 4x8 = Scale=1:44.9 II 3 8.00 Ili; 12 3x4 es 2,4 G 2 4 i I 3x4= 6 = 1 5 3x4 �'� AN 3x4 �� h0 11 Ls ` 6 s f�. o1 7 Id 9 8 9.9 II 4x9= 54 = • . 1 i-11-9 I • 17.11-6 I 7-11-8 i 10-0-0 Plate Offsets(X YY '16 0-4 13,Fdoe1'IR:0-4-60-3-01 . LOADING(psf) r 7 - TCLL 20.0 SPACING 2-0-0 - CSI DEFL in (roc) I/defl Lid PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 •TC 0.60 Vert(TL) -0.17 6-8 >999 240 MT20 197/144 TOOL 10.0 Lumber Increase 1.15 BC. 0.69 Vert(TL) -0.44 6-8 •491 180 BCLL 0.0 Rep Stress!nor YES WS' 0.26 Horz(TL) 0.02 6 -h/a n/a • BCOL 10.0 . Code IRC2006/rP12002- (Matrix) - Weight:80 lb FT=0% •LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except DOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X'4 SPE,No.3 ;MiTek recommends that Stabilizers'and required cross bracing be 3 SLIDER Right 2 X 4 SPF No 3-0-14 - .`installed during truss erection,•in accordance with Stabilizer Justallatipnyuide. ... REACTIONS (Ib/size) 6=791/0-3-8 (min.0-1-8),.11=687/Mechanical _ . Max Horz 11=-56(LC 51' • Max Upldt6=-88(LC 5),11=-43(LC 5)- ' ' FORCES (lb)-Max:Conip./Max:Ten;-All forces 250(Ib)or less except when shown. , TOP CHORD 2-12=-649/89,3-12=-573/109,3-13=-503/109,4-13=-652/91,4-5 807/112,5-6=-890/81, 9-10=-10/547.1-10=-10/547 '. BOT CHORD 8-9=0/461,68=0/671 s. WEBS 38=-10/402,483-263/112,2-9=•579/59,1-11=-709/44 NOTES (9) 1)end vertical ASCE 7t and right a pose 6 umb r DOL•6033 p, to grip Cat.II;Exp ES:enclosed;C-C Extedor(2);cantilever left and right exposed /d(`,V/)v71V/1I VIVA`x/� end L:ASC Jett 05: right exposed Lumber w): 1 eg plate grip BOL=1 3 x 2)TCLL:ASCE 7-05(Pf=20.Op5f(flat roof snow);Category II;Exp B;Furry Exp.;01=1.1 3)Unbalanced snow loads have beeri considered for this design. 4)This truss has been designed for,greater of mini roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs •Ow-concurrent with other live loads: 5)This truss has been designed fora:10.0 psf bottom chord live load nonconcurrent with any other live loads.tress to •6)Provide mechanmalrconnection(b ethers)I of truss to beano latece able of withstanding 100 lba lift at joint(s)6,11. ``x.`x,JCGGAN1�z 2)/77 I Y ) 9P P 9 P 1 O _ ` �i 7 8)Waning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. .. • L zip 9)If Southern Pine(SP or SPp)lumber is specified,the design volume are those effective 06/01/2012 by ALSO or proposed by SPIB. • '.bSTEgF., P O'• LOAD CASES) Standard = No. 19900415 •; E- STATE OF /5 . - - ` 13. & aG c'-'• ' - . - .2%, "/ONAt� ``` • A 1Maoh5,2 013 . AWARNING-.Verify design parameters and REARNOTES 01V THIE AND INCLUDERNITFJC REFERENCE PAGE N11-79 la BEFORE USE ///• Design valid) only lh MTek onlector5 this deep blamed and pan POramelers show.a d a for an Menton'Welding component:. Mil APpiKabtly of design pemmeten and mope incorporation of component Sresponsibiily of b b g designer not truss desgner.Bracing shown is for lateral support of individual web members only774aditionni temporary bracing to insure stability during constructing the responsibility of the . . . IL A��®1.• erector.(Additional permanent bracing at the overall structure is he responsibility of the building designer.For general guidance regarding. FYI Il fabrication.quality control;storage.drery.erection and bracing.consult ANSI/111 Quallly,CMedo,056"B9 end SCSI Building Component 14515 N:Outer Forty,Suits=300 Safety Information.available kern Mass Patelrslilut 781 N:Lee SlreefSuite 312:Alexandra,VA 22314 "Chestersei,MO 63017 .tearoom PinetSP)b.me..IL specified,shedenyl values=re Mona eaactnamI6/ot/201.1 be AI.SC _ - ter . .. •.4'. 1 . Job Truss Truss Type CIE Ply 28000 CRAFTSMAN STANDARD 120197516 1300159 DG GABLE P 1/ • Timberland Lumber Company Indianapolis.IN 46218. .. 0: rr_ _„'.. ]2505 AUg 252m1 MTek lndusMas,Inc.Tun Mar 0511:11:5)2013 Page 1 ID9JHz5yVkvUSUDP 20-0-0 dRzyk69-01yZKd5o5FD1c441N1:3.41_vrOY7ueMtep50ze_gW l -13-0 I _ 10-0-0 20-0-0 _ .. - 21-34 i. 1-3-4 10-0-0 710-0-o ' 1-3-4 SHEATHING SHOWN IS NOT 456= Scale=106.9 PART OF COMPONENT DESIGN. 9 Sheet Fmnl Full Shezerg a 10 1PIy1/2s rn 4x8 DUraale G w 11 7.70 01/00. 8.00 12 6 4- k 5 _ i3 00 irogoi:old x ui irpliSs 4 3 5 58 I CC 16 m1 2 P � � a1 L 1] m 32. 31 30 29 28' 27 26 25 24 23 22 21 20 19 18 358 II . • 354 = . I. - . 20-0-0 I e 20-0-0 . --y. Plate• :Ls X Y: 16:0-4-2 0-13.32:1-4-2 0-1-8 ' -' ' LOADING(psf) SPACING 2-0-0 CSI DEFL in '(loc) 1/defl L/d PLATES GRIP TOLL - 20.0 ' Plates Increase 1.15 7C 0.36 Vert(LL) -0.03 16-17 rift 120 MT20 197/144 (Roof Snow=20.0) _Lumber Increase`• .1'15 'BC 0.19 Vert(TL) 410516-17 n/r 120 ' TCDL 10.0 Rep Stress'nor NO -WB. 0.23 Horz(TL) -0.01 ' 19 We n/a BCLL 0.0 Code IRC2006/1P12002 BCDL 10.0 (Matrix) Weight:?1121b FT=O% LUMBER . BRACING TOP CHORD 2 X 4 SPF Not- . r - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc pudins. except BOT CHORD 2 X:4 SPF No.2 end verticals- WEBS 2 X 4 SPF NDI3 BOT CHORD Rigid ceiling directly applied or oc bracing. OTHERS 2 X 4 SPF No.3 JOINTS 1 Brace at Jt(s):33.34,.35 . ,MiTek recommends that Stabilizers and required cross bracing be • :installed during truss erection in'accordance with Stabilizer 'Installation guide. REACTIONS All bearings 19-7;8..• (Ib)- Max Uplift All uplift 100 lb or less atloint(s)32:27,28 29 30,31,23.22,21,20,19 Max Gray All reactions 250 lb or less at joint(s)32,27;28,'29,30 31,23,22,21,20 except 26e261(LC 1), -. .24=297(LC 3),'19=310(LC 3)'i FORCES (Ib)-Max.”,Comp:/Max.Ten:-All forces 250(lb)or less except when shown. - , WEBS 24-35=-256/0 ny/ /ln �1 - NOTES cat l ` '' I 1 1)Wind ASCE 7-05 90mph;TCDL 6 0pst BCDL 6 Opsf h=300 Cat II Exp B;enclosed;C-C Extenor(2);cantilever.left and right exposed:, J _ v ' end vertical left and right exposed Lumber DOL 1 33 plate grip DOL 1 33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End.Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05 Pfw20.o pal(flat roof snow) Category 11;Exp B Fully Exp.;Ct=1,1. . 4)Unbalanced snow loads have been considered for this design. ' 5)This truss has been designed or greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other bve loads,; 7)Truss to are s unless one face or securely braced'agamst lateral movement(i.e.diagonal web). Yxvx\v\tiGAN q1" '11/"1/ ` 8)Gable studs spaced at t 4-0 oc. t' " i •• J�x 4J ... C. i� 9)This truss has been designed for a 10.0'psf bottom chord live load nonconcurrent with any other live loads. - . 'ti(9\S I E'R0`v., 10)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 lb uplift at joints)32 27,28 29 30,31, Q 0•: _ 23,22,21.20,19. J ' No. 199)041 5 11)Non Standard bearing condition. Review required _ -: 12)Warning:Additional permanent and stability bracing for.truss system(not part of this component design)is always required. _ i • 13)If Southern Pine(SP or SPp)lumbers specified,the design values are those effective 06/01/2012 by ALSC or proposed by.SPlB %. -p t' STATE OF Cr •LOAD CASE(S)-Standard • . - 1%A 91/4 '>"4'DIAStk-*/441` '<0 1 ss/ONAI 1€' x`xxN 4 - _ - March 5,2013 A V e r i f y dsiynpaanletera-endREAD NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE 7487473 BEFORE USE , n. Design oldie s only with Mi tconnecl hs d g baled only p parameters ho and t a rid(vbval bwomgc pon nt �� Applicability at design parameters and el p ncorporola r component espo sibiliry t bbuilding aegner not less designer.Bracing shown is f lateral supaertof individual web bers only-Additional temporary broc g to insstability durngconstruction s th r po blltyofthe e for Additional permanent b cng of the overall structure is the responsibility at the baldng desgner:Fa general guidance regarding 1M Te • fabrication,q Ity control Pascoe.del delvery'eeeti nd bracing.co sult - ANSI/1e11 Quality Cdlene.DS6'89 and BCSI Building Component 14515 N.Outer.Forty;Suite#300 Solely Information ovaibble from Truss Plate l itute781N-lee Sheet Suite 312,Alexonddo,VA 22314. Chesterfield'MO 63017 it misny lumberiswerd.s.lee fee feesfeer»s three eft er w.iefof/}o13 tet.faSf. s Job Truss • - r.ri oi.1 Truss;Type Qty, Ply ' 2800 B CRAFTSMAN STANDARD :120197517 1300159 E a MONOWILEOGER POCKET 10. 1: • .• Z. r,. 'Timberland Lumber Company,IndianaPelis.IN 46215: - - -_ 7.250 s Aug 252011 MTek Industries:Inc.Tue Mar 0511:11:582013 Page 1 ID OJHz5yVkvUSUDPaP1 BeMdRzyk69-ABsLmgejZON3fmMJ4iym_v5gll7HgnbXOMdgze_gV I 611-0 5-118' _,- 0-11 4 5-11,5; 2x4 I I .Scale=1'15.7 3 4 001 5 2 A 1 2x4_ OA Al PA 4 ' 2r4 II - 5-11-8 - I .. 4, 5-11-8 TCL LOADING(pet) 0 SPACING 2-0-0 .. , • CSI' DEFL in (loc) 1/defl Lid. _. . PLATES GRIP 20(Roof Snow=20.0) Plates Increase -1:15 TC- 0.54 Vert(LL) -0.06, 2.4 >999 240 • MT20. - 197/144 TCDL 10.0 .4 Lumberincrease 1'.15 BC 0.35 Vert(TL) -0.15 2.4 >440 .180 BOLL 0.0 ' Rep Stress Ina YES 'WB 0.00 Horz(TL) 0.00 4 n/a n/a -BCDL 10.0 .Code IRC2006/TPt2002 (Matrix) Weight:17 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Struct ural'wood sheathing directly applied or 5-11-8 oc pudins, except BOT CHORD 2 X 4 SPF No.2 ., end verticals. WEBS 2 X 4 SPF No.3 a. DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. IMiTek recommends that Stabilizers and required cross bracing be -installed during truss erection,in accordance with Stabilizer JOSt at nnn i de REACTIONS (lb/size) 2=298/0-3-8 (min.o-1 4=220/0-3-8 (m1n.'0-1-8) - - I.0 Max Horz2=43(LC 5),y Max Upli =107(LC 5),4=-61(LC 5), Max Grav2=304(LC 2),4=241(LC 2) FORCES (lb)-Max:Comp:/Max.Ten.-All forces 250(lb)or less except when shown. - NOTES (8) .-"'s a fl . 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCOL=6 Opsf;h=30f Cat.it Exp B enclosed;C-C Exterior(2);cantilever lett and nght exposed;end vertical left and right exposed Lumber DOL 1 33 plate grip DOL-1 33 y(041 2)Unba ASCE OAS ea 20 a psf(flat roof snow) Category si Exp 8 Fully Exp:;Ct 1.1 3)Unbalanced snow loads have been ro roof snow);for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed fora 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 lb uplift at taints)4 except gt=lb)2=107. 7)Warning:Additional permanent and stability bracing for truss system(not pad of this component design)Is always required. 8)If.Souther pine(SP or SPp)lumberis specified;the design values are those effective 06/01/2012 by ALSO or.proposed by SPIEL LOAD CASE(S) Standard r \````\ JEGf\N(a`<'7,' ' • QG\STEgF G Q•. tt . ' ' = No. 199004 I =- . ❑ • • c ' •. . -II STATE OF / .t• r 4 :,47,,'5-ON Ai;ENGx'• .. , March 5,2013 _. A.WARIWNG Verify design pa,vrertenand READ NOYHS ON MI6 AND INCLUDED AIIO IC REFERENCE PAGE DEE 7473 BEFORE USE.' - - •O g la to seonly Mi k connecters_Iasdefier, based o ryvpo p cle r i rM desdmgcoaP o IApptcob rtyat design parameters tleOp incorporation of component responsibility et budding ner n e n design Bracing shown iprali don ie du l b b only.,Additional temporary g t insure d ng c t cto the r pe sbllly t the • V1{8k erector Additional permanent bracing al on t t ear sblty of th budding designer.Fgeneral guidance regarding ecotlp aacontrolelnt eeryerection ono bracing pal AN I/W 4 o lVA C II tl 0511-89 4 BCSI Building C omponent 14515 N Outer Forty S uite 4300 Safely IMO P n'available tram Truss Plate Institute, B N.Lee Street Suite 312.Alexandro.VA 2231 a Chesterfield,MO 63017 rewernam Pi 4.3611umber w rpnuad.wae:Ernvaleta sm Maw eater eds/01/3013oynrx • f Job Truss Truss Type Qty Ply 2800 B CRAFTSMAN STANDARD 1300159 EG GABLE 120197518 1; Job Reference loofggap Timberland Lumber Company,Indlenapplls�IN 46218 7.250 s Aug 252011 MiTok Industries,Inc.:Tue Mar 05.11.11:5920131 PageI ID 0JHz5yVkvUSUDPaP1BeMdRzyk69eOQ1zDeLKNwGwETtoEBICSM2iIF03GwpB Iw9Gze_gU I -0-114 _ '5-11A I 0-11-4 5-11-8 SHEATHING SHOWN IS NOT 2x4;1 l Scale=1:15.0 PART OF COMPONENT DESIGN. 