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Specifications - D6©99 psrZarl - o©/a0 r; A4ST20// - oCR ! ® /LIST toll — e 1 ' �T PoWcR Ta PgRFoRM,'' MiTek industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 elf! Telephone 916/676-1900 Re: BI 106 1 80 Fax 916/676-1909 Pulte Homes-Building 2 Main Floor The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc.under my direct supervision based on the parameters provided by ProBuild West (Clackamas ,OR). Pages or sheets covered by this seal: R33125888 thru R33 125910 My license renewal date for the state of Oregon is December 31,2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice,,Dated July 28,2010" (reprinted at www.mii.com)before use. MiTek does not warrant third-party lumber design values. • • • • NCaIN�'FR sio2 ' P—� .FIE r OFFICE COPY yiOREG.' may' Uq RY ' •2 • oo soo . Digital Signature - EXPIRATION DATE: 1 -31-12 May 19,2011 Ong, Choo Soon 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/TPE 1. Job Truss Truss Type Qty Ply Pulte Flames-Building 2 Main Floor R33125888 B1106180 10-FTGE Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:19.51 2011 Page 1 ID.La5k9S_VH0am6f17gihmpNzHOhy-AR1 EXXcZYR_K3QgcuYiTAggweRB78FHa_IrA2mzEtw6 0-N8 0-1N8 Scale=1'29 5 '1 304= 5x6- 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 5x6= 14 ilk 0 29 . , A 'I I II I a� ° ' PI I I ' I.■ 30 A ii A 111 28 27 26 25 24 23 22 21 20 19 18 17 16 15 556= 456 II 354 II 408= QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 17-7-8 17-7-8 Plate Offsets(X,Y): [2:0-1-8,Edge),113:0-1-8,Edge1,114:0-1-8,Edgej,[15:Edge,0-1-8],129:0-1-8,0-1-81,130:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress'nor YES WB 0.64 Horz(TL) 0.01 21 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 4 X 2 DF Std G 10-0-0 oc bracing:21-22. REACTIONS All bearings 17-7-8. (Ib)- Max Horz28=31(LC 2) Max Uplift All uplift 100 lb or less at joint(s)except 28=-1761(LC 2),15=-1458(LC 3),27=-1659(LC 3), 16=-1348(LC 2) Max Gray All reactions 250 lb or less at joint(s)26,25,24,23,22,21,20,19,18,17 except 28=1868(LC 3), 15=1592(LC 2),27=1953(LC 2),16=1690(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . TOP CHORD 1-2=-289/284,2-3=-1834/1817,3-4=-1501/1483,4-5=-1167/1150,5-6=-834/817, 6-7=-501/483,8-9=-517/499,9-10=-850/833,10-11=-1183/1166,11-12=-1517/1499, 12-13=-1850/1833,13-14=-363/356 BOT CHORD 27-28=-2104/2121,26-27=-1832/1850,25-26=-1499/1516,24-25=-1166/1183, 23-24=-832/850,22-23=-499/516,20-21=-484/501,19-20=-817/834,18-19=-1150/1168, 17-18=-1484/1501,16-17=-1817/1834,15-16=-2155/2172 WEBS 2-27=-1939/1673,13-16=-1674/1364,2-28=-2797/2781„13z:15=7,2666/2673 NOTES .rya. 4:04.d,J w1 CT,. 41. ,.1 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e diagonal web). 5)Gable studs spaced at 1-4-0 oc. ��O PROFF 6)A plate rating reduction of 20%has been applied for the green lumber members. c$ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1761 lb uplift at joint 28,1458 lb uplift at �NG1 N'- s�0 joint 15,1659 lb uplift at joint 27 and 1348 lb uplift at joint 16. `� 217 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 83.1 OPE l standard ANSI/TPI 1. / 9)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag , loads along bottom chord from 0-0-0 to 17-7-8 for 250.0 plf. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss 'fir( 11)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks 9 GREG•►- �' / r r to be attached to walls at their outer ends or restrained by other means. oy�o,i R 2. 2� LOAD CASE(S) Standard oo sbO`� •` Digital Signature '<, EXPIRATION DATE: 12-31-12 May 19,2011 _ A WARNING•Verify dcsigre nar-semeters and READ NOTES ON THIS AND INCLUDED MITEfc REFERENCE PAGE 1411-7473 rev,10-'02 BEFORE USE. .1 ®.e .C : Design valid For use only with MiTek connectors This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramentels and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fP11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N Lee Street,Suite312,Alexandria,VA 22314, Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125889 81106180 11-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19-14:19:52 2011 Page 1 ID La5k9S_VHOam6fl7gihmpNzHOhy-eebcktdBJl6BhaFoRGDIiuMOtrPMthOkDyajaCzEtws 0-1-8 H I 2-6-0 I I 1-1-0 I I 1-4-0 0-l4 Scale=1'26.5 264 II 264 II 364= 254 II 454= 2x4 lI 4510= 3x4= 1 2 4510= 3 4 5 3x6= 6 7 8 lI A !\-'lam_ A■ EM A laAP I I 11111:11 ill 1111M MIM I ![ !.AP. Mil In 13 12 11 to n. 4510= 2x4 II 2x4 II 4x10= 458= 4x8= • 6-7-0 7-3-0 1 7-11-0 15-11-0 6-7-0 0-8-0 0-8-0 8-0-0 Plate Offsets(X,Y): [4:0-1-8,Edge],[5:0-1-8,Edge],.[8:0-1-8,Edge1,[9:Edge,b-1-8],[10:0-3-12,Edge],[11:0-1-8,0-0-0],[12:0-1-8,Edge],[13:0-4-8,Edge],[14:Edge,0-1-8],[15:0-1-8 ,0-1-81,]16:0-1-8,0-1-8] LOADING(pat) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC, 0.53 Vert(LL) -0.20 10-1.1 >959 360 - MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.34 10-11 >553 240 BOLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=855/0-3-8 (min.0-1-8),9=855/0-3-8 (min.0-1-8) . FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . TOP CHORD 2-3=-2914/0,3-4=-2911/0,4-5=-3199/0,5-6=-2947/0,6-7=-2947/0 ' BOT CHORD 13-14=0/1756,12-13=0/3196,11-12=0/3199,10-11=0/3200,9-10=0/1754 WEBS 2-14=-1901/0,2-13=0/1239,4-13=-636/55,7-9=-1898/0,7-10=0/1277,6-10=-306/0,5-10=-566/83 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced . standard ANSI/TPI 1. . 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. . 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 31)nails. Strongbacks • to be attached to walls at their outer ends or restrained by other means. . LOAD CASE(S) Standard , i's ., , G N CE0.0 ,/O 2 il 83641PE 9 r e, 0 . ` OREQ'■ yO SOON O, I Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 ■ P MU a WARNING-Verifj design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-74 73 rea.10-'08 BEFORE USE. :. �'` Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability 9 P proper P P responsibility building designer designer.Bracing - pPlicabtlit of deli h aramenters and ro er incor oration of component is res onsibili of buBd in deli ner-not truss deli ner.Bracin shown MiTek* is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is tire responsibility of the iVliTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,o fabrication,,quality control,storage,delivery,erection and bracing,consult . ANSI/TPII Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane,suite 109 Salefy Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125890 81106180 12-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc Thu May 19,1419:53 2011 Page 1 ID La5k9S_VH0am6f17gihmpNzHOhy-6q9?yDdp42E1Jkq?9zkxF5vDUEnGcD_tScKH6ezEtw4 0-1-8 H I 2-6-0 1-11-12 1 r 1-4-0 I I 0-9-8 I Scale=1'26 1 254 II 3s4= 356= 254 II 46= 254 11 3x4 II 1 2 3 44x6= 5 6 4x4= 7 84x6= 9 q Ill 1 . ► MEIIIltior. it m gm mg' 'w P - in 15 0 13 12 11 o2 4x6= 2x4 I I 2x4 I I 4x6= I�� 356= 4x6= 4x8= 5-9-4 8-0-0 a-e-0 9-4-0 15-7-8 5-9-4 2-2-12 0-8-0 0-8-0 6-3-8 Plate Offsets(X,Y): [4:0-2-12,Edge),[5:0-1-8,Edge),16:0-1-8,Edge),[8:0-1-14,Edge),[10:Edge,0-1-81,[12:0-1-8,0-0-01,[13:0-1-8,Edgel,[14:0-1-12,Edgel,[17:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.07 11-12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.15 10-11 >796 240 BCLL 0.0 Rep Stress lncr YES WB 0.31 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:75 lb FT=0%F,0%E • LUMBER BRACING TOP CHORD 4 X 2'DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bradng:14-15. REACTIONS (lb/size) 16=260/0-3-8 (min.0-1-8),10=507/0-3-8 (min.0-1-8),14=918/0-3-8 (min.0-1-8) Max Grav16=282(LC 5),10=515(LC 3),14=918(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=0/274,5-6=-877/0,6-7=-1206/0,7-8=-1214/0 BOT CHORD 15-16=0/408,13-14=0/873,12-13=0/877,11-12=0/888,10-11=0/983 WEBS 6-12=-282/0,4-14=-528/0,2-16=-433/0,2-15=-445/0,3-15=-289/0,4-15=0/604,5-14=-1197/0,8-10=-1057/0, 7-11=-315/0,6-11=0/555 • NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. . 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��D PROpe GINEF9 `r/O 9 i'• 8 ��PE �' . (P Alif �' v yti OREGON �� , O SOON • Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 ® 4VARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED DHTEKREFBRENCE RAGS NIII-7473 rev.10`'08 BEFORE USE. ..,. o Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component Applicability of design param enters and proper incorporation of component it responsibility of building designer-not truss designer.Bracing shown pE E. Applicability Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Ea,e PEa o fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII qualify Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125891 81106180 13-FT Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:19.54 2011 Page 1 ID:La5k9S_VH0am6f17gihmpNzHOhy-aOjN9ZeRrMMuwtPBZhFAoJSQEe7VLgElhG3ge4zEtw3 0-1-8 H I 2-6-0 (2 I 1-11-12 1 I 1-4-0 1 1 0-9-8 1 Scale=1'26,1 2x4 II 354= 386= 254 II 458= 254 II 354 I I t 2 5 4x6= 6 4x4= 7 84x6= 9 3 4 11 „_ , 111 7.', �I Ij I lI MI '� i is �- 13 12 71 � 4x6= 254 I l 2x4 I i 46= 356= 405= 458= 5-9-4 8-0-0 8-8-0 9-4-0 187-8 1 5-9-4 2-2-12 0-8-0 0-8-0 6-3-8 Plate Offsets(X,Y): 14:0-2-12,Edgel,(5:0-1-8,Edgel,16:0-1-8,Edge),(8:0-1-14,Edgel,110:Edge,0-1-81,112:0-1-8,0-0-01,113:0-1-8,Edgel,114:0-1-12,Edgel,117:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.07 11-12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.15 10-11 >796 240 _ BCLL 0.0 Rep Stress Ina YES WB 0.31 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:75 lb FT=0%F,0%E LUMBER BRACING , TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:14-15. REACTIONS (lb/size) 16=260/0-3-8 (min.0-1-8),10=507/0-3-8 (min.0-1-8),14=918/0-3-8 (min.0-1-8) Max Grav16=282(LC 5),10=515(LC 3),14=918(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . TOP CHORD 4-5=0/274,.5-6=-877/0;6-7=-1206/0,7-8=-1214/0 BOT CHORD 15-16=0/408,13-14=0/873,12-13=0/877,11-12=0/888,10-11=0/983 WEBS 6-12=-282/0,4-14=-528/0,2-16=433/0,2-15=-445/0,3-15=-289/0,4-15 70/604,5-14=-1197/0,8-10=-1057/0, • 7-11=-315/0,6-11=0/555 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only”Member end fixity model was used in the analysis and design of this truss. . 5)Recommend 2x6 strongbacks,on edge,spaced.at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard <0-... GN `c -vo • 2 :3640 P �f` .../" Ar -9 OREGO■• o'N ` •oy�Lg R Y 20 O SOON Digital Signature EXPIRATION DATE: 12-31-12 , May 19,2011 INEW rya A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 1YITEK REFERENCE PAGE 7411-74 73 rep.10-'O8 BEFORE USE. a g;pq� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. N�b1.4 tl s Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown CCCbbb is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the NTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Crt1us Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125892 81106180 14-FT Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:1955 2011 Page 1 ID La5k9S_VHOam6f17gihmpNzHOhy-3DHINvf3cgVIY1_N7OnPKW_XI2Rk48RAvwpOBXzElw2 0-1-8 H I 2-fi-0 I 2-0-9 2"4"0 t"9"7 1 1 0"9-8 Scale=1 26 1 254 II 3x4= 356= 3x4 II 4x8= 254 II 354 II 1 2 3 4 5 454= 6 7458= 6 5 ._ II�MI_______ ��11 Ii I im 1 0 12 11 10 - 9 2x4 2x4 I I 456= 366= 4510= 458= I 4-11-1 8-0-0 B-8-0 9-4-0 I 15-7-8 4-11-1 - - 3-0-15 0-8-0 0-8-0 6-3-8 Plate Offsets(X,Y): (4:0-1-8,Edge),15:0-1-8,Edgef,17:0-3-2,Edgel,[9:Edge,0-1-8],f11 0-1-8,0-0-0f,112:0-1-8,Edget f13:0-3-8,Edgef,115:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.11 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.19 10-11 >666 240 BCLL 0.0 Rep Stress[nor YES WB 0.25 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=242/0-3-8 (min.0-1-8),9=575/Mechanical,13=867/0-3-8 (min.0-1-8) , Max Gray 14=287(LC 5),9=579(LC 3),13=867(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-1239/0,5-6=-1524/0,6-7=-1533/0 BOT CHORD 13-14=0/417,12-13=0/1237,11-12=0/1239,10-11=0/1250,9-10=0/1143 WEBS 5-11=-266/0,2-14=-442/0,2-13=-447/0,4-13=-1337/0,7-9=-1230/0,7-10=0/420,6-10=-316/0,5-10=0/483 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10 2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each'truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ' PRO �-S-\\ G00- / • ,..9_,.83.1;PE g T- ill ; OREG0 l'• • Cry Gq RY \\ OQ SOON Digital Signature 1 EXPIRATION DATE: 12-31-12 May 19,2011 ® WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE M 1.7473 fell.10-'08 BEFORE USE. CO Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Ell Applicability of design paranienters and proper incorporation of component it responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding *o fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 end SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 Ti.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125893 B1106180 15-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc Thu May 19 14:19'56 2011 Page 1 la La5k9S_V HOam6f17gihm pNz H Ohy-X Pr7aFghNzdcA BYag6letkxi4Sgzpby JBaYxjjgzzEtw1 I 2-6-0 1-0-4 I I t-4-0 I 2-3-0 I I 1-6-4 I I 1-2-8 0-t-f Scale=1:269 it 254 II 3x4 II 4x6= 2x4 II 354 II 4x6= 2x4 II 3x4= 1 2 3 4 4x6= 5 6 7 8 4x6= 9 �I �r tHi �� t7 0. Mae 11 MIMI 1 ,as MP 16 15 14 — 12 11 =' 3x4= 2x4 II 2x4 II 3x4= 4x6= 4512= 458= I 7-11-12 16-1-0 7-11-12 8-1-4 - Plate Offsets(X,Y): [1:Edge,0-1-8],[3:0-1-8,Edge],[4:0-1-8,Edge],[6:0-1-8,Edge),[7:0-1-8,0-0-0],[8:0-0-14,Edge],.[9:0-1-8,Edge],[10:Edge,0-1-8],[11:0-1-8,Edge],[12:0-1 78 . ,Edge),114:0-1-8,0-0-01,(15:0-1-8,Edge],116:Edge,0-1-81,117:0-1-8,0-1-81 • LOADING(psf) SPACING 2-0-0 CSI .DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.09 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.17 10-11 >565 240 . BOLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins; except BOT CHORD 4 X 2 DF No.1&Btr G and verticals. • WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=436/Mechanical,10=503/0-3-8 (min.0-1-8),13=927/0-3-8 (min.0-1-8) . Max Grav16=463(LC 7),10=571(LC 4),13=927(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-929/0,3-4=-930/0,4-5=-254/0,5-6=-254/0,6-7=-1255/0,7-8=-1251/0 BOT CHORD 15-16=0/860,14-15=0/930,13-14=0/930,12-13=0/1253,11-12=0/1255,10-11=0/1127 WEBS 2-16=-924/0,4-13=-800/0,8-10=-1204/0,6-13=-1136/0,8-11=0/250 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. „ 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced . , standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Vert:10-16=-10,1-9=-100 <0 c P R�fFSS Concentrated Loads(Ib) NCJ _j Ca]NEE �� Vert:7=-131 R 83.' ►P 91— • yti GREG , `f_ 0y0CogR, `. O SOON c Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 o , A WARNING-Verify design pare netaa and READ NOTES ON THIS AND ENCL UDED MITER REFERENCE PAGE MTI.7473 rev.10,08 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is far an individual building component. -- 0. Applicability bf design pardmenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown `Sgt '4 is for lateral support of individual web members only.Additional Temporary bracing to-insure stability during construction is the responsibillity of the Niilek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria„DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 100 Safely Information available tram Truss Hate Institute,281 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125894 B1106180 16-FT Floor Truss 11 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14.19 56 2011 Page 1 ID:La5k9S_VH0am6f17gihmpNzHOhy-X Pr7aFghNzdcABYag6letkXliSgtpaiJBaYxjzzEtwl 0.1-8 H 2-6-0 1-3-8 1-4-0 1-10 I °1- sca 1 20 1 354= 458= 254 I I 254 I I 1 254 h 2 3 4 304= 5 254 II a 4x8= 7 3x4= '#,‘AppiprPPwLt-mm■uuq , 4 ', ::e ' II ile _ Wing illis a oI i� ` 3x8= 4x4= 0 254 II 9 4510= 4510= 4-0-8 12-1-0 I o 11p o-B-0 0-e-0 I 4-0-8 6-7-0 Plate Offsets(X,Y): [2:0-3-2,Edge],[3:0-1-8,Edge],[4:0-1-8,Edgej,[6:0-2-2,Edge],[7:0-1-8,Edge];[8:Edge,0-1-8],[10:0-1-8,Edge],[11:0-1-8,Edge],[12:Edge,0-1-8),[13:0-1-8 . ,0-1-81,[14:0-1-8,0-1-81 - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.09 9-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.18 8-9 >800 240 BCLL 0.0 Rep Stress Ina YES WB 0.31 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF'No.1&Btr G TOP CHORD . Structural wood sheathing directly applied or 6-0-0 oc,purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=645/0-5-8 (min.0-1-8),8=645/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1728/0,3-4=-1735/0,4-5=-1877/0,5-6=-1882/0 BOT CHORD 11-12=0/1329,10-11=0/1735,9-10=0/1739,8-9=0/1320 WEBS 3-11=-257/0,2-12=-1421/0,2-11=0/607,6-8=-1414/0,6-9=0/606;5-9=-271/0,4-9=-144/327 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. - 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard . �c`ED PRQF4.`S • 0NGI N8&- S% At 2 83.4OPE -7_,.. 41.:- • V . -9 OREGO∎ C�/y l�q R 2 2s> . O SOON _ Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 .. :,.. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MJTEK REFERENCE PAGE WI,7473 rev.10-'08 BEFORE USE. . i° Design valid for use only with MiTek connectors.This design is based only upon paiameters shown,and is for an individual building component. • --,..° --11 . Applicability of design paiantenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Millet(' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N Lee Street Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125895 81106180 19-FT Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Nov 19 2010 MiTek Industries,Inc. Thu May 19 14 22:49 2011 Page 1 ID:La5k9S_VH0am6f17gihmpNzH0hy-EJXBhZLebRM1 n4N8_RcitTCK1 Bwisrknw_ybHRzEttK 0-1-8 H I 2-6-0 I 1-8-0 1 1 0-7-8 1 Scale=1 17.3 Camber=1/8 in 3x6 = 4x8 = 2x4 II 3x4 II 1 3x4 = 2 3 42x4 II 54x8 = 6 d - 11 �A L�i-i_____304= 7 3x4 = 4x10 = 4x8 = 0-4-4 0)1-@ 10-8-0 1 0-1-8 10-3-12 0-2-12 Plate Offsets(X,Y): (2:0-3-15,Edge],(3:0-1-8,Edge],]4:0-1-8,0-0-0],(5:0-3-2,Edgel,(7:Edge,0-1-8],(8:0-1-8,Edge],]9:0-1-8,Edge],(10:Edge,0-1-8],(11:0-1-8,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.06 7-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.18 7-8 >706 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IRC2009/TP,12007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER BRACING . TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=560/0-5-8 (min.0-1-8),7=573/Mechanical . FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1447/0,3-4=-1450/0,4-5=-1448/0 BOT CHORD 9-10=0/1158,8-9=0/1450,7-8=0/1127 WEBS 5-7=-1212/0,2-10=-1224/0,5-8=0/434,2-9=0/444 • • JOINT STRESS INDEX 1 =0.05,2=0.99,3=0.11,4=0.08,5=0.97,6=0.05,7=0.89,8=0.82,9=0.96,10=0.86,11=0.00and'11=0.00 NOTES ' 1) Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3) Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802 10.2 and referenced standard ANSI/TPI 1. . 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ' 6) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,�iS•7) CAUTION,Do not erect truss backwards. Fi�`GD P R VF�S LOAD CASE(S) Standard . . 43 s/0, , (lit :..COPE of AN r yOREGsr•�0 ��ygRY°° o sooty• Digital Signature EXPIRATION DATE: 12-31-12 , May 19,2011 A, WARNING-Verify design parameters and READ NOTES ON TINS AND INCLUDED MITEK REFERENCE PAGE MII-74713 rev.I0-'OS BEFORE USE. yi�� Design valid for use only'with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. nn TTT1 Applicability of design perarn enters and proper incorporation of component is responsibility of hwlding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing consult ANSI/TPIl Quality Criteria.008-89 and SCSI Building Component 7777 Greenback Lane,Suite 100 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125896 B1106180 1-FTG E Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc Thu May 19 14.19:58 2011 Page 1 ID-La5k9S_VH0am6f17gihmpNzHOhy-Tnyu?whyubtKPViyoW K6y9c6JFa?H PRcbu 12nszEtw'' 0-H8 0-ha Scale=1 30 3 354= 556= 556= 354= S. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 .1I h YI Y Y Y! ; Y1 II if III MIL 32 11%�� I� 1 � I 11! 1 111I • I ICI LItIL 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 556= 456 II 456= 556= QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 18-1.8 18-1-8 Plate Offsets(X,Y): [2:0-1-8,Edge),(14:0-2-12,Edge),[15:0-1-8,Edge1,[16:Edge,0-1-81,[18:0-1-8,Edge),[31:0-1-8,0-1-81,[32:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI • DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.61 • Horz(TL) 0.01 24 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No:1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 4 X 2 DF Std G REACTIONS All bearings 18-1-8. • (Ib)- Max Horz 30=31(LC 2) Max Uplift All uplift 100 lb or less at joint(s)17 except 30=-1699(LC 2),16=-1142(LC 3),29=-1590(LC 3), 18=-1108(LC 2) Max Gray All reactions 250 lb or less at joint(s)28,27,26,25,24,23,22,21,20,19,17 except 30=1799(LC 3),16=1251(LC 2),29=1892(LC 2),18=1446(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-289/284,2-3=-1754/1745,3-4=-1420/1412,4-5=-1087/1078,5-6=-754/745, 6-7=-420/412,7-8=-255/246,8-9=-588/580,9-10=-922/913,10-11=-1255/1246, 11-12=-1588/1580,12-13=-1922/1913,13-14=-2255/2246 BOT CHORD 29-30=-2032/2041,28-29=-1761/1769,27-28=-1427/1436,26-27=-1094/1103, 25-26=-761/769,24-25=-427/436,22-23=-564/573,21-22=-897/906,20-21=-1231/1239, 19-20=-1564/1573,18-19=-1897/1906,17-18=-571/625,16-17=-721/775 WEBS 2-29=-1878/1605,2-30=-2691/2686,14-16=-1468/1369,14-18=-2106/2048 NOTES . 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at'1-4-0 oc. QED PRO e 6)A plate rating reduction of 20%has-been applied for the green lumber members. - 7)Provide mechanical connection(by others)of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) 17 except(jt=lb) G)NE'C`K e$'j' 30=1699,16=1142,29=1590,18=1108. �/9 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ef 8;,,.v q P E standard ANSI/TPI 1. / 9)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-1-8 for 250.0 plf. 1'0)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. O�. 11)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks -9 OREGO to be attached to walls at their outer ends or restrained by other means. 0/x.....,„'V // --I R V 1 . _ LOAD CASE(S) Standard O SOON _ Digital Signature EXPIRATION DATE: 12-31-12 , May 19,2011 A. WARNING-VersJlfdesign parameters and READ NOTES ON THIS AND INCLUDED fl1ITEK REFERENCE PAGE MIT-7473 ren.1O'OS BEFORE USE. g7'8 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. IV' Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown p�j��p is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the respansibilhty of the IVItrek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - a fobricotion,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,838-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125897 81106180 20-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc Thu May.19 14.19:59 2011 Page 1 ID.La5k9S_VHOam6f17gihmpNzHOhgy-x_WGCGiafu?B1 tH8MErLVM99Yfz_0?tmgYnbKlzEtw_ 2-5-8 II—I 356= 6 2 254 11 Scale=1:106 1.111= �■ !11j 3x4=5 ■ 4 gari 3.4 11 3x6= 2-11.8 2-11-8 Plate Offsets(X,Y): 12:0-1-8,Edge1,14:Edge,0-1-81,15:0-1-8,0-1-81 • LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC .0.82 Vert(LL) 0.00 4 **** 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC p,05 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:16 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or-2-11-8 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std.G - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=199/Mechanical,3=231/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance-with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131".X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)138 lb down at 1-10-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. , 8)In the LOAD CASE(S)section,loads applied to the face of the-truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:3-4=-10,1-2=-100 Concentrated Loads(Ib) Vert.6=-138(F) �\c3 R s�O aj 8364.IPE r' igp Or- OREGO • SOON Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 WARNING-Verify dcsiga parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10-'08 BEFORE USE. t `E Design valid for use only-with MiTek connectors.This design is based only upon parameters shown,and isfor an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �`h'IV g® "' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,c nsult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,5rule 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Cilrus'Heights,CA,95610 Job Truss Truss Type qty Ply Pulte Homes-Building 2 Main Floor R33125898 81106180 21-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14 19:59 2011 Page 1 ' I D-La5k9S_VH0am6f17gihmpNzHOhy-x_WGCGiafu2B1 fH8MErLVM9HCfwHOzlmgYnbKlzEtw_ I t-0-12 I 2-6-0 I I 1-4-0 I I 1-0-4 I Scale=1199 4x6= 1354 23x4= 3 3.4 II 4 5 2x4 II 6 4.6= 73x4 11 II n �IIIIIIIIIII " I' samm ��11∎I war toll �J�/�� 3x4= 12 IN 10 9 3 ' 2x4 II 356= 458= 4x6= 3-11-4 11-11-0 3-11-4 - 7-11-12 Plate Offsets(X,Y): )1:Edge,0-1-81,14:0-1-8,Edoel,15:0-1-8,0-0-01,(6:0-2-),Edge),18:Edge,0-1-81,19:0-1-8,Edge1,(10:0-1-8;Edgel;(11:0-3-4,Edge( - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40:0 • Plates Increase 1.00 TC 0.27 Vert(LL) -0.04 8-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.08 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:11-12. REACTIONS (lb/size) 12=171/Mechanical,8=413/0-3-8 (min.0-1-8),11=699/0-3-8 (min.0-1-8) Max Grav12=238(LC 5),8=413(LC 1),11=699(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=-706/0,5-6=-708/0 BOT CHORD 10-11=0/706,9-10=0/706,8-9=0/728 WEBS 3-11=-289/0,2-11=-305/0,2-12=-314/20,6-8=-78210,4-11=-865/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. . 