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Plans MU MST2012-00299 11062 SW MALLOW TER 9/9/2013 111/ MST2012-00300 11066 SW MALLOW TER 9/6/2013 RECEIVED MST2012-00301 11070 SW MALLOW TER 9/9/2013 ECEI V rill MST2012-00302 11084 SW MALLOW TER 9/9/2013 CONSULTINGacMST2012-00303 11086 SW MALLOW TER 9/9/2013 DEC 1 1 2012 CITY OFTIGARD DrJ ConsusuitMICOIVISION 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1209667 Pulte Homes Summer Creek bldg 20 main MiTek 20/20 7.2 The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5996033 thruI5996048 My license renewal date for the state of Oregon is December 31,2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. PROpt, tkoINE4. d>" 85525"E r- "P •R G•N .�� os 14/ U< y,i 2 20� `10SEP � N RENEWAL DATE: 12/31/2013 October 5,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Oty Ply Pulte Homes Summer Creek bldg 20 main 15996033 B1209667 Al FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:25 2012 Page 1 ID:d?IKIv23wAEPJS?BHcSgF2zHwnX-Btw?BYL9owya5zm8ijmwyMiCPN?N?OF71100EhyWSSm 1-9_9 II 2-6.0 2-5-1 II 2-3-111 12-3-7 2-3-12 Scale=1:57.1 1rr 4x6= 3x6 WB= 3x4 I 15x12 MT18H= 2x4 II 3x8= 2x4 II 5x12 MT18H= 4x8= 3x4 II 3x6 FP= 3x8= 2x4 II 3x8= 2x4 II 4x8= 1 45 2 46 3 47 4 48 5 49 6 50 7 51 8 529 10 53 11 54 12 55 13 56 14 57..z `la m15 16 T `ilffine_ 1a_ r, ,/=1d1 ,----.=_,=// -- 1 Z. 31 32 30 33 29 34 28 35 27 36 26 37 25 38 24 3923 22 40 21 41 20 42 19 43 18 44 17 3x6= 2x4 I I 5x12 MT18H= 2x4 II 5x12 MT18H= 2x4 II 4x6= 4x12=3x6 FP= 2x4 11 3x8= 2x4 II 4x10 = 3x4 I I 33-3-6 4x6= I 17-5-4 8-1-2 8-1-2 a-1-z 1 2-2-1 4-9_97b-1 10-0-9 12-8-1 15-1-14 17-7-13 2%1-8 1 2%8-0 25-3-12 27-11-0 30-67-12 1 33-3-0 33-$E 325-03-60 1 2-2-1 2-7-8 2-7-8 2-7-8 2-7-8 2-5-13 2-5-15 2-5-11 2-6-12 2-7-8 2-7-8 2-7-8 2-8-4 0--6 -- Plate Offsets(X,Y): [1:Edae,0-1-81,17:0-1-8,Edae1.110:0-1-8.Edae],113:0-2-8,Edae],[15:0-3-1,Edael.[22:0-1-8,Edael,[25:0-1-8.Edae] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.21 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.39 27-28 >545 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.06 17 n/a n/a Weight:160 lb FT=0%F,0%E BCDL 12.0 Code IRC2009/TPI2007 (Matrix) 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 No.1&Btr REACTIONS (lb/size) 31=860/Mechanical,24=2530/0-5-2 (min.0-1-8),17=719/Mechanical Max Grav31=920(LC 2),24=2530(LC 1),17=817(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-31=-265/12,2-46=-2855/0,3-46=-2855/0,3-47=-2855/0,4-47=-2855/0,4-48=-2969/0, 5-48=-2969/0,5-49=-2969/0,6-49=-2969/0,6-50=0/1220,7-50=0/1220,7-51=0/3696, 8-51=0/3696,8-52=0/3696,9-52=0/3696,9-10=0/3696,10-53=0/1663,11-53=0/1663, 11-54=-2432/120,12-54=-2432/120,12-55=-2432/120,13-55=-2432/120,13-56=-1616/0, 14-56=-1616/0,14-57=-1616/0,15-57=-1616/0 BOT CHORD 31-32=0/1575,30-32=0/1575,30-33=0/1575,29-33=0/1575,29-34=0/3321,28-34=0/3321, 28-35=0/3321,27-35=0/3321,27-36=-328/1800,26-36=-328/1800,26-37=-328/1800, 25-37=-328/1800,25-38=-1220/0,24-38=-1220/0,24-39=-1663/0,23-39=-1663/0, 22-23=-1663/0,22-40=-736/1622,21-40=-736/1622,21-41=-736/1622,20-41=-736/1622, 20-42=0/2424,19-42=0/2424,19-43=0/2424,18-43=0/2424 WEBS 8-24=-309/0,7-25=0/893,10-22=0/795,6-26=0/310,5-27=-299/0,6-27=0/1416, 4-28=0/309,4-27=-541/53,3-29=-298/0,4-29=-501/99,2-30=0/309,2-29=0/1378, 11-21=0/311,12-20=-299/0,13-19=0/308,13-20=-356/196,14-18=-304/0, 13-18=-869/49,2-31=-1779/0,6-25=-2245/0,11-22=-2033/0,7-24=-2932/0, 10-24=-2669/0,11-20=0/1133,15-18=0/1750,15-17=-791/0 ���EO PRO Ft NOTES Gj .01N E `'fQ 1)Unbalanced floor live loads have been considered for this design. Cor '✓'A 2)All plates are MT20 plates unless otherwise indicated. 455 PE t� 3)A plate rating reduction of 20%has been applied for the green lumber members. v 4)Refer to girder(s)for truss to truss connections. 5)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. 6)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the O�EGO �� �N � Top Chord and Bottom Chord,nonconcurrent with any other live loads. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. A9�•J f�„12 2 64 8)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 `Y �T Cor lagagmAp411s at their outer ends or restrained by other means. ,,,..: P� RENEWAL DATE: 12/3142013 s October 5,2012 I., I / A WARNING-Verify design parameters and mad notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design Zikivalid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from COCO SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996033 B1209667 Al FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:25 2012 Page 2 ID:d?IKIv23wAEPJ5?8HcSgF2zHwnX-Btw?BYL9owya5zm8ijmwyM iCPN?N?DF71100EhyWSSm LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-99 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996034 B1209667 A2 FLOOR 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:27 2012 Page 1 ID:ZNt4jb3JSnU7ZP9WO1 U8KTzHwnV-7F1IcENPKXCILHwWp8p01 nnaMAgYTvUODcV61ZyWSSk I 1-9-9 11 2-6-01 1 2-5-1 II 2-0-10 I Scale=1:29.9 3x4 H 4x10= 2x4 II 3x6= 2x4 11 3x8= 3x4 11 1 25 2 26 3 27 4 28 5 29 6 30 74x6= 31 8 9 •o To ;, o` 9e 1 ew 17 18 16 19 15 20 14 21 13 22 12 23 11 24 10 3x8= 2x4 I I 4x8= 2x4 11 3x8= 2x4 II 4x4= 3x8= I 17-6-10 8-1-2 16_?33 I 2-2-1 I 4-9-9 I 7-s-1 I 10-0-9 I 12-8-1 15-1-14 17-6-4 170-110 2-2-1 2-7-8 2-7-8 2-7-8 2-7-8 2-5-13 2-45 - 0-1-3 Plate Offsets(X,Y): (1:Edge,0-1-81,[2:0-4-0,Edge],[6:0-3-12,Edge],[7:0-1-8,Edoel,[10:0-3-0,Edael,[11:0-1-8,Edge],[13:0-2-12,Edgel.[15:0-3-8,Edoel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.26 13-14 >808 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.54 13-14 >380 360 BOLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.09 10 n/a n/a BCDL 12.0 Code IRC2009/TP12007 (Matrix) Weight:85 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) 17=1071/Mechanical,10=1088/Mechanical - FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=-265/12,2-26=-3520/0,3-26=-3520/0,3-27=-3520/0,4-27=-3520/0,4-28=-4393/0, 5-28=-4393/0,5-29=-4393/0,6-29=-4393/0,6-30=-2060/0,7-30=-2060/0 BOT CHORD 17-18=0/1862,16-18=0/1862,16-19=0/1862,15-19=0/1862,15-20=0/4365,14-20=0/4365, 14-21=0/4365,13-21=0/4365,13-22=0/3600,12-22=0/3600,12-23=0/3600, 11-23=0/3600,11-24=0/2060,10-24=0/2060 WEBS 7-11=0/693,6-12=0/308,5-13=-299/0,6-13=0/853,4-14=0/309,4-13=-285/313, 3-15=-298/0,2-16=0/309,2-17=-2103/0,7-10=-2271/0,6-11=-1664/0,2-15=0/1784, 4-15=-908/0,8-10=-272/0 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)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 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 td PRop be attached to walls at their outer ends or restrained by other means. F LOAD CASE(S) Standard ct 85 .PE r "P v OREGON Atzt 9,y `<y72 2S =4 J©sEPN Q� RENEWAL DATE: 12/31/2013 October 5,2012 - 1 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Eft of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996035 B1209667 A3 FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:29 2012 Page 1 ID:Vm_r8H5a_OkrojJvWSXcPuzHwnT-3e9W1 wOfr8S0aa3vxZrs6Ctyl_N?xydjgw_DNSyWSSi 2-4-14 I I 2-6-0 I 1-2-12 1 Scale=1:20.3 0-4)_6 2x4 I I 3x8= 2x4 I I 2x41 I I 1 19 2 20 3 21 44x8= 22 5 3x4= 23 67 • o mp ® — pe< :°< 10 17 9 18 8 3x6= 2x4 I I 3x6= 2x4 II 4x6 = 3x4= 8-1-2 8-1-2 2-7-14 I 5-2-10 I 7-9-6 10-4-14 11-10-10 11-d11-0 2-7-14 2-6-12 2-6-12 2-7-8 1-5-12 0-6-6 Plate Offsets(X,Y): [4:0-2-4,Edae],[5:0-1-8,Edge],[6:0-1-8,Edoe],[8:0-1-8,Edcie],[9:0-1-8,Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.08 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.17 10-11 >854 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 8 n/a n/a BCDL 15.0 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. REACTIONS (lb/size) 13=764/Mechanical,8=781/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-271/0,2-20=-2177/0,3-20=-2177/0,3-21=-2177/0,4-21=-2177/0,4-22=-934/0, 5-22=-934/0 BOT CHORD 13-14=0/1532,12-14=0/1532,12-15=0/1532,11-15=0/1532,11-16=0/1992,10-16=0/1992, 10-17=0/1992,9-17=0/1992,9-18=0/934,8-18=0/934 WEBS 3-11=-298/0,4-11=-144/367,2-11=0/695,2-12=0/334,4-10=0/326,5-9=0/491, 4-9=-1138/0,2-13=-1656/0,5-8=-1178/0,6-8=-260/37 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)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 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. LOAD CASE(S) Standard PRQpe co kkGIN4, to cit 85 PE 9r 'p., OREGON ,it N.`'QsEPN �` RENEWAL DATE: 12/31/2013 October 5,2012 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability at of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996036 B1209667 A4 FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:30 2012 Page 1 ID:wLgzm I7SHJ6QfA1 UBa4J1 WzHwnQ-Xq)uEGPIcSatCke5V2 M5fPP9A0mQgRLsvaknvuyWSSh 1-10-8 , 1 2 2x4 11 11 3 3x6= 12 4 5 Scale=1:9.4 0 0 N N 1 / _ 4 2x4 11 8 9 7 10 6 3x4= 3x4= 8-1-2 tr� 0_ 2-1-2 4-0-0 P 1-1411 0.8E 2-0-12 I 1-10-14 0-1-14 0-0-6 Plate Offsets(X,Y): 12:0-1-8,Edgel,f4:0-1-8,Edgel.[6:0-1-8,Edoe],[8:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.03 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.04 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight:21 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 4-2-4 oc purlins. BOT CHORD 4 X 2 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4X2DFStdG REACTIONS (lb/size) 8=277/Mechanical,8=277/Mechanical,6=277/Mechanical Max Grav8=364(LC 4),8=277(LC 1),6=353(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 8-9=0/352,7-9=0/352,7-10=0/352,6-10=0/352 WEBS 3-8=-397/0,3-6=-397/0,3-7=0/321,2-8=-295/3,4-6=-269/3 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)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 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. LOAD CASE(S) Standard G (� oD \�� 04 E.61 S"O2pf 855 .P 9A ✓OREGO kf� 1+641'12 24'` .-(> JasEpN �' RENEWAL DATE: 12/31/2013 October 5,2012 I AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSt/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 81209667 A FLOOR 10 1 15996037 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc.Fri Oct 05 13:11:20 2012 Page 1 ID:skokB_9ioxM8vUBtJ?6n6xzHwnO-gv668rHOzNKI?CtAvABIFI?KzMILKkpOcOJFYTyVVSSr - 1-1-11 1 1-9-9 II 2-6-0 I 1 2-5-1 H 2-3-11 11-1-1111 r 1-8-4 Scale=1:60.6 5x8= 5x12 MT18H= 2x4 II 3x4 II 3x4 II 2x4 H 3x8= 2x4 II 5x12 MT18H= 4x8= 3x4 I 13x6 FP= 5x12 MT18H= 2x4 I I 3x8 = 2x4 II 5x12 MT18H= 1 49 2 50 3 51 4 52 5 53 6 54 7 55 8 56 9 10 11 57 12 58 13 59 14 60 15 61 16 62 17 18 34 35 33 36 32 37 31 38 30 39 29 40 28 41 27 242 25 43 24 44 23 45 22 46 21 47 20 48 19 3x6= 2x4 II 5x12 MT18H= 2x4 II 5x12 MT18H= 2x4 II 4x6= 3x6 FP= 2x4 II 5x12 MT18H= 2x4 II 5x12 MT18H= 2x4 I I 3x6= I 17-5-4 4110= 5x10 = 35-3-6 I 8-1-2 8-1-2 8-1-2 1 2-2-1 I 4-9-9 I 7-5-1 I 10-0-9 I 12-8-1 15-1-14 I 17-7-13 1 20-1-8 22-8-4 25-3-12 I 27-11-4 1 30-6-12 33-2-4 1 530 35a-6 2-2-1 2-7-8 2-7-8 2-7-8 2-7-8 2-5-13 2-5-15 2-5-11 2-6-12 2-7-8 2-7-8 2-7-8 2-7-8 2-0-120-O-6 Plate Offsets(X,Y): f1:Edge,0-1-8],16:0-5-8,Edoe],[7:0-1-8,Edael,112:0-5-0,Edoe],[23:0-5-8,Edgel,[27:0-3-12,Edae1,128:0-1-8.Edgel,130:0-5-0,Edoel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.21 30-31 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.37 30-31 >568 360 MT18H 220/195 BCLL 0.0 Rep Stress lncr YES WB 0.90 Horz(TL) 0.07 19 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:169 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 (lb/size) 34=827/Mechanical,19=846/Mechanical,27=2684/0-5-2 (min.0-1-8) Max Grav34=911(LC 2),19=928(LC 3),27=2684(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - TOP CHORD 1-34=-265/12,2-50=-2818/0,3-50=-2818/0,3-51=-2818/0,4-51=-2818/0, 4-52=-2889/43,5-52=-2889/43,5-53=-2889/43,6-53=-2889/43,6-54=0/1719, 7-54=0/1719,7-55=0/4212,8-55=0/4212,8-56=0/4203,9-56=0/4203,9-10=0/1666, 10-11=0/1666,11-57=0/1666,12-57=0/1666,12-58=-2917/0,13-58=-2917/0, 13-59=-2917/0,14-59=-2917/0,14-60=-2780/0,15-60=-2780/0,15-61=-2780/0, 16-61=-2780/0 BOT CHORD 34-35=0/1559,33-35=0/1559,33-36=0/1559,32-36=0/1559,32-37=0/3262,31-37=0/3262, 31-38=0/3262,30-38=0/3262,30-39=-748/1699,29-39=-748/1699,29-40=-748/1699, 28-40=-748/1699,28-41=-1719/0,27-41=-1719/0,27-42=-2732/0,26-42=-2732/0, 25-26=-2732/0,25-43=-690/1763,24-43=-690/1763,24-44=-690/1763,23-44=-690/1763, 23-45=0/3257,22-45=0/3257,22-46=0/3257,21-46=0/3257,21-47=0/1485,20-47=0/1485, 20-48=0/1485,19-48=0/1485 WEBS 8-27=-307/0,7-28=0/927,11-25=-297/0,6-29=0/310,5-30=-299/0,6-30=0/1504, 4-31=0/309,4-30=-627/25,3-32=-298/0,4-32=-478/137,2-33=0/309,2-32=0/1355, 12-24=0/308,13-23=-299/0,14-22=0/309,12-23=0/1464,14-23=-587/43,15-21=-298/0, 14-21=-513/119,16-20=0/307,16-21=0/1393,2-34=-1760/0,6-28=-2323/0, 12-25=-2345/0,7-27=-3002/0,16-19=-1699/0,17-19=-267/12,9-27=-1884/0, <Cc,0 aP fi s� 9-25=0/1777 NOTES �tGJ 401N4A4 /0 1)Unbalanced floor live loads have been considered for this design. Nu yr 2)All plates are MT20 plates unless otherwise indicated. $ P" 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Refer to girder(s)for truss to truss connections. 