5 Sheet Front AI Full i Ply Ill Sheathing 224 �� 1PIy t/2x4x8DUrarrete 4 4.00 12 ¢x0 II 3.1A VOA 011 14104 0 2 I/ /� / .S•.t eat 8 7 6 2x4 = 2x4 II 2x4 II 2x4 II I 5-1f-fl I 5-11-8 --LOADING(psf20 0 SPACING. r 2-0-0 'CSI DEFL in (loc) 1/deft L/d - •PLATES GRIP (Roof Snow=20.0) Plates Increase :1.15 TC 0.13 Vert(LL) -0.01 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 1 n/r 120 BCLL '0.0 Rep Stress lncr NO Wet,_004 Horz(TL) 000 6 n/a n/a ' B,�DL 10,0 Code'IRC2006/TPI2002 (Matrix)' - Weight:20 lb' - FT=O% •LUMBER ' BRACING • TOP CHORD 2 X'4 SPF No.2 -• - TOP CHORD Structural wood sheathing directly applied or 5-11-B ocpudins, except DOT CHORD 2 X 4 SPF No.2 end verticals: WEBS 2 X 4 SPF:No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF NO.3' ,MiTek recommends that Stabilizers and required cross bracing be •,a - 'instated during truss erection,in accordance with Stabilizer REACTIONS Instaflatpng de All bearings 5-11-8. (lb)-'Max.Horz 2=43(LC 5) ,. Max Uplift All uplift 100 lb or less at joint(s)2;6,7,:8 - Max Gray'All reactions 250 lb or less at joint(s)2;6,7 except 8e261(LC 2) A FORCES (lb)-Max.Comp./Max.Ten.,All forces 250(lb)or less except when shown. •. , NOTES (11) - 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL 6.Opsf:h=30ft Cat`II Exp 8:enclosed;.0-C Exterior(2);cantilever.left and right exposed I end vertical left and right exposed Lumber DOL 1 33 plate grip DOL 1 33 ' 2)Truss designed for wind loads in suit quali of the truss only: For studs exposed to wind(normal to the face);see Standard Industry Gable — End :ASCE as applicable op-eonsulref snow.building ry le Ex as per ANSUTPI d 1 I /I 3)TCDL Aced 7-05,Pt-20 0 pet(flat roof snow) Category II,Exp B Fully Ezp.;Ct-1.T J/V L 4)Unbalanced snow loads have been considered for this design.' - - -- 5)This truss has been designed ter greater of min roof live load Of 16.0 psf or 2.00 times flat roof load of 20.0 psi on overhangs non-concurrent wiinother live loads, 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1 4-0 oc- . B)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)Wam mechaniCal Additional tional connection ermanent andistability bracing o ortruss system em(notlpart of this component desk n)iispalwe s 6:7,8 zxvx"`TEGANQ pq�74j •11)If Southern Pine(SP or_SPp)!t mber is spedfied,the design values are those effective 06/01/2012 by ALSO oEproposed by SPIB. - ..(� . G\STEgF-. LOAD CASE(S) Standard ' S /Of-? Q ` No19900415 _ c . • • - - G -G • STATE OF f 5 • 90c•aA, s:,,. Wes ` . . 'ixi�SS'ONA'tEC‘`pkzz - March 5,2013 Afr R N I N G V erify oksign postionzten and RE80 NOTES ON IT9ISd1413 I N C L U D E D REFERENCE PAQS Mil 7473'BEFORE USE ' . - pp Desgn old for se onlywth MBek co ectars The desg beed my pon paameters shown a tl for did l b Idrg co po ni , Appfx:abtty of design parameters and d proper ineorporationbf component is responsibility of b Id g d ign not less designer.BraCing shown, ts tor lateral support of Indiyidualveetimembers only Additional temporary b c g to insure stabely during Construction is the responsibility at the - 1{AITe1�'. erecton Additional permanent bracing of the overall structure the responsibility of the building designer.Forgeneral guidance regarding M 11�� bncationi q I ty control storage der ety:erect, p d bracing.consult ANSI/1111 Quality Cdteda;DSB 89 and BCSl Building Component 14515 NI Outer Fdny,Suite 8300 ' Safety ireomalion'availoble from Truss Note Institute.161 N:le Street,Suite 312:Alexandria NA 22314. Clr trfield;MO 83017 _ racer monspnr($411andm r m«d a'h Beane i one doneetH _ -- �. >'ars/ol7zoascvneu 3, '' . • c1 J. . -F Jab Truss -/ 'TN55 Type ply Ply ; 2800 B CRAFTSMAN STANDARD' ,'•' ' ' i 1300159 Ft MONO W/LEDGER pOCKET 0 1 . Job Referencelootionatl Timberland Lumber Company,Indianapolis;IN 46218 - 7250 s Aug 252011 MiTek Industries,Ine4Tue Mar 05.11:12:002013 Page I • 10 OJHZSyVkvUSUDPaP18eMaRzyk69 6az5BM1.50dnu4pfOVIOrP?RR6pbIWC42rIThize_gT -0-114 S11$'- 0-12-4 5-11-8' 2s4 I I Scale=1:21.2 1/1 6.00 12 2 4 Ma II o. Idyl M FN a 254 = 4 2x4 II 3 7'. - . 5-11-8 ,- 5-11-8 e 1 LOADING(psf) SPACING 2-0:-0 4 CSI. DEFL in Poo) I/deft Lid _ ,PLATES GRIP TCLL., • 20.0 -.plates Increase 115 ' TC 0:54 Vert(LL) -0.06 `2-4 >999 240 MT20 197/144 (Roof Snow=20.0) Lumber.Increase 1'.15'=• •' - ,BC 0.35 Vert(TL) -0.15 '2-4 >440 180 7CDL 10.0 Rep.Stress lncr YES WE, 0,00 Horz(TL) 0.00 4 n/a ,n/a ' BCLL 0.0 Code IRC2006RPI2002 (Matrix)' Weight-19 lb FT=0% BCDL 10.0 . - BRACING' TOP CHORD 2 X 4 SPE No.2 ir TOP CHORD Structural wood sheathing directly applied or 5.1118 ac pudins; except BOT CHORD 2 X 4 SPF.No.2 end verticals. WEBS 2 X 4 SPF No.3 BOT CHORD Rigid ceiling directly.applied or 10-0-0 oc bracing. i,MiTek recomm_i ends that Stabilizers and reqeq uired cross bracing be ,,, .. '.installed during truss erection,in accordance with-Stabilizer Joslafafionguide REACTIONS (lb/size) 2=298/0-3-8 (mina.0-1-8),4=220/0-3-8-(min 0-1-B) - Max Horz2=65(LC 5) ' Max Uptifl2=-101(LC 5),4=-66(LC 5) Max GraV2=303(LC 2),4=242(LC 2) FORCES (lb)-Max.Comp./Max..Teri ='All forces 250(Ib)orless except when shown. - NOTES (8) . 