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to'each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard < - P R QFFS \co G1N•F9 `-/4 1 -7;3640F r -9,_OREGON. .N:' e',<, RY <,2 -I2,4, SOON - Digital Signature i EXPIRATION DATE: 12-31-12 May 19,2011 cpu','4"— -.,x._,P-u .re ., r Y^-,,eu, e•.._...cu, rsr•,.o-3.e "-Z', .,. _...< . .:+t.. _. . -;. ..-<, _-*•t° rr-w ,...s,-.t x"., a- . .5�9 x.5,55.,.a ....-3 ® WARNING'Vcriffg design parameters and READ NOTES ON THIS AND INCLUDED 141 TEE REFERENCE PAGE MR-7473 rem 10,03 BEFORE USE. -��-y p; Design valid for use only with Wick connectors.This design is based only upon parameters shown,and is for on individual building component. f' A .77 pplicability of design paraenters and proper incorporation of componentiis responsibility of building designer-not truss designer.Bracing shown r,p '� m is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IVhTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general'guidance regarding *a E fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS8.89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125899 B1106180 22-FT Floor Truss 2 1 Job Reference(optional) i Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:20:00 2011 Page 1 ID La5k9S VH0am6f17gihmpNzHOhy-PA4eQcjCQC72eo5LvxMa1aiMh3BAILLv3CW9rkzEtvz 0-1-a H I 2-fi-0 i 1-2-0 Scale=1199 ir 3x4= 2x4 II 448= 1 2x4 I I 2 4x8= 3 4 2x4 II 12 5 63x4 II o O �O f i„ i I'ii ! I • . a ! O 3x6= lel 9 a 7 456= • 48= 4x8= l 11-11-0 11-11-0 Plate Offsets(X,Y): f2:0-3-8,Edgel,)3:0-1-8,Edgel,14:0-1-8,Edgel,[5:0-3-8,Edgel,[7:Edge,0-1-81,[8:0-1-8,Edgel,[9:0-1-8,Edgel,[10:Edge,0:1-81,[11:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.14 7-8 >995 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.29 7-8 >486 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER BRACING • TOP CHORD 4 X 2 DF No;1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=672/0-3-8 (min.0-1-8),7=734/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2031/0,3-4=-2035/0,4-12=-2031/0,5-12=-2031/0 BOT CHORD 9-10=0/1325,8-9=0/2035,7-8=0/1484 WEBS 5-7=-1612/0,2-10=-1433/0,5-8=0/630,2-9=0/902 NOTES 1)Unbalanced floor live loads have been considered for this design. . 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1.and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only”Member end fixity model was used in the analysis and design of this truss. . 6)Recommend 2X6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3"),nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. • 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)209 lb down at 8-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 ��D P.p0F6- ,s UnifOi m Loads(plf) s Vert:7-10=-10,1-6=-100 �NGIIV�FR /� Concentrated Loads(Ib) 4 29 Vert:12=-129(B) 83.A O P E r" iiii: y OREGII- 0 CyO(iAl R 2 `Z. - O SOON , Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 aas -ter ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIME-REFERENCE PAGE 26III-747.9 rev.1O-'O8 BEFORE USE. us a p�1 Design valid for use only with"Milek connectors.This design is based only upon parameters shown,arid is for an individual building component. (:y Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown pp fblff•111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek* erector.erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWCR.o PERFORM.' fabrication,quality control,storage.delivery,erection end bracing,consult ANSI/1PI1 Quality Criteria,DS B-139 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights;CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125900 81106180 23-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14 20.01 2011 Page 1 I D:La5k9S_VHoam6£17glhmpNz H Dhy-tM eOdykq B WFvGy RXTftpan EfgTeF Uv531 sGi NAzEtvy 1 1-60 I I 3,4 I I 2 3x4= 3 2x4 II FScale=1.106 'mow 1 6 III III■ 3x4= 4 o bv III - 1t �, -kil 5 N 3,46= 3x6= I 3-10-0 I 3-10-0 Plate Offsets(X,Y): 11:Edge,0-1-81,(3:0-1-8,Edge),[6:0-1-8,0-1-8) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft 'Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) 0.00 5 "'• 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.04 4-5 >999 240 BC LL 0.0 Rep Stress Ina NO WB 0.04 Horz(TL) 0.00 4 n/a n/a ' BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:20 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=228/Mechanical,4=221/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-274/0,2-5=-279/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)61 lb down at 1-10-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ' LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) ,v) PROF Vert:2=-61(F) u. \c;��. GIN�� s/02 i43640P -Yrr- • y OREGO+- h.:,,� C - y r Z (Lilo- 4, SOON Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 ® WARNING V of j design parameters and READ NOTES ON 77415 AND INCLUDED MITER-REFERENCE PAGE 1511-7473 rcu.10'08 BEFORE USE. a Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. '4 T A PP licabilit Y of design P aiamenters and proper incorporation of component is responsibility of building designer-not truss desi ner.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction,is the responsibillity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding PowEa.o PEa.oR r fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125901 B1106180 25-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:20:01 2011 Page 1 ID La5k9S_VHOam6f17gihmpNzHOhy-tMeOdykgBWFvGyRXTftpanEgUTe0UvN3lsGiNAzEivy 0-1-8 1H 2x4ill 1-4-12 2 3x11= 3 354 11 I Scale=1:10 6 3x4 ova 5' 4 3x6= 3x6= 3-3-8 3-3-8 Plate Offsets(X,Y): (6:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) 0.00 5 **** 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD. Structural wood sheathing directly applied or 3-3-8 oc purlins, except BOT CHORD 4 X 2 DF.No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=161/0-3-8 (min.0-1-8),4=167/Mechanical • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X.3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard P ' GI co E.&;4 sio • 2 8364•PE 9(' y ORE d 404 C? y°° SOON �' Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 J7111Rld ndR1.s."ni8'0l- iv.:. '2! jv WARNING-Verify,design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERENCE PAGE ITI-74713 rev.101'05 BEFORE USE. rG; •10' Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding PE„.a - fabncotion.quality control-stornge,delivery,erection and bracing,consult ANSI/it'll Quality Criteria,658-89 and BCSI Building,Componenf 7777 Greenback Lane,suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125902 B1106180 2-FT Floor Truss 18 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas.OR 97015-1129 7.250 s Nov 19 2010 MiTek Industries,Inc. Thu May 19 14:24:03 2011 Page 1 ID:La5k9S_VHOam6f17cjihmpNzHOhy-4Y?9DtE3AAgXfR1 MKzx3s3GvSO5BBH1 gxVtWu9zEtsA 0-1-8 H I 2-6-0 I 013I 1-7-8 19-4-9 2-4-8 I 011 8 Scale=1.29.7 Camber=3/16 in • 2x4 II 4x6 = 2x4 II 3x4 = 4x10 = 2x4 H 5x8 = 2x4 H 2x4 II 4x10= 3x4 = • 1 2 3 4 5 6 7 8 9 10 v �i IY %' MIN 11 1I I� I 1.111,/ _I� iii. 16 �� 11., �.� III �r - ® 0 - I♦ 15 14 13 12 I► 4x8= 4x10 = 5x6= 4x4 = 4x10 = 4x8= 9-0-12 1 8-1-8 a-io s-m-8 1 18-1-8 8-1-8 0-- . 0-9-12 8-3-0 0-9-12 Plate Offsets(X,Y): [5:0-3-0,Edge],[6:0-1-8,0-0-0],[7:0-1-8,Edge],[10:0-1-8,Edge],[11:Edge,0-1-8],[13:0-1-8,Edge],[14:0-1-8,Edge],[16:E'dge,0-1-8],[17:0-1-8,0-1-8], [18:0-1-8,0-1-8] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.28 13-14 >768 360 MT20 220/195 ' TCDL 10 0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.49 13-14 >437 240 BOLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. - WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=977/0-5-8 (min.0-1-8),11=977/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3450/0,3-4=-3490/0,4-5=-4174/0,5-6=-4175/0,6-7=-4171/0,7-8=-3487/0, 8-9=-3448/0 BOT CHORD 15-16=0/2149,14-15=0/4170,13-14=0/4175,12-13=0/4146,11-12=0/2149 WEBS 5-14=-609/467,6-13=-493/305,2-16=-2305/0,2-15=0/1418,3-15=-260/0,4-15=-821'10, 4-14=-508/684,9-11=-2305/0,9-12=0/1416,8-12=-255/0,7-13=-353/585,7-12=-781/0 JOINT STRESS INDEX 1 =0.55,2=0.77,3=0.54,4=0.00,5=0.82,6=0.54,7=0.92,8=0.54,9=0.77,10=0.55,11 =0.71,12=0.78,13=0.91,14=0.74,15=0.82,16=0.71,17=0.00, 17=0.36,18=0.00 and 18=0.36 NOTES 1) Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard el only"Member 11. - <-.C\-1) P R 0,c -c, 4) "Fix heels only"M end fixity model was used in the analysis and design of this truss_ 5) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks �.c ',G]N&� /O to be attached to walls at their outer ends or restrained by other means. R . LOAD CASE(S) Standard ,,..0„..,..c:3 j 8364,I PE �c v OREGO ■ I OyO Uq R Y Ill SOON Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 .§r--r. _., _ -.^.^a: '- . a- ,. •h--m,. to .. - _ • - - _ , —w,,- . s h+._ , :r.... - -s_ .., A WARNING r-Verify-design parameters and READ NOTES ON 21118 AND INCLUDED MITEK REFERENCE PAGE MII-747.3 nao.10'08 BEFORE USE. m n ,'Q+i Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and¢for an individual building component. °.d' Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown pri N��SSY is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the i fek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding PowEA,a R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informalion available from truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 • Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125903 . B1106180 3-FT Floor Truss 12 1 • Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 1420'02 2011 Page 1 ID:La5k9S_VH0am6f17gihmpNzHOhy-LZCOrlkSypNmu60j1 MP26?nj_tgsDHOCWW?FvdzEtvx 0-1-a H 2-6-0 1 1-1-8 1 1 1-4-0 1 1 2-1-8 0-H8 I Scale.1:302 2x4 II 254 II 3x4= 4010= 2x4 II 3x8= 224 II 2,4 II 4510= 3x4= r., 1 2 3 4 5 64x6= 7 8 9 ins. '' irr 0.1 .-■1111111111111111111 -- lil'14111.4%-■111N7/ 1 11W,• I Sill,W011111 e - 1:4 MI 14 13 12 11 I'1 428= 4210= 3x4= 2x4 II 4x10= 428= 1 9-0-0 9-.g 9-9-8 1 I 18-1-0 1 9-0-0 0-l-B 0-8-0 0-8-0 7-7-8 Plate Offsets(X,Y): [4:0-3-13,Edge],[5:0-1-8,Edge],[6:0-1-8,Edge],[9:0-1-8,Edge),[10:Edge,0-1-8],[12:0-1-8,0-0-0],[13:0-1-8,Edge],[15:Edge,0-1-8],[16:0-1-8,0-1-8],[17:0-1-8 ,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.29 13-14 >736 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.52 13-14 >415 240 BCLL 0.0 Rep Stress Ina YES WA 0.36 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:97 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 of No.1 ■Btr G end verticals. . WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=975/0-5-8 (min.0-1-8),10=975/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - TOP CHORD 2-3=-3442/0,3-4=-3482/0,4-5=-4134/0,5-6=-4134/0,6-7=-3457/0,7-8=-3424/0 BOT CHORD 14-15=0/2145,13-14=0/4136,12-13=0/4134,11-12=0/4133,10-11=0/2145 • WEBS 2-15=-2301/0,.2-14=0/1414,3-14=-259/0,4-14=-699/0,4-13=-300/394,8-10=-2301/0,8-11=0/1394,7-11=-268/12, 6-11=-973/0 NOTES 1)Unbalanced floor live loads have been considered for this design. . . 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks - to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard . 2 f' 8364•PE yr y ORE ;" y°° SOON 0\-\ Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 ? WitalreMPIMMJ11111MIEi.ESPAIES2I.IVAatt,10..0,1.15riLV ... _+? :.. 1 ;Ins u :+rNrElEIMM!M . -i ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NE-7473 rev.10,08 BEFORE USE. .,r�m�ZLI Design valid for use only with,MiTek connectors.This design is based only upon parameters shown,and is for an individual balding component. ,X`7 i Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek"is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the tesponsibillity of the .MITek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .o ,,,. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tilt Quality Criteria,056-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125904 B1106180 4-FT Floor Truss 16 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc Thu May 19 14 20:03 2011 Page 1 ID:La5k9S_VHOam6f17gihmpNzHOhy-glmn2e14j7VdVGbwb4wHfC KwNGA?yf5LIAIpS3zEtvw 0-1-8 H I 2-6-0 1 I 1-4.0 I I 1-1-0 0-115 Scale=1 26 5 254 II 254 II 354= 2x4 11 3x6= 2x4 11 4510= 3x4= 1 2 4510= 3 4 5 454= 6 7 8 w .i a • Al .='iii � iii' II,M �11I Ili I�11� me 1s 13 12 11 10 4510= 254 11 2x4 II 4510= ,7 458', 458= I 15-11-0 1511-0 Plate Offsets(X,Y): [4:0-1-8,Edge],[5:0-1-8,Edge],[8:0-1-8,Edge],[9:Edge,0-1-8],[10:0-4-0,Edge],[11:0-1-8,0-0-0],[12:0-1-8,Edge],[13:0-4-12,Edge],[14:Edge,0-1-8],[15:0-1-8 ,0-1-81,[16,0-1-8,0-1-8] LOADING(ps() SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.20 12-13 >960 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.34 12-13 >553 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=855/0-3-8 (min.0-1-8),9=855/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2946/0,3-4=-2947/0,4-5=-3199/0,5-6=-2911/0,6-7=-2915/0 ' BOT CHORD 13-14=0/1751,12-13=0/3200,11-12=0/3199,10-11=0/3196,9-10=0/1759 WEBS 2-14=-1896/0,2-13=0/1279,3-13=-306/0,4-13=-566/82,7-9=-1904/0,7-10=0/1236,5-10=-636/54 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 arid referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard � c�NGPN4- 04, • � 9 2 ( A 7OPE : r OP 94 OREG*r, II . 10 6 &i RY 2. OSOON - Dlgital Signature i EXPIRATION DATE: 12-31-12 , May 19,2011 .r....Pav¢ - _ ae .- t -': ----r,.•-_- -..- .,- .. - - • _.? ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NII-7473 rep.10,08 BEFORE USK Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer Bracing shown s'"1•SK� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiitity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER ro q",. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 'Pulte Homes-Building 2 Main Floor R33125905 81106180 4-FTA Floor Truss 2 1 Job'Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14'20.05 2011 Page 1 ID:La5k9S_VH0am6f17glhmpNzHOhy-mSuXTKnLFklLlal IiVylkdPDX4ugObPeCTEwWyzEteu 0-1-8 H 2-6-0 1 I 1-3-8 I 1 1-0-13 l i 1-4-0 1 1 1-1-3 Ot-I Scale=1 26 5 244 II 244 II 384= 4410= 2x4 I I 244 I I 2x4 II 440= 3x4= 1 2 3 4 5x8= 5 6 4x6= 7 8 9 ‘-'.11LWl i I III i; u.I/ ggia I__ �,�__n mot Il■11 -lei Y��l, .-- i!, 1--.-♦-.-♦-♦_♦-♦-♦-..k. . -♦-♦-♦`. 13 12 11 O. 546= 2x4 II 448= 488= 284 II 4510= 448= QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS'STATED IN THE DRAG LOAD NOTE BELOW. . 1 7-11-13 6-7-13 1 9-3-13 15-11-0 7-11-13 0-8-0 0-8-0 6-7-3 Plate Offsets(X,Y): [2:0-4-8,Edge],[4:0-3-8,Edge],[5:0-1-8,Edge],[6:0-1-8,Edge],[8:0-3-8,Edge],[9:0-1-8,Edge],[10:Edge,0-1-8],[12:0-1-8,0-0-0],[13:0-1-8,Edgej,[14:0-4-8 ,Edge),]16:Edge,0-1-8),[17:0-1-8,0-1-81,118:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP , TCLL 40.0 Plates Increase 1.00 • TC 0.60 Vert(LL) -0.12 11-12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.18 11-12 >778 240 . BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.03 10 n/a n/a, • BCDL 5.0 _ Code IRC2009/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G • , end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 4-3-8 except(jt=length)10=0-3-8. (Ib)- Max Horz 16=19(LC 9) Max Uplift All uplift 100 lb or less at joint(s)10 except 16=-997(LC 7),15=-233(LC 9),14=-356(LC 8) . Max Gray All reactions 250 lb or less at joint(s)15 except 16=1062(LC 8),10=758(LC 7),14=1817(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-976/968,2-3=-2559/3413,3-4=-1896/2861,4-5=-3212/1797,5-6=-2797/1319, 6-7=-2930/1032,7-8=-2486/478,8-9=-918/911 BOT CHORD 15-16=-2195/1989,14-15=-3680/3480,13-14=-1544/2312,12-13=-1042/2520, 11-12=-1034/2521,10-11=-192/1529 WEBS 5-13=-495/104,6-12=-345/88,2-16=-2562/2792,2-15=-216/287,2-14=-2194/1379, . 8-10=-1654/210,8-11=-377/985,7-11=-396/29,6-11=-463/976,4-14=-1944/1.57, 4-13=-230/1151 NOTES 1)Unbalanced floor live,loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except(jt=lb) 16=997,15=233,14=356. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a total drag load of 380 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag ,sko0 P R OFe loads along bottom chord from 0-0-0 to 4-3-8 for 1409.2 plf. �. 0. . 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. NCO GIN,.&J9 WO 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks �� to be attached to walls at their outer ends or restrained by other means. ' :3640P ' r LOAD CASE(S) Standard y7 OREGO■• o>,`,'� ��y��gRY 12.x2 O SOON • Digital Signature EXPIRATION DATE: 12-31-12 ' May 19,2011 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 11IITEKREFERENCE PAGBMII-7473 reu.10'08 BEFORE USE. y �n Design valid for use only with MiTek connectors:This design is based only upon parameters shown,and is for an individual building component. Applicability of design pardm enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown '�'t L is for lateral support of individual web members only.Additional temporary bracing to,insure stability during construction is the responsibillity of the Mirek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage,delivery,erection and bracing,consult ANSI/TPIl quality Criteria,DS8-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125906 91106160 5-FTGE Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14.20:06 2011 Page 1 I D:La5k9S_V H0am6f17gihmpNzHOhy-EKRvgfnz02tBM)JVGCT_HrxU RUJ?918oR7zT3OzEtvt n-hp 0-4 Scale=1 26 5 3x4= 556= 566= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 4 ■■\■■■iA_A-AAA-A-A�A�A∎_�A∎1 IPMI �r� um; it It iii it iii■MIN u dIII ii 1It1 li 'i Ii1i_i_XXi_i_!�Y�Y-Y∎Y-Y--∎Y Y-Y-Y 1�lYI•Y, MIA W.4MA*1��••:t•AAA�AA*1•14E••I•A�I►AAAA4I��1EiMIA•I•Mal*I10K4VA�VI*1••1*Ir•IA•••I*1��IKA111VIA� 26 25 24 23 22 21 20 19 18 17 • (6 15 14 566= 466 II 4x6 II 566= QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 15-11-0 - 15-11-0 Plate Offsets(X,Y): (2:0-1-8,Edgel,113:0-1-S,Edgel,[14:Edge,0-1-81,f27:0=1-8,0-1-81,[28:0-1-8,0-1-81 ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) 1/deft L/d PLATES GRIP TCLL 40.0 • Plates Increase 1.00 TC 0 20 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.01 20 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 '(Matrix) ' Weight:69 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 4 X 2 DF Std G REACTIONS All bearings 15-11-0. (Ib)- Max Horz 26=31(LC 2) - Max Uplift All uplift 100 lb or less at joint(s)except 26=-1622(LC 2),14=-1734(LC 3),25=-1522(LC 3), 15=-1636(LC 2) Max Gray All reactions 250 lb or less at joint(s)24,23,22,21,20,19,18,17,16 except 26=1731(LC 3), 14=1836(LC 2),25=1814(LC 2),15=1916(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-289/284,2-3=-1674/1654,3-4=-1340/1321,4-5=-1007/988,5-6=-674/654, 6-7=-340/321,7-8=-346/326,8-9=-679/660,9-10=-1012/993,10-11=-1346/1326, 11-12=-1679/1660,12-13=-268/264 BOT CHORD 25-26=-1942/1961,24-25=-1670/1689,23-24=-1337/1356,22-23=-1003/1023, 21-22=-670/689,20-21=-337/356,1 9-20=-311/330,18-19=-644/663,17-18=-977/997, 16-17=-1311/1330,15-16=-1644/1663,14-15=-1897/1917 WEBS 2-25=-1800/1536,12-15=-1902/1650,2-26=-2585/2566,12-14=-2648/2628 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). P 5)Gable stud's spaced at 1-4-0 oc. ) RQ 6)A plate rating reduction of 20%has been applied for the green lumber members. tG�� F,: 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1622 lb uplift at joint 26,1734 lb uplift at \�� GI NEs fr ' 0 joint 14,1522 lb uplift at joint 25 and 1636 lb uplift at joint 15. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 6 8364 P P E 9t' standard ANSI/TPI 1. 9)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0,-0-0 to 15-11-0 for 250.0 plf. '---4 / / 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks -9 OR Elio, '" to be attached to walls'at their outer ends or restrained by other means. c, l'&q+ \� LOAD CASE(S) Standard Ox so'oN o Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 41.01i4l6.:tRfCx,5,a7Jfi tu'i1t.611PAIValiMIT CSi. 4111111•014}€$llita" _ IR"gliIMIararSl lRVll.,i'�14aID ® WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII.7473 reu.10'08 BEFORE USE. m�' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component - Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �p is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction B fhelresponsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility'of the building designer,For general guidance regarding m - fabrication,quality control,storage,delivery,erection and bracing,consult ANSI%TPlt Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125907 B1106180 6-FT Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14'20:07 2011 Page 1 I D:La5k9S_VHOam6f17gihmpNzHOhy-i W?Hu?obnM?2_tuhgv_Dp2UbQuWXuYPxgnjObgzElvs 0-1-B H I t-3-0 I 2-5-4 I I 2-5-4 I 1 1-4-0 11 1-1-0 I I 2-6-0 I -2-6-0 P- Scale=1265 2x4 I 2x4 II 3x4= 3x6= 3x4 H 254 H 2x4 II 3x4= r: 1 2 3 4 458= 5 67 5x6= 6 948= 10 ■ tltiA16. ii �i� I, �Y f/� dI ; It 1. II'Ij111111111111�1 16. 1 1e 6 f ■.� RIMS C - �� ' MI 1 1 PA= 2x4 II 3x6= 3x6= 4x10= 48= 4-U-12 I 15-11-0 I 4-0-12 11-10-4 Plate Offsets(X,Y): [4:0-3-12,Edge],[5:0-1-8,Edge],[7:0-1-8,Edge],[9:0-3-2,Edge],[10:0-1-8,Edge],[11:Edge,0-1-8],[13:0-1-8,0-0-0],[14:0-1-8,Edge],[17:0-1-8,0-1-8],[18:0-1-8 ,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) ,I/deft L/d PLATES GRIP . TCLL 40 0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.10 12-13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0:77 Vert(TL) -0.17 12-13 >820 240 BCLL .0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (lb/size) 16=88/0-3-8 (min.0-1-8),11=579/0-3-8 (min.0-1-8),15=1034/0-5-8 (min.0-1-8) Max Uplift16=-67(LC 3) Max Grav16=175(LC 2),11=580(LC 3),15=1034(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/459,3-4=0/501,4-5=-1324/0,5-6=-1333/0,7-8=-1557/0,8-9=-1561/0 BOT CHORD 14-15=0/743,13-14=0/1333,12-13=0/1354,11-12=0/1163 WEBS 2-15=-527/0,9-11=-1245/0,9-12=0/428,7-12=0/332,7-13=-258/0,6-7=-1333/0, 4-15=-1339/0,4-14=0/735,5-14=-271/0,3-15=-290/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 67 lb uplift at joint 16. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1,and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks • to be attached to walls at their outer ends or restrained by other means 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard r .0 PROF-S ,NGINE.`c- s/o 2 ii: 83 P E 9r Aor 9 � � Cr -v,,, 2 y i,9 R 2 Oo SOON + Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 o ® WARNING-Verifiy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE 1411-7473 rev.10-'08 BEFORE USE. Q Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for on individual building component. .f-�-e$7 Applicability of design poram enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 't''1't is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For,general guidance regarding ra E ..- fabrication,quality control,storage,delivery,erection and bracing,cofisult ANSI/TPI1 Qualify Criteria,135B-69 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125908 B1106180 7-FT Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:20:08 2011 Page 1 ID:La5k9S_VHOam6f17glhmpNzHOhy-AjZg5LpDYf7vc1 TtNdVSMG1 mcHtfd_z4vRSa7GzEtvr 0-1-6 H I 2"4"14 2-5-4 1 1 1-2-13 1-3-9 1-4-0 1 1 1-1-0 1 1 2-6-0 0-F1 H Scale=1 26 5 2x4 9 2x4 II 354= 356= 3x4 II 458= 254 II 454= 254 II 354= 1 2 3 4 5 67 8 y 456= 10 1. it " I 1i Dpi 11 iil N dill li:p ,l II� �I I :.. - 1c,..' I '`l, Y— %ia..1..i I_r, �1 IIIM. i'M 14 13 12 r,^�,I, — 456= 2x4 II 356= 3x6- 4510= • 458= ' 5-2-10 I 15-11-0 I 5-2-10 10-8-6 Plate Offsets(X,Y): ]5:0-1-8,Edge),(7:0-1-8,Edge1,19:0-1-6,Edge1,110:0-1-8,Edge),111:Edge,0-1-81,113:0-1-8,0-0-01,(14:0-1-8,Edge1,117'0-1-8,0-1-81,118:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/def L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.10 12-13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.17 12-13 >756 240 ' BCLL 0.0 Rep Stress[nor YES WB 0.42 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0=0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (lb/size) 16=228/0-3-8 (min.0-1-8),11=548/0-3-8 (min.0-1-8),15=924/0-7-3 (min.0-1-8) Max Grav16=262(LC 5),11=553(LC 3),15=924(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/273,3-4=0/277,4-5=-1145/0,5-6=-1155/0,7-8=-1422/0,8-9=-1426/0 BOT CHORD 15-16=-9/349,14-15=0/517,13-14=0/1155,12-13=0/1180,11-12=0/1095 WEBS 2-15=-529/0,2-16=-371/11,9-11=-1171/0,9-12=0/357,7-12=0/375,7-13=-280/0,6-7=-1155/0,4-15=-838/0, 4-14=0/821,5-14=-320/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ' 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards, LOAD CASE(S) Standard ■`o<cr s D P FE 6s`r/O 9 2 iii• 83 ' PP "Y Of y7 OREGil' C�6,, liy R c� O SOON - Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 i 1.6,liMNE+ t.v_ •_ ^ -- - -. -,. . 3 . 4T51IM. Asa' IIMSIONAISOSk emeirs A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES-REFERENCE PAGE 1411-7473 rev.10-'08 BEFORE USE, Design valid for use only with■itek connectors.This design is based only upon parameters shown,and is for an individual building component. 