5)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. OREGON 6)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the sd, 4g Top Chord and Bottom Chord,nonconcurrent with any other live loads. .t- '\ 4 diriFlibg®@!Rfe Member end fixity model was used in the analysis and design of this truss. `�' 214 ‹c, as£PN a RENEWAL DATE: 12/31/2013 October 5,2012 t r A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ art diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcintlustry.com. CONSULT/NG LLC Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996037 B1209667 A FLOOR 10 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:20 2012 Page 2 ID:skokB 9ioxM8vUBtJ76n6xzHwnO-gv668rHOzNKIntAvABIFI?KzMILKkpOcOJFYTyWSSr NOTES 8)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 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, Y�I/ItV LLC CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONS SBCA at www.sbcindustry.com. Job Truss Truss Type Ory Ply Pulte Homes Summer Creek bldg 20 main 15996038 B1209667 AG-1 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Fri Oct 05 15:17:38 2012 Page 1 ID:ulaq 1 d0VB8j7L7kIISmgKWzHwbx-kX8LpQQvLF8uvm4NsQTsL5sWM5k7s47pA0_EXEyWQcR 01-6 4-1-0 8-1-10 8-$[0 0-0-6 4-0-10 4-0-10 0-0-6 Scale=1:15.2 5x8 = 1 2 5x8= 3 4 5 T1 a N1 W2 W1 W2 W1 1 B1 HHUS26-2 10 9♦ 8 7 12x12 = 2x4 II 2x4 II 0-Qr6 4-1-0 8-1-10 8-2[0 0-O-6 4-0-10 4-0-10 0-0-6 Plate Offsets(X,Y): [2:0-3-8,0-2-4],[4:0-3-8,0-2-4],[8:0-6-0,0-5-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.05 8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.11 8 >816 240 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.00 9 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:80 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb/size) 9=1006/0-5-8 (min.0-1-8),7=1006/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD2-11=-2912/0,3-11=-2912/0,3-12=-2912/0, - _ O C O 4 12 -2912/0 WEBS 3-8=-392/0,2-8=0/2971,4-8=0/2971,2-9=-802/0,4-7=-802/0 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 0-7-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 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 moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 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)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 4-4-0 from the left end to connect truss(es)AG-2(2 ply 2 X 6 DF)to front face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. t�, t�1—p t- LOAD CASE(S) Standard Gf �v PROrt 1)Uniform LoaiEo ds)6p1�100,6-100=24 Plate Increase=1.00 ��Y, ` (1�' ��of Concentrated17 VeeLoads (lb) �'.. 8552 *. { OREGO , �<T I+ "4'1220N =, s `/asEPtt QAC• RENEWAL DATE: 12/31/2013 October 5,2012 it f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint "EA/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996039 B1209667 AG-2 FLOOR 2 �f 8-3 2 2 Job Reference(optional) Pm-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:1138 2012 Page 1 ID:819fUWKo38_RS7jIGvEnN?zHwbX-INCww?VJkvbk9 DezyVzz5kavcVgY5621ggCBQyWSSZ 0-016 3-8-2 24 0-b-60-916 3 4 1 2 4x4 = �' - Scale=1:9.4 ■ ■. 17,i „.. • • 4x4= 8 7 10 6 �' 8-1-2 2x4 118-1-2 0-OT6 2-0-0 3-8-2 3118 o-b-e 1-11-10 1-8-2 0-106 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.01 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.02 6-7 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:36 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins:1-4. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb/size) 6=665/0-2-0 (min.0-1-8),7=595/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-7=-300/0,3-6=-287/0 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 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(8)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)This truss is not designed to be used as a floor truss. 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 at joint(s)6. 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)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V. PROF 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 to Qt tS be attached to walls at their outer ends or restrained by other means. co((e1401NF� f/o 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 2-0-0 on bottom 441 - chord. The design/selection of such connection device(s)is the responsibility of others. g 855 PE wr- LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) 11+ 4/OREGON Vert:1-4=-100,5-8=-24 '� 2 }'12 s Continued on page 2 aOSEPt RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996039 B1209667 AG-2 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:38 2012 Page 2 ID:819fU WKo38_RS7jIGvEnN7zHwbX-INCww7VJkvbk9zGezyVzz5kavcVgY5621ggCBQywSSZ LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:10=-800(F) t � AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSUL Ma LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996040 81209667 AG-3 FLOOR 2 8 2 2 Job Reference(optional) 13 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250fBeu s Aug 25-2011mZ MiTek Industries,Inc. Fri Oct 05 ITOu 39 2012 Page 1 ID:vZ96k3eUAp8uyz7YEfBeuGzHwbB-mZ 17 WxVDjbn7ggWgOCWJHITOuyHYNBzUQIjtyWSSY 0-0/6 Y-11-2 2x4 i j_k 0-1016 2-10-12 0--6 1 2 4x4 = 9 3 4 Scale=1:9.4 Irill.1.11.11.11111 N 111111 ♦. 8 7 10 11 12 110.-‘1111411 8-1-2 2x4 H 4x4= 8-1-2 0-6/6 1-0-0 2-4-0 2-11-2 2-11-8 0-6/6 0-11-10 1-4-0 0-7-2 0-6-6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.00 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 12.0 Code IRC2009/TP12007 (Matrix) Weight:29 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 7=590/Mechanical,6=733/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-7=-293/0,3-6=-276/0 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 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Refer to girder(s)for truss to truss connections. 5)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. 6)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8)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. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-0-0,and 500 lb Vrj PR Opts, down at 2-4-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. ' Co' i'1G)NE�-n W0 LOAD CASE(S) Standard �L? 'T '1%f�'. 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 $�� a �^ Uniform Loads(plf) Vert:2-3=-100,6-7=-24 Concentrated Loads(Ib) Vert:10=-500(F)12=-500(F) 'PAOREGO 4 1:j, 64'12 2.9 -' s£pN RENEWAL DATE: 12/31/2013 October 5,2012 4 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint al k/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996041 B1209667 AG FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Enc Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:36 2012 Page 1 8-1-2 ID:OggCCfTmw0q6kavpnfwpBqzHwa3-M_49VJU2CILOwf6FrXTVugfCmooA43plHWR 2YyWSSb 1 4-2-4 7-11-4 11-8-4 15-10-8 4-2-4 3-9-0 3-9-0 I4-2-4 I Scale=1:26.9 o 2x4 I I 1 15 2 16 3 17 4 18 5 • q o 0 -0 a 0 11 11 9 12 8 13 7 14 W 1 10x10 = 10x10 = 4x8- 10x10 = 10x10 = HHUS26-2 8-1-2 8-1-2 I 4-2-4 7-11-4 11-8-4 15-10-6 4-2-4 3-9-0 3-9-0 4-2-4 Plate Offsets(X,Y): 16:0-2-4,0-2-151.17:0-4-12,0-5-0],f9:0-4-12,0-5-0],[10:0-2-4,0-2-15] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.24 7-8 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.50 7-8 >373 360 BOLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.02 6 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:155 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 DF 2400F 2.0E end verticals. WEBS 2 x 4 DF Std G"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2x4DFNo.1&BtrG REACTIONS (lb/size) 10=1226/0-5-8 (min.0-1-8),6=1707/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1080/0,1-15=-4577/0,2-15=-4577/0,2-16=-6474/0,3-16=-6474/0,3-17=-6474/0, 4-17=-6474/0,4-18=-6378/0,5-18=-6378/0,5-6=-1456/0 BOT CHORD 9-12=0/4577,8-12=0/4577,8-13=0/6378,7-13=0/6378 WEBS 2-9=-841/0,3-8=-335/0,4-7=-413/0,1-9=0/4664,2-8=0/1939,4-8=-160/445, 5-7=0/6499 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 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 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 moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �� Ppe Al Top Chord and Bottom Chord,nonconcurrent with any other live loads. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. `c NGIN 'E- /o 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 C� �✓ . be attached to walls at their outer ends or restrained by other means. Q $5 5PE { 8)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 11-8-4 from the left end to connect truss(es)A06(2 ply 2 X 6 DF) to front face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 'Ph d ORE • • „ 4�, 94/ 6t} 12 Zpp4(,�'� Continued on page 2 SEP . RENEWAL DATE: 12/31/2013 October 5,2012 1 r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintEff#01 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING SBCA at ww .sbcindustry.com. CONSULTING LLC w Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996041 B1209667 AG FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:36 2012 Page 2 ID:OggCCfTmw0q6kavpnfwpBqzHwa3-M_49VJU2CI LOwf6FrXTVugfCmooA43pIHNB57YyVVSSb LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-10=-24,1-5=-100 Concentrated Loads(Ib) • Vert:7=-1000(F) tf AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996042 B1209667 Cl FLOOR 18 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:45 2012 Page 1 ID:DhbdEiCrdT?Q?F4g5Ziyp?zHwnJ-bj7ZOObi43TIV21_tw7cmeXhORrih7u4MPt3xXyWSSS 2-3-8 2-6-0 1 0-9-8 1 Scale=1:19.7 3x4= 3x8= 2x4 I I 5x12 MT18H= 3x6= 1 3x6= 18 2 19 3 20 4 21 5 22 6 • o ° e \\ r \ N ® ° 3x8 = 13 11 3x6 = 14 10 15 9 16 8 17 2x4 I I 5x12 MT18H= 2x4 I I 3x6= 8-1-2 8-1-2 I 2-9-8I 5-4-4 7-11-0 10-6-8 1 11-9-0 11-19-0 12-10-4 1 2-9-8 2-6-12 2-6-12 2-7-8 1-2-8 0-1-0 1-0-4 Plate Offsets(X.Y): [2:0-1-8,Edael,[7:0-1-8,Edgel.(11:0-1-8,Edctel,f12:0-3-8,Edae] LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) 1/dell lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.08 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.16 9-10 >865 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.03 7 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight:61 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 (Ib/size) 12=757/0-2-0 (min.0-1-8),7=757/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-271/0,2-19=-1519/0,3-19=-1519/0,3-20=-1935/0,4-20=-1935/0,4-21=-1935/0, 5-21=-1935/0 BOT CHORD 12-13=0/1519,11-13=0/1519,11-14=0/2142,10-14=0/2142,10-15=0/2142,9-15=0/2142, 9-16=0/856,8-16=0/856,8-17=0/856,7-17=0/856 WEBS 6-7=-255/50,3-10=0/323,2-11=0/377,3-11=-671/0,4-9=-299/0,3-9=-379/130, 5-8=0/315,5-9=0/1161,2-12=-1641/0,5-7=-1122/0 NOTES 1)All plates are MT20 plates unless otherwise indicated. 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 at joint(s)12,7. 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 moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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. , PRO LOAD CASE(S) Standard` '04,GINt 4.6:k942,, -ol Q' 855 PE 44 pr' 9i ,,,OREGON,* .14., 64 12S0'` .'� "OSEP% °- RENEWAL DATE: 12/31/2013 October 5,2012 4f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint il/ieri designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /, 7q delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996043 B1209667 C2 FLOOR 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc.Fri Oct 05 13:11:47 2012 Page 1 ID:dGHlsjFjwON?sjoPnhGgRdzHwnG-X6FJp4cycgjSkLSM_LA4r?c1 gEX892bMpjMA?PyWSSQ I 2-4-12 I I 2-6-0 I I 2-6-0 1 Scale=1:18.0 3x4 I I 5x12 MT18H= 2x4 I I 5x12 MT18H= 3x4 1 15 2 16 3 17 4 18 ii, o` to II111111 PIP Ili ii.. .._ ,,1 11 9 12 8 13 7 14 6 a2x4 5x12 MT18H= 2x4 1 3x6= 3x6= 8-1-2 8-1-2 2-9-4 5-4-0 7-10-12 I 10-8-0 I 2-9-4 2-6-12 2-6-12 2-9-4 Plate Offsets(X.Y): f1:Edoe,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.07 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.13 8-9 >971 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 6 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight:53 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=677/0-2-0 (min.0-1-8),6=677/0-2-0 (min.0-1-8) Max Grav 10=1073(LC 3),6=1073(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-271/0,5-6=-271/0,1-15=-394/394,2-15=-982/982,2-16=-2741/0,3-16=-2211/0, 3-17=-2211/0,4-17=-2741/0,4-18=-982/982,5-18=-394/394 BOT CHORD 10-11=0/2224,9-11=0/1832,9-12=0/1839,8-12=0/2338,8-13=0/2338,7-13=0/1839, 7-14=0/1832,6-14=0/2224 WEBS 3-8=-296/0,2-8=-639/1507,2-9=0/335,4-7=0/335,4-8=-639/1507,2-10=-2504/0, 4-6=-2504/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,6. 5)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. 