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6,Opsi;h=30ft;Cab911,Exp B;enclosed;C-C Extenor(2);cantilever left and right exposed; end vertical left and right exposed;Lumber DOL 1 33 plate grip DOL 1.33' ` 2)TOLL:ASCE 7-05;loads a psf(flat roof snow) recited design. Exp B Fully Exp.;CF1.1 3)Unbalanced snow loads have been considered ater of red recited tlesign. /AA 4)This truss has been designed for.greater min roof live load of 16.0 psi or 2.00 times flat roof load of 20.0 psi on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(lt=1b)2=101. . 7)Warning:Additional permanent and stability bracing for truss system(not part of this part design)is always required. • - 8)If Southern Pine(SP or SPp)lumber is specified;the design values are those effective 06/01/2012 by ALSO or;proposed by SPIB. . Lonocnse(s) Standard .. `px`�ajtGANG1I,, . - 18 . - f.. &STE4> No. 1:900415 -'? fr' L A". •STATE OF CC a .;.Z- I.%90,c�'.NOIASV \-\ S'' March 5,2013 a IWPma: Verify design parameters and RHBDN07$ON THIS AND!FIUME@ RIIIFR REFERENCE PAGE 1171747313EFORE USE.a. _ Design valid for use only witliMrek conhectOrs.This design is boned only upOn parameters shown.end is tor on ingivduol building compo ent Appl coblty or design poornelers and,proper incorporalion incorporation of component n respo sibnly of building designer not truss deugner.Bocng shown constructionIs the lateral web temporary bracing stability y of the p )TeIRerectcrAddiannal permanent bracing of oeroli structure s the responsibility of the general guidance regorging fabrication,rurality control: toroge del ery cto dbr ng'ronsult ANSI/IPI1 Qualify CEteda,DSB-09 end BCSIB nding component 14515 N.Outer Fort'Suite#300 Safety information avolloble from truss Rote Institute,781N.Lee Street:Suite 312.AIexandfai VA 22314, Chesterfield;MO 63017 asmuen,..An.isujwniwr is teer.aod,eve ammo wwe..utomeeee:l.seix;/OBfzex:Bby Mar ' -• • Job, Truss . TnlssType Qty Ply '2800 el CRAFTSMAN STANDARD 120197520 1300159 FIG GABLE 2 I T mGandnU Lumber COmryny'Intliana Iis,IN 45218 Job Retereppg(QpflgneD W -.....- 172505 Aug 252011 MITek Irdustns;Inc:TUe Mar 05 11 12 01 2013 Pagel _ ID.OJHzSyVkvUSUDPaPIBoMdRzyk69 amX ToigcsimeWEOs_DGfOCXISWEkUz2DHVCOE9ze_gS G-11-4 ..._5118' 0-114 f 5-11-8" '.SHEATHING SHOWN.IS NOT ,6 Scale=tas.d Sneer Front PART'OF COMPONENT==DESIGN. Full Sheathing ifies1 Ply 1/2 x 4 x 8 Duran-late 5 6.00 12 11 N LW 2 el,/01 Aril At_ NI ci P Oil! tAl 1 a di '/ Pal El 10 9 8 7 5-11-0 1 11-13 LOADING(psf) • SPACING 2-0-0 CSI: OEFL in (too) /deb 'Uri PLATES GRIP TOLL 20.0' Plates Increase . 1115 ETO 0:13 Vert(LL) -0.01 1 Nr 120 MT20 197/144 (Roof Snow=20.0) Lumber.lncrease• 1.15 BC 0.03 Vert(TL) -0.01 1 n/r 120 TOOL 10.0 Rep Stress!nor NO WB' 0.03 Horz(TL) 0.00 7 n/a n/a BOLL 00 OodeIRC2006/TPI2002' (Matrix) Weight:24 lb FT=0% _BCDL 10.0 - - _ - LUMBER _ BRACING TOP CHORD 2 X 4 SPF No.2; • TOP CHORD Structural wood sheathing directly applied or 5-11-8 ocpurlins, except BOT CHORD 2 X 4 SPF No.2 end verticals' - " . WEBS '2 X 4 SPF No.3' • BOT CHORD Rigid ceiling directly applied.or 10-0-0 oc bracing. OTHERS 2 X 4 SPF No.3 ••.MiTek recommends that Stabilizers and required cross bracing be ' • installed during truss erection,:,in accordance with Stabilizer J 'I 11'is Installatinr.guide, REACTIONS All bearings 5-11-8. ' (lb)- Max Horz2=65(LC 5) - g Max Uplift.All uplift.100 lb or less at joint(s)2,8r 9,30 . . Max Gray All reactions 250 lb or less at joint(s)2,7,8,9:.10. n FORCES (Ib)-Max.Comp./Max.Ten.,All forces 250(Ib)or less except when shown. NOTES (12) 1)Wind ASCE 7-05;90mph;:TCDL=6 0psfj BCDL=6.Opsf;h=3oft Cat..lb Exp B;enclosed;C-C Extenor(2);cantilever left and right exposed; • end vertical left and right exposed Lumber DOL 1 33 plate grip DOL 1 33 • _ 2)Truss Details as for wind loads In the planerof the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable � r End Details as applicable or consult qualified building designer as per ANSI/TPI 1. . v" ' 3)TOLL ASCE 7-05;Pf=20 0 psf(flat roof snow) Category IkExp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have een considered sidered for this tlesign. . 5)This truss has been designed for greater of min roof live load of,16.0 psf or 2.00 times fiat roof load of 20.0 psf on overhangs ' ' non-concurrent with other We loads. - 1-" 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. . . B)Geble stutls spaced at 1-4-0 oc •' s llulN1G v 1101 Piro de mechanical all con ectionr(by others)sf of bottom russ to orbd bearing late apable of withst ndin other 100 lb uplift at'antis)2 8 9 10. JXkk15tiGAN rj,zz7y:,. ( Y ) 9 P P on 1 O 11)Warning:Additional permanent and stability bracing for truss system(not Part of this component design)Is always required: J� `�-� �yG. '�i� 12)If Southern Pine(SP or SPp)lumberis specified the design values are those'effedlve 06/01/2012 by ALSO or proposed by SPiB. =:t tSTEAc LOAD CASES) Standard ' ' f No. 1 99004 15• :• ' •� 9';. STATE OF . kr 41 OTF:./NDIAL4te 44' '.g, r. >, -- - - �,y27,,ONA'tiIGX\�p• • March 5;2013 ®WARNING Verify design promnetenS and RFiD NOTES ON THIS AND INCLUDED EMI(REFERENCE PACE Mr17473 BEFORE USE-, , Ii Design vole for use only with Mit k o neater this design beed onlyupo paometeis h n d Yea tl id lb Idop CO po eni i• sz Appltscstrfifity of design parameters and wooerincorporation oi component is reSpOrdbility of b Itl g designer-not t designer.Bracing shown 6 to lateral support of individual web members only Additional temporary