7x.9 I ea Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lot eras support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER:1,7 PERFORAC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available Irons Truss Plate Institute,28 1 N,Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125909 81106180 8-FT Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:20:08 2011 Page 1 ID:La5k9S_VHOam6f17gihmpNzHOhy-AjZg5LpDYf7vc1TtNdVSMG1 m2Htddj4vRSa7GzEtvr 0-1-8 H 1-11-12 2-5-4 5.6 6-2 I I 1-4-0 H 1 1-1-0 I I 2-6-0 I 0-H I Scale=1g6 5 r. 2x4 II 2x4 11 354= 356= 3x4 I I 458= 2x4 II 454= 2x4 II 3x4= • 1 2 3 4 5 67 y 8 9.14x6` 10 j Il �Am MI; 4x6= 1254 II 1356= 356= 4510= 458= 1 4-9-8 1 15-11-0 1 4-9-8 11-1-8 Plate Offsets(X,Y): [5:0-1-8,Edge],[7:0-1-8,Edge],[9:0-1-2,Edge],[10:0-1-8,Edge),[11:Edge,0-1-8],[13:0-1-8,0-0-0],[14:0-1-8,Edge],[15:0-4-8,Edge],[17:0-1-8,0-1-8],[18:0-1-8 ,0-1-81 .. - LOADING(psf) SPACING 2-0-0 CSI , DEFL in (Iec) 1/defl L/d PLATES GRIP . TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.10 12-13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.17 12-13 >775 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 11 n/a n/a • BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD ,4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G . end verticals. WEBS . 4 X-2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (lb/size) 16=176/0-3-8 (min.0-1-8),11=562/0-3-8 (min.0-1-8),15=962/0-7-3 (min.0-1-8) Max Gray 16=226(LC 5),11=565(LC 3),15=962(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/360,3-4=0/362,4-5=-1224/0,5-6=-1233/0,7-8=-1482/0,8-9=-1486/0 • BOT CHORD 15-16=-73/262,14-15=0/532,13-14=0/1233,12-13=0/1256,11-12=0/1125 WEBS 2-15=-524/0,2-16=-287/83,9-11=-1204/0,9-12=0/389,7-12=0/355,7-13=-273/0, 6-7=-1233/0,4-15=-966/0,4-14=0/854,5-14=-302/0 • NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. . • 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard • . \�� N F� s.0 2 '� 8364.+PE 9r i I y' OREGO O SOON Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FAGE MII-7473 rev.10-'OS BEFORE USE. .1,.....„_ R Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .o fabrication,quality control,storage,delivery,erection and bracing,consult .ANSI/TPI1,Quality Criteria,068-89 and SCSI Building Component 7777 Gieeiakruk Lane,Suite 109 Solely Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Main Floor R33125910 B1106180 9-FT Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14 20:09 2011 Page 1 ID:La5k9S_VHOam6f17glhmpNzHOhy-ev72JhgrJzFm DB23xK1 hvTZxlhCgMQSE75C7fjzEtvq 0-1-8 H I 1-3-4 I 2-5-1 1-9-13 I 1-10-6 I I 1-4-0 1 1 1-1-0 1 1 2-0-0 l °-h-7 Scale=1 26 5 2x4 II 2x4 II 384= 356= 384 II 4810= 284 II 2x4 II 384= 1 2 3 4 5 57 586= 8 a 488= 10 4. , y NN .1104111 1111111%041-14114111 In r VMI ��I;i M1 II I�� 111 Mil !` i r—/ 14 13 12 456= 2x4 II 356= 386= 4812= 4x8= I 4-0-13 4-}0 15-11-0 4-0-13 0-d-3 11-10-0 Plate Offsets(X,Y): [2:0-2-1,Edge],[4:0-4-10,Edge],[5.0-1-8,Edge],[7 0-1-8,Edge],[9:0-2-14,Edge],[10:0-1-8,Edge],[11:Edge,0-1-8],[13:0-1-8,0-0-0],[14:0-1-8,Edge],[15:0-5-4 ,Edger,[17:0-1-8,0-1---J,[18:0-1-8,0-1-81 LOADING(pst) SPACING 2-0-0 CSI DEFL in (roc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.10 12-13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.17 12-13 >810 240 BCLL 0.0 Rep Stress Ina NO WB 0.47 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (lb/size) 16=63/0-3-8 (min.0-1-8),11=584/0-3-8 (min.0-1-8),15=1054/0-5-10 (min.0-1-8) Max Uplift16=-86(LC 3) Max Grav16=162(LC 2),11=585(LC 3),15=1054(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/539,3-4=0/540,4-5=-1358/0,5-6=-1365/0,7-8=-1579/0,8-9=-1583/0 BOT CHORD 14-15=0/563,13-14=0/1365,12-13=0/1385,11-12=0/1175 • WEBS 2-15=-582/0,9-11=-1257/0,9-12=0/440,7-12=-1/326,7-13=-262/0,6-7=-1365/0, 4-15=-1217/0,4-14=0/919,5-14=-283/0,3-15=-263/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 lb uplift at joint 16. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard <c-4c ) PRQp Y 4'ili '../ ''.1, e eAOPE r • ■/ y'V O F E G• 2 y°° soon . Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 -,. - _ ✓+1.._ .... 'Ma9 t < _ ... ,«. .. .'v.�-,•..`«R•: -4':':-e rs.Y"_KF-.'i"ti ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE 15111-7473 rev.10-'08 BEFORE USE �p®7 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. •r y A;,[� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown pp ®SS is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding owE ra E fabrication„qualify control,storage,delivery,erection and bracing,consult ANSI/i P11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314, Citius Heights,CA,95610 Symbols Numbering System . Gee.eral Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y Failure to Follow Could Cause Property a offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury 11.171.1 Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) �I Aand fpply ull py lates to embed t both sides eeth. of truss 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See BCSI. 0-1/16 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never r p 4 stack materials on inadequately braced trusses. p O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and = O plates 0-'nb' from outside d C=J all other interested pc ties. edge of truss. O g c 8 cam, CE-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ift Indicated by symbol shown and/or •ESR-131 1,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I . Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. ■.III■ reaction section indicates joint MEIN number where bearings occur. 1111111111111111® 17.Install and load vertically unless indicated otherwise. ►�� y 18.Use of green or treated lumber may pose unacceptable iii , rvY ri ' environmental,health or performance risks.Consult with Industry Standards: - —,_ project engineer before use. r ., ANSI/TPII: National Design Specification for Metal 5 ;s 'f 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. e O and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, PO lyg,Rr TO pERF ORM:"• ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10-'08 • J. . WIENZINIEN F- t MiTek® F,wgR To PER F9R14," MiTek industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: B 1 106180-A Fax 916/676-1909 Pulte Homes-Building 2 Upper Floor The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pro Build West (Clackamas ,OR). Pages or sheets covered by this seal:R33126054 thru R33126073 My license renewal date for the state of Oregon is December 31,2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice,Dated July 28,2010" (reprinted at www.mii.com)before use. MiTek does not warrant third-party lumber design values. CEO P R OFFS .0,I N FFR sio • BP 1 A dPE` 9r OREGON 0�%C�gRY 1 � O SOON Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 Ong, Choo Soon 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 1. Job Truss Truss Type 'Qty Ply Pulte Homes-Building 2 Upper Floor - R33126054 91106160-A 10-FTGE Floor Truss 2 1 . I Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:37:09 2011 Page 1 ID.La5k9S_VH0am6f17gihmpNzHOhy-n 81 e0TAf5Mm2bx16hYKtEZpJhsTzMi FNgoH6SbzElfu 0-N8 0-1118 Scale=129 5 3x4- 5x6= 3x4- I 2 3 4 5 6 7 5 9 10 11 12 13 5x6= 14 . AA�A A-A AA ill II Y Ilil Y IY I Y I_iulfmirfr Y I- ICI a IV a rvir - Y-V � - � 4 28 27 26 25 24 23 22 21 20 19 18 17 16 15 5x6= 405 I 3x4 II 4x8= QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 17-7-8 . 17-7-8 - Plate Offsets(X,Y): 12:0-1-8,Edge1,113:0-1-8,Edgel,114:0-1-8,Edgel,115:Edge,0-1-81,[29:0-1-8,0-1-81,(30:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft, L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.64 Horz(TL) 0.01 21 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 4 X 2 DF Std G 10-0-0 oc bracing:21-22. REACTIONS All bearings 17-7-8. (Ib)- Max Horz 28=31(LC 2) Max Uplift All uplift 100 lb or less at joint(s)except 28=-1761(LC 2),15=-1458(LC 3),27=-1659(LC 3), 16=-1348(LC 2) Max Gras All reactions 250 lb or less at joint(s)26,25,24,23,22,21,20,19,18,17 except 28=1868(LC 3), 15=1592(LC 2),27=1953(LC 2),16=1690(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-289/284,2-3=-1834/1817,3-4=-1501/1483,4-5=-1167/1150,5-6=-834/817, 6-7=-501/483,8-9=-517/499,9-10=-850/833,10-11=-1183/1166,11-12=-1517/1499, 12-13=-1850/1833,13-14=-363/356 BOT CHORD 27-28=-2104/2121,26-27=-1832/1850,25-26=-1499/1516,24-25=-1166/1183, 23-24=-832/850,22-23=-499/516,20-21=-484/501,19-20=-817/834,18-19=-1150/1168, 17-18=-1484/1501,16-17=-1817/1834,15-16=-2155/2172 WEBS 2-27=-1939/1673,13-16=-1674/1364,2-28=-2797/2781,13-15=-2686/2673 NOTES 1)Unbalanced floor live loads have been considered for this design. ' 2)All plates are 2x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). P R 5)Gable studs spaced at 1-4-0 oc. OF 6)A plate rating reduction of 20%has been applied for the green lumber members. �( ss 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1761 lb uplift at joint 28,1458 lb uplift at ICJ • G)NE" -- '-',/,-, /O joint 15,1659 lb uplift at joint 27 and 1348 lb uplift at joint 16. 29 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced j 3640 P (' standard ANSI/T 1. 9)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-7-8 for 250.0 plf. ' 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks - OREGO r• m to be attached to walls at their outer ends or restrained by other means. ti l- C?,cc,� (�,�RY 2 •' LOAD CASE(S) Standard r -Q soo' Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 A WARNING--Verify design parameters and PRAT,NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 7911^7473 rue.10-'08 BEFORE USE. ._ E Design valid for use only with MiTek connectors.This design ,'° is based only upon parameters shown,and is for an individual building component. '° Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 06' is for lateral support of individual web members only,Additional temporary bracing to insure stability during construction is the responsibillify of the Pi net(' erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .,- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,058-89 and BCSI Building Component 7777 Gieenbeck Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314, Citrus Heights,CA,95610 Job Truss ' Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126055 B1106180-A 11-FT Floor Truss 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14.37:10 2011 Page 1 ID La5k9S_VHOam6f17gihmpNzHOhy-FKJ1boBHsguvDSbIFGr6nnMSLGjp5EgwvSOf?1zEtft 2-6-0 I 1-1-8 1-4-0 1 1 t-1-4 01 Scale=1:19 8 458= 2x4 II 254 II 13x4 II 2 3 4 3x4= 52x4 II 6 458= 73x4= • „ �, I� a v �` I,. 13 72 111.1111.11111 11I MI „ I 1.ni� TWO ill' =x s 3 = • U, 1 R n to n 454= 254 II 4110= I 4-0-0 1 4-9.0 I 6-4-0 1 11-11-4 I 4-0-0 0-8-0 0-8-0 6-7-4 Plate Offsets(X,Y): [1:Edge,0-1-8],[2:0-3-3,Edge],[3:0-1-8,Edge],[4:0-1-8,Edge],[6:0-2-6,Edge],[7:0-1-8,Edge],[8:Edge,0-1-8],[10:0-1-8,0-0-0],[11:0-1-8,Edge],[12:Edge ,0-1-8],fl 3:0-1-8:0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.09 9-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.18 8-9 >798 240 BCLL .0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.03 8 n/a n/a, BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=643/0-3-8 (min.0-1-8),8=637/0-3-8 (min.0-1-8) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1669/0,3-4=-1677/0,4-5=-1838/0,5-6=-1843/0 BOT CHORD 11-12=0/1318,10-11=0/1677,9-10=0/1682,8-9=0/1300 WEBS 3-11=-275/0,2-12=-1416/0,2-11=0/587,6-8=-1392/0,6-9=0/586,5-9=-273/0,4-9=-123/339 • NOTES 1)Unbalanced floor live loads have been considered for this design. . 2)A plate rating reduction of 20%has been applied for the green lumber members 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. . 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails..Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard - -6 83644 PE yr IL _ f y�ORE � � 0 C, Ciq C? Oz sooty °� Digital Signature 1 EXPIRATION DATE: 12-31-12 May 19,2011 CEWi5fi;"riCilMY7� .ifA'raYfcaaiqi-V,MI,Y X ALM1 .9V.L.Zrk:2!m1::WnV i'tIE-F*i'R iRgrSMUnradgen.BIWW-iitfi.C.PWW 7 !! s'° "!7aVre<3+-WS3ffeJ£iE£Ib7SS 3 F Ti'alF eB,3f I1.1X SJ's9P 2 3 7a 4 ® WARNING-Verify design parameter.and READ NOTES ON THIS AND INCLUDED MITE'S-REFERENCE PAGE 1811.7473 rev.10-'08 BEFORE USE - 73 rt Design valid for use only with Mrfek connectors.This design is based only upon parameters shown,and is for an individual budding component. " ' .. Applicability of design pararsenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsiblllity of the Milek' erector.Additional perrilanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWEIV TO 6 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 108 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314, Cibus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126056 . B1106180-A 12-FT Floor Truss 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14 37:11 2011 Page 1 ID:La5k9S_VHOam6f17gihmpNzHOhy-1 WtPo8Bvd_OmrFAUpzMMJ_uc2f04gcxf85mCXUzEtis 0-1-8 H I 2-6-0 I 1-4-0 11 0-9-8 I Scale=1.26 1 2x4 II 344= 2x4 II 3x4= 2x4 II 4x10= 3x4 II f 2 4x10= 3 4 5 4x4= 6 7 8 I I 1 .10.11 O. 1a 13 12 11 10 9 458= 2x4 II 2x4 II 4510= 4x8= 478= 8-0-0 8-e-o I s-4-o 15-7-8 8-0-0 0-8-0 0-8-0 5-3-8 Plate Offsets(X,Y): (4'0-1-8,Edge),15:0-1-8,Edgel,19:Edge,0-1-81,111:0-1-8,0-0-01,[12:0-1-8,Edge1,113:0-3-8,Edge),114:Edge,0-1-81,115:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.19 12-13 >984 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.32 12-13 >569 240 - BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=839/0-3-8 (min.0-1-8),9=846/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2868/0,3-4=-2868/0,4-5=-3073/0,5-6=-2835/0,6-7=-2839/0 BOT CHORD 13-14=0/1713,12-13=0/3074,11-12=0/3073,10-11=0/3068,9-10=0/1723 WEBS 2-14=-1855/0,2-13=0/1236,3-13=-306/0,4-13=-519/103,7-9=-1871/0,7-10=0/1193,5-10=-634/80 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard • ti�0 P R OFR. OA°INE v F9 u/ % 833 P E• 9� -_ yA frOREGI ?,,,, ",4R i:,o O SOON _ Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 ® WARNING-Verify design parameten3 and READ NOTES ON THIS AND INCL UDED MITEK REFERENCE PAGE FRf-7473 ren.10'08 BEFORE USE. Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. --,+ � Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown p.. °•'k��555 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Wel(' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWEN ra oa fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,-Suite 109 Safety Information available from Truss Plate Institute,28 1 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126057 51106180-A 15-FT Floor Truss 2 1 . Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MITek Industries,Inc. Thu May 19 14:37:12 2011 Page 1 I D:La5k9S_VH0am6f17gihmpNzHOhy-BjRnOUCXOH8cSPlh NhtbsCRiC3NRZ9fpNIVm�3gwzEtfr 2-6-0 1 1-0-4 1 1 1-4-0 I 1-4-0 1 I 0-11-12 1 O-Y-I scale=1'26 6 2x4 II 3x4 II 254 II 3x4 II 456= 254 II 456= 354= 1 2 456= 3 4 46= 5 6 7 a 9 0 1111 , m � i M�A Milli Ia 15 ® 14 12 11 02 - 454= 2x4 I I — 2x4 II 354= T 4x6= 402= 4.= 7-11-12 I 1511-0 7-11-12 7-11-4 Plate Offsets(X,Y): [1:Edge,0-1-8],[2:0-3-8,Edge],[3:0-1-8,Edge],[4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,0-0-0],[8:0-1-8,Edge],[9:0-1-8,Edge],[10:Edge,0-178],[11:0-1-8,Edge] 112:0-1-8,Edge),[14:0-1-8,0-0-01,115:0-1-8',Edgel,[16:Edge,0-1-81,[17:0-1-8,0-1-8] • LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.10 15-16 >900 360 MT20 220/195 ' TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.19 15-16 >489 240 BCLL 0.0 Rep Stress!nor NO - WB 0:21 Horz(TL) 0.03 10 n/a nia BC DL 5.0 Code IRC2009/TP12007 (Matrix) Weight:89 lb FT-=0%F,0%E LUMBER BRACING TOP CHORD 4.X 2 DF No.1&Btr G . TOP CHORD Structural wood sheathing directly applied,or.6-0-0 oc purlins,.except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. . WEBS 4 X 2 DF Std G . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=714/0-3-8 (min.0-1-8),10=442/0-3-8 (min.0-1-8),13=1061/0-3-8 (min.0-1-8) Max Grav16=735(LC 7),10=463(LC 4),13=1061(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP'CHORD 2-3=-1715/0,3-4=-1727/0,4-5=-302/0,5-6=-302/0,6-7=-963/0,7-8=-960/0 BOT CHORD 15-16=0/1451,14-15=0/1727,13-14=0/1727,12-13=0/963,11-12=0/963,10-11=0/838 . WEBS 2-16=-1573/0,4-13=-1592/0,2-15=0/421,3-15=-328/0,8-10=-90210,6-13=-822/0 ' NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied.for the,green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10,2 and referenced standard ANSUTPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 3-10-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Q,ED PROF= 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 �� S's Uniform.Loads(plf) .Gd �,G]N �� Vert:10-16=-10.,1-9=-100 ��- R Concentrated Loads(Ib) •/ 836 .I P E 9r Vert:3=-500(F) 1 - / v OREGO OyoUgRY 0 s00N ' Digital'Signature EXPIRATION DATE: 12-31-12 1 May 19,2011 ,... + �6 ..fk, r�� y p 1 --- , r 4,. � � .+pmrr 9 -.m A WARNING-Ver-ifij design parameters and READ NOTES'ON THIS AND INCLUDED MITER REFERENCE PAGE 1111-74 73 rev.10-'03 BEFORE USB. Design valid for use only-with MJliTek connectors.This design is based only upon parameters shown,and is for an individual building component. t Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer Bracing shown SW ft is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsiblllity of the FiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding P fabrication,quality control,storage,delivery,erection and bracing,consult ANS01:11 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126058 81106180-A 16-FT Floor Truss 4 1 _Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:37:13 2011 Page 1 ID:La5k9S_VHOam6f17glhmpNzHOhy-fv?9DgDA9bGT4YKtwO0gPP_ztTISHaQybPFJcMzEtfq 0-1-8 H 2-6-0 1-3-3 1-4-0 I 1-1-5 - sczle=1 20 1 3x4= 409= 2x4 II 254 II 1 2x4 II 2 3 4 3x4= 5 2s44 II 6 4x8= 7 3x4= ill WA 111 II e irmill '5" Minn i-...111111111111111111111 I 3x8= Ia 11 10 9 //II 4x4= 2x4 4x10= 4510= - 4-0-3 4-]-1I1 4-9-11 5-5-11 12-1-0 4-0-3 0-t-6 0-8-0 0-8-0 6-7-5 Plate Offsets(X,Y): [2:0-3-2,Edge],[3:0-1-8,Edge],[4:0-1-8,Edge],[6:0-2-2,Edge],[7:0-1-8,Edge],[8 Edge,0-1-8],[10:0-1-S,Edge],[11:0-1-8,Edge],[12:Edge,0-1-8],[13:0-1-8 ,0-1-81,[14:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) 1/deft L/d PLATES GRIP TCLL 40 0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.09 9-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.18 8-9 >798 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 8 n/a n/e BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=645/0-5-8 (min.0-1-8),8=645/0-3-8 (min.0-1-8) ' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1724/0,3-4=-1732/0,4-5=-1878/0,5-6=-1882/0 . BOT CHORD 11-12=0/1330,10-11=0/1732,9-10=0/1736,8-9=0/1320 WEBS 3-11=-261/0,2-12=-1422/0,2-11=0/607,6-8=-1413/0,6-9=0/606,5-9=-271/0,4-9=-142/328 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International,Residential Code sections R502.11.1 and R802:10.2 and referenced standard ANSI/TPI 1. • ' 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. - LOAD CASE(S) Standard • �p,° PRQF'0.0 5\ GIN / N . F( 0� ,iiz3640P --7_,.. ' )REGO,- 0 xyOC'4 RY ,2 - ° sooty - Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 10 A .1 WARNING-VersfU design parameters and READ NOTES ON THIS AND INCLUDED 15TITETK REFERENCE FACIE 1411-7473 rev.I0-'08 BEFORE USE. .;rt 41 Design valid for use only viith MiTek connectors.This design is based only upon barometers shown,and is for an individual building component ` Applicability of design paramenters and proper incorporation of component is responsibfity of building designer-not truss designer.Bracing shown ri P�k`..:i is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the MiTek" erector.Additional perriranent bracing of the overall structure is,the responsibility of the building designer.For general guidance regarding " :o fabrication,quality control}storage,delivery,'erection and bracing,consult ANSI/TPl1 Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.281 N.Lee Street,Suite312,Alexandria,VA 22314 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte,Homes-Building 2 Upper Floor R33126059 81106180-A 19-FT Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 1914:37:13 2011 Page 1 ID La5k9S_VHOam6f17gihmpNzHOhy-fv?9DgDA9bGT4YKtwO0gPP_?TpgHbdybPFJcMzEtfq 0-1-8 H I 2-6-0 180 I I- 07a I Scale 41178 4x8= 3x4= 5 3x6= 2 3254 II 4 2x4 II 5 4x8= B 304 II • 11 =Ill 1W—M ii 1I �� 111 III I ' ` ,/ 3x4= • - ' 10 s e 7 _ 3x4= 4x10= _ 4x8= 0-4-4 011 I 168-0 0-1- 10.3-12 0-2-12 Plate Offsets(X,Y): 12:0-3-15,Edgej,13:0-1-8,Edge1,14:0-1-8,Edge);15:0-3-2,Edge1,17:Edge,0-1-81,18:0-1-8,Edgel,19:0-1-8,Edgel,110:Edge,0-1-81,111:0-1-8,0-1-81 LOADING(psf) , SPACING 2-0-0 , CSI DEFL in (loc) I/defl L/d .PLATES GRIP •• TCLL 40.0 Plates Increase Mb TC 0,28 Vert(LL) 0.06 7-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0,31 Vert(TL) -0.18 7-8 >706 240 . BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0:02 7 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight 51 lb FT=0%F,0%E LUMBER BRACING TOP,CHORD 4 X 2 DF No.146tr G . TOP CHORD Structural wood sheathing directly appliedor 6-0-0•oc purlins, except BOT CHORD 4X•2 DF No.18&Btr G end verticals. - WEBS 4 X 2 DF Std G . - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=560/0-5-8 ,(min.0-1-8),7=573/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . TOP CHORD 2-3=-1447/0,3-4=-1450/0,4-5=-1448/0 , BOT CHORD 9-10=0/1158,8-9=0/1450,7-8=0/1127 ■ WEBS 5-7=-1212/0,2-10=-1224/0,5-8=0/434,2-9=0/444 , NOTES 1)Unbalanced floor live loads have been considered for this design. • 2)A plate rating reduction of 20%.has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. , 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. . . 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard . . - 1 NCa N�F�`s`r/p • • "AV :..COPE r OF /ID v O.REG0 r C.iy 64 ii 2AI, �V SOON Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 3"-�'b'"`^:vX%'`•3Y'•R'L=" �Yia1' :'v' '-:1:5'$FSiS�3:11EiR' '" t9%•ii''•.�7<+.°s' T�' .h'7i1' ''.n"`rR, ui3Jr`P:!a� J1AF..�.M1`uTdY.TSi17' - - t C ,>•1i41T.e3F""_ 1b.Xxi-•t A\ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED h2ITEK REFERENCE PAGE NIII-7473 rev.10-'08 BEFORE USE. ,46 Th{m71 Design valid for use only witF,MTek connectors.This design is based only upon parameters shown,and is for an individual building component. G'v t-s G7a Applicability of design pdrarnenters and proper incorporation of component Is responsibility of building designer-not truss designer Bracing shown Y9 is for lateral support of individual web members only.Additional temporary bracing,to insure debility during construction is the responsibillity.of the. MiTek` erector,Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding *o fabrication,quality cont(ol,storage,delivery,erection and bracing,co.nsult ANSI/iPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Cams Heights,CA',95610 - Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126060 81106180-A 1-FTGE Floor Truss 2 1 Job Reference optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14.37.15 2011 Page 1 ID:La5k9S_VHOam6f17glhmpNzHOhy-c17weWEQhC WBJsUG2pRIUg3KcH Wd P9F31kQ gFzEtfo o-He O NB Scale-1'303 3x4= 5x6= 5x6= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 ��M' 111111111 'I/' ■ �i` 32■ � ■ � � � �♦�`�`'``I'- 1-�t♦t_V�Y 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 556= 4x6 II 4x6= 5x6= QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 18-1-8 • 18-1-8 Plate Offsets(X,Y): 12:0-1-8,Edge1,(14:0-2-12,Edgel,(15:0-1-8,Edge),f16:Edge,0-1-81,-(18:0-1-8,Edge),(31:0-1-8,0-1-81,132:0-1:8;0-1-81 ' ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (Idc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1:00 TC 0.28 Vert(LL) n/a - n/a 999 MT20 220/195' TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) n/a - n/a 999 ' BCLL 0.0 Rep Stress Incr YES W6 0.61 Horz(TL) 0.01 24 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER - BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 4 X 2 DF Std G • REACTIONS All bearings 18-1-8. (Ib)- Max Horz30=31(LC 2) ' Max Uplift All uplift 100 lb or less at joint(s)17 except 30=-1699(LC 2),16=-1142(LC 3),29=-1590(LC 3), 18=-1108(LC 2) Max Gray All reactions 250 lb or less at joint(s)28,27,26,25,24,23,22,21,20,19,17 except 30=1799(LC 3),16=1251(LC 2),29=1892(LC 2),18=1446(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-289/284,2-3=-1754/1745,3-4=-1420/1412,4-5=-1087/1078,5-6=-754/745, ' 6-7=-420/412,7-8=-255/246,8-9=-588/580,9-10=-922/913,10-11=-1255/1246, 11-12=-1588/1580,12-13=-1922/1913,13-14=-2255/2246 BOT CHORD 29-30=-2032/2041,28-29=-1761/1769,27-28=-1427/1436,26-27=-1094/1103, ' 25-26=-761/769,24-25=-427/436,22-23=-564/573,21-22=-897/906,20-21=-1231/1239, 19-20=-1564/1573,18-19=-1897/1906,17-18=-571/625;16-17=-721/775 ' WEBS 2-29=-1878/1605,2-30=-2691/2686,14-16=-1468/1369,14-18=-2106/2048 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. . 3)Gable requires continuous bottom chord bearing. 4)Truss to be-fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web) 5)Gable studs spaced at-1-4-0'oc. PRQF4 6)A plate rating reduction of 20%has been applied for the green lumber members. S 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17 except(jt=lb) '? GI N�E'9 `rip 30=1699,16=1142,29=1590,18=1108. dip 8)This truss is designed'in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced a 8364 t P E r standard ANSI/TPI 1. AIM 9)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 040-0 to 18-1-8 for 250.0 plf. / / 10)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. - _ 11)Recommend-2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-106(0.131"X 3")nails. Strongbacks -i ORE e', ■ to be attached-to walls at their outer ends or restrained by other means. oy'vz�• `0 LOAD CASE(S) Standard. O0 SOON �\ Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 ... _ --- .< -- +- - .. .. - ,,, - AZ•_]1. RIE+ilfr7...r.WFuSA7..iiraiIY LP.} ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE/4E-7473 rev.IO-'O.e BEFORE USE. r - ,R. Design valid for use only with M7ek connectors This design is based only upon parameters shown,and is for an individual building component. of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracind shown 'S 5 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the iesponsibillity of the Milek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding PowE .o fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citms Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126061 81106180-A 21-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 1914,37:,15 2011 Page 1 ID:La5k9S_VH0am6f17gihmpNzHOhy-cl7weW EQhC WBJsUG2pRIUg3KkH WZI W6F3IkQgFzEtfo 0-1-8 H 2-6-0 1 0-11-12 1 1 1-4-0 1 1-4-0 I 1-0-4 Scale=1 26 6 2x4 II 3x4= 4x6= 2x4 I I 3x4 I I 4x6= 2x4 I I 4x6= 3x4 II 1 2 3 4 4.6= 5 6 7 8 9 `a 17 1111111.11/"Axmlmitral RN ' it �� ai �Ir I I - U I'. 15 14 ► 12 11 10 7I 3x4= 2x4 II �� 456= 4.10= 2x4 3x4= 456= 7-11-4 10-11-0 7-11-4 7-11-12 Plate Offsets(X,Y): [2:0-2-8,Edge],[3:0-1-8,Edge],[4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,0-0-0),[8:0-2-1,Edge];[10:Edge,0-1,,-8],[11:0-1-8,Edge],[12:0-1-8,Edge],[14:0-1-8 ,0-0-01,]15:0-1-8,Ed'ge],f16:Edge,0-1-8],[17:0-1-8,0-1-81 - LOADING(psf) , SPACING 2-0-0 CSI DEFL in (roc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 , . IC 0.27 Vert(LL) -0.04 10-1.1 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0:23 Vert(TL) -0.09 10-11 >999 240 - BC LL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G, end verticals. WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=399/0-3-8 (min.0-1-8),10=407/Mechanical,13=911/0-3-8 (min.0-1-8) . Max Grav16=418(LC 7),10=427(LC 4),13=911(LC 1) FORCES (Ib)-Max.Cofnp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-766/0,3-4=-765/0,6-7=-773/0,7-8=-773/0 , , BOT CHORD 15-16=0/757,14-15=0/765,13-14=0/765,12-13=0/772,11-12=0/773,10-11=0/766 WEBS 5-13=-277/0,2-16=-806/0,4-13=-878/0,8-10=-823/0,6-13=-885/0 NOTES 1)Unbalanced floor live loads have been considered,for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in.the analysis and design of this truss. . 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks • • to be attached to walls at their outer ends'or restrained by other means. • 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ,.vp PRp,c �, GINFE9 s% Eli 1 �`.=.IPE/ • ter y OREGON ,��' 0yO�gRY 1 0 SOON '. Digital Signature 1 EXPIRATION DATE: 12-31-12 May 19,2011 .t ,.r - al - x,:-- A WARNING-Verify dthisps parameters and READ NOTES ON'tills AND INCLUDED MITER-REFERENCE PAGE74II-7473 rev.10-'08 BEFORE USE. 9, Design valid for use only with"MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Fu9...I Applicability of design paro'm enters and proper incorporation of component is responsibility of building designer,-not truss designer.Bracing shown is for lateral support of iridiwdual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ' IVi]Tlek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Ea,a fabrication.quality control,storage,delivery,erection and bracing,consult AN51/TPI1 Quality Criteria,D5 B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.281 N.Lee Street,Suite 312,'Alexandna,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126062 B1106180-A 22-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14'37:16 2011 Page 1 ID.La5k9S_VHDam6f17gihmpNzHOhy-4UhIssF2SWe2x03SCWyX02cR5gm1 UyYOHNTzChzEtfn 0-1-8 h—I I 2-6-0 11 1-4"0 1 I 1-6-8 1 Scale=1 16 3 4x6= 1 254 II 2 3 2x4 II 11 4 4x6= 5 354 I .. ® v n T 10 .- �` �� 3x4= �V / 'X ■,. < a 2x4 3x4= 9" 8 7 6 4x8= 4x8= I 8-7-8 • 878 - Plate Offsets(X,Y): 1 2:0-1-8,Edgel,'13:0-1-8,0-0-01,14:0-1-4,Edge),16:Edge,0-1-81,17:0-1-8,Edgel,18:0-1-8,Edge1,f9:Edge,0-1-8),110:0-1-8,0-1-81 _ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC- 0.48 Vert(LL) -0.11 6-7 >949 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.20 6-7 >502 240 BCLL 0.0 Rep Stress[nor NO WB 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G ' end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 dc bracing. REACTIONS (lb/size) 9=505/0-3-8 (min.0-1-8),6=538/Mechanical Max Grav9=505(LC 1),6=553(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1065/0,3-11=-1064/0,4-11=-1064/0 BOT CHORD 8-9=0/1064,7-8=0/1065,6-7=0/1079 . WEBS 4-6=-1160/0,2-9=-1136/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced . standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)209 lb down at 5-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ok.0 PROF�c 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 -`�. Ss Uniform Loads(plf) ' GiN�f ' /O Vert:6-9=-10,1-5=-100 9 '4-- Concentrated Loads(Ib) • 83.A PE c Vert:11=-129(B) /' y GREG•1� 0 SOON . Digital Signature EXPIRATION DATE: 12-31-12 , May 19,2011 k WARNING-Verify design,parameters and READ NOTES ON THIS AND INCLUDED MIFEK REFERENCE PAGE MII-7473 rev,10='08 BEFORE USE. m; Design valid for use only with MITek connectors.this design is based only upon parameters shown,and is for an individual building component. -T::..F CN Q Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek' �3 k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblllity of the I VIiTek/ erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding o PE o fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DS13-89 and BC51 Building Component 7777 Greenback Lane,guile 109 Safety Information available from Truss Plote Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126063 B1106180-A 23-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MITek Industries,Inc Thu May 19 14:3717 2011 Page 1 ID:La5k9S_VHOam6f17gihmpNzHOhy-YgEg3CGgDrinvvZAee9ETmZF8hD4DdDSZYW1 DX17zEtfm 1-8-0 Irk 1 3x4 7 2 3x4= 3 2x4 II Scale=1.10.6 „ I, • 3x4= 4 11 !i\►► =NU • I 3x6= 3x6= 3-10-0 • 3-10-0 Plate Offsets(X,Y): (1:Edge,0-1-8),(3:0-1-8,Edge),16:0-1-8,0-1-8) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP • TOLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) 0.00 5 **** 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.04 4-5 >999 240 BC LL 0.0 Rep Stress Ina NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BC DL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:20 lb FT=0%F,0%E LUMBER BRACING ,• TOP CHORD 4.X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=228/Mechanical,4=221/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-274/0,2-5=-279/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)-"Fix heels only”Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)61 lb down at 1-10-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) PR0E Vert:2=-61(F) \ \\ .1O G]N� �ss/O :3640P 9f' y�OREGOb. �'� '?-S Y rz ...`• O SOO1 Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 A WARNING-Verify design pru anxcteis and READ NOTES ON 77fIS AND INCLUDED MITER-REFERENCE'PAGE MII.7473 rev.10-'08 BEFORE USE. m Design valid for use onl;with MiTek connectors.This design is based only o- ^ 9 Y g y parameters shown,and is for on individual building component. Applicability of design paranienters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown iVliTek` is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .o fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TB])Quality Criteria,rS8-89 and SCSI Building Component 777.7 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type qty Ply Pulte Homes-Building 2 Upper Floor R33126064 61106130-A 25-FT Floor Truss 2 1 Job Reference(optional) • Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14 37:17 2011 Page 1 ID La5k9S_VH0am6f17gihmpNzHOhy-YgEg3CGgDgnvZAee9ETmZF8114DODSrYW1 DXI7zEtfm 0-1-8 II 2x4111 1-4-12 2 351= 3 3x4 II Scale=1 10 6 ..4%4401044066... 6 3x4= G 6 4 356= 356= 3-3-8 3-3-8 Plate Offsets(X,Y): [6:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) 0.00 5 *"' 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0 02 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=161/0-3-8 (min.0-1-8),4=167/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbaacks to be attached to walls at their outer ends o7'restrained by other means. 6)CAUTION,Do not erect truss backwards. • LOAD CASE(S) Standard • 10, (3 PRQp • LNG I N �R O 2 83.OPE r 7 OREGS� o� C�y004 R 2' - O SOON Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 ® WARNING-VerifI(design parameters and READ NOTES ON THIS AND INCLUDED 111lTEK REFERENCE PAGE 1411-7473 r ,.10-'O8 BEFORE USE. u ,1 pppppp Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. L^' h��tl e Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown p p is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is We responsiblllity of the Mirek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .o o fabrication,quality donirol,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 • Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126065 81106180-A 2-FT Floor Truss 18 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Nov 19 2010 MiTek Industries,Inc. Thu May 19 15'10:15 2011 Page 1 ID:La5k9S_VH0am6fl7gihmp NzHOhy-vgV5?jnrMtwDDRx6i8g6 Dd3dvQAigzGhMmMBAUzEtAs 0-1-8 H I 2-6-0 0/1-11r 1-7-8 Iq-41 2-4-8 0-18 Scale'=1:29.7 Camber=3/16 in 2x4 II 4x6 = 2x4 II 3x4 = 4x10 = 2x4 II 5x8 = 2x4 II 2x4 II 4x10= 3x4 = 1 2 3 4 5 6 7 8 9 10 :II YI %�� I Y It to q .■ ��1�IP4t1\ kr 15 14 13 12 4x8= 4x10 = 5x6= 4x4 = 4x10 = 4x8= 9-0-12 • I 8-1-8 18-1-8 I 8-1-8 0- p 0-9-12 8-3-0 0-9-12 Plate Offsets(X,Y): [5:0-3-0,Edge],[6:0-1-8,0-0-0],[7:0-1-8,Edge],[10:0-1-8,Edge],[11:Edge,0-1-8],[13:0-1-8,Edge],[14:0-1-8,Edge];[16:Edge,0-1-8],[17:0-1-8,0-1-8], [18:0-1-8,0-1-8] . , - . . LOADING (psf) SPACING 2-0-0 CSI DEFL in (lot) I/deft L/d PLATES GRIP TCLL 40.0 Plates,lncrease 1.00 TC 0.53 Vert(LL) -0.28 13-14 >768 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.49 13-14 >437 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=977/0-5-8 (min.0-1-8),11=977/0-5-8 (min.0-1-8) ' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3450/0,3-4=-3490/0,4-5=-4174/0,5-6=-4175/0,6-7=-4171/0,7-8=-3487/0, 8-9=-3448/0 BOT CHORD 15-16=0/2149,14-15=0/4170,13-14=0/4175,12-13=0/4146,11-12=0/2149 WEBS 5-14=-609/467,6-13=-493/305,2-16=-2305/0,2-15=0/1418,3-15=-260/0,4-15=-821/0, 4-14=-508/684,9-11=-2305/0,9-12=0/1416,8-12=-255/0,7-13=-353/585,7-12=-781/0 JOINT STRESS INDEX 1 =0.55,2=0.77,3=0.54,4=0.00,5=0.82,6=0.54,7=0.92,8=0.54,9=0.77,10=0.55,11=0.71,12=0.78,13=0.91,14=0.74,15=0.82,16=0.71,17=0.00, 17=0.36,18=0.00 and 18=0.36 NOTES 1) Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502 11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,c�Q ° PR()Fp 5) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. N GIN --� 9 /cam LOAD CASE(S) Standard 83■= 0 P 9l III . , Fyn OREG•r •pl SOON Digital Signature I EXPIRATION DATE: 12-31-12 May 19,2011 ttalMELTe,VMEWWW513011,14-MiligAznywaa.lk—acime,,mytownwymiftwomprifipyLAmwm-maRYZJIZ. V.Z.WffitirlIMMYYLVISEWXYMAILlig• .• ® WARMNO-Verify design parameters and READ NOTES ON THIS AND'INCLUDED}41TEK REFERENCE PAGE 0711-7473 rev.10-'08 BEFORE US& ra.Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ili Applicability of design pdrdmenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 2S� �`4 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available Irons Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126066 B1106180-A 3-FT Floor Truss 12 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MITek Industries,Inc Thu May 19 14'37 19 2011 Page 1 ID:La5k9S_VH0am6f17glhmpNzHOhy-U3MQUtIwkRldoTol HfVEegExHulThH6r_LiepOzEtfk 0-1-8 H I 2-6-0 I 1 7-1-8 1 1 i-4-0 I I 2-1-8 I 0-HB Scale=1 30 2 2x4 II 2x4 II 3x4= 4510= 2x4 II 358= 2x4 II 2x4 II 4510= 354= - 1 2 3 4 5 6 4x6= 7 8 9 -1111•1/11M11-A-A 11.71I �1� Y�i �►\ '11-1■-i-A�7 awls IL CI� 1 ,i ii F/ 14 13 12 11 t= 458= 4510= 3x4= 254 II 4510.= 458= I 9-0-0 18-1-0 I 9-0-0 9 0A-0 10 s-0 I 7-7-8 Plate Offsets(X,Y): [4:0-3-13,Edge],[5:0-1-8,Edge],[6:0-1-8,Edge],[9:0-1-8,Edge],[10:Edge,0-1-8],[12:0-1-8,0-0-0],[13:0-1-8,Edge],[15;Edge,0-1-8],[16:0-1-8,0-1-8],[17:0-1-8 ,0-1-81 LOADING(loaf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.29 13-14 >736 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0,74 Vert(TL) -0.52 13-14 >415 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:'97 lb FT=0%F,0%E • LUMBER BRACING ' TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=975/0-5-8 (min.0-1-8),10=975/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ' TOP CHORD 2-3=-3442/0,3-4=-3482/0,4-5=-4134/0,5-6=-4134/0,6-7=-3457/0,7-8=-3424/0 BOT CHORD 14-15=0/2145,13-14=0/4136,12-13=0/4134,11-12=0/4133,10-11=0/2145 WEBS 2-15=-2301/0,2-14=0/1414,3-14=-259/0,4-14=-699/0,4-13=-300/394,8-10=-2301/0,8-11=0/1394,7-11=-268/12, 6-11=-973/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • - N - 0:0 r_-S 4 , \ 2 I83.' •P A- yv OREG•r/ �f 06, i R O o�,c� O SOON - Digital Signature EXPIRATION DATE: 12-31-12 , May 19,2011 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MJrEKREFERENCE PAGE MI-74n rev.10-'08 BEFORE USE. _�w^� Design valid for use orily with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. S Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown m p s '^"1 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the "iTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ow fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126067 81106180-A 4-FT Floor Truss 18 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:37:19 2011 Page 1 ID La5k9S_VHOam6f17gihmpNzHOhy-U3MQUfiwkRldoTo1HfVEegEzwumNhCar_LiepozEtfk 0-1-8 H I 2-6-0 I I 1-4-0 1 F 1-1-0 I 0-,1-g ScaFle�-1.26 5 2x4 II 2x4 II 354= 2x4 II 3x6= 2x4 II 4x10= 3x4= 1 2 4x10= 3 4 OA= 6 7 8 to al rlfa II �i �� I I�� Ib ,ito II,' II ►■ - - - ►, >r/ 13 12 11 10 4510= 2x4 II 2x4 II 4x10= 4x13'= 4x8= I 15-11-0 15-11-0 Plate Offsets(X,Y): ,[4:0-1-8;Edge],[5:0-1-8,Edge],[8:0-1-8,Edge],[9:Edge,0-1-8],[10:0-4-0,Edge],[11,:0-1-8,0-0-0],[12:0-1-8,Edge],[13:0-4-12,Edge],[14iEdge,0-1-8],[15:0-1-8 ,0-1-81,116:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d , PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.20 12-13 >960 360 . MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 . Vert(TL) -0.34 12-13 >553 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.06 9 n/a n/a . BCDL 5.0 Code IRC2009/TPI2007 (Matrix) . Weight:80 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G . TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=855/0-3-8 (min.0-1-8),9=855/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2946/0,3-4=-2947/0,4-5=-3199/0,5-6=-2911/0,6-7=-2915/0 BOT CHORD 13-14=0/1751,12-13=0/3200,11-12=0/3199,10-11=0/3196,9-10=0/1759 WEBS 2-14=-1896/0,2-13=0/1279,3-13=-306/0,4-13=-566/82,7-9=-1904/0,7-10=0/1236,5-10=-636/54 • NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. . 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard . - . �c D PROFS. , . GIN4- `S/O 2 Lad 88 -.,�.0 P E -,P1... 0'S yOREGON/ i�0' 0,• R Y 1 - V SOON Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 +:=i-�.7f'3Sx.:4fll..i'ELF. R'a,--St ��"1 ttwa iitlgt 4�ti9r1'/-z_SKor!! w- nmiraf_` 1349E!SRC 4iR'MltiftOF."SC9 SdF -"<;llrchli� i.. i41t.'Jf3lirsQ{7`nS6M...S�bACe3p7r731£ i `r£,•�•,••••••• ® WARNING'Verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEKREFERENCE PAGE NIII.7473 rev.10'08 BEFORE USE. ' .:. Design void for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ` F,�e Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer Bracing shown �*ip1 "EiY is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IVIiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer,For general guidance regarding fabricaiion,quality control,storage,delivery,erection and bracing,consult ANSI/fPll quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126068 131106180-A 4-FTA Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:37:21 2011 Page 1 ID.La5k9S_VH0am6f17gihmpNzHOhy-QRUBvZJBG2HL1 nxPO4Yi15JFWhTA98h8RfBkuvzElf 0-1-8 H I 2-5-0 I 1-5-0 I I 2-5-13 1-1-0 I I 1-4-0 I I 1-1-3 °s1—I Scale=1'26 5 ■ 2x4 II 254 II 384= 488= 2x4 I I 284 II 2x4 0 488= 384= 1 2 3 4 5.8= 5 6 486= 7 8 9 i6 nil %1�� I C\ [ll �M. III /'� III 17 ' :i 111, ' I �' 1me - b _ ice, LA 1�v��,�� . , . . 1 3 12 11 586= 2x4 7 486= 988= 4810= 488= QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 7-11-13 I 8-7-13 i 9-3--13 1 15-11-0 I 7-11-13 0-8-0 0-8-0 6-7-3 Plate Offsets(X,Y): [2:0-3-8,Edgej,[4:0-3=8,Edge],[5:0-1-8,Edgej,[6:0-1-8,Edge],[8:0-3-8,Edge],[9:0-1-8,Edge];[10:Edge,0-1-8],[12:0-1-8,0-0-0],[13:0-1-S,Edge],[14:0-4-0 ,Edge],[15:Edge,0-1-8],[16:0-1-8,0-1-8],117:0-1-8,0-1-81 LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40:0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.12 11-12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.18 11-12 >767 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:87 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 15=57/4-3-8 (min.0-1-8),10=563/0-3-8 (min,0-1-8),14=1591/4-3-8 (min.0-1-8) Max Horz 15=30(LC 9) Max Uplift15=-1039(LC 7),10=-44(LC 8),14=-137(LC 8) Max Grav15=1108(LC 8),10=759(LC 7),14=2343(LC 2) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-955/947,2-3=-2598/3418,3-4=-1907/2875,4-5=-3251/1834,5-6=-2829/1348, 6-7=-2956/1053,7-8=-2512/499,8-9=-918/911 BOT CHORD 14-15=-3338/3710,13-14=-1554/2322,12-13=-1050/2530,11-12=-1042/2531, 10-11=-194/1533 WEBS 5-13=-499/97,6-12=-341/85,2-15=-2615/2856,2-14=-2261/1435,3-14=u 711/0, 4-14=-1913/148,8-10=-1658/212,8-11=-378/990,7-11=-399/28,6-11=-457/980, 4-13=-220/1147 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except(jt=lb) 15=1039,14=137. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10 2 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a total drag load of 380 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag P QED ROFF loads along bottom chord frow.0-0-0 to 4-3-8 for 1409.2 plf. �G ; Ca]N� 0.0 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ��5,. F9 Q2 7).Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks 17 to be attached to walls at their outer ends or restrained by other means. 7 836 4.i P E 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 4-3-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. ' 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -\ LOAD CASE(S) Standard ""-57,4,OREGO 1)Floor:Limber Increase=1.00,Plate Increase=1.00 0 & - Uniform Loads(plf) 6',-, q R + Vert:10-15=-10,1-9=-100 Q s00� Digital Signature Continued on page 2 ( EXPIRATION DATE: 12-31-12 May 19,2011 t(d.,,: :-.Y•a..F.€ _•st_�v -...,'..d. �-.-, r a .�fn.!sx..: .. x. - .[.<-1- ?._:-•'. - -.i .- C'- - :.i.. m } - � .nf., :2 _ a v _ ® WARNING-Verify design pro am-tern and READ NOTES ON THIS AND INCLUDED MEEK REFERENCE PAGE NT!7473 ras 10-D8 BEFORE USE. a,.` Design valid for use only with Miiek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 ' Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown gp is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitlity of the VliTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding wEA, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 'Pulte Homes-Building 2 Upper Floor R33126068 61106180-A 4-FTA Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR'97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:37:21 2011 Page 2 ID:La5k9S_VH0am6f17gihmpNzHOhy-Q RUBvZJBG2HL1 nxPO4Yij5JFWhTA98h8RfBkuvzEtfi LOAD CASE(S) Standard • Concentrated Loads(lb) Vert:3=-500(F) • • • • • • • • • • • • cn,9 .°:M111 r NE'MINI:. BViw::!car t a+erar We :AIMAIN IC4,72;7/ce s: sstare sue-- _19PM ; _ iINSADARATer e. '� SVAI2MP7G Vor j sfmsigd parameters<md READ NOTES ON THIS AND'INCLUDED MITEKREFERENCE PAGE NIII-7473 rev.10-'08 BEFORE USE. .may y-q Design valid for use only with MITek connectors,This design is based only upon parameters shown,and is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown • is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IVliTekY erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding To fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Graeitack Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alezdndria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126069 B1106180-A 5-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MITek Industries,Inc. Thu May 19 14 37:22 2011 Page 1 ' ID.La5k9S_VHOam6f17q,hmpNzHOhy-ve2Z6vKp1 MPCfxWcyn3xGJsNW5iSudPHgJwIQLzEtfh 0-1-8 H I 2-6-0 I 1-6-0 I I 7-0-0 I 1-4-0 1 1 1-1.0 :ca-V4=1265 4. • 2x4 II 2x4 II 3x4= 4x10= 264 II 4x4= 2x4 II 2x4 II 4x10= 3x4= 1 2 3 4 5 6 5x6= 7 8 9 � ' !1 M � � ii i _ : � � in14 13 12 11 A 4x8= 4x4= 2x4 II no= 4x8= 4x8= 8-0-0 8.8-o 9a-o 1 15-11-0 I 8-0-0 0-6-0 0-8-0 6-7-0 Plate Offsets(X,Y): [4:0-1-8,Edge),[5:0-1-8,Edge],[6:0-1-8,Edge],[9:0-1-8,Edge],[10:Edge,0-1-8],[12:0-1-8,0-0-0],[13:0-1-8,Edge],[15:Edge,0-1-8],[16:0-1-8,0-1-8],[17:0-1-8 ,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.27 13-14 >704 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.48 13-14 >394 240 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.08 10 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight:87 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc puffins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=1222/0-3-8 (min.0-1-8),10=989/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3967/0,3-4=-4034/0,4-5=-4105/0,5-6=-4099/0,6-7=-3490/0,7-8=-3479/0 BOT CHORD 14-15=0/2707,13-14=0/4325,12-13=0/4099,11-12=0/4094,10-11=0/2184 WEBS 5-13=-127/280,2-15=-2915/0,2-14=0/1527,3-14=-691/0,4-14=-505/0,8-10=-2344/0,8-11=0/1409,6-11=-1019/0, 4-13=-548/239 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 4-3=8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ' 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 ��p PROFF Uniform Loads(plf) u. Vert:10-15=-10,1-s=-100 \Ci GINE,c 5-/0 Concentrated Loads(lb) R iii 9_ Vert:3=-500(F) :36400 c` y�OREGO'- �K.:' �/yOUi'1RY ,2- . C? O SOO Digital Signature EXPIRATION DATE: 12-31-12 I May 19,2011 ® WARNING-Verify design parametcre and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MII.7473 rep.I0-'08 BEFORE USE. rx n Design valid for use only with.M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. tTlf �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �g ,s for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the ►YliTeka erector.Additional permanent bracing of the overall structure is th'e responsibility of the building designer.For general guidance regarding o E ro fabrication,qualify conirol,'storage,delivery,erection and bracing,consult AN51/TPIl Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type qty Ply Pulte Homes-Building 2 Upper Floor • R33126070 61106180-A 5-FTGE Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14.37.23 2011 Page 1 ID:La5k9S_VH0am6f17gihmpNzHOhy-NgcxKFLRogX3H55oWUaApWOikVEcdl sQuzgrynzEtfg 0-1�- 0-11-43 Scale e 1 265 3x4= 546= 546= 344= 1 2 3 4 5 6 7 8 9 10 11 12 13 27 am Ai - ilkh ^a',' ill /AI I I I I I _ 1 1�1, 11a 11 III I. iii iii iii 1Ii 5 II 26 25 24 23 22 21 20 19 18 17 16 15 14 546= 446 II 4x6 II 546= QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 15-11-0 15-11-0 Plate Offsets(X,Y): (2:0-1-8,Edgel,(13:0-1-8,Edgel,[14:Edge,0-1-8),127:0-1-8,0-1-81,128.0-1-8,0-1-81 • • ' LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) n/a - n/a 999 . MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES VVB 0.63 Horz(TL) 0.01 20 n/a n/a ' BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:69 lb FT'=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G . end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 4 X 2 DF Std G REACTIONS All bearings 15-11-0. • (Ib)- Max Horz26=31(LC 2) Max Uplift All uplift 100 lb or less at joint(s)except 26=-1622(LC 2),14=-1734(LC 3),25=-1522(LC 3), . 15=-1636(LC 2) , Max Gray All reactions 250 lb or less at joint(s)24,23,22,21,20,19,18,17,16 except 26=1731(LC 3), 14=1836(LC 2),25=1814(LC 2),15=1916(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-289/284,2-3=-1674/1654,3-4=-1340/1321,4-5=-1007/988,5-6=-674/654, 6-7=-340/321,7-8=-346/326,8-9=-679/660,9-10=-1012/993,10-11=-1346/1326, •- , 11-12=-1679/1660,12-13=-268/264 BOT CHORD 25-26=-1942/1961,24-25=-1670/1689,23-24=-1337/1356,22-23=-1003/1023, • 21-22=-670/689,20-21=-337/356,19-20=-311/330,18-19=-644/663,17-18=-977/997, 16-17=-1311/1330,15-16=-1644/1663,14-15=-1897/1917 WEBS 2-25=-1800/1536,12-15=-1902/1650,2-26=-2585/2566,12-14=-2648/2628 • NOTES • 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(I e.diagonal web). �(LQ. P R �sS' 5)Gable studs spaced at 1-4-0 oc. �� QF 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1622 lb uplift at joint 26,1734 lb uplift at • �C')N�F4 �0 joint 1'4,1522 lb uplift at joint 25 and 1636 lb uplift at joint 15. " 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �./ S i OP E standard ANSI/TPI 1. 9)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-11-0 for 250.0 plf. f 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks y OREG•a• c3N- to be attached to walls at their outer ends or restrained by other means. Cry LOAD CASE(S) Standard Q SI00 Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 . 