6)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 7)This truss has been designed for a total drag load of 380 pit Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag kQCO PR Ore loads along bottom chord from 0-0-0 to 10-8-0 for 380.0 plf. \�. "�,� A� 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �T 9)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 L - be attached to walls at their outer ends or restrained by other means. Q 855 ;PE -rt- LOAD LOAD CASE(S) Standard / 91 OREGON. e 9,LGL ,122 'iit‘'. LfOSEp% 4k• RENEWAL DATE: 12/31/2013 October 5,2012 If AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.ApplicabilityZit/ of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996044 B1209667 C FLOOR 31 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:43 2012 Page 1 ID:ZfOWHPG_S?dj50you618VV2zHwnE-fK?pziZRYRD1 Fk8bIV58g9SKxd8QDHtnuSOzseyWSSU • I 2-2-0 1 1 2-6-01 1 2-2-0 1 Scale=1:26.4 3x6= 3x6= 5x12 MT18H= 2x4 I I 5x12 MT18H= 3x6= 1 21 2 22 3 23 4 24 5 25 6 3x6= 28 7 4 q o 0O r! a �N te 61 be — I 4.1 �I ,orI— dog I a� ia,, 1 15 13 16 12 17 11 18 10 19 9 20 8 3x8= 5x12 MT18H= 2x4 I I 3x6= 2x4 I I 5x12 MT18H= 3x8= 8-1-2 8-1-2 1 2-8-0 5-3-8 7-10-4 1 10-5-0 13-0-8 1 15-8-8 1 2-8-0 2-7-8 2-6-12 2-6-12 2-7-8 2-8-0 Plate Offsets(X.Y): [2:0-1-8.Edue1,f6:0-1-8,Edgel.F8:0-3-8,Edue],[9:0-1-8,Edgel.[13:0-1-8,Edael,f14:0-3-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.17 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.36 11 >517 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.07 8 n/a n/a BCDL 12.0 Code IRC2009/TP12007 (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. REACTIONS (lb/size) 14=951/0-2-0 (min.0-1-8),8=951/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-270/0,7-8=-270/0,2-22=-1923/0,3-22=-1923/0,3-23=-3547/0,4-23=-3547/0, 4-24=-3547/0,5-24=-3547/0,5-25=-1923/0,6-25=-1923/0 BOT CHORD 14-15=0/1923,13-15=0/1923,13-16=0/3135,12-16=0/3135,12-17=0/3135,11-17=0/3135, 11-18=0/3135,10-18=0/3135,10-19=0/3135,9-19=0/3135,9-20=0/1923,8-20=0/1923 WEBS 4-11=-300/0,3-13=-1304/0,3-11=-71/501,5-11=-71/501,3-12=0/308,5-10=0/308, 2-13=0/547,6-9=0/547,5-9=-1304/0,2-14=-2094/0,6-8=-2094/0 NOTES 1)All plates are MT20 plates unless otherwise indicated. 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 at joint(s)14,8. 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)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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. g D PRQ- LOAD CASE(S) Standard �Ca ��GIN fi� `/09 't 85 5PE r- 1� ✓OREGO` ,, 4Q 1+ G1 Y 12 SA\ � ` OsEPH 0- RENEWAL DATE: 12/31/2013 October 5,2012 t AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintikiii designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996045 B1209667 C-DRAG FLOOR 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:52 2012 Page 1 ID:_E4evRJslw?lyUhMZErrBhzHwnB-u32Csng5RCMIr6KKnuI FY2KuRFE5gDh5z?3xhdyWSSL 1 2-2-0 1 I 2-6-0I I 2-2-0 Scale=1:26.4 2x4 II 3x10 = 2x4 11 3x10= 2x4 11 4x10 = 4x10= 1 21 2 22 3 23 4 245 25 6 26 7 •i m-0, od • c.,..., o cv 7•11 11111011111111111111111111111111111.111111111- --1 e - b . • •�•�♦�����•'���•�♦�����<' 12 17 11 18 10 19 9 20 8 3x6= 4x10 = 2x4 11 4x10= 2x4 I I 4x10= 3x6= 8-1-2 8-1-2 1 2-8-0 5-3-8 7-10-4 1 10-5-0 13-0-8 15-8-8 1 2-8-0 2-7-8 2-6-12 2-6-12 2-7-8 2-8-0 Plate Offsets(X,Y): [1:Edae,0-1-81,13:0-4-0.Edael,15:0-4-8,Edael.17:0-4-8,Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.10 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.19 10-11 >836 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.05 8 n/a n/a BCDL 12.0 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 6-0-0 oc bracing, Except: 10-0-0 oc bracing:8-9. REACTIONS (lb/size) 14=-438/4-2-0 (min.0-1-8),8=691/0-2-0 (min.0-1-8),13=1648/4-2-0 (min.0-1-8) Max Horz14=-126(LC 2) Max Upliftl4=-1445(LC 7),8=-54(LC 8) Max Grav14=852(LC 8),8=990(LC 7),13=2268(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-827/1456,7-8=-967/79,1-21=-1581/3281,2-21=-1213/2546,2-22=-754/2455, 3-22=0/1925,3-23=-3355/1025,4-23=-2822/626,4-24=-2357/127,5-24=-1948/0, 5-25=-2543/652,6-25=-2043/253,6-26=-1564/0,7-26=-1932/140 BOT CHORD 14-15=-1629/1857,13-15=-3588/3588,13-16=-2012/1650,12-16=-2735/3513, 12-17=-2735/3513,11-17=-2735/3513,11-18=-766/3319,10-18=-766/3319, 10-19=-766/3319,9-19=-766/3319 WEBS 4-11=-300/0,3-12=0/303,5-10=0/308,2-13=-313/0,6-9=-303/0,3-13=-2864/199, 3-11=-339/1916,5-11=-1097/750,5-9=-1393/575,1-13=-3673/1821,7-9=-252/2203 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 at joint(s)8. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1445 lb uplift at joint 14 and 54 lb uplift at joint 8. ? - PR Ore 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ,`c 6'61standard ANSUTPI 1. C;.0 01 NEER f0 6)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the .� - Top Chord and Bottom Chord,nonconcurrent with any other live loads. 't85525 V.- 7) .7)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 loads along bottom chord from 0-0-0 to 4-2-0 for 1432.5 plf. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 9)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. �� ORE �JQ 10)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 U 4 be attached to walls at their outer ends or restrained by other means. 9y t Y12 `2' ,4 LOAD CASE(S) Standard `10sEP% O RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability El& of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996046 81209667 C-DRG2 FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:53 2012 Page 1 ID:GMdi9PRdtBeBbCuA2ii2abzHwNB-MGca37hjC WUcSGv WLcGU4Gs2ifanZorFBfpVD3yWSSK 2-6-12 I Scale=1:11.2 1 3x4 11 9 2 3x6= 10 3 3x4 H 0 N 1 . ; -I 0 3x6= 2x4 I I 6 7 5 8 4 8-1-2 3x6= 8-1-2 I 1-7-8 2-10-8 5-9-0 1-7-8 1-3-0 I 2-10-8 Plate Offsets(X,Y): I1:Edoe,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.08 5-6 >827 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.10 5-6 >657 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 4 n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight 30 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 5-9-0 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 (lb/size) 6=341/0-2-0 (min.0-1-8),4=341/0-2-0 (min.0-1-8) Max Uplift6=-55(LC 2),4=-55(LC 3) Max Grav6=737(LC 3),4=737(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-271/1,3-4=-271/1,1-9=-399/399,2-9=-1045/1045,2-10=-1045/1045, 3-10=-399/399 BOT CHORD 6-7=-388/1493,5-7=0/1075,5-8=0/1075,4-8=-388/1493 WEBS 2-5=0/329,2-6=-1708/527,2-4=-1708/527 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 at joint(s)6,4. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at joint 6 and 55 lb uplift at joint 4. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 7)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 loads along bottom chord from 0-0-0 to 5-9-0 for 380.0 plf. � Q PROFts 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 9)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 \C.' 031 //0/ be attached to walls at their outer ends or restrained byother means. - LOAD CASE(S) Standard 2" 855 PENI r "PA v OREGON,` 4tt�' '4y °4!i'12 (y'12 `Z \ (:„ J"SEPi4 0 RENEWAL DATE: 12/31/2013 October 5,2012 i • A WARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ak/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING TING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996047 B1209667 CG FLAT 6 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc.Fd Oct 05 13:11:55 2012 Page 1 ID:SPb86QELciGoZrj I IfdSRUCzHwSd-IekLUpizk7kKia3vS 1 Jy9hxMpTFB 1 grgYffIblxyWSS I 8-1-2 5-3-7 10-5-1 I 15-8-8 5-3-7 5-1-11 5-3-7 Scale=1:26.8 1 14 2 15 3 16 4 C I e _ ® e :10x10 9 710 = 11 12 13 * 10x10= 10x10 = 10x10 = 8-1-2 8-1-2 5-3-7 I 10-5-1 I12-0-0 I 14-0-0 15-8-8 5-3-7 5-1-11 1-6-15 2-0-0 1-8-8 Plate Offsets(X,Y): 15:Edoe,0-3-01.[6:0-3-8,0-3-01.[7:0-3-8,0-3-01.[8:Edae,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.29 6 >630 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.62 6 >300 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.02 5 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:140 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, except BOT CHORD 2 X 6 DF 2400F 2.0E end verticals. WEBS 2 x 4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2 x 4 DF No.1&Btr G REACTIONS (Ib/size) 8=1222/0-5-8 (min.0-1-8),5=2290/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-1157/0,1-14=-6205/0,2-14=-6205/0,2-15=-6205/0,3-15=-6205/0,3-16=-6205/0, 4 4-16=-6205/0,4-5=-1239/0 BOT CHORD 7-10=0/6205,6-10=0/6205 WEBS 2-7=-652/0,3-6=-421/0,1-7=0/6278,4-6=0/6278 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 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)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. 6)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the oD PROC Top Chord and Bottom Chord,nonconcurrent with any other live loads. Co ����j r Ost s 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. *T 8)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 44 G. If. be attached to walls at their outer ends or restrained by other means. 1}` 85 or { 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 12-0-0,and 800 lb down at 14-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard � 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 *PA v OREGO ,$. l'+ Gl)(12 2.(c.4% Continued on page 2 JOcSEPIA O RENEWAL DATE: 12/31/2013 , October 5,2012 II AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ii designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrainti diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.corn. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996047 B1209667 CG FLAT 6 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:56 2012 Page 2 ID:SPb86QELgGoZn I IfdSRUCzHwSd-ngHji9jbVRsBJke50kgBiuUXYsbQm71 hud 19gOyWSSH LOAD CASE(S) Standard Uniform Loads(plf) Vert:5-8=-24,1-4=-100 Concentrated Loads(Ib) Vert:11=-800(F)13=-800(F) � I AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Adddional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONS �//� SBCA at www.sbcindustry.com. vV/N��T�Na SLC Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 20 main 15996048 B1209667 C-STUB FLOOR 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:11:57 2012 Page 1 ID:EgN5AgOtTrNyVMXwygLf2xzm rq2-F 1 r5vUkDFI_2xuCIaRLQF61 oFGzSVcfr6HniMgyWSSG 1 2-3-8 1 1 2-6-0 I1 2-3-8 a Scale=1:26.2 3x6= 3x6= 3x8= 2x4 I I 2x4 11 3 4 6 3x10= 6 3x6= 78 1 2 \ . N e - o a ®® Qy y 12 3x8= 11 10 9 3x8= 3x6= 3x10 = 3x6 = 15-6-0 I 8-1-2 8-1-2 7-10-4 7 7-4 1§-8-p -3-6 7-10-4 Plate Offsets(X,Y): [2:0-1-8,Eduel.13:0-2-12.Edgel.f5:0-2-0,Edge1,16:0-1-8,Edge],[7:0-1-8,Edoe],[9:0-1-8,Edael.[10:0-1-8,Edeel.f12:0-1-8,Edae1,113:0-3-8,Edoel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.16 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.31 11-12 >597 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.06 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) 9=853/Mechanical,13=836/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1768/0,3-4=-3111/0,4-5=-3111/0,5-6=-1696/0 BOT CHORD 12-13=0/1768,11-12=0/2744,10-11=0/2711,9-10=0/1696 WEBS 4-11=-258/0,3-12=-1053/0,3-11=0/396,5-11=0/432,5-10=-1095/0,2-12=0/438, 6-10=0/453,2-13=-1911/0,6-9=-1847/0 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 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. LOAD CASE(S) Standard 'OD PROpt s 4 85 5PE 9". ,,OREGO' �fi 9y (✓4'12 '12 2.1: '� "QSEP p RENEWAL DATE: 12/31/2013 ` October 5,2012 I AWARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability ES of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 1/4Center 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) 111;‘, Apply plates to both sides of truss 1. Additional stabilitbracingfortruss system,e.g.diagonal alwayseq and fully embed teeth. BCSIi. Y9 ng,is required. See 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral 0 .1/,6" braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. .Milliff 4. Provide copies of this truss design to the building designer,erection supervisor,property UMAtir 4 Cat er b ll other interestedigtly pare $a_u 5es. . Cut members to bear tightly against each other. .. p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate O 7. Design assumes trusses will be suitably protected from the environment in accord with A = ANSI/TPI1. plates 0 ' 6'from outside O 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. edge of truss. O g ~ C7-8 c6-� cs-s O 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the 8 7 6 511.Pto Plate type,size,orientation and location dimensions indicated are minimum plating requirement:. required direction of slots in 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that connector plates. specified. 13.Top chords must be sheathed or purlins provided at spacing indicated on design. *Plate location details available in MiTek 20/20 14.Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. THE LEFT. 17.Install and load vertically unless indicated otherwise. PLATE SIZE 18.Use of green or treated lumber may pose unacceptable environmental,health or performance The first dimension is theplate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing 4 x 4 width measured perpendicular NUMBERS/LETTERS. pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. / Indicated by symbol shown and/or 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in by text in the bracing section of the ESR-1311,ESR-1352,ER-5243,9604B, accordance withBCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T,I or proprietay bracing NER-487,NER-561 components unless specifically noted. (e.g.eliminator) if indicated. 95110,84-32,96-67,ER-3907,9432A 25.Graphical purlin representation,if shown,does not depict the size or orientation of the purlin along the top and/or bottom chord.Purlins must be designed by others for size,and positioned in such a way as to support the imposed load along the clearspan of the purlin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of II scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but ©2011 DrJ Consulting,LLC All Rights Reserved and is not the responsibility of the truss plate supplier,the truss designer,nor the truss ■�0 reaction section joint g fabricator. Competent professional advice should be secured relative to these items. number where bearings indicatesojoint 27.The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. 1.1.1...---4Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, =� grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to Industry Standards: cross cutting and in accordance with the published values of lumber rules writing or agencies approved by the Board of Review of the American Lumber Standards ANSI/TPII: National Design Specification for Metal Committee in accordance with the latest edition ofANSI/TPI1Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSULTING LLC Madison,WI 53719 Installing&Bracing of Metal Plate Connected Wood Trusses. . CONSULTING ac DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1209668 MiTek 20/20 7.2 Pulte Summer Creek bldg 20 upper floor The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5996049 thruI5996062 My license renewal date for the state of Oregon is December 31,2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. ,1? ,OPROp c„ GINE , /Gy 44, 85525PE 94i, 4/0y12241 ,. RENEWAL DATE: 12/31/2013 October 5,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996049 B1209668 Al FLOOR 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:37 2012 Page 1 I D:e0JsMJj3DtJPcfEfTS 1jb?zIEOu-JGuvuhxyiTasxFsWRS8tl BAjOa?1 wixZ6r??s1 yWS Qi I 1-7-6 11-7-6 II 1-10-8 II 1-4-0 II 1-6-0 I 1-6-0 11 2-6-0 1 1 2-4-7 I I 2-7-9 I 11-11-12 1 0161 • Scale=1:58.7 5x12 MT18H= 5x16= 2x4 II 3x4 H 4x6 = 2x4 II 4x6= 2x4 II 3x4= 2x4 II 3x6 FP= 3x8= 4x12= 2x4 H 5x12 MT18H= 2x4 11 5x12 MT18H= 5x8= 1 2 3 4 5 6 7 8 9 10 11 49 12 13 14 15 16 17 18 N W vim. �. / W . I� 34 35 33 36 32 37 31 38 30 39 29 40 28 41 27 42 26 25 43 24 44 23 45 22 46 21 47 20 1948 3x6 = 4x8= 2x4 II 3x4= 5x12 MT18H= 4x8= 2x4 H 4x12= 3x6 FP= 5x12 MT18H= 2x4 II 3x6= 2x4 II 3x4 II 2x4 II 5x12 MT18H= 8-1-2g-'t4 8-1-2 1 3-7-4 i 5-7-0 16-11-0 1 10-0-12 I 15-3-12 j 17-9-11 20-6-12 25-9-12 27-9T I 320:7 0 I 32-11-0 3�1-- 3-7-4 2-0-0 1-4-0 3-1-8 5-3-0 2-5-15 2-9-1 5-3-0 1-11-12 2-7-8 - 2-6-0 (fit 8-8 0-2-0 Plate Offsets(X,Y): [1:Edge,0-1-8],[4:0-1-8,Edge],[5:0-1-8,0-0-0],[8:0-1-8,Edge],[10:0-7-12,Edge],[11:0-3-12,Edge],[14:0-1-8,Edge],[15:0-1-8,0-0-0],[18:0-3-0,Edge],[20:0-5-8 ,Edgel,122:0-1-8,Edgel,123:0-1-8,Edgel,129:0-1-8,Edgel,131:0-1-8,Edgel,132:0-1-8,Edgel,[33:0-3-0,Edge1 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.26 30-31 >820 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.48 30-31 >442 360 MT18H 220/195 BOLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.06 19 n/a n/a BCDL 11.0 Code IRC2009/TPI2007 (Matrix) Weight:162 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 2-2-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W6:4 X 2 DF No.1&Btr G REACTIONS All bearings 0-4-0 except(jt=length)27=0-5-2. (lb)- Max Gray All reactions 250 lb or less at joint(s)except 34=925(LC 2),27=2501(LC 1), 19=816(LC 3),19=727(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2361/0,3-4=-2361/0,4-5=-3229/0,5-6=-3229/0,6-7=-3075/0,7-8=-3075/0, 8-9=-1928/324,9-10=-1933/323,10-11=0/3711,11-49=0/3738,12-49=0/3743, 12-13=-1801/612,13-14=-1801/612,14-15=-2588/0,15-16=-2588/0,16-17=-565/0, 17-18=-565/0 BOT CHORD 34-35=0/1369,33-35=0/1369,33-36=0/3229,32-36=0/3229,32-37=0/3229,31-37=0/3229, 31-38=0/3314,30-38=0/3314,30-39=-324/1928,29-39=-324/1928,29-40=-1416/0, 28-40=-1416/0,28-41=-1432/0,27-41=-1432/0,27-42=-1408/259,26-42=-1408/259, 25-26=-1408/259,25-43=-1408/259,24-43=-1408/259,24-44=0/2588,23-44=0/2588, 23-45=0/2588,22-45=0/2588,22-46=0/1987,21-46=0/1987,21-47=0/1987,20-47=0/1987 WEBS 8-29=-772/0,13-24=-261/20,14-24=-1378/0,14-23=0/278,18-19=-826/0,4-33=-979/0, 16-22=-258/649,16-20=-1534/0,8-30=0/1387,4-32=-61/256,6-31=-212/487, 6-30=-465/58,10-29=0/2562,12-27=-3086/0,12-24=0/1875,10-27=-2703/0, 18-20=0/1026,2-34=-1595/0,2-33=0/1168,12-25=0/324,16-21=0/360,10-28=0/342 - < >�(CD PROrt NOTES < SS 1)Unbalanced floor live loads have been considered for this design. SCJ ��GINE lQ 2)All plates are MT20 plates unless otherwise indicated. 1' 3)A plate rating reduction of 20%has been applied for the green lumber members. 1Z' 855 PE • +r 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 moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. tt 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,!Aw OREGO �� i Y ' 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. -Y I 'L 12 V ,j= iihg {, egt erect truss backwards. JOSEP� Q RENEWAL DATE: 12/31/2013 October 5,2012 88 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ei liti of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not torbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. �A delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996049 81209668 Al FLOOR 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc.Fri Oct 05 13:13:38 2012 Page 2 ID:e0JsMJj3DtJPcfEfTS 1jb?zIEOu-nSSH61 yaTnijYP Ri_9f6rPiu8_LGf8BiLVkYPTyWSQh • LOAD CASE(S) Standard • • � f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Designit/. valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSUL TING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996050 B1209668 A01-A FLOOR 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 1313:24 2012 Page 1 ID:wnR1By_1zmKR7CIpJpetzjzHvNE-Cmc_AEnomUyitFMOADPgGS7aWLcTNgIe18 '07J_fpvHyWSQv 18-50 3-2-4 6-4-8 7-8-8 I 11-8-8 15-8-8 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Scale=1:27.2 i 1-4-0 2x4 11 4x10 = 3x6= 2x4 H 5x10= 2x4 I I 1 2 3 4 5 6 - — - a o e - e - e 14 15 16 12 17 18 11 19 10 20 9 5x8= 21 8 22 4x8 3x6 11 7x14 MT18H= 2x4 H 4x6 HUS26 2x4 I I 18-5-0 18-5-0 1-4-0 2-8-0 13-2-4 13-10-0 I 6-4-8 I 7-8-8 11-8-8 15-8-8 1 1-4-0 1-4-0 0-6-4 0-7-12 2-6-8 1-4-0 4-0-0 4-0-0 Plate Offsets(X,Y): [2:0-4-8.0-1-121.15:0-4-0,0-1-121.19:0-3-8,0-1-121.111:0-7-0,0-3-41.112:0-4-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.29 10 >648 240 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.58 9-10 >316 180 MT18H 220/195 BCLL 0.0 Rep Stress lncr NO WB 0.89 Horz(TL) 0.07 7 n/a n/a BCDL 11.0 Code IRC2009/TPI2007 (Matrix) Weight:138 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, BOT CHORD 2 X 6 DF 2400F 2.0E*Except* except end verticals. B2:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb/size) 13=2961/0-4-0 (min.0-1-8),7=1419/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-9462/0,3-4=-8354/0,4-5=-8354/0 BOT CHORD 13-14=0/8198,14-15=0/8198,15-16=0/8198,12-16=0/8198,12-17=0/8198,17-18=0/8198, 11-18=0/8198,11-19=0/8398,10-19=0/8396,10-20=0/8354,9-20=0/8354,9-21=0/5115, 8-21=0/5115,8-22=0/5115,7-22=0/5115 WEBS 4-9=-458/0,3-10=-1261/0,2-12=0/1349,2-13=-8471/0,5-8=0/342,5-9=0/3490, 5-7=-5246/0,3-11=0/1947,2-11=0/1345 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 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc,2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)This truss is not designed to be used as a floor truss. 5)All plates are MT20 plates unless otherwise indicated. CO PROF- 6)A plate rating reduction of 20%has been applied for the green lumber members. s 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced Ca NGilNE, /fir standard ANSI/TPI 1. c:.4.. ? ' 4'F�' 8)This truss has been designed for a moving concentrated load of 250.0Ib live and 25.0lb dead located at all mid panels and at all panel 855 PE Tr points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)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. 11)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-10-0 from the left end to connect 'PA f✓OREGON �J truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. 94, G0 12 24 {'}* Continued on page 2 "QSEP% Q RENEWAL DA12/31/2013 October 5,2012 r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint im3jik11 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING(.t.0 SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996050 B1209666 A01-A FLOOR 12 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:24 2012 Page 2 ID:wnR1 By_1 zmKR7CIpJpetzjzHvNE-Cmc_AEnomUyitFMOADPgGS7aWLcTNgle7J LpvHyWSQv NOTES 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-4-0,and 500 lb down at 2-8-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-22,1-6=-100 Concentrated Loads(Ib) Vert:14=-500(F)16=-500(F)17=-1500(F) � r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996051 B1209668 A2 FLOOR 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:40 2012 Page 1 ID:XnZNBgmaH6pr5GXQiH6flrzIEOq-kral Xi_q?OzQoja46ahawgolOn3p74L?ooDfTMyWSQf I 1-8-2 1 I 1-10-8 11 1-4-0 II 1-5-4 1 1-5-4 1 1 2-6-0 II 2-6-0 I I 2-5-4 Scale=1:31.2 2x4 I I 4x8 = 2x4 I I 5x12 MT18H= 2x4 H 3x4= 2x4 I I 5x12 MT18H= 2x4 I 1 1 2 3 4 5 6 7 8 94x6= 10 li r a -----® m o N e e `e r T'p I6 1: 19 17 20 16 21 15 22 14 23 13 24 12 25 5x8= 7x14 MT18H= 3x6 II 3x6 1I 5x12 = 2x4 II 5x12 MT18H= 3x6= 8-1-2 8-1-2 I 3-7-4 5-7-4 I 6-11-4 8-6-0 10-0-12 1 11-3-12 12-8-4 15-2-4 I 17-9-11 17-1p-9 3-7-4 2-0-0 1-4-0 1-6-12 1-6-12 1-3-0 1-4-8 2-6-0 2-7-7 0-0-13 Plate Offsets(X,Y): [4:0-1-8,Edael,15:0-1-8,0-0-01[8:0-4-8,Edae],[9:0-1-8,Edae],[10:0-1-8,Eduel,112:0-1-8,Edge],114:0-5-0,Edgel,[18:Edue,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.29 14-15 >747 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.59 14-15 >361 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.08 11 n/a n/a BCDL 11.0 Code IRC2009/TPI2007 (Matrix) Weight:96 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 5-5-7 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) 18=1083/0-4-0 (min.0-1-8),11=1083/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3051/0,3-4=-3051/0,4-5=-4415/0,5-6=-4415/0,6-7=-4866/0,7-8=-4878/0, 8-9=-2344/0 BOT CHORD 18-19=0/1709,17-19=0/1709,17-20=0/4415,16-20=0/4415,16-21=0/4415,15-21=0/4415, 15-22=0/4797,14-22=0/4797,14-23=0/3866,13-23=0/3866,13-24=0/3865, I 12-24=0/3865,12-25=0/2344,11-25=0/2344 WEBS 8-12=-1636/0,9-12=0/666,4-17=-1573/0,4-16=0/473,8-13=-35/272,8-14=0/1079, 2-18=-1961/0,2-17=0/1540,9-11=-2530/0,6-15=-620/91,6-14=-163/318 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 5)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. 6)This truss has been designed for a moving concentrated load of 250.OIb live and 25.0lb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. t4 PRQr 8)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 C Fe' be attached to walls at their outer ends or restrained by other means. Co". GIN �t. �Ofd 9)CAUTION,Do not erect truss backwards. �� '9 LOAD CASE(S) Standard Q 855 PE f it 1?",. REGON,, ( . 1+ 60'122- $ `'OsEQtA RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability r of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ,ffiki designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/I-Pi 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996052 B1209668 A03 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:26 2012 Page 1 ID:xMEWgioSal BQykG7NQfMNUzlE0n-89jlbwp215CP6ZWOHeRIMtD_W8JLrdsPxadgvzAyWSQt 18-5-0 4-2-8 18-5-0 4-2-8 4-2-8 Scale=1:16.2 4x6= I 2 4x6= 3 4 5 r 1 0 10 HHUS26-2 .' / 11 8 12 13 10x10= 2x4 11 2x4 18-5-0 18-5-0 1 4-0-8 9 2- 5-4-0 8-5-0 4-0-8 0-2-o 1-1-8 3-1-0 Plate Offsets(XX): 12:0-2-0,0-1-121,[4:0-2-0.0-1-12],(8:0-5-0,0-3-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.08 7-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.17 7-8 >580 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.00 7 n/a n/a BCDL 11.0 Code IRC2009/TP12007 (Matrix) Weight:82 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 6 DF No.2 end verticals. WEBS 2 x 4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 9=1302/0-5-8 (min.0-1-8),7=1525/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-1119/0,2-3=-4502/0,3-4=-4502/0,4-7=-1119/0 WEBS 3-8=-377/0,2-8=0/4588,4-8=0/4588 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 0-7-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 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 moving concentrated load of 250.OIb live and 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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 ,tp PROC-s� be attached to walls at their outer ends or restrained by other means. 