b crng to insure stabilityJuana C truct the responsibility of the NBA' rector Add t on l permanent bracing of the overall structure s the rag/arability of the ildng degner FO general guidance regarding fabicalcn;quality trol.atorage delivery.erection and bracing.consult "AN51/TPI1 Quality Criteria.05089 and SCSI Building Component' 14515 N.Outer Forty.Suite#300 Safely Information nobble hom Truss Plate institute 781 N.Lee Street Sole 312 Alexondrio.VA 22314. Chesterfield.MO63017 314rwerte:nOne Ord tumMreis.e.:T thi,n-drsignvXernewese Mfeutread/Ot/261S esAISC- - E'L .f. .n . - JOb Truss• " ';! _ Ind 'Truss Typo Ott Ply' 2800 B CRAFTSMAN STANDARD. _ 120197521 1300159 G MONO TRUSS 2 1 - JebReferenrefoetlenall Timberland Lumber Company.Indianapolis,IN 48210 7,250s Aug 252011 Miiek Indu.stnesanc:Tue Mar 05 11:12:02 2013 Pagel ID:OJHiSyVkvUSUDPaP16eMdRzyk69-3z5rc2hEdduV]NYLYwnuwg4pbwVVDOINW9Mambze_gR I. -0-11-4 1 5.11.8 I 0-11-4 5-11-8 Scale=1:19.9 3110 =1 8.00 12 jag 3x4= 6 R 2 ii, � i� 4 2x4 II 2x4 = i. • 5.11-8 I - - - 5-11-8 Plate Btt e. ` 3:0-•.: d•• ' LOADING(PS200 SPACING 2-0-0 CSI DEFL in (lee) Udell L/d PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15'' TC 0.43 Vert(LL) -0.05 2-4 >999 240 • MT20 197/144 TCDL 10.0 Lumber Increase 1.15: BC 0.32 Vert(TL) -0.13 2-4 >537 180- BCLL 0.0 Rep Stress lnce YES WB 0.00 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code'IRC2006/TP12002 (Matrix) Weight:20 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc pudins. except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ix bracing. OTHERS 2 X 4 SPF No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Inslsllatian-gujde. REACTIONS (lb/size) 2=297/0.3-8,(min:0-1-8).6=198/0-3-8 (min.0-1-B) Max Horz2=115(LC 5) Max Uplift2=-83(LC 5),6=-78(LC 5) Max Grav2=302(LC 2),6=216(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) • 1)Wind:ASCE 7-05;90mph;TCDL 8 0psf;BCDL 6 0psf h=30ft;Cat.II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;. end vertical left and right exposed;Lumber DOL 1 33 plate grip DOL=1.33 Xyvvi I , 2)TCLL:ASCE 7-05 Pf=20.0 psf(flat roof snow) Category II;Exp B Fully Exp.;Ct=1./ 3)Unbalanced snow loads have been considered for this design: 4)This truss has been-designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.- 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. . 9)IIfSauthem Pine(SPpor SPp)lumberie specified,the the deal npvalues are ethose effective 06/01/2012 by ALSCloraprop proposed by SPIB. -,CVx, CGANIG,,/o •LOAD CASE(S) Standard • z, ' . •G1STE/.? • No. 19900415 . -d STATE OF +0: Z. 9 ' tt.i O� .INOIMO:0" �4 \. ,' tF S'0/ S/ONAI.C.."xN March 5,2013 AWARMM Verify d ign parnmeters cad READ NOTES ON THIS AND INCLUDED MIME EMINENCE PAGE lff 7473 BEFORE(158. • Deign vare for use only with Mack connectors.This design h Gazed only upon parameters shown and is for on dive of holding cohsponent. Mil Applicablrly ol design parameters ono pr per incorporation of component h responsibility of building d sgn t t designer.'Bracing shown is tor lateral supped of individual web members only.Additional t mpw ybracing to insure stability d sng construction is the respo sbilty of the IYI Bs A1Tel.• sector.Addiloral permanent bracing of the overall structure is the responsibility of the building designer:For general guidance regarding !L fabrication,quality controeslorage delery;ereclion and brrac_ig:consult ANSI/7PI1 Quality Criteria,DEB-89 and 1051 Building Component • ' 14515 N.Outer Fady.5uite 4300 ld a Nftp Plate Institute,] rStreet. 1 [223I4, Chesterfield.MO 63017-I Pine fP)kai aGn.udw Igll u.are those iv=08/91/203ev Alexandria. - . .. if. - • 7 • ..;: • Job, Truss . TrussType - Oty Ply 200013 CRAFTSMAN STANDARD - - -- 120107522 1300159 GGR - r1 •- MONO TRUSS 1 . 2 Inb Reference fontionall TimbMard Lumber Company,Indianapolis,IN 45218 7.2508 Aug 25 2011 mask Indusmeaanc.Tue Mar 05 11:12:03 2013 Page 1 ID:OJHz5yVkvUSUDPaP18eMdRzyk89-X 9fEpOisOx0MIXVE6e17T2c 1dJrsypiWko5711zey0 0.114 1 3-2=15: 511-8 I 0-11-4 3-2-15 2-8-9 Scale=1:19.9 '3410 = i leteN. 2 II R p 4 t0 6 5 2x0 4x4 = 354 = ` I 3-2-15 I 5-11-8 - 3-2-15 2-8-9 Plalegifsets(X V):-74:0-6_6Fdgg) LOADING(psf) SPACING 2-0-0 CSI DEFL in floe) I/defi L/d • PLATES GRIP TCLL 20.0 Plates Increase 1.15, TC. 0.41 Vert(LL) -0.01 2-6 -'>999 '240 MT20 197/144 (Roof Snow=20.0) Lumber Increase 1.15 BC. 0.38 Vert(TL) -0.02 2.6 >999 180 ' TCLL 10.0 • Rep Stress Ind NO WB .0.27 Horz(TL) 0.01 B n/a n/a BCLL 0.0 Code-IRC2006/TP12002 (Matrix) ' Weight:57 lb FT=0% BCDL 10.0 LUMBER _ BRACING -TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc pudins, except BOT CHORD 2 X 6 SPF No.2 end verticals. • WEBS - 2 X 4'SPF No.3 , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X4 SPF No.3 r . REACTIONS (lb/size) 2=1052/0-3-8 (min.0-1-8),8=99.8/0-3-8 (min,0-1-8) Max Hori2=127(LC 5) Max UpIift2=-144(LC 5),8-141(LC 5) . Max Grav2=1057(LC 2);8=1016(LC 2). • FORCES (Ib)-Max.Comp./Max..Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1451/100,5.7=-1111993.4-7=411/993' . . BOT CHORD 2-10=-145/1248,6.10=-145/1248;6-11=-145/1248;5-11=-145/1248 ' WEBS . 