5 IN B IM_ ., a1 : >F^ ak Va MM* ® WARNING-Verifi,J design parameters and READ NOTES ON THIS AND INCLUDED INITEK REFERENCE PAGE MII-7473 rev.10-'08 BEFORE USE %:AA®�.a Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. :4 Applicability of design'param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown' q is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M fret(' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding • *a fabrication,quality control,storage,delivery,erection and bracing,c nsult ANSI/TPI)Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126071 81106160-A 6-FT Floor Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14 37:23 2011 Page 1 I D:La5k9S_VH0am6f17gihmpNz HOhy-NgcxKFLRogX3H55oW UaApWOgfV9kd5dOuzgrynzEtfg I 2-6-0 I 1-3-8 1-4-0 I I 1-1-0 0,1 8 I Scale x 1:20 I 2x4 II 2x4 II 13x4 II 2 468= 3 4 3x4= 5254 II 6 468= _ 3x4— • x 0 PII • 3 lli_.......iiiiiiiiiiihilmiO4WOI . ® 368= 12 0 4 9 4x4= 264 h 468= 4610= 4-2-0 1 4-10-0 1 6-6-0 1 12-1.0 4-2-0 0-8-o 0-s-0 6-7-0 Plate Offsets(X,Y): [1:Edge,0-1-8],[2:0-3-8,Edge],[3:0-1-8,Edge],[4:0-1-8,Edge]:[6:0-2-2,Edge],[7:0-1-8,Edge],[8:Edge;0-1-8],[10:0-1-8,Edge],[11:0-1-8:Edge],[12:Edge ,0-1-8],(13:0-1-8,0-1-8] LOADING(pat) SPACING 2-0-0 CSI , DEFL in (loc) I/deft L/c1 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.09 9-10 >999 360 .MT20• 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.17 8-9 >815 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER r . ' BRACING - TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=645/0-3-8 (min.0-1-8),12=651/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1728/0,3-4=-1736/0,4-5=-1877/0,5-6=-1882/0 BOT CHORD 11-12=0/1269,10-11=0/1736,9-10=0/1740,8-9=0/1320 ' WEBS 2-12=-1376/0,2-11=0/641,6-8=-1414/0,6-9=0/606,5-9=-271/0,4-9=-147/329 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members - 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/I-PI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ' .,, , PRQFFsr, N5 i '.y Ca 1 N EAR �O2• 83. !P . 9r AO . y�OREG��• �y Ci'1R CS OO SOON Digital Signature , ' ( EXPIRATION DATE: 12-31-12 ' May 19,2011 _EZ ® WARNING-Verify aeaign parameters and READ NOTES ON THIS AND INCLUDED MITER-REFERENCE PAGE MIT-7473 reu,10-'09 BEFORE USE. m1�'' Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. t` Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during constructlon'is the responsiblllity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .o E fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/fPl1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate institute,281 N Lee Street,Suite 312,Alexandria,VA 22314. Cihus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126072 81106180-A 7-FT Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:37:24 2011 Page 1 I D:La5k9S_V HOam6fl7gihmpNzHOhy-r09JXbL3Zzfwu Fg_4C 5P Lkxu O vZRM cF a7dOO U DzEtff 1-7-10 I 1-4-0 458= Scale=1122 1 354 I I 2 3 458= 4 254 II 5. a o 3x4= `c, . � ! -1 ... 3x4 II 354 II ' 8 7 6 1 458= 458= I 574 I 5-7-4 Plate Offsets(X,Y): [1:Edge,0-1-81,12:0-3-0,Edge1,13:0-3-0,Edge1,(4:0-1-8,Edgel,15:Edge,0-1-81,(8:Edge,0-1-8),(9:0-1-8,0-1-81 . LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates•lncrease 1.00 TC 0.14 Vert(LL) -0.02 7 >999 360 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.03 7 >999 240 BCLL 0.0 . Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight:35 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins, except BOT CHORD 4.X 2 DF No.1&Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 pc bracing. REACTIONS (lb/size) 8=845/Mechanical,5=839/0-3-8 (min.0-1-8) Max Grav8=902(LC 2),5=896(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1356/0 BOT CHORD 7-8=0/1358,6-7=0/1356,5-6=0/1357 . WEBS 2-8=-1578/0,3-5=-1572/0 • NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of-this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks . • to be attached to walls at their outer ends or restrained by other means. .. 7)CAUTION,Do not erect truss backwards. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)631 lb down at 1-10-4,and 631 lb down at 3-10-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ,W) PRQ1 - 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 • G�N� 9.0 Uniform Loads(plf) ,1 E Q Vert:5-8=-10,1-4=-100 • `. 29 Concentrated Loads(Ib) 83.4 OPE f Vert:2=-551(F)3=-551(F) ii. .".1' r" yiOREGO∎ �� "�y �qR 2. i OO � SOO� Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 !."_; .Z .. , 67 ,~; ;<, G.iBroor l l$ :,.. :,..x „MEMIE A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED IIYITEfc REFERENCE PAGE MII-7473 rev.10-ma BEFORE US& r . �� Design valid for use only with trtitek connectors.The design is based only upon parameters shown,and is for an individual budding component. .1 Applicability of design commenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the V1iTek" erector.Additional permanent bracing of the overall structure is the responsibility ot.the building designer.For general guidance regarding fabrication,quolity control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,055-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Upper Floor R33126073 81106180-A 8-FT Floor Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc Thu May 19 14:3725 2011 Page 1 ID:La5k9S_VHOam6f17gihmpNzHOhy-JDjhlxMhKHnmWOFBdviceuxUymJoC5zdjMH9y1 gzEtfe 0-1-8 H 2-6-0 1-1-0 2-4"2 1-5-0 I I 1-4-0 1 I 1-1-6 I 0-1 le=1'269 254 II 2x4 II 354= 3x4 11 458= 2x4 II 254 II 4510= 3x4= 4512= 5x6= 1 2 3 4 5 6 7 8 9 106 ii ...... ...%......1\11.1..ii ` I■ 1` I� �` I,� i7 i ��6 P7211 51 iii, -I mrmai d 1a rd 14 13 12 11 2. 8512= 556= 3x6 II 8512= 5x8= 558= 1 7-11-10 8-7-10 9-3-10 I 15-11-0 7-11.10 0-8-0 0-8-0 6-7-6 - Plate Offsets(X,Y): [4:0-3-4,Edge],[5:0-1-8,Edge],[6:0-1-8,Edge],[9:0-1-8,Edge],[10:Edge,0-3-0],[12:0-3-0,0-0-0],[13:0-1-8,Edge],[14:0-4-4',Edge],[15:Edge,0-3-0],[16:0-1-8 ,0-1-81,117.0-1-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.24 13-14 >800 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.42 13=14 >453 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:113 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=1461/0-3-8 (min.0-1-8),10=1052/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. • TOP CHORD 2-3=-5003/0,3-4=-4918/0,4-5=-4821/0,5-6=-4821/0,6-7=-3976/0,7-8=-3953/0 BOT CHORD 14-15=0/3439,13-14=0/5124,12-13=0/4821,11-12=0/4809,10-11=0/2464 - WEBS 6-12=0/509,2-15=-3681/0,2-14=0/1910,3-14=-1019/0,8-10=-2623/0,8-11=0/1608,6-11=-1325/0,4-13=-650/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3'-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other'means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)882 lb ddwn'at'3-11-12 on top - ' chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard • ' 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Rig PROF- Vert:10-15=-10,1-9=-100 • '• <C s� Concentrated Loads(lb) "�. 'G]NEF �Q Vert:3 802(B) 1�.. -' R '` 836-.4,IPE of / I� -A,OREGO , 1 D'S'O&:RY Wi' O SOON - Digital Signature EXPIRATION DATE: 12-31-12 j May 19,2011 ® WARNING-Verifij design parameters asd READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MTI-7473 rev.10-'OS BEFORE USE. ..i.....:,..2- 4.100 q Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. w - C1 e B Applicability of design pardmehters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown p p �`1 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the.responsibillity of the IYIiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding owER,ort.,�oR.�- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB-89 and.BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314, Citrus Heights,CA,95610 Symbols Numbering System Gener. l S14{fed Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) �� Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. O_l��, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator _ bracing should be considered. Irr Ally , 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate = O designer,erection supervisor,property owner and plates 0-11 b O = all other interested parties. p ' from outside o U edge of truss. O g ~ c7-8 cc-7 C5-6 O 5. Cut members to bear tightly against each other. I-- BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSf/TPI 1. *Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE.GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to SOtS. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that OOP Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 16.Do not cut or alter truss member or plate without prior MiTekO All Rights Reserved approval of an engineer. 11= reaction section indicates joint number where bearings occur. ®N= 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable �_� r"—"""""""' -" environmental,health or performance risks.Consult with - , - project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal `' r 19.Review all portions of this design{front,back,words Plate Connected Wood Truss Construction. is T I(° and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate • Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10-'08 ®®(V MiTe ® PJWCR TD F'Cf?P 1 j.; MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 61106180-B Fax 916/676-1909 Pulte Homes- Building 2 Roof The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pro Build West (Clackamas ,OR). • Pages or sheets covered by this seal: R33126186 thru R33126211 My license renewal date for the state of Oregon is December 31,2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice,Dated July 28,2010" (reprinted at wWw.mii.com)before use. MiTek does not warrant third-party lumber design values. • • • <<5'`5) PRQp NGINEFR 19/� • -7 j 83 j*PE �' • y . OREG•'' °X,' •1.R y :1 SOON • Digital Signature ,EXPIRATION DATE: 12-31-12 May 19,2011 Ong,Choo Soon 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 1. • Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126186 B1106180-B Al Special Truss 2 1 Job Reference(optional) . ,. Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:44 22 2011 Page 1 ID:pMOFdeJHd3WcFjeuzw57EXzHOWE-cRQ LG WPG7PJc2UdKZ_bQHtFENPp1IeD6 Ffg WA?zEtZ7 I 17-0-0 I 34-0-0 15-0-01 17-0-0 17-0-0 1-0-0 Scale=1'68 8 4x4= 9 8 10 7 11 - 600 12 5 12 5 13 5x6 way Z 4 'r 4 _ 5 3 I III iIIIIIirs 13 3.5= 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 9x0= 3x6= I 34-0-0 34-0-0 Plate Offsets(X,Y): 11:0-8-7,Edge1,11:0-7-3,0-1-81,115:0-3-0,Edge1,118:0-8-7,Edge1,118:0-7-3,0-1-81 - ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) 0.00 19 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) 0.00 19 n/r 180 BCLL 0.0 * Rep Stress!nor YES WB 0.14 Horz(TL) 0.05 28 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 19 n/r 90 Weight:198 lb FT=10% LUMBER BRACING - TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid_ceiling directly applied or 3-2-14 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 9-28 WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2 X 6 SYP No.2,Right:2 X 6 SYP No.2 . be installed during truss erection,in accordance with Stabilizer . Installation guide. REACTIONS All bearings 34-0-0. (lb)- Max Horz1=-136(LC 18) Max Uplift All uplift 100 lb or less at joint(s)29,30,31,32,33,34,27,25,24,23,22,21 except 1=-2187(LC 17),35=-145(LC 16),20=-127(LC 17),18=-2218(LC 18) Max Gray All reactions 250 lb or less at joint(s)28,29,30,31,32,33,34,27,25,24,23,22,21 except 1=2287(LC 10),35=302(LC 25),20=284(LC 28),18=2368(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4944/4768,2-3=-4017/3964,3-4=-3416/3423,4-5=-2837/2898,5-6=-2278/2371, 6-7=-1719/1845,7-8=-1159/1320,8-9=-607/794,9-10=-607/789,10-11=-1159/1299, 11-12=-1720/1810,12-13=-2278/2322,13-14=-2838/2847,14-15=-3062/3044, 15-16=-3395/3373,16-17=-3967/3919,17-18=-4890/4762 BOT CHORD 1-35=-4219/4409,34-35=-3492/3659,33-34=-2992/3159,32-33=-2492/2659, 31-32=-1992/2159,30-31=-1492/1659,29-30=-992/1159,28-29=-492/659, 27-28=-493/659,26-27=-742/909,25-26=-993/1159,24-25=-1493/1659, 23-24=-1993/2159,22-23=-2493/2659,21-22=-2993/3159,20-21=-3493/3659, 18-20=-4170/4409 QUALIFIED BUILDING DESIGNER OR PROJECT'ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW: 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; �E RPROFFS cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 °� . S 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �' .1G1 NF`cR /�2 -Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. -9 4)All plates are 2x4 MT20 unless otherwise indicated. ( Z I OP E l 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,. - 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide v will fit between the bottom chord and any other members. 9�-OREG•'' �'0 9)A plate rating reduction of 20%has been applied for the green lumber members. 0t C/q RY 2 , 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)29,30,31,32,33, )"0 . 34,27,25,24,23,22,21 except(jt=lb)1=2187,35=145,20=127,18=2218. O SOON 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and ' referenced standard ANSI/TPI 1. , . Digital Signature Continued on page 2 EXPIRATION DATE: 12-31-12 May 19,2011 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE FIII-7473 res.I0.'08 BEFORE USE. ®�' Design valid for use only with MiTek connectors This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown p q is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,o fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126186 81106180-B Al Special Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:44:22 2011 Page 2 ID•pMOFdeJHd3WcFteuzw57EXzHOW E-cRQLG WPG7PJc2UdKZ_bQHIFENPB1 IeD6FfgWA?zEtZ7 NOTES 12)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 34-0-0 for 250.0 plf. 13)"Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • .,... ,�'. 24kVi i .t9,AMIG nmra...®_ = -'n-+ 1.47..' VAIi wW ai!fs7rt? SIVA I!.! tom..- ; = TI .a rml*�,1111 ns?s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 rev,10-'08 BEFORE USE. Design valid for use only with f liTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown p g is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the 1 VliTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .o w fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312;Alexandria,VA 22314., Cities Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126187 81106180-B A2 Special Truss 12 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14.44.23 2011 Page 1 ID:pMOFdeJHd3WcFjeuzw57EXzHOWE-4djTsQuujSTgeC W7i6fg5oLbpU211?FTJP4iRzEtZ6 8-6-0 17-0-0 25-6-0 34-0-0 sa-ol 8-6-0 8-6-0 8-6.0 8-6-0 1-0-0 Scale-1 65 0 4x4= ■ 3 1 00 146 4x4 4 4 44 2 5 1 6 AI $ ca I � 3x8= 11 10 B 8 3x8= 254 II 3x8= 356= 2x4 8-6-0 17-0-0 25-6-0 34-0-0 a-s-a 8-6-0 8-6-0 8-6-0 Plate Offsets(X,Y): 11:0-4-12,0-1-81,15:0-0-0,0-0-0],M:0-4-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.14 1-11 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.43 1-11 >946 180 BCLL 0.0 * Rep Stress Incr YES WB 0.43 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:146 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-4-14 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 2-10,5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1407/0-5-8 (min.0-1-8),6=1489/0-5-8 (min.0-1-9) Max Horz 1=-136(LC 6) Max Upliftl=-295(LC 5),6=-358(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2578/528,2-3=-1706/392,3-4=-1557/394,4-5=-1705/369,5-6=-2569/519 BOT CHORD 1-11=-473/2200,10-11=-473/2200,9-10=-338/2191,8-9=-338/2191,6-8=-338/2191 WEBS 2-11=0/362,2-10=-914/382,3-10=-153/969,5-10=-903/373,5-8=0/361 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever 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)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=295,6=358. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI1. ROFE D PS 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. G)N' - s,O LOAD CASE(S) Standard • 8364•PE 9r' ORE L/C) SOON O� Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-7473 rev.I0-'09 BEFORE USE ®MO.s Design valid for use only with MuTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown R q is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYIiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding o ra R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available front Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126188 31106180-B A3 Special Truss 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:44:25 2011 Page 1 I D:pM0 FdeJ Hd3 WcFjeuzw57 EXzHOW E-006TuYR8Q KiAvxMv E787v Wth4cBzVxWYxduAn Kz EiZ4 0 o 8-6-0 17-0-0 25-6-0 34-0-0 so 0 11-0-o 8-6-o I 8-6-0 8-6-0 8-6-0 �1-0-o Scale=1.65,0 444= 600 12 5 • 3x6 3x6• 4x4-.1,, 4 6 4x4 d CA V 3 2 8 {? p —_ d ii 3x8= 14 13 12 11 10 3x8 2x4 I I 346= 3x8= 3x6= 2x4 II 1 8-6-0 I 17-0-0 I 25-6-0 I 34-0-0 I 8-6-0 8-6-0 8-6-0 8-6-0 Plate Offsets(X,Y): 12:0-4-12,0-1-81,17:0-0-0,0-0-01,18:0-4-12,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.13 2-14 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.56 - . Vert(TL) -0.41 2-14 >987 180 . BCLL 0.0 * Rep Stress lncr YES WB 0.43 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:148 lb FT=1,0% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-7-4 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 3-12,7-12 . MiTek recommends-that Stabilizers and required cross bracing be installed during truss election,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1487/0-5-8 (min.0-1-9),8=1487/0-5=8(min.0-1-9) Max Horz 2=126(LC 5) Max Uplift2=-358(LC 5),8=-358(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . TOP CHORD 2-3=-2567/518,3-4=-1703/366,4-5=-1554/391,5-6=-1554/391,6-7=-1703/366, 7-8=-2566/518 BOT CHORD 2-14=-463/2189,13-14=-463/2189,12-13=-463/2189,11-12=-337/2188, 10-11=-337/2188,8-10=-337/2188 WEBS 3-14=0/361,3-12=-904/373,5-12=-150/966,7-12=-903/373,7-10=0/361 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp 8;enclosed;MWFRS(low-rise)gable end zone; cantilever 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)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any,other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(/t=lb) 2=358,8=358. . �? D PR QFe 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802:10.2 and referenced s'T S' standard ANSUTPI 1. N5 GINFF� /0 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard :3640P . . v 9 OREGO!• �� O SOON • ' Digital Signature EXPIRATION DATE: 1.2-31-12 , May 19,2011 ( WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITRIC REFERENCE RAGE NE-7473 rev.10-'08 BEFORE USE. 44;; N Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss t s designer.,Bracing shown :S i"-- is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding w ro fabrication,quality control,storage,delivery,erection ondbracingg,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee.Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 • Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126189 81106180-B A4 Special Truss 2 1 ,lob Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc Thu May 19 14:44 31 2011 Page 1 ID'pMOFdeJHd3WcFjeuzw57EXzHOWE-rATk9bWv?ASKdsp3bNFX9n7m51 FEvIRQJZLV_zzEtZ_ 1-0-0 17-0-0 34-o-0 '35-0-01 o-a 17-0-0 17-0-0 1-0-0 Scale=1,69 9 4x4= 11 dlIIIi1IiIIJii , .��s�+ 20 3x6= 36 37 36 36 34 33 32 31 30 20 20 27 20 25 24 23 Y2 3x6= 3x6= 3x6= I 34-0-0 I 34.0-0 Plate Offsets.(X,Y): 12:0-7-3,0-1-81,12:0-8-7,Edoe1,15:0-3-0,Edgel,117:0-3-0,Edgel,120:0-8-7,Edgel,(20:0-7-3,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) 0.00 21 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) 0.00 21 n/r 180 BCLL 0.0 * Rep Stress Ina YES WB 0.14 Horz(TL) 0.05 -30 n/a n/a ' BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 21 n/r 90 Weight:199 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD 2 x 4 DF Nb.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-3-1 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 11-30 WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2 X 6 SYP No.2,Right:2 X 6.SYP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 34-0-0. (lb)- Max Horz 2=126(LC 15) Max Uplift All uplift 100 lb or less at joint(s)32,33,34,35,36,37,29,28,27,25,24,23 except 2=-2211(LC 11),38=-125(LC 16),22=-127(LC 17),20=-2218(LC 18) Max Gray All reactions 250 lb or less at joint(s)30,32,33,34,35,36,37,29,28,27,25,24,23 except 2=2365(LC 10),38=282(LC 25),22=284(LC 28),20=2368(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4941/4806,3-4=-4018/3963,4-5=-3416/3423,5-6=-3108/3045,6-7=-2837/2898, 7-8=-2278/2371,8-9=-1719/1845,9-10=-1159/1320,10-11=-606/794,11-12=-607/789, 12-13=-1159/1299,13-14=-1719/1810,14-15=-2278/2322,15-16=-2838/2847, 16-17=-3062/3044,17-18=-3395/3373,18-19=-3967/3919,19-20=-489014762 BOT CHORD 2-38=-4219/4409,37-38=-3492/3659,36-37=-2992/3159,35-36=-2492/2659, 34-35=-1992/2159,33-34=-1492/1659,32-33=-992/1159,31-32=-492/659, 30-31=-242/409,29-30=-493/659,28-29=-993/1159,27-28=-1493/1659, 26-27=-1743/1909,25-26=-1993/2159,24-25=-2493/2659,23-24=-2993/3159, 22-23=-3493/3659,20-22=-4170/4409 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1)Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED'IN THE DRAG LOAD NOTE BELO�� D PRO Fi5 2)Wlnd:•ASCE 7-05;105mph;TCDL=4.2psf,BCDL=6.0psf;h=25ft;Cat.II,Exp B;enclosed;MWFRS(low-rise)gable end zone; F cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 �' 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry , • . ,NG'NEF,9 /O, Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1-2002. 4)All plates are 2x4 MT20 unless otherwise indicated. 83•■OP E 9r-- 5)Gable requires'continuous bottom chbrd bearing. j 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •'' - � � 8)*This'truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide v . will fit between the bottom chord and any other members. ^9�OREG 9)A plate rating reduction of 20%has been applied for the green lumber members. &,q R 2......253 L 2 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)32,33,34,35,36, yO - va 37,29,28,27,25,24,23 except(jt=lb)2=2211,38=125,22=127,20=2218. O SOON 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10 2 and referenced standard ANSI/TPI 1. Digital Signature Continued on page 2 EXPIRATION DATE: 12-31-12 May 19,2011 een At WARNING-Verifjy'design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 7411.7473 rev.10-'OS BEFORE USE. ."1 Y Trm�7� Design valid for use only with faLTek connectors.This design is based only upon parameters shown,and is for an individual building component. r'e°Pi-� �7 Applicability of desidn`paramenters and proper incorporation of component is retponsrbility of building designer-not truss designer.Bracing shown "` =��555 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding *a E fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126189 81106180-B A4 Special Truss 2 1 Job Reference(optional) • Pro-Build Clackamas.Truss,Clackarnas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:44:31 2011 Page 2 ID:pM0FdeJHd3WcFjeuzw57EXzH0WE-rATk9bWv?ASKdsp3bNFX9n7m51 FEviRQJZLV_zzEtZ_ NOTES 12)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 34-0-0 for 250.0 plf. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • • • • • • • ® WARNING Verify design parameters and READ NOTES ON TIIIS AND INCL UDED MITEK REFERENCE PAGE NH-747'3 rev.I0-'08 BEFORE'USE TA, I.e Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown c for lateral support of individual web members only.Additional temporary bracing to,insure stability during construction is the responsibillity of the VhTek' erector.Additional permanentbracing of the overall structure is the responsibility of,the building designer.For general guidance regarding POWER ra fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,TSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA;95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126190 81106180-13 B1 Common Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc Thu May 19 14:44:39 2011 Page 1 ID pMOFdeJHd3WcFjeuzw57EXzHOWE-dymgKcw7dTBa5Qb330PUTS8DF?In7Uc9oHwFWzEtYs 1-0-0 5-7-4 13-0-0 19-6-0 26-0-0 I 33-4-13 39-0-0 q0-D-9 -0-0 5-7-4 7-4-13 6-6-0 6-6-0 7-4-12 5-7-3 1-0-0 Scale=1.75 9 5x6= .:-.:11 600 1 1 .111111 . 5x6 i 5x6 5 7 3x6 i r lz.I4's x \ ., 3x6 3x4 3x4'i4 - _ _ 3 a^"� I;` fy 9 t _ _ Nom. -4.10.1.. , ....,.. .........,1 i A 4x6= 29 28 27 26 25 24 23 22 2120 19 18 17 16 15 14 13 12 4x6= 6x8= 5x16= 858= 9-9-11 136-0 I 232-5 330-0 I 9-9-11 • 9-8-5 9-8-4 9-9-11 Plate Offsets(X,Y): [2:0-0-12,0-0-2],[5:0-1-12,0-1-12],[7:0-1-12,0-1-12],[8:0-0-0,0-0-0],[10:0-0-12,0-0-2],[20:0-8-0,0-3-0],[37:0-0-3,0-2-4],[43:0-0-0,0-0-0],[43:0-0-0,0-0-0], 145:0-0-0,0-0-01,[45:0-0-0,0-0-01,(46:0-0-0,0-0-01,148:0-1-15,0-1-01,(48:0-1-15,0-1-01,[49:0-0-3,0-2-41,152:0-0-0,0-0-01,(52:0-0-0,0-0-01 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) 0.01 11 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert(TL) 0.02 11 n/r 180 BCLL 0.0 * Rep Stress!nor YES WB 0.97 Horz(TL) 0.03 18 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.01 11 n/r 90 Weight:290 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-11-0 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5-26,5-21,6-21,7-21,7-15 OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 39-0-0. (Ib)- Max Horz 2=142(LC 5) P R Max Uplift All uplift 100 lb or less at joint(s)except 2=-1532(LC 15),26=-2418(LC �� -9 �F�sS' 15),21=-285(LC 15),15=-2404(LC 18),10=-1562(LC 18) �co ,,G]N /O Max Gray All reactions 250 lb or less at joint(s)22,23,24,25,27,28,29,19, ��, 9 29 18,17,16,14,13,12 except 2=1756(LC 27),26=2780(LC 27),21=728(LC 10), le 836 i.I P E r 15=2779(LC 26),10=1757(LC 26) / Ar FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3467/3245,3-4=-1654/1626,4-5=-1269/766,5-6=-1875/1928,6-7=-1874/1910, ` A 7-8=-1327/765,8-9=-1592/1619,9-10=-3468/3231 0REG BOT CHORD 2-29=-2894/3023,28-29=-1968/2154,27-28=-1518/1604,26-27=-1018/1154, 0 .wl./ RY 21-22=-1061/1239,20-21=-1061/1195,23-24=-459/636, 9-20=4794/945,18-19=5561/695, �OOAS(3ON - 17-18=-459/593,16-17=-959/1093,15-16=-1381/1515,14-15=-935/1155, • 13-14=-1435/1605,12-13=-1909/2155,10-12=-2809/3023 Digital Signature WEBS 3-26=-460/320,5-26=-2794/2542,5-21=-1692/1689,6-21=-400/73,7-21=-1692/1698, EXPIRATION DATE: 12-31-12i 7-15=-2793/2526,9-15=-460/320 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1)Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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 1-2002. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1532 lb uplift at joint 2,2418 lb uplift at joint 26,285 lb uplift at joint 21,2404 lb uplift at joint 15 and 1562 lb uplift at joint 10. Continued on page 2 May 19,2011 ® WARNING Verify design p; vaeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PA GE 1411-7473 reu.10-'03 BEFORE USE. qmj Design valid for use only with MCek connectors.This design is based only upon parameters shown,and is for an individual building component. ''-.;>1 L�1 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MA is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .o PsA�oRr. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126190 B1106180-B B1 Common Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:44:39 2011 Page 2 ID:pMOFdeJHd3WcFjeuzw57EXzHOW E-aymgKcw7dTBa5Qb330PUTS8DF?In7Uc9oHwFWZEtYs NOTES 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 250.0 plf. 13)"Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • b ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED Mirth REFERENCE PAGE MII-7473 rev.I0-'08 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of,individual web members only.Additional temporary bracing to insure.stability during,construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Powca.o P.ArC717h,fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/T PI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126191 B1106180-B B2 Common Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc Thu May 19 14-44 41 2011 Page 1 ID pMOFdeJHd3WcFjeuzw57EXzHOWE-Y53WF0eBfElvgPa_AURtZuXUH3b1F6hvc6mlKOzEtYq 0-01 5-7-4 13-0-0 I 19-6-0 26-0-0 I 33-4-13 39-6-6 10-0-9 1-0-0 5-7-4 7-4-13 6-6-0 6-6-0 7-4-12 5-7-3 1-0-0 Scale=1'74 1 5x6= 0 n 600 12 3x4% 3x4 5 3x6 i \ 3x6 2x4 2x4 4 B 3 ° 44 9 2 10 oil 3x10= 14 15 16 13 b 17 18 12 's' 11 ly 3x4= 3x4= 3x10= 500= I 9-9-11 1 19-6-0 29-2-5 l 39.0-0 I 9-9-11 9-8-5 9-8-4 9-9-11 Plate Offsets(X,Y): 12:0-10-0,0-0:101,17:0-0-0,0-0-01,18:0-0-0,0-0-0],[9:0-0-0,0-0-01,110:0-10-0,0-0-101,113:0-5-0,0-3-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.36 13-14 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.74 13-14 >629 180 BCLL 0.0 * Rep Stress Incr YES WB 0.67 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:185 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5-13,7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1850/0-5-8 (min.0-2-0),10=1850/0-5-8 (min.0-2-0) Max Horz 2=142(LC 5) Max Uplift2=-402(LC 5),10=-402(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3403/676,3-4=-3077/540,4-5=-2975/566,5-6=-2164/471,6-7=-2164/471, 7-8=-2974/566,8-9=-3076/540,9-10=-3401/676 BOT CHORD 2-14=-647/2969,14-15=-404/2421,15-16=-404/2421,13-16=-404/2421, 13-17=-291/2420,17-18=-291/2420,12-18=-291/2420,10-12=-506/2967 WEBS 3-14=-380/273,5-14=-29/558,5-13=-840/355,6-13=-275/1517,7-13=-840/354, 7-12=-29/557,9-12=-379/273 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever 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)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 402 lb uplift at joint 2 and 402 lb uplift at ED P R OFFS joint 10. <C)-‘ tS•7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ,.\�;' `'�'�N�E�i /02 standard ANSI/TPI 1. -Q • -57 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. "`/ 836 .•P E LOAD CASE(S) Standard r il -7 OREGO l 0'SpC/9RY . O SOON Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 ® WARNING-Verify dcsiyn parameters and READ NOTES ON THIS AND INCLUDED MITER-REFERENCE PAGE AIII-7473 rev,10-'08 BEFORE USE, M-u fi Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown rtV° '� is for lateral support of individual web members only.Additional temporary bracing in insure stability during constiuction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.,For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N Lee Street,Suite312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126192 B1106180-8 83 Common Truss 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:44'42 2011 Page 1 I D.pM0 FdeJ Hd3WcFjeuzw57 EXzHOW E-OHdv SMfpQYrmRZ9AkBy6554e1 Twl_Zw2rm W asrz EtYp 5-7-4 1340 I 136-0 l 26-0-0 33-4-13 I 39-0-0 4,0-601 5-7-4 7.4-13 6-6-0 56--0 7-4-12 5-7-3 '1-0-0 Scale=1.74 2 5x6= 5 60012 • 3x4 i 3x4 4 6 3x6 3xfi .->2x4 3 � � ,v 2x4 2 8 1 13 14 15 12 16 17 II 3x10= 3x4= 5x10= 3%4= 3x10= 9-9-11 I 16-6-0 29-2-5 330.0 9-9-11 9-8-5 9-8-4 9-9-11 Plate Offsets(X,Y): I1:0-10-0,0-0-101,[6:0-0-0,0-0-01 18:0-0-0,0-0-01,[9:0-10-0,0-0-101,(12:0-5-0,0-3-41 - LOADING(psi) SPACING -2-0-0 CSI DEFL in (lac) I/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1..15 . TC 0.52 Vert(LL) -0.36 11-12 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.74 11-12 >628 180 . BCLL 0.0 * Rep'Stress Incr YES WB 0.67 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:183 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. . BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-1-14 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 4-12,6-12 MiTek recommends that Stabilizers and,required cross bracing . - be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1770/0-5-8 (min.0-1-14),9=1851/0-5-8 (min.0-2-0) Max Horz1=-152(LC 6) Max Upliftl=-339(LC 5),9=-402(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown, TOP CHORD 1-2=-3417/689,2-3=-3088/550,3-4=-2985/575,4-5=-2167/472,5-6=-2167/474, 6-7=-2977/567,7-8=-3079/541,8-9=-3403/677 BOT CHORD 1-13=-662/2984,13-14=-409/2426,14-15=-409/2426,12-15=-409/2426, 12-16=-293/2423,16-17=-293/2423,11-17=-293/2423,9-11=-507/2969 WEBS 2-13=-388/280,4-13=-36/566,4-12=-844/358,5-12=-277/1519,6-12=-840/355, 6-11=-29/557,8-11=-379/273 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever 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)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)A plate rating reduction-of 20%has been applied for the green lumber members. 6)Provide mechanical-connection(by others)of truss to bearing plate capable of withstanding 339 lb uplift at joint 1 and 402 lb uplift at ��tiD P ROFe„ joint9. r'� NGI'N ' -- u/0 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and,referenced ,�' 2' standard ANSI/TPI 1. -y 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 1 :••A OP E r LOAD CASES) Standard _ , - y,,OREG.x .70 ii • O SOON Digital Signature EXPIRATION DATE: 12-31=12 May 19,2011 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI{REFERENCE PAGE Mu-7473 rev.I0--'08 BEFORE USE, wy I�' Design valid for use only with Mifek connectors This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramehters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown g q� � is for lateral support Of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MV -4 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .o fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate.lnstitute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 • Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126193 B1106180-B B4 Common Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14.44:50 2011 Page 1 ID:pMOFdeJHd3WcFleuzw57EXzHOW E-ng6w851gX?rdPnmiCt5_QnPOShkPs5C DhOS78NzEtYh 5-7-4 13-0-0 I 19-6-0 26-0-0 I 33-4-13 39-x0 90-0-9 5-7-4 7-4-13 6-6-0 6-6-0 7-4-12 5-7-3 Scale=1 75,9 5x6= 5 6 00 12 I\ 5x6% - 4 axe i y■■■M 17.‘::'' � 3x4 i 3`' - I/ill 3x4 2 r r - -�. B 1 x'011 '4. _ a 11/1/1.. i : � 9 m M 4x8= 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 4x8= 8x8= 5x16= 8x8= 9-9-11 19-6-0 I 29-2-5 39-Q0 9-9-11 9-8-5 9-8-4 9-9-11 Plate Offsets(X,Y): [1:0-0-0,0-0-4],[4:0-1-12,0-1-12],[6:0-1-12,0-1-12],[9:Edge,0-0-4],[20:0-8-0,0-3-0],[36:0-0-3,0-2-4],[42:0-0-0,0-0-0],[42:0-0-0,0-0-0],[44:0-0-0,0-0-0], 144:0-0-0,0-0-0],_[45:0-0-0,0-0-0),[47:0-1-1 5,0-1-01,[47:0-1-15,0-1-01,148:0-0-3,0-2-41,[51:0-0-1,0-0-01,151:0-0-1,0-0-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0:55 Vert(LL) 0.01 10 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) 0.02 10 n/r 180 BCLL 0.0 * Rep Stress Ina YES WB 0.97 Horz(TL) 0.03 17 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.01 10 n/r 90 Weight:288 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-10-8 oc bracing. WEBS 2 x 4 DF Std G - WEBS 1 Row at midpt 4-25,4-19,5-19,6-19,6-14 OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 39-0-0. (Ib)- Max Horz1=-152(LC 18) Max Uplift All uplift 100 lb or less at joint(s)28 except 1=-1486(LC 17), 25=-2420(LC 15),19=-285(LC 15),14=-2404(LC 18),9=-1562(LC 18) Max Gray All reactions 250 lb or less at joint(s)21,22,23,24,26,27,28,18, 17,16,15,13,12,11 except 1=1683(LC 27),25=2782(LC 27),19=728(LC 10), 14=2779(LC 26),9=1757(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3468/3246,2-3=-1655/1625,3-4=-564/767,4-5=-1874/1928,5-6=-1874/1910, 6-7=-1327/765,7-8=-1592/1619,8-9=-3468/3231 BOT CHORD 1-28=-2895/3031,27-28=-1990/2156,26-27=-1520/1606,25-26=-1020/1156, 24-25=-1382/1560,23-24=-959/1137,22-23=-459/637,21-22=-561/739,20-21=-796/990, 19-20=-1061/1239,18-19=-1061/1195,17-18=-561/695,16-17=-459/593, 15-16=-959/1093,14-15=-1381/1515,13-14=-935/1155,12-13=-1435/1605, 11-12=-1909/2155,9-1 1=-2809/3023 WEBS 2-25=-463/323,4-25=-2794/2542,4-19=-1691/1688,5-19=-401/73,6-19=-1692/1698, 6-14=-2793/2526,8-14=-460/320 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIE r Vic°. NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATER'. •� .)(3)-4-g- 1)Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOT • zo^ G]N, 6:.9, 2)Wind:'ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf,h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; N. Fig O cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 �'9 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry - :3640P ��`� Gable End Details.as'appl e,or consult qualified building designer as per ANSI/TPI 1-2002. 4)All plates are 2x4 MT20 unless otherwise indicated. jor 5)Gable requires continuous bottom chord bearing. - 6)Gable studs spaced at 2-0-0 oc. v . 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '9�OREGO∎• �K. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 - 0,,1 RY '21 07 will fit between the bottom chord and any other members,with BCDL=10.Opsf. O 9)A plate rating reduction of 20%has been applied for the green lumber members. SOON 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)28 except(1t=lb) 1=1486,25=2420,19=285,14=2404,9=1562. Digital Signature Continued on page 2 EXPIRATION DATE: 12-31-12 May 19,2011 T-1542 o ..Waffirike arigir .Mliikgititaintlig4NaVir.WWW-W12fflifaiMaCEMEMMAreiWSWAVYWL ® WBARNING-Verify design parameters and READ NOTH.S'ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10-'O8 BEFORE USE. 19=qp Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek' yy f�31(?>(tliiii is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTeka erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ro fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126193 81106180-B B4 Common Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:44:50 2011 Page 2 ID:pMOFdeJHd3WcFjeuzw57EXzHOW E-ng6w851gX2rdPnmiCtS_Q nPOShkPs5C DhOS?8NiEtYh NOTES 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 250.0 plf. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • W a - - �r; ...rannra arrs..en yrsu ---- — •a�.xsr m z :aaa a ;r =� mpa: t_..�.. e-=mss- b WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MII-7473 rev.10'08 BEFORE USE, ;;, Design valid for use only with Mtrek connector£.This design is based only upon pararneteis shown,and is for an individual building component. """° Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek' is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the IVliTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designee.For general gulddnce regarding POWER.o s Go fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126194 61106180-B C1 Special Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc Thu May 19 14:44 56 2011 Page 1 ID.pMOFdeJHd3WcFleuzw57EXzHOWE-c TBO8pb6rcn71DsY7COg2f1_6mNGOJ63yvJM1zEtYb 11-0-0 18-0-0 I 36-0-0 7-s g 1-0-0 18-0-0 18-0-0 -0-0 Scale=1 69 7 54= A 11 ill 600 r2 10 12 g 13 6 14 7 15 4, 6x6 i 6 yl 16 6x6 WB 4 a 5 q 12 � : - : _ i \_ 20 21 m 4x10= 5x6- 36 35 34 33 32 31 30 25 28 27 26 25 24 23 22 4x10 I 36-0-0 I 36-0-0 Plate Offsets(X,Y): f2:0-0-7,Edge),[5:0-3-0,EdgeL f17:0-3-0,Edgel,[20:0-0-6,Edgel,129:0-3-0,0-3-0j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.61 Vert(LL) 0.01 21 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.55 Vert(TL) 0.01 21 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.16 Horz(TL) 0.06 29 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 20 n/r 90 Weight:212 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-1-9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 11-29 WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2 X 4 SYP No.3,Right:2 X 4 SYP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 36-0-0. (Ib)- Max Horz2=161(LC 16) Max Uplift All uplift 100 lb or less at joint(s)30,31,32,33,34,35,28,27,26,25,24,23 except 2=-2334(LC 17),36=-148(LC 16),22=-149(LC 17),20=-2341(LC 18) Max Gras All reactions 250 lb or less at joint(s)29,30,31,32,33,34,35,28,27,26,25,24,23 except 2=2520(LC 10),36=358(LC 25),22=359(LC 28),20=2517(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5242/5106,3-4=-4024/3993,4-5=-3434/3458,5-6=-3391/3417,6-7=-2843/2918, 7-8=-2282/2391,8-9=-1724/1864,9-10=-1164/1339,10-11=-611/813,11-12=-602/798, 12-13=-1154/1308,13-14=-1714/1819,14-15=-2273/2331,15-16=-2833/2854, 16-17=-3333/3352,17-18=-3404/3393,18-19=-3981/3935,19-20=-5177/5047 BOT CHORD 2-36=-4458/4659,35-36=-3483/3659,34-35=-2958/3159,33-34=-2483/2659, 32-33=-1983/2159,31-32=-1483/1659,30-31=-983/1159,29-30=-483/659, 28-29=-502/678,27-28=-1002/1178,26-27=-1502/1678,25-26=-2002/2178, 24-25=-2502/2678,23-24=-2953/3178,22-23=-3502/3678,20-22=-4452/4677 WEBS 3-36=-259/177,19-22=-261/178 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1)Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BEL. D P Rorer, 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; E cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 NGIN�� 52 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry -�' /� �2 Gable End Details as applicable,or consult qualified building designer as per ANSI/I-PI 1-2002. -37 4)All plates are 2x4 MT20 unless otherwise indicated. Pit :.. O P E 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 1 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9�OREG•'- O 9)A plate rating reduction of 20%has been applied for the green lumber members C (/q�Y 2 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)30,31,32,33,34, i• 35,28,27,26,25,24,23 except(jt=lb)2=2334,36=148,22=149,20=2341. OO SOON 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPl 1. Digital Signature Continued on page 2 ( EXPIRATION DATE: 12-31-12 May 19,2011 tee-= sl r >,. sm t 1a WARNING-Verify design parameters and REED.NOTES ON THIS AND INCLUDED AR'TEKREFERENCE PAGE I4II-7473 rev.10-'08 BEFORE USE. x'< 17:1:9 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. "t 1 Applicability of design paramenters and proper incorporation of componentis responsibility of building designer-not truss designer.Bracing shown MiTek' � is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilllty of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer'.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI%TPIl Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126194 81106180-B C1 Special Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:44:56 2011 Page 2 ID'pMOFdeJHd3WcFjeuzw57EXzHOWE-c TB08pb6rcn7iDsY7COg2f1_6mNGOJ63yvJMliEfYb NOTES 12)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-0-0 for 250.0 plf. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • ..v'�'iT#CFC1-^�•.�••,� a.rvfi1§1n,1•#J >lAAL"R�r A WARNING-Vet(fj design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 571-7473 rev,10-'OS BEFORE USE. ,1 Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. - Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IVIiTek' erector_Additional permanent bracing of the overall structure is the responsibility of the building designer.for beneral guidance regarding rownR To ecR.oR.,.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria;OSB-89.and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126195 B1106180-B C2 Special Truss 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:44 57 2011 Page 1 ID'pM0FdeJHd3 WcFjeuzw57EXzH0WE-4A1 ZcUgDt9kelso26rjdCGC FJ W4a7MLFlbetuTzEtYa 11-0-0, 6-4-4 12-7-3 I 18-0-0 23.4-13 29-7-13 36.0.0 7-0.0 1-0-0� 6-4-4 6-3-0 5-4-13 5.4-13 6- 1 2-15 6-4-3 -0-0 Scale=1 68 7 5x6= 6 OA 60D 12 3x4 6 3x4 5 7 i 3x6 3x6 d 2x4 s:, 4 ft 2x4 4 3 44 4) 9 2 10 n /, n 11, Io —I 14 15 16 13 17 18 12 it 356= 3x4= 3x4= 3x8= 5x10= I 9-0-8 18-0-0 26-11-9 36-0-0 9-0-8 8-11-9 8-11-8 9-0-8 Plate Offsets(X,Y): 12:0-8-0,0-0-61,17:0-0-0,0-0-01,19:0-0-0,0-0-01,110:0-8-0,0-0-61,[13:0-5-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.28 13-14 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.58 13-14 >739 180 BCLL 0.0 * Rep Stress Incr YES WB 0.62 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:170 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5-13,7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1705/0-5-8 (min.0-1-13),10=1705/0-5-8 (min.0-1-13) Max Horz2=132(LC 5) Max Uplift2=-376(LC 5),10=-376(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3079/585,3-4=-2820/528,4-5=-2729/549,5-6=-1975/436,6-7=-1975/436, 7-8=-2728/549,8-9=-2819/528,9-10=-3078/585 BOT CHORD 2-14=-547/2656,14-15=-345/2152,15-16=-345/2152,13-16=-345/2152, 13-17=-253/2151,17-18=-253/2151,12-18=-253/2151,10-12=-415/2655 WEBS 3-14=-336/241,5-14=-85/601,5-13=-730/317,6-13=-267/1414,7-13=-730/317, 7-12=-85/600,9-12=-336/241 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf,BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever 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)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) C'�E0 P R OF�CS 2=376,10=376. Co GI 1\,1E. ,,,,,-' —// 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced "•„_,./., standard ANSI/TPI 1. ,�r . 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. j 83641P P E 9t' LOAD CASE(S) Standard I �/ of if y ORE 0 y t1 ■0- C)\-\° SOON • Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 rimes _ A WARNING,-Verify,design parameters and READ NOTES ON THIS AND INCLUDED MI r EKREFERENCE PAGE MII-7473 rev.10-'08 BEFORE USE. ,g.}y, Design valid for use only With Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. .. 7�f l Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek. FFFddd is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IIVIiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer„For general guidance regarding E ,o fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126196 B1106180-8 C3 Special Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45:01 2011 Page 1 I D.pMO FdeJ Hd3WcFjeuzw57 EXzHOW E-yxH4S stjx0 E4 DTe gLgoZN6MvJ7 U 1 x6C rD DcA1 Ez EtY W 'I1-0-0 6-4-4 I 12-7-3 f 18-0-0 l 23-4-13 I 29-7-13 l 36-0-0 7-401 1-0-0 6-4-4 9-3-0 5-4-13 5-4-13 6-2-15 6-4-3 1-0-0 5x6= Scale=1'73 4 6 600 12 %� 3x8= 3x8= 4x6 i � iisi,,m 4x6 7. 004 • 3x6 i q 3x6 A 4 a 8 1111 4 Ilk 1111 3 �1 )103. t4 y ir 11111111111111, 1° 1 to 4x6= 24 23 22 43 21 20 44 19 1B 17 45 16 15 46 14 13 12 4x6= 6x6= 6x10= 6x6= I 9-0-8 18-0-0 I 26-11-9 36-0-0 9-0-8 8-11-9 8-11-8 9-0-8 Plate Offsets(X,Y): 15:0-2-8,0-1-81,15:0-4-0,0-1-51,17:0-4-0,0-2-21,(7:0-2-8,0-1-81,118:0-5-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) 0.02 11 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.45 Vert(TL) 0.03 11 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.89 Horz(TL) 0.03 16 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.01 11 n/r 90 Weight:249 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-0-11 oc bracing WEBS 2 x 4 DF'Std G WEBS 1 Row at midpt 5-23,5-18,6-18,7-18,7-13 OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. , REACTIONS All bearings 36-0-0. (Ib)- Max Horz 2=132(LC 5) Max Uplift All uplift 100 lb or less at joint(s)22,14 except 2=-1434(LC 15),23=-2151(LC 15),18=-253(LC 15), 13=-2142(LC 18),10=-1460(LC 18) Max Gray All reactions 250 lb or less at joint(s)19,20,21,22,24,17,16,15,14,12 except 2=1648(LC 27), 23=2550(LC 27),18=673(LC 10),13=2549(LC 26),10=1648(LC 26) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3189/3007,3-4=-1213/1239,4-5=-622/806,5-6=-1557/1630,6-7=-1558/1616, 7-8=-569/805,8-9=-1164/1191,9-10=-3189/2982 BOT CHORD 2-24=-2660/2769,23-24=-1656/1769,22-23=-1429/1597,22-43=-1188/1356, 21-43=-856/1038,20-21=-539/706,20-44=-188/356,19-44=-326/494,18-19=-825/993, 17-18=-826/954,17-45=-325/454,16-45=-189/317,15-16=-539/667,15-46=-833/998, 14-46=-1189/1272,13-14=-1428/1557,12-13=-1587/1770,10-12=-2587/2769 WEBS 3-23=-396/274,5-23=-2530/2328,5-18=-1460/1445,6-18=-335/44,7-18=-1460/1451, 7-13=-2529/2318,9-13=-396/274 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1)Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 �Q,_13 PROpe 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Co' G)N� c..5'./ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. ,.- `' E!i 0� 4)All plates are 2x4 MT20 unless otherwise indicated 7 5)Gable requires continuous bottom chord bearing. 1' 836,•1 PE c' 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ir 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -,,, IF j- will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)A plate rating reduction of 20%has been applied for the green lumber members. v9�OREG011 � 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)22,14 except 0( 0,,4 RY AlglifflP (jt=lb)2=1434,23=2151,18=253,13=2142,10=1460. Y go . 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and O0 SOON referenced standard ANSI/TPI 1. Digital Signature Continued on page 2 EXPIRATION DATE: 12-31-12 May-19,2011 iy WARNING-VeriJSj deoigrt parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev..T0-'08 BEFORE USE. c.1®- E'e Design valid for use only with MTek connectors.Thk design is based only upon parameters shown,and is for an individual building component. Applicability of design'param'eriters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the I pq IiTek, erector.Additional permanent bracing of the overall structure is the responsibility of 1hebuilding designer.For general guidance'regarding .o fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tpli Quality Criteria,058-89 and BCS1 Building.Componenl 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126196 81106180-B C3 Special Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45:02 2011 Page 2 I D:pMO FdeJ H d3 W cFl euzw57 EXzHOW E-R8rSfC uMihMwrdhOvO JovJv43XgGgZR_RtMeZgz EtYV NOTES 12)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-0-0 for 250.0 plf. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. • LOAD CASE(S) Standard • • • • • • • • itsweag iaks om i..44� — ° .-. s. ss,a.en r homp29 s 4,20-a wgeek-a m i�' �rsr:`swrxk a xws ,.. .°.., rsaftioamaimor e • WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 114TEKREFERENCE PAGE MrI-7473 reo.10-'08 BEFORE USE, � Design valid for use only with MTek connectors.This design is based only upon parameters shown and is for an individual building component. -- Applicability of design pararnenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility• f the building designer.-For general guidance regarding POWER.o A fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,-Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126197 B1106180-B El Hip Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45:03 2011 Page 1 ID pM0FdeJHd3WcFjeuzw57EXzHOWE-vKOrsXv_T?UnTnGCT5g1SXSIgxEGPBk8gX5B67zEtYU 0-0 4-5-12 7-6-4 12-0-0 13-0-0 1-0-0 4-5-12 3-0-8 4-5-12 1A-0 3x6= Scale=1'278 254 II 44= 4 5 6 a. 2x4 10 L 3 r. 8 00 12 11 -7 2x4 I I 9 2 r +� 9 Id 1 r VW*=.:ATIIMM I4M:.:.:.._.:.:....:.:.:.r.:.A1..=41•T e.:•14∎1•._._._.:WATIKKIMT*_.:. 466 II 19 12 17 10 5x6= 2x4 I I 2x4 II 2x4 I I 2x4 II I 12-0-0 12-0-0 Plate Offsets(X,Y): 12:0-3-0,0-1-41,14:0-4-8,0-2-81,16:0-2-0,0-2-31,(8:0-2-4,0-3-01 . LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP . TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 8 nIr 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.21 Vert(TL) 0.00 8 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.18 Hori(TL) 0.01 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 9 nlr 90 Weight:53 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins,except BOT CHORD 2 x 4 DF No.1&Btr.G' 2-0-0 oc purlins(6-0-0 max.):4-6. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2 x 4 DF Std,Right:2 x 4 DF Std be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-0-0. (Ib)- Max Horz2=-104(LC 3) Max Uplift All uplift 100 lb or less at joint(s)except 2=-982(LC 15),8=-1311(LC 18),11=-455(LC 17),12=-160(LC 12),13=-193(LC 16),10=-182(LC 17) Max Gray All reactions 250 lb or less at joint(s)except 2=1129(LC 10),8=1446(LC 26),11=583(LC 10),12=256(LC 26),13=353(LC 25),10=289(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1677/1603,3-4=-502/498,5-6=-553/583,6-7=-1375/1344,7-8=-2222/2144 BOT CHORD 2-13=-1289/1416,12-13=-415/536,11-12=-606/727,10-11=-1106/1227, 8-10=-1664/1847 WEBS 6-11=-542/478,3-13=-279/226 QUALIFIED BUILDING DESIGNER•OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER_,LATERAL FORCES TO THE NOTES SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1)Unbalanced roof live loads have been considered for this design. . 