8)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 4-0-8 from the left end to connect truss(es)A04(2 ply )H f 2 X 6 DF) to front face of bottom chord. ��5 ��G �'9 �,e, 9)Fill all nail holes where hanger is in contact with lumber. 2 PE 7 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 5-4-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 IIOREGON Continued on page 2 -74,f 12 Vr OSEPN a RENEWAL DATE: 12/31/2013 October 5,2012 4 it AWARNING-Verifydesign parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint it designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996052 B1209668 A03 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:26 2012 Page 2 ID:xMEWqioSal BQykG?NQfMNUzIEOn-89j1bwp215CP6ZWOHeRIMtD_W8JLrsPxadgvzAyWSQt LOAD CASE(S) Standard Uniform Loads(pIt) Vert:6-10=-22,1-2=-100,2-4=-100,4-5=-100 Concentrated Loads(Ib) Vert:8=-1000(F)12=-800(F) � f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability r ailk/ of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996053 B1209668 A3 FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc.Fri Oct 05 13:13:40 2012 Page 1 ID:tkMGFOgj6eR8B 1 QNUrhciSvzIE01-kral Xi_q?OzQoja46ahawgoQvn8z7EX?ooDfTMyWSQf 1-9-9 1 2 2x4 13 4x6— 4 2x4 I Scale=1:9.4 • Ip e. II \\ #4 2X4 11, 7 8 6 9 18-5-0 3x4 = 3x48-5-0 x418 5 0 1-11-7 3-10-8 1-11-7 1-11-1 Plate Offsets(X,Y): [2:0-1-8,Edgel,f4:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.41 Vert(TL) -0.03 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 11.0 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 3-10-8 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) 7=244/Mechanical,5=226/0-4-0 (min.0-1-8) Max Grav7=357(LC 4),5=353(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 7-8=0/325,6-8=0/325,6-9=0/325,5-9=0/325 WEBS 3-7=-373/0,3-5=-373/0,3-6=0/322 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)This truss has been designed for a moving concentrated load of 250.OIb live and 25.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 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. LOAD CASE(S) Standard PROpt 3.cs� tiG)NE, h, a 85 'E _� r 9A OREGON 17+ 6'472 2.0\ $ JaSEPN '04 RENEWAL DATE: 12/31/2013 October 5,2012 f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Elk/ of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �ry �1 delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.corn. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996054 B1209668 A04 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:27 2012 Page 1 ID:g7U0f4rzdFisRLamcFklXKzlE0j-cLH7oGgg3PK) rrjS$rLyXu41BBYmBaOL4pHaTWcyWSQs 18-5-0 2x4 3-8-8 �I11 - 3-8-8 1 2 4x4= 10 3 4 Scale=1:9.4 8 7 9 • 5 18-5-0 2x4 11 4x4= 18-5-0 3-8-8 3-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 11.0 Code IRC2009/TPI2007 (Matrix) Weight:36 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=412/Mechanical,6=392/0-5-8 (min.0-1-8) Max Grav7=432(LC 2),6=410(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-328/0,3-6=-312/0 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 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Refer to girder(s)for truss to truss connections. 5)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. 6)This truss has been designed for a moving concentrated load of 250.01b live and 25.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8)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. �G Et Ola fs LOAD CASE(S) Standard Co . kkGINEF 6>0 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 '✓p Uniform Loads(ptf) c 855 PE r. Vert:6-8=-122(F=-100),5-6=-22,1-2=-100,2-3=-100,3-4=-100 Ili„ OREGO ry 9y 4/t}'12 24 :(:* JOSEPH OC' EN AL DATE: 12/31/2013 October 5,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-111)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996055 /31209668 A06 FLOOR 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:29 2012 Page 1 18-5-0 ID:1Hjxv08BvmybBCnJa1Mw?TzHvN1-YkPtDyrxbOa_zOFzzm??zVrRFMKd25_Nt b33aVyWSQq 1 3-2-4 1 6-4-8 7-8-8 11-8-8 I 15-8-8 1 5- 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Scale=1:27.2 1-4-0 2x4 II 4x10 = 3x6= 2x4 H 5x10= 2x4 II 1 23 2 24 3 25 4 26 5 27 6 a o _ ri o ,. o e - e -o e e Ix 2 14 15 16 12 17 18 11 19 10 20 9 5x8= 21 8 22 •-. .- 4x8 4x8= 3x6 II 7x14 MT18H 2x4 I 4x6 -2x4 I 1 18-5-0 18-5-0 1 1-4-0 2-8-0 13-2-413-10-0 1 6-4-8 7-8-8 11-8-8 1 15-8-8 1 1-4-0 1-4-0 0-6-4 0-7-12 2-6-8 1-4-0 4-0-0 4-0-0 Plate Offsets(X,Y): 12:0-4-8,0-1-121,15:0-4-0,0-1-121,[9:0-3-8,0-1-121[11:0-7-0,0-3-41,[12:0-4-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.29 10 >648 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.58 9-10 >316 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 7 n/a n/a BCDL 11.0 Code IRC2009/TPI2007 (Matrix) Weight:138 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, BOT CHORD 2 X 6 DF 2400F 2.0E*Except* except end verticals. B2:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb/size) ,13=2961/0-4-0 (min.0-1-8),7=1419/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. " TOP CHORD 1-13=-322/0,2-24=-9462/0,3-24=-9462/0,3-25=-8354/0,4-25=-8354/0,4-26=-8354/0, 5-26=-8354/0,6-7=-318/0 BOT CHORD 13-14=0/8198,14-15=0/8198,15-16=0/8198,12-16=0/8198,12-17=0/8198,17-18=0/8198, 11-18=0/8198,11-19=0/8398,10-19=0/8396,10-20=0/8354,9-20=0/8354,9-21=0/5115, 8-21=0/5115,8-22=0/5115,7-22=0/5115 WEBS 4-9=-458/0,3-10=-1261/0,2-12=0/1349,2-13=-8471/0,5-8=0/342,5-9=0/3490, 5-7=-5246/0,3-11=0/1947,2-11=0/1345 NOTES 1)2-ply truss to be connected together with 1Od(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc,2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. _ 4)This truss is not designed to be used as a floor truss. a PRO 5)All plates are MT20 plates unless otherwise indicated. <�{�E � , 6)A plate rating reduction of 20%has been applied for the green lumber members. `Co Nct1N . /o 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced R standard ANSI/TPI 1. kr 'Q 8)This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel $ -.PE points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. / - 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. / 10)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. OREGON4, 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1500 lb down at 3-10-0,and 500 1124, 17+d� ��'\ �;jl lb down at 1-4-0,and 500 lb down at 2-8-0 on bottom chord. The design/selection of such connection device(s)is the responsibility2- 1 ContBftRRh@flii'page 2 "OS P� Q�r RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996055 B1209668 A06 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:29 2012 Page 2 ID:1 Hjxv08BvmybBCnJa1 Mw?TzHvN 1-YkPtDyrxbOa_z0Fzzm??zVrRFMKd25_NGb3aaVyWSQq LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-22,1-6=-100 Concentrated Loads(Ib) Vert:14=-500(F)16=-500(F)17=-1500(F) � f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.ApplicabilityEittj of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING NSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996056 B1209668 A08 FLOOR 2 2 Job Reference(optional) • Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:31 2012 Page 1 18-5-0 ID:SsP4XQA36hLA2gWuFAwdcSzHvN_-V6XeeetB7dgiDKOM461T2wwn1975W?UakvY NyWSQo r { 3-2-4 I 6-4-8 7-8-8 11-8-8 15-8-8 78-5d 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Scale=1:27.2 1-4-0 2x4 II 4x10 = 3x6= 2x4 II 5x10= 2x4 I I 1 23 T. 2 24 3 25 40 26 5 27 6 o o ° ii, -. 27i,_, e e Ir/ 14 15 16 12 17 18 11 19 10 20 9 5x8= 21 8 22 4x8= 3x6 11 7x14 MT18H= 2x4 11 4x6 = HUS26 2x4 II 18-5-0 18-5-0 1-4-0 2-8-0 3-2-4 3 10-0 6-4-8 7-8-8 11-8-8 15-8-8 1-4-0 I 1-4-0 Io-s-a Ioa-1z 1 2-6-8 1 1-4-0 I 4-0-0 4-0-0 Plate Offsets(X,Y): 12:0-4-8,0-1-121,[5:0-4-0,0-1-121,[9:0-3-8,0-1-12],[11:0-7-0,0-3-41,[12:0-4-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TO 0.61 Vert(LL) -0.29 10 >648 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.58 9-10 >316 180 MT18H 220/195 BOLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 7 n/a n/a BCDL 11.0 Code IRC2009/TPI2007 (Matrix) Weight:138 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, BOT CHORD 2 X 6 DF 2400F 2.0E*Except* except end verticals. B2:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 13=2961/0-4-0 (min.0-1-8),7=1419/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-322/0,2-24=-9462/0,3-24=-9462/0,3-25=-8354/0,4-25=-8354/0,4-26=-8354/0, 5-26=-8354/0,6-7=-318/0 BOT CHORD 13-14=0/8198,14-15=0/8198,15-16=0/8198,12-16=0/8198,12-17=0/8198,17-18=0/8198, 11-18=0/8198,11-19=0/8398,10-19=0/8396,10-20=0/8354,9-20=0/8354,9-21=0/5115, 8-21=0/5115,8-22=0/5115,7-22=0/5115 WEBS 4-9=-458/0,3-10=-1261/0,2-12=0/1349,2-13=-8471/0,5-8=0/342,5-9=0/3490, 5-7=-5246/0,3-11=0/1947,2-11=0/1345 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 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc,2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)This truss is M 20deato ubes ed flons tricass. P es� 5)All plates are MT20 plates unless otherwise indicated. 6)A plate rating reduction of 20%has been applied for the green lumber members. GIN44, fo 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �✓ .r�9,p standard ANSI/TPI 1. ,44 8)This truss has been designed for a moving concentrated load of 250.0Ib live and 25.OIb dead located at all mid panels and at all panel Q 552 points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)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. 114, } REGONrt 11)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-10-0 from the left end to connect ✓ '" V truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. 1:4/ G(},12 ‘P „�� daltFfiligi BRiRigO/where hanger is in contact with lumber. J , °SEPIA RENEWAL DATE: 12/31/2013 October 5,2012 4 r AWARNING-Verifydesign parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability r of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ iiit diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996056 131209668 A08 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:31 2012 Page 2 ID:SsP4XQA3BhLA2g WuFAwdcSzH VN_-V6XeeetB7dgiDKOM4B1 T2wwn1975W?UgkvYgfNyWSQo NOTES 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-4-0,and 500 lb down at 2-8-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-22,1-6=-100 Concentrated Loads(Ib) Vert:14=-500(F)16=-500(F)17=-1500(F) • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression budding only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.corn. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996057 B1209668 A09 FLOOR 2 n G Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:33 2012 Page 1 -$ ID:bgz2Lpx_IjijOaBl4xtAsOzIEOb-RVf03JuRfF4QSeYkCc3x8L?90zi5_zazBplllpjGywSQm - 1y}0 5-3-7 10-8-11 16-0-4 1,9 o-b1-8 5-2-15 5-5-3 5-3-9 Scale=1:27.8 10x10= 9x12 MT18H= 1 2 3 T .- 5 6 p1 — e , 1 .to 1 12-11 13 10 14 9 15 9x12 MT18H= 10x10= 18-5-0 18-5-0 01-8 5-3-7 10-8-11 16-0-4 16-002 0-0-8 5-2-15 5-5-3 5-3-9 0-0-8 Plate Offsets(X,Y): [3:0-3-8,0-3-0114:0-3-8,0-2-01,18:0-3-8,0-2-14],[11:0-3-10,0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.37 9-10 >508 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.76 9-10 >248 240 MT18H 220/195 BCLL 0.0 Rep Stress lncr NO WB 0.62 Horz(TL) 0.02 8 n/a n/a BCDL 11.0 Code IRC2009/TP12007 (Matrix) Weight:143 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G*Except* W2,W3:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 11=1960/0-3-8 (min.0-1-8),8=1960/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - TOP CHORD 2-3=-7732/0,3-4=-7732/0,4-5=-7732/0 BOT CHORD 10-14=0/7732,9-14=0/7732 WEBS 3-10=-538/0,4-9=-538/0,2-11=-1463/0,5-8=-1455/0,2-10=0/7824,5-9=0/7822 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 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)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. 