3.6=-49/1232,3-5=-13921181;4-8=-1028/143 NOTES h2) V V`z 92-ply truss to be connected together with 10d(0.131'x3•)nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-Doc. . Webs chords d as follows: follows: row 6-2 rows at 0-9-0 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 haVA been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wnd:ASCE 7-05:90mph;TCDL=6.0psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp B;enclosed;C-C Exterior(2);cantilever lett and right exposed; - end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 9 05 Pf--20.0 psf(flatboat diow);Category II;.Exp B;Fully Exp.;Ct=1.1 kTkt0111111U////110/lid 5) 6)ThisaW truss has been designed for greater of considered frorof liveloadnof 16.0 psf or 2.00[Imes flat roof load of 20.0 psf on overhangs \\•> ') GANG 4 y7z non-concurrent with other live'loads. • j5TEH , i 7)This buss has been designed for a 10.0 psf bottom chord live load non concurrent with any other live loads. :• FQ:• G 8)bearing surface. 8 considers parallel to grain value using ANSI/TBI 1 angle to grain formula..Building designer shoultlyenry upaury of.. t II bearing surface. No. 19900415 . e 9)Provide mechanical connection(by others)oftruss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except gt=1b)2=144, - 8=141. e 7 - - - • : : • C 10)Hanger(s)or other connection device(s)'shall be provided sufficient to support concentrated load(s)778 lb down end 62 lb up at 2-0-12, 2.2...0.I. STATE OF ;• 4 C and 778 lb down and 62 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of %'p0.•••�7/Vi P 4.. C others. 1 !;..-'0.oF ... ...... •'"� • 12)If Southern Pine(SP or SPp)lumber is specified,the design values reothose effective 06/01/2012 by ALISC or proposed by SPIB. - h/j/jgy,1 NA,I1fl\\\ x�`• LOAD CASE(S) Standard March 5,2013 Q WARNING Ver>R/designparvrnctes and READ NOTES ON MIS AND INCLUDEDMITEK RBI BREWS PAGBMUT473 BEFORE USE • Design valid for only thMT k onie t 11wdesg is based onry upon parameters sho n ondIsfoonmdivduolbegca po e I ��BeI Apprcoblly of'design paro tars and wooer incorporation of Component P respondbdily of building desgner i not truss designer.Bracing shown 13 for bteorsuppolot individual web members o ly.Addtonal temporary bracing to insure stabile,duirgconst t the r spomblltyofthe MHO&erector. Additional permanent bracing of Ire overall structure Is the responsibility of to buddrgdesigner.Fageneral guidance regarding fabrication.qu rly control. torog detvery erection and bracing.consult -ANSI/1F1 O ty CM rl .050.89 and SCSI Seeding Component. 14515 N.Outer Forty,Suite 4300 Of-Southern Information rl5P)Iwnbor is specified.Plhe Satin ruiuss are 8008 ettaclive1e06/0t//;013 evA SL 22314. Chesterfield.MO 63017 • • • Jab Truss Truss Type IOty Ply '2800 D CRAFTSMAN STANDARD' 20197522 1300159 GGR MONO TRUSS 1 v9 Timbedari Lumber Company.Indianapolis.IN 46218 G 50s Aug 25 lMiTionn� Y W 1.2JobAe1oroo 2011 MTek Industries.Inc.Tue Mar 0511]2:032013 Page 2 10:0JHz5yVkvUSUDPaP18eMdRzyk69-X91EpOisOSOMIXYE6eI7T2d d.IrsyplWko5711ze_g0 LOAD CASE(S) Standard 1)Snow:Lumber Increase-1.15,Plate Increase=1:15 Uniform Loads(plf) Vert:1-4=-60,2-5=-20 Concentrated Loads(lb) Vert:10=-778(F)11=-776(F) • • 4 • • • • • oq • • • • • • r AWSRNTNO•Vat dcargn panmScn and READ NOTES ON ThIS ND INCLUDED MIItK REFEREaWB PAGE MIt 7473 BEFORE ELSa -- Design ya8d tan use Ny with mile/co cl thidesign abased only upon parameters shown and is for an indivbual building component Applicably al dedgn parameters d proper incorporation of component is respenSbillty of bubng designer not tress aesigneh Bracing shown is for lateral support of individual web membenorsty Addifinal temporary bracing to insure stobitly during construclron it the responsibiply.of the_ . 9s A)r®k rm erector:Additional permanent bracing of the overall structure is the responsibility of the b long designer:Far general gudenc regarding 9V9 fabrication.quality control.staroge.delvery:erection and bracing.consult ANSI/19Il Ouolay,Cdledc,D58 89 and SCSI Building Component 14515 N.Outer Forty, solely IMWmalbn avo90bl from Wismote Institute.781N:Lee Street.Suite 312.Abaandria,VA 22314: Chesterfield,MO 63017 Suite fi300 • lsoud.err,Pone IMP)lumber 1s we<-4wd;the aeslonnla s.nu those eft uw06/dt/2oueyruSc • s „ Job Truss Truss Type Oty' Ply 28008 CRAFTSMAN STANDARD ' +* 20197523 1300159 H COMMON 5 I Jeb Relerenrn foot Timberland Lumber Company.Indianapolis.IN 46218 - 7.250 a Aug 252011 MiTeklndusbles:Ins.Tue Mar 05 11:12:04 2013 Pagel ID.OJHz5yVkvUSUDPaP18eMdRzyk69-?LDc1kiU9E8DNh60RpM?F9CBjC6hJggzSmgUze-gP -1-3-0 - 5-0-0 ) - 10-0-0 - I 11-84 I 1-3-4 5-0-0 5-0-0 1-3-4 Scale=1:23.1 456= 3 4.00 r 12 0 2 4 i II ✓ ID 6 2x9= 2x4 I I 2x8 = 1 .. . ,. . I I 10-0-0 5-0-0 500 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/de0 Ud - PLATES GRIP TCLL 20.0 ' Plates Increase 1.15 TC 0.23 Vert(LL) -0.02 2-6 >999 .240 MT20 197/144 (Roof Snow=20.0) Lumber Increase t15 BC 0.25 Vert(TL) -005 2-6 >999 180 TCDL 10.0 Rep ,Stress lncr 'YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 BCDL 10.0 (Matrix) Weight:281b FT=0% LUMBER BRACING TOP CHORD 2 X 4'SPF No.2 TOP CHORD .Structural wood sheathing directly applied or 6-0-0 oc pudins. 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 No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=473/0-3-8,(min.0-1-8),4=473/0-3-8 (min.0-1-8) Max Uplifl2 -138(LC 5).4=-138(LC 5)^ ' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-700/110,3-7=-648/119,341=648/119,443=-700/110 BOT CHORD 26=-08/619,4-6=48/619 NOTES (8) •. . .. 1)Wind:ASCE 7-05;90mph:TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed; ' end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: c now cads have psf been con snow) Category i Exp B Fully Exp.;C1=7.1 3)Unbalanced truss has snow lodes gned been cater of i for this design.. oa - ( , 4)This truss has been designed for greaterof min roof live load of 16 0 psf or 2.00 times fiat roof load of 20.0 psf on overhangs IIV/I`V/,IL//,1• non-concurrent with other live loads. - 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 01=1b)2=138. '4=138. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 8)If Southern Pine(SP or SPp)lumtier is specified,the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. LOAD CASES) Standard ``pvv\JeGAN('T 4 coir7O77 ••`1». f., ••• •. STEgF 1 '' .. No. 19900415 '0 ••- - • . . 'O \ STATE OF f . . - .7�9O.c*':/NDIANP.✓. tf,�:' '��77d SJONAL SEN•∎�... *. r. -. -- March 5,2013 SWARMING Verify design iiarametersand READ NOTES ON THIS AND INCLUDED MEEK REFERENCE PAGE tEt.74 TS BEFORE USE. ■■■■ Deign valid for only with Meek connectors.this deagn is boned only upon parameters she d n for an individual building component.• r•Y . Applicability of design parameters porarneters and proper incorpciation of component Is responsibility of building designer not truss desgner.Wooing shown. is for lateral supped of indkiclual web members only Adatonal temporary bracing to insure stability during construction a the,espor4baly of the MiTek' erector.Additional p br anent cIg of the overal structure is the responsibifily of the building designer.For general guidonca regarding IYI fabrication.quality Control:storog .deltery:erection and brac'rg,consult ANSI/Tell Quality Criteria.051-09 and SCSI Balding Component 14515 N:Outer Forty,Suite 4300 Safety Information avaaable from Truss Pale Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314." Cheslerfiei,MO 63017 ' asoaa•m pmetSpMu xmer I.weaned.the design oasis are dwe weurve06/0l/20ui by AMC • Job •Truss- Truss Type Oty Ply ' 2800B CRAFTSMAN STANDARD / - ---- 13 01 9 7 52 4 1300159. HG GABLE 1 .1. Job Reference(ootionall - Timberland Lumber Company,Indianapolis,IN 46218` ,7.250 a Aug 25 2011 MiTek lndualnes,Inc.Tue Mar 0511:12:05 2013 Page I ID:0JHz5yVkvUSUDPaP18eMERzyk69-TYn_E3j6wYG4_mdD3KhVTiM87aTOngpC6aENwze�0 I --3i 5-0-0 I - - ..- 10.40 - 11-34 1 1-3-4 5-00 .Slag 1-1C Scale=1:23.1 SHEATHING SHOWN IS NOT PART OF COMPONENT DESIGN. 4.6= 4 Sheet From 4.00 rli. 2.4 II �/Q^ 2.4 Full l/2x rig 3 Bt4"6 5 1 Ply 1/2h 4 x 8 Duramete 12 1,,,..rep,„ , 2 0000001011 -40 di A lialeate6 !:R► 10 9 B 2x8= 2x4 I I 2x4 II 2x4 II 2'8= 1 - 10-0-0 I 10-0-0 • . LOADING(psf) SPACING 2-0-0 . - CSI DEFL, in (loc) I/deft. Lid PLATES GRIP TCLL 20.0 Flates Increase 1.15 TC 0.22 Vert(LL) -0.02 7 n/r 120 MT20. 197/144 (Roof Snow=20.0) Lumbeclncrease 1.1S •BC. .0.11 Vert(TL) -0.01 7 n/r 120. TCDL 10.0 ; ' • Rep Stress lncr NO', WB 0.05 Horz(TL) 0.00 6. n/a Na BCLL 0.0 Code IRC2006/TPI2002 ' @COL 10 0 (MaMx) Weight 31 lb FT=0% LUMBER ' BRACING TOP CHORD 2 X4 SPE 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 6-0-0 00 bracing. OTHERS 2 X 4 SPF No.3 MiTek recommends thet Stabilizers and required cross bracing be .4 installed during truss erection.In accordance with Stabilizer Installation guide. REACTIONS All bearings 10,0-0. (Ib)- Max Uplift,All uplift 100 lb or less at joint(s)2,6,9.10,8 ' - Max Grey All reactions 250 lb or.less at joint(s)2,6,9 except 10=306(LC 2),8=306(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 1)Wind:ASCE 7-05;90mphj TCDL=6.Opsf;BCDL=6.0psf;h=30tftCat.ft;Exp encosedlC-C Extenor(2);cantilever left and right exposed; end vertical left and right exposed;Lumber OOL-1:33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the'truss only. For studs exposed to wind(normal to the face).see Standard Industry Gable End Details as applicable;or consult qualified building designer as per AN51/TPI 1. 3)TCLL:ASCE 7-05;Pf=20.0 psf(Bat roof snow) Category II;Exp B;Fully.Exp.;Ct=1:1 4)Unbalanced snow loads have been considered for this design. / 5)This buss has been designed for liv greater of min roof e load of 16.0 psf or 2.00 times fiat roof load of 20.0 psf on overhangs (/1 non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. ' 8)This buss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 9)Provide mechanical'connei}ion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2;6,9,10 8. 10)Waring:Additional permanent and stability bracing for truss system(not pert of this component design)is always required. ' 11)It Southern Pine(SP or SPp)lumber is specified,the design values are(hose eftedive 06/01/2012 by ALSC or proposed by SPIEL 1/ xJ�A. GANG , LOAD CASE(S) Standard - .�` x i�` NO. 19900415 1 z :'-9 1, STATE OF ;t cc • 'Opo.':'NDIANP::'�Q�;: coil SIGNAj 1°4 eSSx March 5,2013 , ®WARMNG V TJ)j d ign pnrametere and READ NOTES ON THIS Alp INCLUDED NI TEA REFERENCE P4 GE ABf 7473 BEFORE USE: g 1 Design vale l0 us only with MBCkC n B 1 The desg a Dosed only upon poromelers shorn and a fora dmd alb building Component. ®•" Applicability of design poramolen ono poper corpootw f co pone Id espo sitiuity of buingd designer t td sgner.Basting shown g is for lateral support of nd iuol web members only.Additional temporary b oc g to ure stability during constructMn is the resporebscry of the • MlbIC eclor.Additional permanent bracing f th overall Mere p bI sr al the building tl designer.For general g idanca egadrig ,V1 tabdcclan q ally control storage:d feery ereCtiOn and lx c hg con It ANSI/911 O atty Odfedo:DSB 89 and SCSI Building Component 14515 N.Ohne Folly.Suite 8300 Solely Inlormolion-ovaloble Iron Truss plate Institute.781 N:lee Skeet Suite 312,Abxondra VA 22314. Ceeelarfield,MO 63017 9SouternP'netsrllumber Ir.peurLN,.ne rksige elue,use ttmwxfettseOe/al/zou tryA1x . - rf .1 Job Truss Truss Type Oty Ply 2800 B CRAFTSMAN STANDARD 120197525 1300159 VI GABLE I 1' Timberland Lumber Company,Indianapolis,IN 48218 7.250 s Aug 25 2011 M erldustries,Inc.'Tee