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; ' cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 • 3)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 1-2002. 4)Provide adequate drainage to prevent water ponding. �� D PRO s 5)Gable requires continuous bottom chord bearing. F 6)Gable studs spaced at 2-0-0 oc. 5� GjNE�R'S/Q •7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �y will fit between the bottom chord and any other members. • •83•Ii PE 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 982 lb uplift at joint 2,1311 lb uplift at . . - joint 8,455 lb uplift at joint 11,160 lb uplift at joint 12,-193 lb uplift at joint 13 and 182 lb uplift at joint 10. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and • referenced standard ANSI/TPI 1. 9�OREG' 1 %), 12)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist C �q R O0- drag loads.along bottom chord from 0-0-0 to 12-0-0 for 250.0 plf. O - . 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. SOON 14)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. Digital Signature LOAD CASE(S) Standard ( EXPIRATION!DATE: 12-31-12 May 19,2011 c' ® WARNING-Varify design parameters and READ NOTES ON THIS AND INCLUDED IVITEK REF ERENCE PAGE MII.7473 rev,I0-'08 BEFORE USE. :d am ��'1 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown p/�Ta q.e is for lateral support of individual web members only.Additional temporary,bracing to insure stability during construction is the responsibillify of the Mi le�k3` erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication,qualify control.storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DS8-89 and BCSI'Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126198 81106160-B E2 COMMON TRUSS 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14.45:05 2011 Page 1 I D:pMOFdeJHd3WcFjeuzw57EXzHOW E-ri WbHDwE?ckVi5PbaWsVXyXf7kn3tyiR8ralA?zEtYS o-o 3-0-0 6-0-0 9-0-0 12-0-0 13-0-0 1 1-0-0 3-0-0 3-0-0 3-0-0 3-0-0 1-0-0 4x6 Scale=1 33 7 * 4 n 8.00 IT 2 2x4\\ 2x4// 3 6 AL\ 2 NW ■141 larall 6 ■ 10 0 11 0 12 MI M 3x8— Specal 8x8= Special 658= Special 3,03- Special Special I 4-0-0 I 8-0-0 1 12-0-0 I 4-0-0 4-0-0 4-0-0 Plate Offsets(X,Y): (2.0-8-0,0-0-131,14:0-2-4,0-2-01,16:0-8-0,0-0-131,18:0-4-0,0-4-121,19:0-4-0,0-4-121 - LOADING(psf) SPACING 2-0-0 CSI • DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.05 8-9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.12 8-9 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.73 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) ' Weight:132 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins. BOT CHORD 2 X 6 DF No.2 G • BOT CHORD Rigid ceiling directly applied or 10-0=0'oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 2=4274/0-5-8 (min.0-2-4),6=4226/0-5-8 (min.0-2-4) • Max Horz 2=-133(LC 3) Max Uplift2=-934(LC 5),6=-924(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ' TOP CHORD 2-3=-5677/1170,3-4=-5551/1192,4-5=-5554/1193,5-6=-5681/1170 / BOT CHORD 2-10=-926/4507,9-10=-926/4507,9-11=-584/3142,8-11=-584/3142,8-12=-888/4509, / 6-12=-888/4509 F WEBS 4-8=-710/3297,5-8=-99/286,4-9=-708/3290,3-9=-98/283 NOTES • 1)2-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 0-9-0 oc. Bottom chords connected as follows:2'X 6-2 rows at 0-6-0 oc. Webs connected as follows:2-x 4-1 row'at 0-9-0 oc. 2)All loads are considered equally applied to•all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. . 3)Unbalanced roof live loads have been considered for this design. - 4)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;. ' • cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 . 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in alfareas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. n. PRQFF 7)A plate rating reduction-of 20%has been applied for the green lumber members. <� SS, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 934 lb uplift at joint 2 and 924 lb uplift at ICJ ,:'GI N�FR /O joiht.6. ,Cr. - 29 9)This truss is designed in-accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced •/ - 836 .11 P E l standard ANSI/TPI 1: 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1475 lb down and 307 lb up at `, 1111-4,1475 lb down and 307 lb up at 3-11-4,1475 lb down and 307 lb up at 5-11-4,and 1475'lb down and 307 lb up at 7-11-4, and 1475 Ib down and 307 lb up at 9-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility -' OREGO of others. . 0yOUgAY . I LOAD CASE(S) Standard 0 sooty • Digital Signature Continued On page 2 EXPIRATION DATE: 12-31-12 May 19,2011 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MEEK REFERENCE PAGE I97I-T473 rev.i0-'08 BEFORE USE. .. Design valid for use only with■iiek connectors.This design is based"only upon parbmefers shown,and is for an individual building component. - Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown E-1 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the WViiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,stoiage,delivery,erection and bracing consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulls Homes-Building 2 Roof R33126198 61106180-B E2 COMMON TRUSS 2 Joh Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7,250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45.05 2011 Page 2 I D:pMOFdeJHd3WcFjeuzw57EXzHOWE-ri WbHDwE?ckVi5PbaWsVXyXf7kn3tyiR8ralA?zEtYS LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-7=-64,2-6=-20 Concentrated Loads(lb) Vert:8=-1475(B)9=-1475(B)10=-1475(B)11=-1475(B)12=-1475(B) • • • • • • • • • • • • 41Pzw'.r',m^ ,t-sh'And.'.'_lat:7liMIMMV_Wraa A'C W!f:2 '15"RiL."C�CI!n7!_saris+ —�°c!S4:? *.ti^-;4 .Sa M"" R=GSRAlak _ VIWZI :!Sricr WOO.re ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED JIIfIEKREFERENCE PAGE 1571-7473 rev.10'03 BEFORE USE. sy,s; Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 3-�Y' is for lateral support of individual web members only.Additional temporary'bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For,general guidance regarding PPWENTEI RM. fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 • Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126199 61106180-B Fl Common Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc Thu May 19 14:45.07 2011 Page 1 ID'pM0FdeJHd3WcFfeuzw57EXzHOW E-n5eLivy UXE_DxOZzhxvzcNc?4YdYLOSjb93P FuzEtYQ --- 5-5-12 111-8 11-11-8 1 1-a 0-a 0 I 5-5-12 5-5-12 1-0-0 4x4= Scale=1328 4 254 8W� 2x4 3 611111 2 '�J Y r 7 4x6 h 4x6 II 2x4 II 2x4 II 254 II 10-11-8 10-11-e Plate Offsets(X,Y): 12:0-3-0,0-1-41,16:0-3-0,0-1-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) 0.00 7 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) 0.01 7 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0,07 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 6 n/r 90 Weight:49 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF N0.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-14 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 x 4 DF Std,Right:2 x 4 DF Std Installation guide. REACTIONS All bearings 10-11-8. (lb)- Max Horz 2=-124(LC 12) Max Uplift All uplift 100 lb or less at joint(s)except 2=-1051(LC 15),6=-1064(LC 18),10=-163(LC 16),8=-162(LC 17) Max Gray All reactions 250 lb or less at joint(s)9 except 2=1192(LC 10),6=1192(LC 9),10=315(LC 9), 8=315(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1771/1751,3-4=-668/695,4-5=-668/689,5-6=-1766/1708 BOT CHORD 2-10=-1388/1465,9-10=-518/595,8-9=-518/595,6-8=-1338/1465 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1)Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW., 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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 1-2002. 4)Gable requires continuous bottom chord bearing 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P R 7)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �(� Op 4-6,fit between the bottom chord and any other members. �S�G G(N� ss� 8)A plate rating reduction of 20%has been applied for the green lumber members. F Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1051 lb uplift at joint 2,1064 lb uplift at 9 29 joint 6,163 lb uplift at joint 10 and 162 lb uplift at joint 8. ■364OP 10)This truss s plate designed s shim in accordance a ce provide full 2009 bearing surface with truss chord Code at joint(s)se n. 11)This truss is designed in accordance with the 2009 International Residential Coe sections R502.11.1 and R802.10.2 and .11.000, referenced standard ANSI/TPI 1. 12)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-11-8 for 250.0 plf. -TA OREGO,, � 1 ' 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ? LOAD CASE(S) Standard 9�� - • 800N Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEN REFERENCE PAGE MIT 74 73 rev.10'08 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek" is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the g R iTek` erector.Additional permanent bracing of the overall structure is the responsibility of the,building designer.For general guidance regarding fabrication,quality control,stoiage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 • Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126200 81106180-B F2 COMMON TRUSS 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45.09 2011 Page 1 ' ID pMOFdeJHd3WcFjeuzw57EXzHOWE-jUm67b_I3rExBijMpMxRhohKBL6QpkZ02TZVJmzEtYO 0-0 I 2-8-14 5-5-12 8-2-10 10-11-8 11-11-8 1-0-0 2-8-14 2-8-14 2-8-14 2-8-14 1-0-0 Scale=1'31.5 4x6 II w 4 �1 8.00 12 2x4\\ 2x4// • 5 3 • •.'• Alak DIEM1111111 6 2 JIII�IIlr�111�11. III 7 Id 1 ..m�. 10 11 9 12 8 13 0 1—_ HUS26 HUS26 8x8= HUS26 8x8= HUSH In 466 i '' HUS26 4x6 3-7-13 7-3-11 I 10-11-8 I 3-7-13 3-7-13 3-7-13 Plate Offsets(X,Y): 12:0-1-9,0-2-01,16:0-1-9,0-2-01,18:0-4-0,0-4-121,19:0-4-0,0-4-121 . LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.05 8-9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.11 8-9 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.80 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:121 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 2=5210/0-5-8 (min.0-2-12),6=4581/0-3-8 (min.0-2-7) ' Max Horz2=122(LC 4) Max Uplift2=-1093(LC 5),6=-964(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6045/1204,3-4=-5911/1220,4-5=-5993/1239,5-6=-6107/1218 BOT CHORD 2-10=-949/4786,10-11=-949/4786,9-11=-949/4786,9-12=-613/3373,8-12=-613/3373, 8-13=-935/4890,6-13=-935/4890 WEBS 4-8=-749/3623,5-8=-88/256,4-9=715/3466,3-9=-100/325 NOTES 1)2-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 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-4-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE7-05;105mph;TCDL=4.2psf;BCDL=6 Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P R will fit between the bottom chord and any other members. OF 6-,-,A plate rating reduction of 20%has been applied for the green lumber members. �F. Ss 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1093 lb uplift at joint 2 and 964 lb uplift at N GIN .,9 �Q joint 9 truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced r i3640� l standard he is only 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. if 11)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-1-4 from the left end to 9-1-4 to connect truss(es)B3(1 ply 2 x 4 DF) to back face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. OREGOI. '-. LOAD CASE(S) Standard CDy GARY '2 � . 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 O0 soot- • Digital Signature Continued on page 2 EXPIRATIOt\! DATE:12-31-12 May 19,2011 •re+:Q 147.>a444na?ffsn! t.7F:tpai%e-erfi "tj3<f3 uteri '.+aSFw.'T6`63.::S dif+�-ML0406tB )•!RF '1N4Brei A2115V•••-••_PSAI:0•°,:tom, t ?p0lt .:.f 6.3i''R4•1416A'511iBE.•. •'°�'••••�•-_:iISM a.=LI 4.' A WARNING-Verify design perarnetess and READ NOTES ON 71115 IVII 15 AND INCLUDED TEK REFERENCE PAGE 1911-7473 rev,.IO-'OA BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. '° a I A Applicaiiify of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown per is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the,responsibillity of the M1Tek` erector.Additional perincinent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding o o fabrication,quality control,storage,delivery,erection and bracing,consult AN51/fP11 Quality Criteria,DSB-89 and SCSI Building Component '7777 Greenback Lane,Suite 109 Safety Information availablefrom Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314 Citrus Heights,CA,95610 ■ Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof B1106180-B1106180-13 F2 COMMON TRUSS 1 2 Job Reference(optional) R33126200 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45-09 2011 Page 2 ID.pM0FdeJHd3WcFjeuzw57EXzHOWE-f Um67b_13rExBijMpMxRhohKBL6QpkZ02TZVJmzEtYO LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-4=-64,4-7=-64,2-6=-20 Concentrated Loads(Pb) Vert:8=-1750(B)100-1750(B)11=-1750(B)12=-1750(B)13=-1750(B) • • • • • • • • etm .VVMMEras_+�rr waem�sxsaC, , tea_ E.:NA∎4:� zr�VIIIKi �?xasc aaarF i :llir, ® WARNING-Verify design parameter,and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 'ms.70-'08 BEFORE USE. ®�'� Design valid for use only with MiTek connectors.This design is based only upon parameters shbwri,and is for an individual building component. Applicability of design paramenters and proper incorporation of domponent is responsibility of building designer-not truss designer.Bracing sh own p�q ' is for lateral support of individual web'members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the PVliTek` erector.Additional permanent bracing of the overall structure is th'e responsibility of the building designer For general guidance regarding pow EN To'2E13;011W fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,SIB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avalable from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte.Homes-Building 2 Roof R33126201 81106180-B G1 Common Truss 1 1 Joh Reference(optional) Pro-Build Clackamas Truss,Clackamas;OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45:11 2011 Page 1 I D:pMOFdeJ Hd3 W cFjeuzw57 EXzHOW E-gstsYH??aS VfQ otlwnzvn Dn i_9?YHgbJWn2cOfz EtYM -1-0-0 4-3-12 8-7-8 I 9-7-8 I 1-OA 4-3-12 4-3-12 1-0-0 Scale=1.27 6 454= 4 rs M. 800 FIT 2x4 I 5 2x4 11 3 i ill& ?IA i NI II 6 d 10 9 8 358 11 254 11 254 II 2x4 II 3x8 II 1 8-7-8 I 8-7-8 Plate Offsets(X,Y): 12:0-3-8,Edge1,16:0-3-8,Edgej LOADING(psf) • SPACING 2-0-0 CSI DEFL in (roc) 1/deft L/d PLATES GRIP TCLL 25.0 'Plates Increase 1.15 TC 018 Vert(LL) -0.00 6 n/r 180 ,MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.00 7 n/r 180 - BCLL 0.0 Rep Stress!nor YES WB 0.06 Horz(TL) 0.00 9 n/a n/a BCDL . 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00, 7 n/r 90 • Weight:39 lb FT=10% LUMBER • BRACING TOP CHORD 2 x 4 DF No.1&Btr G . TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 x 4 DF•Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 x"4 DF Std,Right:2 x 4 DF•Std . Installation guide. • REACTIONS All bearings 8-7-8. ' • (Ib)- Max Horz 2=-99(LC 11) Max Uplift All uplift 100 lb or less at joint(s)except 2e-870(LC 15),6=-881(LC 18),10=-134(LC 16),8=-132(LC 17) Max Gray All reactions 250 lb or less at joint(s)9,10,8 except 2=978(LC 10),6=978(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1418/1361,3-4=-665/676,4-5=-665/668,5-6=-1413/1342 BOT CHORD 2-10=-1034/1096,9-10=-514/575,8-9=-514/575,6-8=-1034/1096 NOTES QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1)Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.Opsf;,h=25ft;Cat.-II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 • .. . 3)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 perANSI/TPI 1-2002. . , . 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-O'wide . will fit between the bottom chord and any other members. PRQ 8)A plate rating reduction of 20%has been applied for the green lumber members. 'Cc fi�u 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 870 lb uplift at joint 2,881 lb uplift at joint �5�s . G)NF`c9 sip 6,134 lb uplift at joint 10 and-132 lb uplift at joint 8. ��. 9 10)This truss is,designed,in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and 7/ 8364.+P E r referenced standard ANSI/TPI 1. 11)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist OF drag loads alongbottom chord from 0-0-0 to 8-7-8 for 250.0 plf. �A. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. c.• LOAD CASE(S) Standard OREGO i l Cy0=-s RY `� ' . - O SOON Digital Signature i EXPIRATION DATE: 12-31-12 May 19,2011 ■ A WARNING-Versfg design parameters and READ NOTES ON THIS AND INCLUDED MITER"REFERENCE PAGE NIT-7473 s-ea,Ie-'OR BEFORE USE. is{gar Design valid for use only with MiTek connectors.this design is based only upon parameters shown,and is for an individual budding component. - �� Applicability of design paramenters and proper incorporation of componeht is responsibility of budding designer-not truss designer.Bracing shown MiTek' is for taterol support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is-the responsibility of the building designer.For general guidance regarding Powce,a PEnroar,.- fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPil Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126202 81106180-B G2 Common Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14.45:11 2011 Page 1 I D'pMOFdeJHd3WcFjeuzw57 EXzHOW E-gstsYH?2aSVfQ0tiwnzvn Dnh09?bHpHJ Wn2cOfzEtYM -1-0-0 4-3-12 8-7-8 I 1-0-0 4-3-12 4-3-12 4x4= Scale=1.27 9 3 80012 4 2 dI • ,I -I. 1 2.3x6 II 5 2x4 I I ►, 3x4= 3x4 3x6 II 4-3-12 8-7-8 4-3-12 4-3-12 Plate Offsets(X,Y): (2:0-0-0,0-0-12),(2:0-0-11,0-4-5),[4:Edge,0-0-121,(4:0-0-11,0-4-5) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.01 2-5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 2-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight:33 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Bt-r G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 x 4 DF Std,Right:2 x 4 DF Std• Installation guide. REACTIONS (lb/size) 2=425/0-3-8 (min.0-1-8),4=341/0-5-8 (min.0-1-8) Max Horz2=107(LC 4) Max Uplift2=-132(LC 5),4=-67(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-381/62,3-4=-361/55 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft,Cat,II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever 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)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where'a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 2 and 67 lb uplift at joint 4. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)'Standard \��Fi �D P�FR.ss�� • • q 2 i; 8364.1P PE �r C� -1,L. RE • , 9- SOON Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011.„ .�,. nom : IQ ® WARNING-Verify drvign parameters and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE f471.7473 ran,10-'03 BEFORE USE. CO Design valid for use only.with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. .x x s'el.e Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown pp CCCililil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the iVliTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type qty Ply Pulte Homes-Building 2 Roof R33126203 B1106180-B G3 Common Truss 1 1 Job Reference(optional Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 a Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45:12 2011 Page 1 I D.pM0 FdeJ Hd3 WcFjeuzw57 EXzHO W E-83REIc0dLmd W2ASxU UU8JQ Js?Z LOOG bTI Rn9w5zEtYL 4-3-12 7-11-8 4-3-12 3.7-12 Scale=1 26 8 4x4= a. 2 1 800,2 3 4x4 yy 4 1 ,i tri C 3x6 II 5 a 7x4 I I 3x4= 358 II I 4-3-12 I 7-11-8 I 4-3-12 3-7-12 Plate Offsets(X,Y): 11:0-0-11,0-4-51,11:0-0-0,0-0-121,14:0-6-1,0-0-41 LOADING(psf) . SPACING 2-0-0 CSI, DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 , Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 1-5 >999 240 MT20 220/195 . TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 1-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:34 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr.G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0.oc bracing. . WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 x 4 DF Std Installation guide. SLIDER Right 2 X 6 DF No.2-G 2-3-5 REACTIONS (lb/size) 4=328/Mechanical,1=328/0-3-8 (min.0-1-8) Max Horz 1=97(LC 4) Max Uplift4=-63(LC 6),1=-66(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-336/59,2-3=-264/68,3-4=-354/59 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;,Exp B;enclosed;MWFRS(low-rise)gable end zone; . cantilever 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)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. . 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 63 lb uplift at joint 4 and 66 lb uplift at joint 1. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI1. Gp PRO1 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. \c�- G1N O5, LOAD CASE(S) Standard FR O�9 :36400 r if y�OREGO-• 0�.1� C�yO(igRY ;2 ,0' •• O SOON Digital Signature EXPIRATION DATE: 12-31-12 , May 19,2011 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT 7OK REFERENCE PAGE MrI-74 711 rev.10'09 BEFORE USE. sri_ e a l Design valid for use only with MiTek connectors.This design based only upon parameters shown,and is for an individual building component. � -r.i Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown p p h for lateral support of-individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTeke erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding E =o ,,,. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126204 B1106180-B H1 Common Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45.13 2011 Page 1 ID:pMOFdeJHd3WcFjeuzw57EXzHOWE-cF?dzyl F641NfJ172CONses3tzielkEcz5XjSYzEtYK 2-10-12 5-9-8 6-9-8 2-10-12 2-10-12 1-0-0 Scale=1 20 9 4x4= 2 00 r1 �?I 1 3 gAlk61 111 3x6 II 52x4 II 3,0= 3x4 3x6 II 2-10-12 5-9-8 2-10-12 2-10-12 Plate Offsets(X,Y): 11:0-0-11,0-4-51,11:Edge,0-0-121,[3:0-0-0,0-0-121,[3:0-0-11,0-4-51 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 1-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 ,3 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:23 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.' WEBS 2 x 4 DF Std G. MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 x 4 DF Std,Right:2 x 4 DF Std Installation guide. REACTIONS (lb/size) 3=315/0-5-8 (min.0-1-8),1=219/0-3-8 (min.0-1-8) Max Horz1=-77(LC 3) Max Uplift3=-115(LC 6),1=-42(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever 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)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint.3 and 42 lb uplift at joint 1. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. '• 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ti��p PROFe co GIN E . `S • 83.'4,*PE c- alf 7 oREc3 •" ° &"1RY 0o Soo N Digital Signature • EXPIRATION DATE: 12-31-12 May 19,2011 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MUSKREFERENCE'PAGE M71-7473 reu.10-'08 BEFORE USE. -;a'4=P_ 3' Design valid for use only with.MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. �; Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,o fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormatlon available from Truss Plate Institute,281 N.Lee Slreef,Suite 312,Alexandria,VA 22314. Cities Heights,CA.95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126205 81106180-8 H2 Common Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45:14 2011.Page 1 I D:pM0FdeJH d3WcFj euzw57EXzH0W E-4 RZ?AI1 ttNtEHTcJcvXcOrPC gMOu U B21 C IG G?_zEtYJ 2-10-12 5-9-8 6-9-8 2-10-12 2-10.12 1-0-0 4x4= Scale=1 21.1 •s 2 800 12 i • I � 3 MA . 1 5 3x6 II 2x4 h 3x6 II 598 I 5-9-8 Plate Offsets(X,Y): 11:0-3-0,0-0-41,13:0-3-0,0-0-41 • LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.01 4 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) 0.01 4 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 4 n/r 90 Weight:23 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD 2 x 4 DF No.1&BV G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 x 4 DF Std,Right:2 x 4 DF Std Installation guide. REACTIONS (lb/size) 3=211/5-9-8 (min.0-1-8),5=204/5-9-8 (min.0-1-8),1=136/5-9-8 (min.0-1-8) Max Horz 1=-77(LC 12) Max Uplift3=-646(LC 18),1=-577(LC 15) Max Grav3=742(LC 9),5=204(LC 9),1=667(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-888/849,2-3=-996/928 BOT CHORD 1-5=-663/700,3-5=-663/700 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1)Unbalanced roof live loads have been considered for this design.SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6;Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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 desigrier as per ANSI/TPI 1-2002. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. PR OF�C 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 646 lb uplift at joint 3 and 577 lb uplift at `\• - y joint 1. �5 GIN �c9 -/0 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and "0" referenced standard ANSI/TPI 1. Ili 3-640P�` 11)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1,33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-9-8 for 250.0 plf. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard y7 OREGOk. ' O . �'6,, RY .2 �4. ' O SOO' Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 itr::,u ne>ti .6, •94 ur 133098, a...:~a:<..r8s*-;: .a t a .,, :,. A„ elltr d luvintsn.i:;?.s r+ers::' .m : ® WARNING-Verefij design parameters and READ NOTES ON THIS END INCLUDED 1111773K REFERENCE PAGE I/1114473 rev.10-'OS BEFORE USE. �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. - _" Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility or the building designer.for general guidance regarding po..E PsA oR fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IBIS Qualify Criteria,055.