7)This truss has been designed for a moving concentrated load of 250.01b live and 25.0lb dead located at all mid panels and at all panel ..,0:1 PRO CS� points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. \C NGIN4 0 9)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 C, �✓ I,` be attached to walls at their outer ends or restrained by other means. Ct''444: `.525 17 LOAD CASE(S) Standard / 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-6-100,11-12=-22,8-11=-147(F=-125),7-8=-22 �� OREGON (r 14, 4/'i1'12,2,0\ 7(> JQSEPIAOv RENEWAL DATE: 12/31/2013 October 5,2012 1 f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability AI of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. /R7Y Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996058 B1209668 A FLOOR 10 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:18 2012 Page 1 ID:vNRpamX9cady0_T3weoVI2zIE3i-NcFjvBj1 BeBY9KvspyIQ1 BtV3wWz6fmkNuUieyWSR? T 1 1-7-6 l 1-7-6 ll 1-10-8 Il 1-4-0 ll 1-6.0 1 1-6-0 ll 2-6-0 Il 2-5-4 ll 2-3-11 1 l 1-3-0 11-3-0 II 2-6-1 I 1 1-11-12 II 2-5-4 H 2-5-4 Scale=1:61.5 5x8 =2x4 II 3x4 II 4x6 = 4x6 = 2x4 II 2x4 11 3x6 = 2x4 11 5x12 MT18H= 4x8= 3x4 11 3x6 FP= 4x10 = 2x4 11 2x4 11 4x10= 3x6= 3x4 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ia. 9 1 __ 2.. N 35 36 34 37 33 38 32 39 31 40 30 41 29 42 28 43 27 26 44 25 45 24 46 23 47 22 48 21 49 20 3x6= 4x6= 4x61.14 03pc4= 5x12 MT18H= 2x4 11 4x6= 4x10 = 3x6 FP= 2x4 11 4x6= 3x4= 2x4 H 4x6= 3x8= 5x10 = 8-1-2 27-11-0 0-1.2 8-11-2 3-7-4 1 5-7-0 16-11-0 1 10-0-12I 15-3-12 1 17-9-11 1 20-5-3 25-9-12 275-8 I 30-5-0 32-11-0 35-9-8 1 3-7-4 2-0-0 1-0-0 3-1-8 5-3-0 2-5-15 2-7-8 5-4-9 1-11-12 2-6-0 2-6-0 2-10-8 0-1-8 Plate Offsets(X,Y): [1:Edge,0-1-8],[3:0-1-8,Edge],[4:0-1-8,Edge],[5:0-1-8,0-0-0],[9:0-1-8,Edge],[14:0-4-O,Edge],[15:0-1-8,Edgel,[16:0-1-8,0-0-0],[17:0-4-0,Edge],[18:0-1-8 ,Edge/,121:0-1-8,Edgel,123:0-1-8,Edgel,124:0-1-8,Edgel,128:0-3-12,Edeel,[29:0-1-8,Edgel,f32:0-1-8,Edgel,[33:0-1-8,Edgel,f34:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.27 22-23 >785 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.55 22-23 >388 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.08 20 n/a n/a BCDL 11.0 Code IRC2009/TPI2007 (Matrix) Weight:167 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 3-1-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G*Except* end verticals. B2:4 X 2 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. _ WEBS 4 X 2 DF Std G*Except* W6:4 X 2 DF No.1&Btr G REACTIONS (lb/size) 35=841/0-4-0 (min.0-1-8),28=2636/0-5-2 (min.0-1-8),20=859/0-4-0 (min.0-1-8) Max Grav35=918(LC 2),28=2636(LC 1),20=935(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2338/0,3-4=-3185/0,4-5=-3185/0,5-6=-3185/0,6-7=-3002/0,7-8=-3002/0, 8-9=0/1534,9-10=0/3891,10-11=0/3883,11-12=-212/1406,12-13=-212/1406, 13-14=-212/1406,14-15=-3325/0,15-16=-3325/0,16-17=-3325/0,17-18=-2051/0 BOT CHORD 35-36=0/1357,34-36=0/1357,34-37=0/2338,33-37=0/2338,33-38=0/3185,32-38=0/3185, 32-39=0/3255,31-39=0/3255,31-40=-611/1851,30-40=-611/1851,30-41=-611/1851, 29-41=-611/1851,29-42=-1534/0,28-42=-1534/0,28-43=-2362/0,27-43=-2362/0, 26-27=-2362/0,26-44=-547/2068,25-44=-547/2068,25-45=-547/2068,24-45=-547/2068, 24-46=0/3325,23-46=0/3325,23-47=0/3179,22-47=0/3179,22-48=0/3179,21-48=0/3179, 21-49=0/2051,20-49=0/2051 WEBS 8-30=0/324,14-25=-40/322,17-23=-514/293,15-24=-400/0,10-28=-260/0, 11-28=-1951/0,13-26=-262/0,3-33=-5/955,3-34=-569/0,18-21=0/511,17-21=-1218/0, 8-31=0/1437,4-33=-319/27,6-32=-193/549,6-31=-510/39,17-22=0/378,8-29=-2285/0, 9-28=-2932/0,14-26=-2175/0,14-24=0/1781,18-20=-2200/0,9-29=0/903,2-35=-1582/0, 2-34=0/1155,11-26=0/1823 �Gigi PROp , NOTES `C ��GINE , v/(2 1)Unbalanced floor live loads have been considered for this design. � OAN � yy 2)All plates are MT20 plates unless otherwise indicated. C.11' 8t�CJ �1c { 3)A plate rating reduction of 20%has been applied for the green lumber members. 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 moving concentrated load of 250.OIb live and 25.Olb dead located at all mid panels and at all panel ,n points along the Bottom Chord,nonconcurrent with any other live loads. J� J fEQ{�,+ It 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,4�• (�� �.'� `A 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 Y 12 r^^r- Cot�iR1�1;8 � tw411s at their outer ends or restrained by other means. ;f�s�pt 10 RENEWAL DATE: 12/31/2013 October 5,2012 4 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ek of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,qualify control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996058 B1209668 A FLOOR 10 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:19 2012 Page 2 ID:vNRpamX9cady0_T3weoVt2zlE3i-roo57XjfyxJPnU U2NgpfZ0QfpKs_iZvvzl e2F4yWSR_ NOTES 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard � r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mirk' designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996059 B1209668 B3A FLOOR 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:42 2012 Page 1 IDT ICKOpFSYgDAOIYEA8YGPZzHvMt-gEhoyO?5X?D810kTD?k2?FtkMbn3b041G6imYFyWSQd I 2-5-4 I I 2-6-0 1 1 2-6-0 1 Scale=1:18.2 2x4 II 3x6 = 2x4 H 5x12 MT18H= 1 5x12 MT18H= 2 3 4 5 o 0 0 0 e Oo O 1X 11 9 12 8 13 7 14 5x12 MT18H= 2x4 II 5x12 MT18H= 3x4 I I 3x4 II 18-5-0 18-5-0 I 2-9-12 5-4-8 7-11-4 I 10-9-0 I 2-9-12 2-6-12 2-6-12 2-9-12 Plate Offsets(X,Y): I1:Edae,0-1-81.[5:0-3-0,Edge],f10:Edge,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 0.27 Vert(LL) -0.07 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.14 8-9 >930 360 MT18H 220/195 BCLL 0.0 Rep Stress lncr YES WB 0.70 Horz(TL) 0.01 6 n/a n/a BCDL 11.0 Code IRC2009/TP12007 (Matrix) Weight:53 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=641/0-4-0 (min.0-1-8),6=641/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-615/0,5-6=-615/0,1-2=-1285/0,2-3=-1285/0,3-4=-1285/0,4-5=-1285/0 BOT CHORD 9-12=0/1662,8-12=0/1662,8-13=0/1662,7-13=0/1662 WEBS 3-8=0/325,2-9=-297/0,4-7=-297/0,3-9=-503/41,3-7=-503/41,1-9=0/1382, 5-7=0/1382 NOTES 1)All plates are MT20 plates unless otherwise indicated. 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)This truss has been designed for a moving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 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. LOAD CASE(S) Standard "It?' PROFS G .tNGINEE6'• /o,, 85 PE •h te OREGO ti 4t:'9,L GL 0''12 ?- $� JOSEPH a4 RENEWAL DATE: 12/31/2013 - October 5,2012 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintA/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /•/��/�. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996060 B1209668 Cl FLOOR 21 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:47 2012 Page 1 ID:9n?serIKrlblFCHprG5z0CzHvMq-1 BVh?63DMYrR8odROYJDilaVOcRNGMm1 POQXDSyWSQY - 1 2-1-8 11 1-4-0 1 1 2-6-01 1 2-3-0 1 Scale=1:19.9 3x4 11 3x4= 2x4 11 3x8= 3x6= 1 2 3 3x6 — 4 5 6 • o •• o ® o 0 o a 1-4-0 4 N 12 13 11 14 10 15 9 16 8 17 7�! 2x4 11 2x4 11 3x8= 2x4 11 3x6= 3x8= 18-5-0 18-5-0 5-3-0 1 6-4-8 7-8-8 1 10-5-8 12-11-8 1 15-8-8 1 1-4-8 1-1-8 1-4-0 2-9-0 2-6-0 2-9-0 Plate Offsets(X,Y): f1:Edoe,0-1-81,f2:0-1-8,Edgel,[3:0-1-8,Edoe],[7:0-3-8,Edoe1.f10:0-1-8,0-0-01.f11:0-1-8,Edae] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.17 9-10 >820 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.35 9-10 >393 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 7 n/a n/a BCDL 11.0 Code IRC2009/TPI2007 (Matrix) Weight:58 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=707/Mechanical,7=707/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1528/0,3-4=-2058/0,4-5=-2058/0 BOT CHORD 12-13=0/1528,11-13=0/1528,11-14=0/1528,10-14=0/1528,10-15=0/1528,9-15=0/1528, 9-16=0/1409,8-16=0/1409,8-17=0/1409,7-17=0/1409 WEBS 4-9=-344/0,3-9=-0/654,2-11=0/358,5-9=0/698,5-8=0/326,2-12=-1675/0, 5-7=-1521/0 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)This truss has been designed for a moving concentrated load of 250.OIb live and 25.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard tt° PR°per, 3... . tV51 Efi f0 c . Q 855 -,•E r 9:„ 0,OREGO ,, 4� ih. ("0'12 y'12 2P 4.''' JOSEPH # RENEWAL DATE: 12/31/2 013 October 5,2012 rr AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996061 81209668 C FLOOR 31 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:45 2012 Page 1 ID:5A7c3WJbNNrTU WRCyh8R6dzHvMo-4pNwaQ2zgwbjuUT2v7HIdtVC1 olzoNeky4xO8ZyWSQa 1 2-3-0 1 1 2-6-0 1 1 0-10-8 1 1 1-4-0 1 1 2-3-0 1 Scale=1:26.4 4x10= 2x4 11 4x4= 3x4= 2x4 11 5x12 MT18H= 3x6= 13x6= 2 3 4 5 6 7 o N 9 g y O ®� 6 p 17 15018 14 19 13 20 12 21 11 22 10 23 3x8= 2x4 11 4x10= 2x4 11 2x4 11 5x12 MT18H= 2x4 11 3x8= 18-5-0 18-5-0 1 2-9-0 1 53-0 1 6-4-8 7-8-8 1 10-4-0 12-11-8 1 15-8-8 1 2-9-0 2-6-0 1-1-8 1-4-0 2-7-8 2-7-8 2-9-0 Plate Offsets(X,Y): 12:0-4-0,Edge1,14:0-1-8,Edgel,15:0-1-8,Edge],[9:0-3-8,Edgel,112:0-1-8,0-0-01,(13:0-1-8,Edae],[14:0-4-8,Edgel.116:0-3-8,Edae] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.20 11-12 >944 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.41 11-12 >454 360 MT18H 220/195 BOLL 0.0 Rep Stress lncr YES WB 0.65 Horz(TL) 0.07 9 n/a n/a BCDL 11.0 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. REACTIONS (lb/size) 16=943/0-4-0 (min.0-1-8),9=943/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3127/0,3-4=-3127/0,4-5=-3455/0,5-6=-3188/0,6-7=-3188/0 BOT CHORD 16-17=0/2012,15-17=0/2012,15-18=0/2012,14-18=0/2012,14-19=0/3455,13-19=0/3455, 13-20=0/3455,12-20=0/3455,12-21=0/3455,11-21=0/3455,11-22=0/1998, 10-22=0/1998,10-23=0/1998,9-23=0/1998 WEBS 4-14=-732/141,4-13=-108/255,2-15=0/337,2-14=0/1199,6-11=-302/0,5-11=-586/214, 7-10=0/331,7-11=0/1280,2-16=-2172/0,7-9=-2157/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 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 moving concentrated load of 250.01b live and 25.0lb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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. okV PRQ LOAD CASE(S) Standard �Cr,N.ca �j�j�N��h fj�p c855 PET f **P,., 4 OREGON\ 4' -4. 6412 12 2''N -4 JOSEPH Vet RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Elfil of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 20 upper floor 15996062 91209668 C-DRAG FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:49 2012 Page 1 ID:WIpIhYMTflE2LzAneph8jFzHvMI-zacRQn5Ut959N5mpszMhnjgnYQ6ck6hKtivdHLywSQ W 1 2-5-4 1 1 2-3-12 1 1 0-10-8 1 1 1-4-0 1 1 2-6-0 1 2-3-0 1 Scale=1:26.4 2x4 11 4x4= 4x4= 5x12 MT18H= 2x4 I I 5x12 MT18H= 3x6= 4x10= 1 2 3 4 5 6 7 8 9------_______________________ I. Ai N ♦♦.♦♦♦♦.♦�♦.♦♦♦♦♦.♦♦♦♦♦.. 14 19 13 20 12 21 11 22 10 23 3x6= 4x10 = 4x6= 2x4 11 2x4 11 5x12 MT18H= 2x4 II 3x8= 18-5-0 18-5-0 2-9-12 1 5-3-0 6-4-8 1 7-8-8 1 10-4-0 12-11-8 1 15-8-8 1 2-9-12 2-5-4 1-1-8 1-4-0 2-7-8 2-7-8 2-9-0 Plate Offsets(X,Y): (1:Edge,0-1-8].[3:0-1-8,Edgel,14:0-1-4,Edgel,15:0-1-8,Edge],[9:0-3-8,Edoe],[12:0-1-8,0-0-01,f13:0-1-8,Edcie1.[15:0-4-12,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.91 Vert(LL) -0.21 11-12 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.37 11-12 >413 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.06 9 n/a n/a BCDL 11.0 Code IRC2009/TP12007 (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 2-2-0 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 (lb/size) 16=-103/4-0-0 (min.0-1-8),15=1272/4-0-0 (min.0-1-8),9=717/0-4-0 (min.0-1-8) Max Horz16=-92(LC 2) Max Uptiftl6=-1178(LC 7),15=-144(LC 8),9=-26(LC 8) Max Grav16=1039(LC 8),15=1976(LC 2),9=989(LC 7) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-1014/1192,1-2=-2261/3059,2-3=-1321/2116,3-4=-2156/933,4-5=-3026/828, 5-6=-3662/940,6-7=-2764/0,7-8=-974/974 BOT CHORD 16-17=-1815/1346,15-17=-4195/4195,15-18=-2425/2275,14-18=-2425/3578, 14-19=-1665/3819,13-19=-1665/3819,13-20=-1631/3829,12-20=-1631/3829, 12-21=-1631/3829,11-21=-1631/3829,11-22=-180/2109,10-22=-180/2109, 10-23=-180/2109,9-23=-180/2109 WEBS 3-14=-134/1113,4-13=-144/732,5-12=-387/147,2-15=-339/0,6-11=-368/0,7-10=0/327, 5-11=-885/1491,7-11=-456/1416,3-15=-2324/205,1-15=-3380/2530,7-9=-2277/194, 4-14=-1876/316 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1178 lb uplift at joint 16,144 lb uplift at joint ' . 4 PRO pet,and 26 lb uplift at joint 9. �,r s- ���s 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ,`CQ sIN /, standard ANSI/TPI 1. {G ' 6)This truss has been designed for a moving concentrated load of 250.0Ib live and 25.0Ib dead located at all mid panels and at all panel ; 'y� points along the Bottom Chord,nonconcurrent with any other live loads. 855 7)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 loads along bottom chord from 0-0-0 to 4-0-0 for 1492.3 plf. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 9)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement 'p ORE . $ at the bearings.Building designer must provide for uplift reactions indicated. "O• i* ��/ 10)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 14, �2 2.0\{,_ Conti?itAti frOpid% calls at their outer ends or restrained by other means. J�.yS ,1 at/ RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintlk/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. /1.7f/ /f0 • Job Truss Truss Type Qty Ply Putts Summer Creek bldg 20 upper floor 15996062 81209668 C-DRAG FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:13:50 2012 Page 2 ID:WIpIhYMTfI E2LzAneph8jFzHvMI-RmApd756eTDO?FL?hgtW KxCylpSrTZxT5MeBgnyWSQV LOAD CASE(S) Standard • � f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design ft!" valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �I delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I 6-4-8 I dimensions shown in ft-in-sixteenths Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. (Drawings not to scale) and f Apply platesembed to both sidesteeth. of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See fully Bcs11. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral 0'14 6" braces themselves may require bracing,or alternative T,1,or Eliminator bracing should be 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced MEIEIN- trusses. 4. Provide copies of this truss design to the building designer,erection supervisor,property MIMI owner and all other interested parties. 4 5. Cut members to bear tightly against each other. ill •• p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate O 7. Design assumes trusses will be suitably protected from the environment in accord with IIIM 3114111M MMIEEi plates 0-'446"from outside a. U ANSI/TPI 1. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. edge of truss. Ili>la O 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative C7-8 Ce-7 C5-6 � treated,or green lumber. p BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the 8 7 6 5 practice is to camber for dead load deflection. required direction of slots in 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. connector plates. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. * 13.Top chords must be sheathed or purlins provided at spacing indicated on design. Plate location details available in MiTek 20/20 14.Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. PLATE SIZE THE LEFT. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. NUMBERS/LETTERS. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing 4 x 4 width measured perpendicular pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. /� Indicated by symbol shown and/or by text in the bracing section of the 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in �� ESR 1311,ESR-1352,ER-5243,9604B, accordance withBCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T, or proprietay bracing NER-487,NER-561 components unless specficallynoted. (e.g.eliminator) if indicated. 95110,84-32,96-67,ER 3907,9432A 25.Graphical purlin representation,if shown,does not depict the size or orientation of the purlin along the top and/or bottom chord.Purlins must be designed by others for size,and positioned in such a way as to support the imposed load along the clearspan of the purlin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of II Indicates location where bearings scissor type trusses should be designed in such a manner that the walls will safely withstand the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss Ilk =0 reaction section indicates ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. =NM number where bearings joint 27.The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, �_ grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing Industry Standards: agencies approved by the Board of Review of the American Lumber Standards ANSI/TPI1: National Design Specification for Metal Committee in accordance with the latest edition of ANSI/TPI1 Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSII: Building Component Safety Information, 6300 Enterprise Lane Guide &to Good Practice for Handling, CONSULTING LCC Madison,WI 53719 InstallingBracing offMetal Plate Connected Wood Trusses. CONSULTING Lcc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1209670 MiTek 20/20 7.2 PULTE SUMMER CREEK BLDG 20 ROOF The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by Pro Build (Clackamas). Pages or sheets covered by this seal: I5996127 thruI5996162 My license renewal date for the state of Oregon is December 31,2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, • finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSUTPI 1 Section 6.3. tiktp PROre �.,s5 04,G1fVE,fi <2 -57 4 855 PE � •REGON,S �' '92, UL V 1 2 20� 41OE SPN U° RENEWAL ppm; 12/31/2013 October 5,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996127 B1209670 A01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:31:21 2012 Page 1 27-8-V.2.0 ID:5sWRT?xe?D3iT4hOXzWCVfzHujz-AzBBCVpM8OeuamC?mvEOQZEfQUEND5kAnNkIDMyWSA4 I I 19-6-0 39-0-0 4[�-0-9 • 2-2-0 17-4-0 19-6-0 1-0-0 5x8= Scale=1:75.8 6.00 12 • 14 15 16 13 - _ 17 1218 5x8 i 5131 _ 19 20 59 5x8 J 10 - 9 _ 21 g -ir,". lit 22 i 7 E 23 • 6 0 E 24 5 _ 25 q _• 26 3 27 2 28 129 0I i% 7 - ,, �.�,,,,/, �.�.�./x�b�. gig. B,,,x�.// `:�/� $ 511i gi^ 8^& .,gi �.�.�.gi ® -.Nei 304 5x12= 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 5x12= 5x8= 27-8-14 I 2-2-0 I 39-0-0 2-2-0 36-10-0 Plate Offsets(X,Y): [1:0-2-4,Edge],[9:0-4-0,0-3-0],[21:0-4-0,0-3-0],[29:0-2-4,Edge],[44:0-4-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) 0.00 29 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) 0.00 29 n/r 180 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.05 43 n/a n/a BCLL 0.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 30 n/r 90 Weight:303 lb FT=10 BCDL 15,0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-4-9 oc bracing. OTHERS 2 x 4 DF Std G*Except* WEBS 1 Row at midpt 15-44,14-45,13-46,16-43,17-42 ST14:2 x 4 DF No.1&Btr G WEDGE Left:2 X 6 SYP No.2,Right:2 X 6 SYP No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz1=-138(LC 25) Max Uplift All uplift 100 lb or less at joint(s)45,46,47,48,49,50,51,52,53, 54,55,56,43,42,41,40,39,38,37,36,35,34,33,32 except 1=-2034(LC 18),57=-138(LC 23),29=-2043(LC 25),31=-112(LC 24) Max Gray All reactions 250 lb or less at joint(s)44,45,46,47,48,49,50,51,52, 53,54,55,56,43,42,41,40,39,38,37,36,35,34,33,32 except 1=2114(LC 15),57=282(LC 12),29=2205(LC 16),31=250(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4575/4420,2-3=-4020/3922,3-4=-3693/3612,4-5=-3367/3340,5-6=-3044/3057, 6-7=-2729/2778,7-8=-2412/2497,8-9=-2124/2230,9-10=-1803/1950,10-58=-1524/1668, 11-58=-1298/1438,11-12=-1233/1386,12-13=-935/1108,13-14=-639/833, 14-15=-344/520,15-16=-343/516,16-17=-638/820,17-18=-934/1086,18-19=-1232/1356, 19-59=-1225/1365,20-59=-1523/1629,20-21=-1800/1893,21-22=-2124/2175, 22-23=-2412/2442,23-24=-2713/2724,24.25=-3011/3002,25-26=-3313/3292, 26-27=-3639/3559,27-28=-3967/3873,28-29=-4517/4362 BOT CHORD 1-57=-3848/4059,56-57=-3458/3625,55-56=-3165/3359,54-55=-2925/3092, E) PROF 53-54=-2658/2825,52-53=-2391/2559,51-52=-2125/2292,50-51=-1858/2025, < 49-50=-1594/1760,48-49=-1327/1493,47-48=-1060/1227,46-47=-794/960, ,`C.� , NGINEE /Q, 45-46=-527/693,44-45=-260/427,43-44=260/427,42-43=-527/693,41-42=-794/960, CO 'T sp 40-41=-1060/1227,39-40=-1327/1493,38-39=-1594/1760,37-38=-1858/2025, 36-37=-2125/2292,35-36=-2391/2558,34-35=2658/2825,33-34=-2925/3092, 855 `PE f 32-33=-3191/3358,31-32=-3458/3598,29-31=-3869/4058 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever 'Q� ORE Q 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 14 4/4}'12 2, ,-0A CorceM&Fd}ft f2 as applicable,or consult qualified building designer as per ANSI/TPI 1. i j°sEP'y pZ RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint gi designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �f delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.shcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996127 B1209670 A01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:31:22 2012 Page 2 ID:SsWRT?xe?D3iT4hOXzWCVfzHujz-e91WQrq_uhmkCwmBKcldznngAuacyY_J?1 UsIoyWSA3 • NOTES 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)45,46,47,48,49,50,51,52,53,54,55,56,43,42,41,40, 39,38,37,36,35,34,33,32 except(jt=lb)1=2034,57=138,29=2043,31=112. 13)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)This truss has been designed for a total drag load of 200 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 200.0 plf. 15)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rk i / of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996128 B1209670 A02 DBL.FINK 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:31:26 2012 Page 1 ID:Z34pgLyGmVVBZ5EGb5g1R2szHujy-Ww_1FDtVywGAhX4zZSpZ7dxUFVt4u 5 §3uayWSA? 1. _�-14 7-0-0 I 14-0-0 I 19-6-0 I 25-0-0 32-0-0 I 35-8-10 39-0-0 dal 1-0-0 7-0-0 7-0-0 5-6-0 5-6-0 7-0-0 3-8-10 3-3-6 0-0 Scale=1:71.1 5x8= 6.00 112 6 18 19 2x4 I 2x411 3x6 5 7 3x6 4 17 a� ho 20 3x4! 3x4 9 3 21 16 21 2 10 11 c„, Oo 5x12= 22 15 23 14 24 25 26 27 28 13 29 12 30 5x12= 2x4 11 8x8= 8x8= 2x4 I I 27-8-14 27-8-14 1 7-0-0 1 14-0-017-0-0 17-0-0 I 22-0-0I 25-0-0 1 32-0-0 1 39-0-0 1 7-0-0 7-0-0 3-0-0 5-0-0 3-0-0 7-0-0 7-0-0 Plate Offsets(X,Y): 12:0-2-4,Edge1,f10:0-2-4,Edge],f13:0-2-12,Edae],[14:0-2-12,Edae] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.42 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.81 Vert(TL) -1.27 13-14 >365 180 TCDL 10.0 Rep Stress Incr Yes WB 0.68 Horz(TL) 0.21 10 n/a n/a BCLL 0.0 * Code IBC2006/TPI2002 (Matrix) Weight:200 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2x 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*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2 X 6 DF No.2 WEBS 2 x 4 DF Std G*Except* W4:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 2=2201/0-5-8 (min.0-2-6),10=2201/0-5-8 (min.0-2-6) Max Horz2=128(LC 7) _ Max Uptift2=-385(LC 7),10=-385(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=-4019/574,3-16=-3909/588,3-17=-3341/445,4-17=-3231/445,4-5=-3204/458, 5-18=-3340/589,6-18=-3231/598,6-19=-3231/598,7-19=-3340/589,7-8=-3204/458, 8-20=-3231/445,9-20=-3341/445,9-21=-3909/589,10-21=-4019/575 BOT CHORD 2-22=-548/3476,15-22=-548/3476,15-23=-548/3476,14-23=-548/3476,14-24=-145/2145, 24-25=-145/2145,25-26=-145/2145,26-27=-145/2145,27-28=-145/2145, 13-28=-145/2145,13-29=-421/3476,12-29=-421/3476,12-30=-421/3476, 10-30=-421/3476 WEBS 6-13=-312/1649,7-13=-623/270,9-13=-660/279,9-12=0/433,6-14=-312/1649, 5-14=-623/270,3-14=-660/278,3-15=0/433 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 00 PRQr�, 3)Unbalanced snow loads have been considered for this design. s 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs t`C.y 0.4 t1N� .n f'o non-concurrent with other live loads. ,,TT 5)115.0Ib AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 17 $ 25PE 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,with BCDL=15.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=385, OREGON�,� It 10=385. 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7 (}'12 2 Continued on page 2 JOSE'PN RENEWAL DATE: 12/31/2013 October 5,2012 i AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability r6 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996128 91209670 A02 DBL.FINK 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:31:26 2012 Page 2 ID:Z34pgLyGmWBZ5EGb5g1 R2szHujy-Ww_1 FDtVywGAhX4zZSpZ7dxUFVt4uEsvwfS3uayWSA? • NOTES 11)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint art designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSVTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING cULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996129 B1209670 A03 DBL.FINK 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:31:29 2012 Page 1 ID:Z34pgLyGmWBZ5EGb5g1R2szHujy-xVg9uEwNFrelY?pXEbNGIFZ?NiukWLcdgljUuyWS9y 27-8-14 1 7-0-0 1 14-0-0 19-6-0 1 25-0-0 1 32-0-0 1 35-8-10 39-0-0 dal - 7-0-0 7-0-0 5-6-0 5-6-0 7-0-0 3-8-10 3-3-6 -0-0 Scale=1:70.5 5x8 = 6.00 12 5 17 18 2x4 I I 2x4 II 3x6 i 4 6 3x6 7 16 iso e4 19 3x4! 3x4 2 15 20 1 9 _ 10 r 41 Iriartlin... 14 O O 5x12= 21 14 22 13 23 24 25 26 27 12 26 11 29 5x12 2x4 H 8x8= 8x8= 2x4 H 27-8-14 27-8-14 1 7-0-0 1 14-0-0 17-0-0 I 22-0-0 25-0-0 32-0-0 39-0-0 7-0-0 7-0-0 3-0-0 5-0-0 3-0-0 7-0-0 7-0-0 Plate Offsets(X,Y): [1:0-2-4,Edae1,19:0-2-4,Edgej,[12:0-2-12,Edgej,[13:0-2-12,Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.43 12-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.82 Vert(TL) -1.28 12-13 >363 180 TCDL 10.0 Rep Stress Incr Yes WB 0.74 Horz(TL) 0.21 9 n/a n/a BCLL 0.0 BCDL 15.0 * Code IBC2006/TPI2002 (Matrix) I Weight:199 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*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2 X 6 DF No.2 WEBS 2 x 4 DF Std G*Except* - W4:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 1=2119/Mechanical,9=2209/0-5-8 (min.0-2-6) Max Horz1=-138(LC 8) - Max Upliftl=-331(LC 7),9=-386(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-4093/596,2-15=-3983/610,2-16=-3374/443,3-16=-3263/454,3-4=-3236/466, 4-17=-3371/597,5-17=-3263/605,5-18=-3249/600,6-18=-3358/592,6-7=-3222/460, 7-19=-3249/448,8-19=-3359/447,8-20=-3927/591,9-20=-4037/577 BOT CHORD 1-21=-571/3557,14-21=-571/3557,14-22=-571/3557,13-22=-571/3557,13-23=-149/2161, 23-24=-149/2161,24-25=-149/2161,25-26=-149/2161,26-27=-149/2161, 12-27=-149/2161,12-28=-423/3492,11-28=-423/3492,11-29=-423/3492,9-29=-423/3492 WEBS 5-12=-312/1644,6-12=-618/270,8-12=-659/279,8-11=0/433,5-13=-318/1673, 4-13=-620/269,2-13=-719/296,2-14=0/438 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. E� � (r 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs C� r5'' non-concurrent with other live loads. \��, 3lN ���'o 5)115.0Ib AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. �' ,'9 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. $ PE 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 will fit between the bottom chord and any other members,with BCDL=15.