Mar 05 11:1206 2013 Pagel 1D 0JHz5yVkvUSU0PaP18eMdRzyk69-xkLMRPkkgsOxc?GpnmsgSgFZJXwS9EHyClmKnvMze,gN 1 2-11-11 I 5-11-5 I 2-11-11 2-11-11 Scale a 1:11.1 455 = 4.00 r 2 Mk 3 1 2x4% 2s4 II 2x4 1 s-ns I 5-11-5 LOADING(psf) SPACING. .2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plaleslncrease '1.15 TC 0.13 Vert(L ) n/a • Na 999 MT20 1971144 (Root Snow=20.0) Lumber Increase• 1.15 BC 0.08 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Ina YES WE 0.03 Horz(TL) 0.00 3 n/a n/a • Bell 0.0 Code'IRC2006/TP12002 BCDL 10D - (Matrix) .Weight.12 lb FT=0% LUMBER ` • BRACING TOP CHORD 2 X 4 SPF No.3 TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc puffins. . ROT CHORD 2 X 4 SPF No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. OTHERS 2 X 4 SPF No.3 MiTek recomo mends that Stabilizers and required cross bracing be installed during truss erection.In accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=80/5-11-5 (min.0-1-8).3=80/5-11-5 (min.0-1-8),4=17215-11-5 (min.0-1-8) Max Uplifll=-29(LC 3).3=-29(LC 3).4=-31(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES, (7) ' 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp B;enclosed;C-C Extedor(2);cantilever left and right exposed; - end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLLI ASCE 7-05;Pf-20.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Gable requires continuous bottom chord bearing. 4)This tress has been designed n(a others)psf bottom t chord live load able remechanical rrvnt with a yg the @ upoft at joint(s)1,3,4.. 6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. • 7)If Southem Pine(SP or SPp)lumber is specified,the design values are those effective 08/01/2012 by ALSO or proposed oy SPIB. LOAD CASE(S) Standard. .. - 4. .•.. :sA. Na 19900415 • • q STATEOF IC'•i, S/,/ 'ONA,s,• / S , 1 March 5,2013 Q WARNING Verify deign Pte^tenandREal)NOTES ON THIS AND INCLUDED MIT ER REFERENCE PAGE 111174T3 BEFORE 0.58. Design valid for use only 'lb Mg k connectors.This design a based only upon p tel h end in o 0 di iduol building comp0 ent. �• h is llot ioterall support individual web members only.Adtllionoltmpa ry lbracing to insure daddy during corulnlclioneIe ropeab Bracing shown of the erector.Adad noipermanentbracngoftheoveroA structure ithereponabulyof the butding designer.forgene l guidanc regarding iNiTek ddation.quarry contra stooge deMery,erection and dpang.consul!' ANSI/PnG aaty Cradle.DSBet end BCSt Building Component 14515 N:Outer Forty,Sails 4300 Safety Information oval0ble from Truss Plate tnslitule.781N:Lee Street.Suite 312,Alexandria.VA 22314. Chesterfield,MO 03017 ' 4 soothes.,Pen.LW)tunIs..n specified the design salon...aro.e!freak.06/01/201.3 UPAtSt • • JOb Truss Truss Type - Oty Ply 28000 CRAFTSMAN STANDARD 120197528 1300159 V2 VALLEY 1 I Job Re(ence(opt QDat) Timberland Lumber Company,Indianapolla,IN 48218 7,250 s Aug 252011 MiTek Industries,Inc.Tue Mar 05 11:12.07 2013 Page 1 10:OJHz5yVkeUSUDPaP18eMdRzyk69.PwuktINR9WoE9r?LTN3dunkxxHyuhx81Q3LRpze_gM 2-3-14 2-3-14 Scale=1:8.7 2 • 8. J ~ 1 n ��II EW■ 3 2s4% 2x4 II 2-3-14 2-3-14 LOADING(psi) -.SPACING 2-0-0 - CSI DEFL in (let) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15.- IC 0.07 Vert(LL) Na - n/a 999 MT20 197/144 (Roof Snow=20.0) Lumber Increase 1.15:' BC 0.05 Vert(TL) nla - "la 999 TCDL 10.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2006/rPI2002 (Matrix) Weight:5 lb FT=0%- BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF No.3 TOP CHORD Structural wood sheathing directly applied or 2-3-14 oc pudins, except BOT CHORD 2 X 4 SPF No.3 • end verticals. WEBS 2 X 4 SPF No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer InstallaliorLgl2jde� REACTIONS (lb/size) 1=62/2-3-14 (min,0-14),3=62/2-3-14 (min.0-1-8) Max Horz1=12(LC 3) Max Uplift1=-15(LC 3),3=-20(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.=All forces 250(Ib)or less except when shown. NOTES (7) 1)Wind:ASCE 7-05:90mph;TCDL=6.0psf BCDL=6.Opsf;h=30ft;Cat.II;Exp B;enclosed;C-C Exterior(2),cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1,33 2)TCLL:ASCE 7-05;Pf=20.0 psi(flat roof snow);Category II;Exp 8;Fully Exp.;Ct=1.1 3)Gable requires continuous bottom chord bearing. )111 4)This truss has been designed for a 10.0 psf bottom chord IIVe load nonconcurrent with any other live loads. ♦ A • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. �1°AV/ 6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 7)If Southem Pine(SP or SPp)lumber is specked,the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. • LOAD CASE(S) Standard • px�6YilEGANG o,11/40 -1-‘) ,. G\STE,9 No. 19900415 — • • STATEOF j ¢ tr • F• ,,7S/ON Al March 5,2013 • t WVRMNG-Verify design paramders and READ NOTES ON THIS AND INCLUDED 1WTEN REPBRERCE PAGE M!7473 BEFORE[ZS • Design veld for use only MTh mire.connectors.This design based only upon parameters shown,and 8 for on individual building component. Applcpdkly of design poomeleR and d p-p incorporation of component is responsbaly of b iltl g designer not truss designer.Bracing shown 6 for lateral support ofM duel web ra b only.Add'llIXlaltemporary bracing l0 insure it billy(Meng 1 clo rs responsibility Ol the MiTek- actor.Add t''onal permanent bracing of the overall structures the responsibility of the wining designer.For general guidance regarding fabrication.quality control,storage.dol'bery erection and bracing,consult ANSI/t111 Quglily Cdlmq.058-89 and SCSI Seeding Component 14515 N.Cuter Forty.Suite e300 if Swerun PineTSP)lumber tram Truss values,a Street. 22314. LM1eaterfield,MO SSm7