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information a'oilabie from Truss Plate Institute,281 N.Lee Street,Suite 312;Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126206 61106180-B 11 Common Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45:16 2011 Page 1 ID'pM0FdeJHd3WcFjeuzw57EXzHOW E-0ghlb_38P77xWnlijKZ4TGUYOAiQy5Z2f3IN3sz EIYH 1-0-0 I 2-9-4 5-6.8 6-6-8 1-0-0 2-9-4 2-9-4 1-0-0 Scale=1 21.0 4x4= R 3 AM ... 800 12 9 2 J.rid I._ 4 c _`_ n 5 d 5 4x4= 2x4 11 4x4= 358 II 3x8 II 5-6-8 5-6-8 Plate Offsets(X,Y): [2:0-0-0,0-1-41,12:0-1-15,Edgej,(4:Edge,0-1-41,j4:0-1-15,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 5 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) 0.01 5 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 4 n/r 90 Weight:24 lb FT=10% LUMBER BRACING . TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-006 bracing. .. ' OTHERS 2 x 4 DF Std G ' MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2'x 4 DF Std,Right:2 x 4 DF Std Installation guide, REACTIONS (lb/size) 2=203/5-6-8 (min.0-1-8),4=203/5-6-8 (min.0-1-8),6=187/5-6-8 (min.0-1-8) Max Horz 2=-67(LC 11) Max Uplift2=-614(LC 15),4=-622(LC 18) Max Grav2=713(LC 10),4=713(LC 9),6=187(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . TOP CHORD 2-3=950/899,3-4=-950/887 . BOT CHORD 2-6=-633/672,4-6=-633/672 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH-AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1)Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;,Cat.II,Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1:33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs'exposed to wind(normal to the face),see Standard'lndustry • Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. • 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. P R 8)A plate rating reduction of 20%has been applied for the green lumber members. 0 OF 9)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 614 lb uplift at joint 2 and 622 lb uplift at �� f G)N ss�, joint 4. GJ �F/9 O 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and 9 referenced standard ANSI/I-PI 1. 83 0 I o P E r- 11)This trust,has been designed for a total drag load of 250 plf.Lumber DOLO(1.33)Plate grip DOL=(1.33) Connect truss to resist , drag loads along bottom chord from 0-0-0 to 5-6-8 for 250.0 plf. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard y OREG•Y1 )' Cry,CogRY \C� ° SOON • Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 � � . ! WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI-7473 rev.10-'08 BEFORE DEE. �', Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. m Applicability of design pararnenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek" is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiliity of the I VIiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general,guidance regarding fabrication,qualify control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,068-89 and BCSI Building Component 7777 Greenback Lane,Suite 100 Safely Information available from Truss Plate Institute,281 N Lee Street,Suite 312,Alexandria,VA 22314. Cihus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126207 B1106180-B 12 Common Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14:45.17 2011 Page 1 ID:pMOFdeJHd3WcFleuzw57EXzHOW E-UDF7oK4mAIFo8xKuH24KOU1 k?a3ChYJCujVwbJzEtYG - 2-9-4 4-11-8 2-9-4 2-2-4 4x4= Scale • 800 12 r, 3 4x4 • A 4 1 xAl 41111111111-4111111 ra RIFiri III hilli 3x6 II 5 2x4 Il 3x`4== 3x8 II I 2-9-4 4-11-8 2-9-4 2-2-4 . Plate Offsets(X,Y): 11:0-0-11,0-4-51,11:0-0-0,0-0-121,14:0-5-14,0-0-81 LOADING(psf) - SPACING 2-0-0 CSI DEFL in (Ioc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0,00 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1,15 BC 0.04 Vert(TL) -0.00 1-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code'1RC2009/TPI2007 (Matrix) Weight:22 lb FT=10% LUMBER .. BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during'truss erection,in accordance with Stabilizer Left:2 x 4 DF Std Installation guide. SLIDER Right 2 X 6 DF No.2-G 1-8-12 REACTIONS (lb/size) 4=202/Mechanical,1=202/0-3-8 (min.0-1-8) Max Horz1=-65(LC 3) Max Uplift4=-37(LC 6),1=-40(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES ' 1)Unbalanced roof live loads have been considered for this design. ' 2)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;EXp B;enclosed;MWFRS'(low-rise)gable end zone; , ' cantilever 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)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 37 lb uplift at joint 4 and 40 lb uplift at • joint 1. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI I. 9)"Fix heels only",Member end fixity model was used in the analysis and design of this truss. ��o PR OFFS l—eY 8 ,..,4.1 LOADCASE(S) Standard GIN :c6 s/° • y,�OREGONN ..c 0ye��RY 1 -9.rC�T� .O SOON - Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 .z ;.AtsR'3.V.E,..6'Ai'1'aerrr..w.'L...w,X€S:+EYr!.A..I.,,-ytia.it,,r,..M9�'Sim4!9LrK§`A::4'F&Ri, ••,,•m.r...•.�•,•.� '�i1.lO4rP�4�.�34' ,.gSi`.'-A`'-:......?F 251C!:"9n 1r Djcit�l.' • A WARNING-Verify design parameters and READ NOTES ON TRfS AND INCLUDED MITER-REFERENCE PAGE MII-7473 rep.10.'08 BEFORE USE. :s sirj Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an rndividual building component. Applicability of design baramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ��p is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWCR,,7 PGR FORM: fabrication,quality control,storage,delivery,erection and bracing;consult ANSI/FPI1 Qualify Criteria;DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pulte Homes-Building 2 Roof R33126208 B1106180-8 J1 Monopitch Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar23 2011 MiTek Industries,Inc. Thu May 19 14:45 17 2011 Page 1 ID pMOFdeJHd3WcF)euzw57EXzHOWE-UOF7oK4mAIFo8xKuH24K0U11ca3VhY2CujVwbizEtYG I -1-0-o I 2-0-0 I 1-0-0 2-0-0 2x4 II Scale=1 11 9 3 t 600 12 7 �,ll 2 01 a. �1 1 4 3x4- 2x4 II I 2-0-0 I 2-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft' L/d PLATES GRIP TCLL 25.0 Plates Increase 1,15 TC 0.04 Vert(LL) 0.00 1 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0,02 Vert(TL) -0.00 1 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10 0 Code IRC2009/TPI2007 (Matrix) ' Wind(LL) -0.00 1 n/r 90 Weight:8 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD,2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 OF.Std G 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 Installation guide. REACTIONS (lb/size) 4=61/2-0-0 (min.0-1-8),2=159/2-0-0 (min 0-1-8) Max Horz2=68(LC 5) Max Uplift4=-14(LC 5),2=-77(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever 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 ANSIfTPI 1-2002. 3)Gable requires continuous bottom chord bearing. . 4)Gable studs spaced at 2-0-0 oc . 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • will fit between the bottom chord and any other members. . 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 4 and 77 lb uplift at joint 2. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ._ standard ANSI/TPI 1. .. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,cs?,-D P R OF�S'S LOAD CASE(S) Standard ` . �NGINFF'9 /�2 ii: 83.4OPE 9C' , OREGO' o O SOON Digital Signature . ( EXPIRATION DATE: 12-31-12 ) • May 19,2011 .r€aavo,..1,...w;....i...mmovirwo a i:3 ".-.. - ,. ' ,:-.,4711II� n_K� ,;. _ --kono..� - xu,az rs., A WARNING-Verify design paramrt,a end READ NOTES ON MIS AND INCLUDED MITER'REFERENCE PAGE MII-7473 rue,10-'08 BEFORE USE. :� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer.-not truss designer.Bracing shown p, 1 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IYIiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER.a PEPrOilh, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 • Job Truss Truss Type Qty Ply Pulls Homes-Building 2 Roof R33126209 B1106180-B J2 Monopitch Truss 10 1 Job Reference(optional) Pro-Build Claa_ck mas Truss,Clackamas,OR 97015-1129 7 250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 1445:18 2011. Page 1 ID pM0FdeJHd3WcFjeuzw57EXzHOWE-zDoW0g50xcNfm5v5rIbZZhZuOz09(1?IL7NEU81zEtYF I -7-D-0 I 2-0-0 I 1-0-0 2-0-0 Scale=1.11.9 3 • i6.00 12 • \ SUPPORT 2 M 4 ►t 3x4 i I 2-0-0 I 2-0-0 Plate Offsets(X,Y): [2:0-2-10.0-1-81 LOADING(psi) SPACING 2-0-0 CSI DEFL in (roc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.00 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a, • . BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:7 lb FT=10% LUMBER • - BRACING • TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. • BOT CHORD 2 x 4 DF No.1&Btr G . 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 Installation guide. _ REACTIONS (lb/size) 2=167/0-5-8 (min.0-1-8),4=64/Mechanical , Max Horz2=88(LC 5) Max Uplift2=-91(LC 5),4=-37(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.Opaf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; . cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 • 2)This truss has been designed for a 10.0 psf bottom chord.live load nonconcurrent with any other live loads. . 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable.of withstanding 91 lb uplift at joint 2 and 37 lb uplift at joint 4. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • .��5 ;GIN��R /O 2 8361.1 PE �N.-- r • °y, OREGO�0C ` • /y, ARY . 0,1 O SOON Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 < Y•:•••4%^ r'. 32Ea 415 ACIALr "'rte194WNorem•ex"-".149.Y.4tin..L3.�'68i4'11"09/6=14 _ 14404th°1Met6.n'+1_5F1: 23`Yi 'Z.24P - €:If•...i'r3.942441= ;1.4 9416T'. ,4:56P.a..BAr.•9151e4,995"�249•9• 2i, ® WARNING-l'erifj design parameters and READ.N0'IES ON THIS AND INCLUDED ItIIF,KREFERENCE PAGE 11111-7473 rev.10-'OS BEFORE USE. ®�' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. - Applicability of design paramenters and proper incorporation of component is responsibility of-building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER 7,PERFORW- f abrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pute Homes-Building 2 Roof R33126210 B1106180-8 J3 Monopitch Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14 45:18 2011 Page 1 ID:pMOFdeJHd3WcFjeuzw57EXzHOWE-zDoW0g50xcNfm5v5rlbZZhZuXz00Q?IL7NEU81zEtYF 0° 4-0-0 1-0-0 4-0-0 2x4 I I scale=1-18 1 3 • soaps • 2 ■ 4 354= 2x4 II 4-0-0 4-0-0 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) 0.00 1 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) 0.01 1 n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.01 1 n/r 90 Weight:16 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except. BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Std G • 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 • Installation guide. REACTIONS (lb/size) 4=154/4-0-0 (min.0-1-8),2=234/4-0-0 (min.0-1-8) Max Horz2=110(LC 5) Max Uplift4=-55(LC 5),2=-79(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;105mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever 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 1-2002. - 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at joint 4 and 79 lb uplift at joint 2. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502,11.1 and R802.10.2 and referenced sta ix h heels o l/TPI 1 � P R Ore 10)"Fix heels only;'Member end fixity model was used in the analysis and design of this truss. E F LOAD CASE(S) Standard �� NGINEFR /O� pit 9r • v OREGa x• •• 0y�(//1 RY • . 2 , • O SOON • Digital Signature EXPIRATION DATE: 12-31-12 May 19,2011 WARNING-Verify design pararrscte>s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.10-'08 BEFORE USE. rimer v l='' Design valid for use only witti;MiTek connectors.This design is based only upon parameters shown,and is for cm individual building component. Applicability of design paia'menters and proper incorporation of component is responsibility of building designer-not truss designer Effacing shown g3 q"p� '` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IV 1,lek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Pow.R.o R.,.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Pute Homes-Building 2 Roof R33126211 81106180-B J4 Monopitch Truss 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Mar 23 2011 MiTek Industries,Inc. Thu May 19 14;45:19 2011 Page 1 I D:pMOFdeJHd3WcFjeuzw57EXzHOWE-RPMu D0501wVWNEUHOS6o5v60sNiU9SYUM1_1 gBzEtYE -1-0-0 I 6-0-0 -0-0 6-0-0 Scale=1 25 2 2x4 II 3 e. • s o0 1z . a, z 1 4 . M.344= 2x4 I I I 6-0-0 I 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.05 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.14 2-4 >482 180 BCLL 0.0 " Rep Stress Incr YES - WB 0.00 Ho'iz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:23 lb FT=10% LUMBER „ BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 x 4 DF No,1&Btr G G. ' end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: MiTek recommends that Stabilizers and requ-ired'cros's'bracing be installed during truss erection,in accordance with Stabilizer Installation guide: REACTIONS (lb/size) 4=228/Mechanical,2=324/0-5-8 (min.0-1-8) - Max Horz2=152(LC 5) . Max Uplift4=-86(LC 5),2=-98(LC 5) . FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:.ASCE 7-05;105mph;TCDL=.4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate'grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3)*This truss has been designed for a live load of'20.Opsf.on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the:green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 lb uplift at joint 4 and 98 lb uplift at joint 2. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ,8)"Fix heels.only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard '"".......s....\\ • j/ 83641 PE c' -94,ORE e �' �N, C .Wa, 0 • SOON Digital Signature EXPIRATION DATE: 12-31.-12 May 19,2011 A WARNING-Verrfij design parameters and READ NOTES ON THIS AND INCLUDED r1NTTEK REFERENCE PAGE NII-7473 res.10,08 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,ands for an individual building component. °m"3 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Trg '� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the MiTek' Vli lek® erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding P wE ro AK fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 • • -. Symbols Numbering. System general Solely of s PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x,y Failure to Follow Could Caua='n'`-,4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths • Damage or Personal Injury . IMMDimensions are in ft-in-sixteenths. ( (Drdwings'rnot to scale) JUN 1 C N11 ligbk,. Apply fully plates embed to both Sides teeth. of truss 1. -Additional stability bracing for truss system,e.g. :diagonal or X-bracing,is always required. SeA CIF TIGARD 0_li, 2. Truss bracing must be designed by an DIVISION ,7 1 2 3 • wide truss spacing,individual lateral br s TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never IMAllip Q stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate = designer,erection supervisor,property owner and =plates 0-t ' from outside O all other interested parties. edge of truss. C7-8 c6 C5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS . 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations areregulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS AREGENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS.ARE IDENTIFIED BY END JOINT 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or ESR-131 1,ESR-1352,ER-5243,96048, specified. by text in the bracing section of the 95-43,96-31,9667A - 13.Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487,NER-561 . spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 1 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alte'truss member or plate without prior• (supports) occur. Icons vary but ©2006 MiTekO All Rights Reserved approval of an engineer. *HMO reaction section indicates joint •■ number where bearings occur. wail 1t=® 17.Instalfand load vertically unless indicated otherwise. ► 18.Use of green or treated lumber may pose.unacceptable environmental,health or performance risks.Consult with Industry Standards: fir _ s project engineer before use. ANSI/TPI1: National Design Specification for Metal ., ,,,•, 19.Review all portions Of this,design(front,back,words Plate Connected Wood Truss Construction. ii i kcal and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER To PERFaRM:' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10 208 ' • ( ; ã rtl � t' c..u.,f` ,' i cAn�/ P4 C/) • C W a y 72-00-00 y w - y 20-00-00 y 16-00-00 y 16-00-00 y 20-00-00 . W y 10-00-00 y 9-11-08 7-11-08 I. 7-11-08 7-11-08 y 7-11-08 3 9-11-08 y 10-00-00 y ■ W 1 E� d • — — Q 2 X B JOIST FRAMING BY OTHERS o C-9 °° ° cO 0 I Zap Lt, -73 DRAG LOAD OF 250 PLF ON THIS TRUSS DRAG LOAD OF 250 PLF ON THIS TRUSS to pv a 4 C. p.' /A Lk a 3 a I. d a U 1 5-I-I Gt 5a-I GE I, 1i� a r J . a , a cn 1-7 U a A A 1 n 14"DEEP TRUSSES U U F > F., E, m :CI 4-FT 4-FT 1 24"0 C.SPACING U.N.O. H _ II LOADING 40-10-0-5 1 L L L L l~i i L I-i I; 4-FT 4-FT Ili: L L L L t u L LL CHASES=16" y . N N N N N N N N N u 4 N ;N N N N 'N N N N � FLOOR NOTES Z ��e _ i 0= 4-FT 4-FT a ALL BEAMS,RIM,OR ANYTHING ELSE .E =`W ->>C Z , w° NEEDED TO COMPLETE FLOOR SYSTEM ¢Q N y.a - 0 4-FT 4-FT LL TO BE SUPPLIED BY OTHERS.PROBUILD U a=c _-_ I O TO SUPPLY OPEN WEB AND TRUSS TO < °t•- S i O ao I L) TRUSS CONNECTIONS ONLY. O..,:..T.;.5..';',-=' ,? .0 ?E , =c 11 _, ALL CONCENTRATED LOADS BEING Z l' �2.q LL O TRANSSFERE DOWN FROM ABOVE TO BE ' S-c L F- s .4�o-v 0 1 4-FT 4-FT ! ce SQUASHED BLOCKED AS TO NOT IMPOSE ANY V-E.r o« " - O 0 ADDITIONAL LOADS ON TOP OF FLOOR TRUSSES 4 =e.a..g =5 E=',..5 o O 4-FT 4-FT I o °. `'u r `E n T.m ° ¢ s I ° ALL FLOOR TRUSSES THAT HANG INTO A BEAM, m-- 'c`E-„'_'I': o Q O 4-FTA 4-FTA 'I q 4 RIM,OR GIRDER ARE HELD BACK 1/4"FOR j .�ac a- S `-•a n v 00 5 1/2"X 12"GL(D 5 tl/2"X'12"G-(DN) ° c FIELD ADJUSTMENT IF INTO BEAM ON BOTH a` 2 c a ..v, o - ENDS,THEN HELD BACK A 1/4"ON EACH END - 0 v _ � .<-,---' �� - 4-FT 4-FT `j---.--�—'�- �---„._ -- 4 a°1 E �s c 2 F - _ _ ==T= STAIR ° - -l_ ° CAUTION:PLUMBING MARKERS ARE AN STAIR 11-FT 11-FT OPENING APPROXIMATE LOCATION ONLY AND NEED TO E Eta= E`o'n c 5 E OPENING m FIELD VERIFIED BY INSTALLER.BUILDER TO F-2 5._ c �o, ..i l-.`.i iii 4 4JS"6 1C-FT . 16 FT 1. LUS46 VERIFY WITH PLUMBING UMBINGEDROPS NOT O ¢ 20-Ft a _ _ -.-__ 20-FT 1- 16 °w 16-FT 16-FT i0J = CAUTION NEVER CUT,SAW,DRILL,OR MODIFY J _ STAIR _ F'.1 ,g,Z FLOOR TRUSS WITHOUT THE APPROVAL OF � STAIR O . PROBUILD TRUSS DEPT. F O I OPENING 16-� OPENING 16-FT LL z O .-, I a ALL 2X6 STRONGBACKING MUST BE INSTALLED O a. - 16-FT 16-FT - i ON EDGE AT 10'ON CENTER AND FASTENED WITH ,-I m I 3-164 NAILS.STRONGBACKS TO BE ATTACHED c4 00 LL _. _ - TO WALLS AT THIER ENDS OR RESTRAINED BY ' O _L LUS4623-FT 16-FT _ 16 FT LUS4E I W° OTHER MEANS �j o 16-FT a OJ LL LL LL LL LL Li LL LL nll, 6-FT - __ -/ y 22�T 1!1- F- F- !�-� WARNING'DO NOT INSTALL TRUSSES BACKWARDS �. O 1,1 in U O N 1 1 Ui LL F F— F— F— F H LL N] '60.1 1...... 9 N r IC LL LL LL LL LL u-. o< OR UPSIDE DOWN.FOLLOW LAYOUT }' M h (.7 th MU' c7 C7 fh h N N J US4 CITY 14-FT ° -N j-TN r'1 r'� ci r3 r1 ch •-CC O1 H 1n o CC �_� r�i 8-FT LUS4g_ rra`_= W O .1 �'I� ti 3 1/2"X 14”LSL(UP) n ` F 3 1/2"X 1R'LSL(UP) .--I 2-00-00 LU 46-•TY 6 3 1/2"X 14 LSL(UP) 13-FT ' !.a 5 1/2"X 14"PS7L(uTP) LUS46-Q4Y 6 2-00-00 V1 O O = 3 1/2"X 14"LSL(UP) ---- '^it _- - ---3 1/2"X 14"LSL(UP) ^� �$„" N ROOF FRAMING 12-FT _ DORMER ABOVE J ROOF FRAMING O 01 ROOF FRAMING _ 1,., ROOF FRAMING MISC.ITEMS B.O in ^ ~ = CL(UP) ROOF FRAMIN,.� I \ 2-00-00 �t _-�-, I I 5 1/2"X 16 1/2"GL(UP) Ij _ __� 2-00-00 412 FT.OF RIM JOIST '-' V �i ROOF FRAMIN1 _-�;®- _ ---- di 3 1/2"X 14"LS ) HANGERS ' a . UNIT AM UNIT B UNIT C UNIT A LUS46-32 LOT 05 LOT 06 LOT 07 LOT 08 m 0 MAIN FLOOR FRAMING PLAN $ y 11-04-00 8-07-08 ° 5-06-08 10-04-08 ° 5-09-08 9 7-08-00 9" 8-07-08 11-04-00 con 1 f 7 T 7- i-, 1 cc?'L T T .4 1 72-00-00 - a - ,. it C.> 1 Ft O 1� C. . — E q ct o G ce o c S z o CO P. a . RT. - 1 V t '• 9 ' 48-00-00 l i i i, 38-00-00 ), 8-00-00 1, 0 o N 1 0 L 34-00-00 i. 0 0 DRAG LOAD OF 250 PLF ON THIS TRUSS DRAG LOAD OF 250 PLF ON THIS TRUSS 4 1U-1-IGE q; 1-FIGb 6 �- 3-FT 1 I I 1 d l 2-FT 3-FT I f. A x IL�,0,� dl�I- 2-FT o ° O n m 3-FT ■iy o 8 m N ' 2-FT n � r'; r C �-- 3-FT l�, O=I Z Z S I r 2-FT N •O O 3-FT L .. 6 °o al> 2-FT I E er_= 11 ;h - 3-FT g 2-FT a N ac, . 15-FT ' 0 o x m 2-FT v „ • 21-FT O 'Co' r 22 FT c -0 w ill—I 2-FT ■ ) ° z C(>LUS46 y+ Z D_ _ N N O m 25-FT N Z XI 2-FT 'Y` O L�`f ppp `. W s0 AI 24 1- Co 1 t ~ 80 t' - 0 ,, , A .4 , y1 l 6 0 -D(n 0 m -n Z_D 1 3/4"X 14"LSL(UPI two Z 3J LUS46-QTY3 co 2 A � °__:.::� O x o 0m A o N rC w, y C o O Z_ N - a O c-1 xi x 72 0 0 --• °"13 A °' z � I ti = 7" �\ N N A T W _ Y A A A A A � r y s CT 'TIN T T T T-I --r A c. -I rr V v y LUS46-I TY4 N N Q A 3 1/2" o. R 11"kCL(l,P) 1,J -0 O) I o n O ZD A c n .. n "n. ➢Pa o A Z:U 1 3/4"X 14"LSL(UP) G1 Z 'oy 7-FT LUS46-OTY5__ S Y— z ° A A 00 m 1-0:-08 a A A m m 9' - : a' j A A A A A A 0 A Y O Z o Ri '� Ti '� '� -1 '� '� D '� T '� T '� C r 6 00 -I,;,� x x m O o o• V n U O 00 y 1 C m m - o tn y 1-0'-O0 _tO ¶ 1111 PI r O 1-s .,- 0 c.4 II 10 CO 0 i°IISdRr I m—I .o ^ 11c25-I-I C I Z_> 2-FT ♦^ o x fly Z;Ll _ = V+ --co - - o �. • '>'I - 22-FT • -, 0 2-FT 0 z ,'7)1[%- - _ 0 0 11 21-FT 2-FT -11 "II 15-FT -` r C ii:-:_-: Y ° - N 2-FT N O Z 3-FT 9 .-I LJ J x __ 2_FT- f o CO> vN r 3-FT �I IIN - 0 O x LA �'1 e 2-FT- Ij- 3-FT (Io n z 2-FT 0 m 3-FT V b 0 3-FT a ZFT' 3-FT r ® - 10-FTGE 1-FTGE DRAG LOAD OF 250 PLF ON THIS TRUSS DRAG LOAD OF 250 PLF ON THIS TRUSS • I 0 1 34-00-00 N '1 g -I r 38-00-00 8-00-00 1 0 48-00-00 1 C r-'= it A; =8�mrrr OOC mA rm-UC Orr ' o°Dr Cmmmr1 O DOoO .> N y y? p>ZOx TO-i A<001 y00r 1N NO 0S0OWI .ZO1 ODOm fll OZ -n. OL1 �yDmy p�? A1mxZ =�L)0 Zmmn OO�COI Z yL7ym rl m0 �� m0 WT.51 CZ 4D�D� PO ,-Omn' z'�,-ON' 01 2u)i T In I71 80 Z1yo0 AyG `*1mmC =1051 m01 ZOm OAIm .142N r- ax OT3 *z N1x� -g N m 2morg mrAC �OV amp Ki y y O my N ?p1 mOOm y51 SpmOm rOZ➢N o20� �Zm� oC m 0 AGOD 00C v1 >G m151m oozor z0{r0' y A 3 W ON Zmmx v�--Ct �1Ngm nx1 ZDmr ywOm➢ NO -n OO 0, Oy2Z0 11-2{0 2(Cr1-1Z51 DznI 1y OO 2zm'Z ('n �r1 Oy51� ril� Omm2m OmS mO➢y <0y02 3 D51 A1DN ➢O Oy,51r51 ?mD➢ qZmm A10532 Z 8ON mm01 vp pr crT, (4Dr➢n2 r 1nooOD 2njT D Z O o2mD00 10 Z- w ca ymor m0 01 0S D yz ,,M^v� y <0�O C 0 U y ii li .f THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. TRUSS LOADING REVISIONS tx, . 15877 SE 98th Ave These trusses are designed as individual building i, #rr �/ components to he incorporated into the building design / �„1» 1s� Clackamas OR 9/015 at the specification of the budding designer.Sec the TCL�'(PSF):4� individual desi6m sheets for each truss deign identified TCDL PSF 10 _ DATE REMARKS Phone: 1-503-557-8404 (PSF):on the placement drawing.The building designer is BUILDER: DATE: SCALE: responsible for temporary and permanent bracing of the BCLL(PSF):0 Pulte Homes 5/19/2011 NTS roof and floor system and for the overall structure.The (PSF):design of the truss support structure including headers, BCDL( ):5 PROJECT: DRA\VN JOB q: beams,walls,and columns is the responsibility of the TL(PSF)`55 �.+ Summercreek Phase II, BY: Subodh N B1106180-A building designer.For,general guidance regarding BLDG-2 bracing,consult"Bracing of wood trusses"available Wind Speed: 105 ADDRESS: from the Truss Plate Institute,583 D'Onifrio Dris e; Tigard Madison,WI 53179 LL DEFL:L/360 41-00-00 .1, Q ,3-00-00), 36-00-00 y 0 0 n SHE,Aa MA6.2S0, At Al ."n*firilillill' 9 J2 ' m A2 c A IiJ2 { O A2 o m N 2 Q O A2 ---'" .--\ __ 1 I l' 1 0 A2 0 �� A2 , j4 c s 0.6 N A3 O N =2Mnr v G o J4 p * co N : Y T i J4 a - _ !— :: - --... A4 -10 -10 D ��'., A ; : SHEAR LOAD 250 rp I '-N B2 o• I E3= O CO CO S24•,OT :11 B3 63 o ; m N 1 ; C ° I°�3d. i 1 r., D ° 0 ,v.Njr _,c1 B3 ,N ii o B3 N O "o --.1 I W B3 N 0 10 -10 tti_14- .B Cl SHEAR LOA 1 -I Q o D 250 °o N m h - -:-. o x I ,' .. .,C 2 `n II O O,N + co �— 1 I O I I• C2 N 18,g -1. ._..-_ C2 5-00-00 _. - .... , . - - - ..--- - - o -—- - - -C2 0 0 0 o C2 :. 4 C2 y4-00-)0 C2 -10 -10 .I A4 SHEAR LOAD�250 _ - - _--�� 2'1 I A3 . ° m;I o° co >,, 1 I A3 N,;LUS24 OTY s1 A3 r o'1 I -- A2 ,I T J2 m A2 . 1 m T.O iJ 2 is ,-4.rn A A2 . y, N Y , �@ r r L° D C° P l° N J I O A2— __ 4t' �. . m _ J2 If (n A2 . ...�, .,...M A1__.$HEAR L._ .. - J1_ 1 ..- _-- OAD 250 _ , 5-00-00 36-00-00 "C)' ° 1 'Ina. 41-00-00 T _ 5 74 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. TRUSS LOADING - 15877 SE 98th Ave These trusses are designed as individual building components to be incorporated into the building design TCLL(PSF):25 " Clackamas, OR 97015 at the specification of the building designer.See the t. individual design sheets for each truss design identified TCDL(PSF):7 rs* - ' ��.'. a , /� Phone• 1-503-557-8404 on the placement drawing.The building designer is BCLL(PSF):0 responsible for temporary and permanent bracing of the y BUILDER: Summer Creek Phase II DATE: SCALE: roof and floor system and for the overall structure.The BCDL(PSF):10 05/19/2011 NTS design of the truss support structure including headers, TL(PSF):42 beams,walls,and columns is the responsibility of the Wind Speed:105 PROJECT: DRAWN JOB#: building designer.For general guidance regarding p �—+ Building 2 Roof BY: Vitas G. B 1106180-B bracing,consult"Bracing of wood trusses"available LL DEFL:L/240 from the Truss Plate Institute,583 D'Onifrio Drive; ADDRESS: Tigard Madison,WI 53179