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=331, �� OREGON t 11)This 9=386. 4,/'/, is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14, G`V12 2SN444.:" Continued on page 2 JOSE:PN 9 RENEWAL RATE: 12/31/2013 October 5,2012 1 ' AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint 411 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996129 B1209670 A03 DBL.FINK 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:31:29 2012 Page 2 ID:Z34pgLyGm WBZ5EGb5g1 R2szHujy-xVg9uEwNFrelY?pXEbNGIFZ?N iuk5afLcdgjUuyWS9y • NOTES 12)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E sijigj of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING uC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996130 B1209670 A04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Fri Oct 05 15:35:27 2012 Page 1 I D:5sWRT?xe?D3iT4hOXzWCVfzHujz-wBETAyMRbipDf2lq_R8YAXd7KOYUgh49_gRJYnyWQLk I 2-2-0 I 19-6-0 39-0-0 410-0-9 2-2-0 17-4-0 19-6-0 1-0-0 Scale=1:66.7 5x8= 6.00 12 16 17 15a14_ 18 13 19 5x8 i 1220 11 ' 21 5x8 10 _ 22 g • oo til. 23 n 8 7 24 c 7 i@12 5-13 5 14 'r 13 p = 25 5 6 - - Sia Sia 8'10 51 1 511 5110 ST3 STa 2. 26 27 4 Sr STr ST7 ST3 _ 28 3 ST4 STi Sii STt 29 4,405•00. /3 ST2 S 3 ST3 yy_�, � - - - - �1-\�:r 3031 M '2'1 2111/...-...1:r a $ g & @ ® h § d - h- _ _ ♦ d ® - - 1` o vvvvv�ivv,ivv\i�i, v,i.ivv‘iv,,iv,ivv..i,,i,�iv,i..i..i.i\,,iv..‘z\i‘i,iv,,w�ivvv\i‘iv,ivN^iv� ]o 5x12= 5x12 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 5x8= I 2-2-0 I 39-0-0 I 2-2-0 36-10-0 Plate Offsets(X,Y): [2:0-2-4,Edge],[10:0-4-0,0-3-0],[22:0-4-0,0-3-0],[30:0-4-11,Edge],[45:0-4-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) 0.00 30 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) 0.00 30 n/r 180 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.05 44 n/a n/a BCLL 0.0 ' Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 31 n/r 90 Weight:302 lb FT=10% son_ 150 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-4-11 oc bracing. OTHERS 2 x 4 DF Std G*Except* WEBS 1 Row at midpt 16-45,15-46,14-47,17-44,18-43 ST14:2x4DFNo.1&BtrG - 1 WEDGE Right:2 X 6 DF No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz 2=128(LC 22) - Max Uplift All uplift 100 lb or less at joint(s)46,47,48,49,50,51,52,53,54,55,56,57,44,43, 42,41,40,39,38,37,36,35,34,33 except 2=-2059(LC 18),58=-113(LC 23),30=-2043(LC 25), 32=-112(LC 24) Max Gray All reactions 250 lb or less at joint(s)45,46,47,48,49,50,51,52,53,54,55,56,57, 44,43,42,41,40,39,38,37,36,35,34,33 except 2=2205(LC 15),58=250(LC 12), 30=2205(LC 16),32=250(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4571/4373,3-4=-4021/3921,4-5=-3693/3612,5-6=-3367/3340,6-7=-3044/3057,7-8=-2729/2778, 8-9=-2412/2497,9-10=-2124/2230,10-11=-1803/1950,11-59=-1524/1668,12-59=-1298/1438, 12-13=-1233/1386,13-14=-935/1108,14-15=-638/833,15-16=-344/520,16-17=-344/516,17-18=-638/820, 18-19=-935/1086,19-20=-1233/1356,20-60=-1257/1406,21-60=-1524/1629,21-22=-1800/1893, 22-23=-2124/2175,23-24=-2412/2442,24-25=-2713/2724,25-26=-3011/3002,26-27=-3313/3292, 27-28=-3639/3559,28-29=-3967/3873,29-30=-4517/4362 BOT CHORD 2-58=-3870/4059,57-58=-3458/3599,56-57=-3191/3359,55-56=-2925/3092,54-55=-2658/2825, 53-54=-2391/2559,52-53=-2125/2292,51-52=-1858/2025,50-51=-1594/1760,49-50=-1327/1493, 48-49=-1060/1227,47-48=-794/960,46-47=-527/693,45-46=-260/427,44-45=-260/427,43-44=-527/693, 42-43=-794/960,41-42=-1060/1227,40-41=-1327/1493,39-40=-1594/1760,38-39=-1858/2025, 37-38=-2125/2292,36-37=-2391/2558,35-36=-2658/2825,34-35=-2925/3092,33-34=-3191/3358, t'�, PROF 32-33=-3458/3598,30-32=-3869/4058 G�� F NOTES tc,`��ar i�� ��� '0 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 Q' 8552 E r= 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/I-PI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ht�l�`c, (�. 6)All plates are 2x4 MT20 unless otherwise indicated. �A- OREGON - 7)Gable requires continuous bottom chord bearing. ,} r tI 8)Gable studs spaced at 1-4-0 oc. �•�I'��6 r 12 i 3 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R/!1 LyPtiV Continued on page 2 VJaI RENEWAL DATE: 12/31/2013 October 5,2012 I AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability A of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �f delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996130 B1209670 A04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Fri Oct 05 15:35:28 2012 Page 2 I D:5sWRT?xe?D3iT4hOXzWCVfzHujz-PNorOI M4M?x3GBtOY8fnjkAl4QujZ8J ICUBs4DyWQLj NOTES 10)•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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,47,48,49,50,51,52,53,54,55,56,57,44,43,42,41,40,39,38,37,36,35,34,33 except Qt=lb)2=2059,58=113,30=2043,32=112. 13)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)This truss has been designed for a total drag load of 200 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 200.0 plf. 15)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996131 e1209670 801 GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Enc Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:31:57 2012 Page 1 ID:ODR4x011 MMxjp9kkRx8r17zHujs-6uMlmpFxfSAnvlywtTtgt9kg9?ZhfMUT2zSCTHyWS9 W 11 =�-14 18-0-0 36-0-0 7-0-9 VO-0 18-0-0 18-0-0 -o-o 5x8 = Scale=1:70.9 6.00 12 14 87 15 88 16 83 1184 12285 13 66 3x6 17 90 18 91 19 8 9.82 10 92 20 93 213x6 22 :iiiI1I1I11 98 4x8= 4x8= 53 52 54 51 55 50 56 49 57 48 58 47 59 46 80 45 61 44 62 43 63 42 64 41 65 40 86 39 67 38 68 37 69 36 70 35 71 34 72 33 73 32 74 31 75 30 76 5x8 = 27-8-14 15-6-0 20-6-0 36-0-0 15-6-0 5-0-0 15-6-0 Plate Offsets(X,Y): [2:0-0-0,0-0-41,[28:Edge,0-0-4j,[41:0-4-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) 0.00 28 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) 0.01 29 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.23 Horz(TL) 0.04 40 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 29 n/r 90 Weight:262 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-6-9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 15-41,14-42,16-40 REACTIONS All bearings 36-0-0. (Ib)- Max Horz2=120(LC 22) Max Uplift All uplift 100 lb or less at joint(s)42,44,45,46,47,48,49,50,40, 38,37,36,35,34,33,32 except 2=-1877(LC 18),51=-117(LC 79),52=-130(LC 23),31=-117(LC 102),30=-129(LC 24),28=-1879(LC 25) Max Gray All reactions 250 lb or less at joint(s)except 2=2067(LC 15),41=310(LC 114),42=319(LC 113),43=374(LC 112),44=317(LC 111),45=317(LC 110), 46=317(LC 109),47=317(LC 108),48=317(LC 107),49=314(LC 106),50=328(LC 105),51=269(LC 104),52=435(LC 79),40=319(LC 115),39=374(LC 116),38=317(LC 117),37=317(LC 118),36=317(LC 119),35=317(LC 120),34=317(LC 121), 33=314(LC 122),32=328(LC 123),31=269(LC 124),30=435(LC 102),28=2067(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-77=-4205/4072,3-77=-3783/3704,3-78=-3381/3328,4-78=-3230/3182, 4-79=-3063/3036,5-79=-2911/2885,5-80=-2739/2755,6-80=-2587/2522, 6-81=-2424/2476,7-81=-2272/2226,7-8=-2118/2198,8-9=-1897/1934,9-82=-1820/1919, 10-82=-1641/1656,10-83=-1521/1641,11-83=-1325/1377,11-84=-1235/1363, 12-84=-1053/1099,12-85=-937/1084,13-85=-694/820,13-86=-640/809,14-86=-454/593, 14-87=-346/496,15-87=-136/379,15-88=-136/375,16-88=-346/493,16-89=-454/603, 17-89=-640/797,17-90=-672/799,18-90=-937/1062,18-91=-1053/1068, �c P�� 19-91=-1235/1332,19-92=-1285/1338,20-92=-1521/1602,20-93=-1598/1630, `Qt 1st 21-93=-1820/1872,21-22=-1854/1884,22-23=-2118/2148,23-94=-2229/2226, 24-94=-2416/2427,24-95=-2543/2522,25-95=-2715/2705,25-96=-2862/2835, 44./ }� 26-96=-3013/2993,26-97=-3180/3138,27-97=-3332/3285,27-98=-3733/3661, 28-98=-4155/4029 855 'PE 'r BOT CHORD 2-53=-3570/3753,52-53=-3258/3325,52-54=-2924/3060,51-54=-2791/2953, 51-55=-2631/2820,50-55=-2525/2629,50-56=-2391/2553,49-56=2151/2419, 49-57=-2124/2286,48-57=-1991/2152,48-58=-1858/2020,47-58=-1723/1886, 47-59=-1591/1753,46-59=-1458/1619,46-60=-1324/1486,45-60=-1191/1353, 11:4 OREGO'' Q 45-61=-1058/1220,44-61=-925/1086,44-62=-791/953,43-62=-658/819,43-63=-524/686, t✓ �' 42-63=-391/553,42-64=-258/420,41-64=-124/286,41-65=-124/286,40-65=-258/420, iL �y 12 '2.� ,`4 Continued on pagi 0266=-391/553,39-66=-524/686,39-67=-658/819,38-67=-791/953,38-68=-925/1086, 4fOsE P%- v RENEWAL DATE: 12/31/2013 WEBS October 5,2012 • A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996131 B1209670 B01 GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:31:59 2012 Page 2 ID:ODR4x011 MMxjp9kkRx8r17zHujs-2GUVBVHCB3QU8c51_uvlyapAeoE97G_m WHxJY9ywS9U NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.ll;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 ANSUTPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)115.01b AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-0 apart. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*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. 12)A plate rating reduction of 20%has been applied for the green lumber members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)42,44,45,46,47,48,49,50,40,38,37,36,35,34,33,32 except(jt=lb)2=1877,51=117,52=130,31=117,30=129,28=1879. 14)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. 15)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16)This truss has been designed for a total drag load of 200 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 200.0 plf. 17)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • � f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996132 B1209670 B01-A GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:05 2012 Page 1 ID:VRCZ51 zW18RHKXQzC53v7HzHujw-tQrm RYMzmvBesXZSL8OiCr34xDA5XgheuDOdlpyWS90 I12a -14 17-0-0 I 36-0-0 37-0.9 1-0-0 . 17-0-0 19-0-0 1-0-0 8x8// Scale=1:77.6 6.00 12 - 15 16 17 i` 14 18 13 19 3x6% c 20 21 5x12 MT18H 9 10 11 22 8 if. 23 7 t4.,. 24 m 6 g 25 26 5 s 4 27 3 9. .5,-,..-5------,!-4.-28 2 4 ` 29 c,, ii0�� ��! i � �6� �i.. -,6� .� � .J-J - ��g6ii ,711.1% 39.57 56 55 54 53 52 51 50 49 48 47 46 45 44 42 41 4t 39 38 37 36 35 34 33 32 31 5x10 =- 43 43 8x12 11 6x6= 4x6 I I 27-8-14 I 15-6-0 20-6-0 I 36-0-0 I 15-6-0 5-0-0 15-6-0 Plate Offsets(X,Y): 116:0-2-12,Edgel.[23:0-6-0,0-3-01,129:0-4-11,Edoel.129:0-6-0,Edge],[44:0-3-4,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.00 29 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.82 Vert(TL) 0.00 29 n/r 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.17 29 n/a n/a BCLL 0.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 29 n/r 90 Weight:288 lb FT=10% BCDL 15.0 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, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF No.1&Btr G`Except` BOT CHORD Rigid ceiling directly applied or 2-3-15 oc bracing. ST14,ST15:2 x 4 DF Std G WEBS 1 Row at midpt 15-45,14-46,17-42,18-41 OTHERS 2 x 4 DF Std G 2 Rows at 1/3 pts 16-44 WEDGE Right:2 X 10 DF SS REACTIONS All bearings 36-0-0. (Ib)- Max Horz57=-153(LC 24) Max Uplift All uplift 100 lb or less at joint(s)47,48,49,50,51,52,53,54,55, 56,40,39,38,37,36,35,34,33,32 except 57=-128(LC 23),44=-3073(LC 18), 45=-174(LC 22),46=-164(LC 23),42=-243(LC 24),41=-135(LC 25),31=-167(LC 24),29=-3771(LC 23) Max Gray All reactions 250 lb or less at joint(s)47,48,49,50,51,52,53,54,55, 56,40,39,38,37,36,35,34,33,32 except 57=255(LC 11),44=3477(LC 23), 45=458(LC 15),46=298(LC 14),42=389(LC 17),41=320(LC 16),31=366(LC 13), 29=3889(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-477/556,4-5=-777/885,5-6=-1075/1211,6-7=-1373/1538,7-8=-1671/1864, 8-9=-1969/2191,9-10=-2070/2301,10-11=-2268/2518,11-58=-2436/2695, 12-58=-2566/2844,12-13=-2862/3169,13-14=-3161/3496,14-15=-3507/3876, 15-16=-3688/4072,16-17=-4059/4400,17-18=-4445/4778,18-19=-4694/5003, 19-20=-4991/5281,20-21=-5280/5561,21-22=-5583/5844,22-23=-5872/6122, 'ED PRO 23-24=-6187/6409,24-25=-6472/6669,25-26=-6793/6953,26-27=-7108/7200, `�� AF'S 27-2 =-7424/7517, 119 BOT CHORD 56-57=-260/323,55-56=-527/590,54 55=793/857,53-54=-1060/1123,52-53=-1327/1390, ��� �L� ' �fi`T ,Oy%'. 51-52=-1593/1657,50-51=-1860/1923,49-50=-2127/2190,48-49=-2393/2457, 855 PE t' 47-48=-2660/2723,46-47=-2927/2990,45-46=-3193/3257,44-45=-3460/3523, 43-44=-3635/3698,42-43=-3700/3763,41-42=-3993/4057,41-59=-4160/4223, 40-59=-4260/4323,39-40=-4526/4590,38-39=-4793/4857,37-38=-5060/5123, 36-37=-5326/5390,35-36=-5593/5655,34-35=-5860/5922,33-34=-6126/6188, ,�y 32-33=-6366/6455,31-32=-6660/6720,29-31=-7257/7322 y: OREGON., WEBS 16-44=-3467/3094, 6 28-31=-257/1676 /3094,15-45=-361/239,14-46=-258/172,17-42=-355/245,18-41=-255/168, � + %_ �y2 Zd'���/� Continued on page 2 Y 40sEp,V if RENEWAL DATE: 12/31/2013 October 5,2012 i AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintAl designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996132 B1209670 B01-A GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:05 2012 Page 2 ID:V RCZ51 zW18RHKXQzC53v7HzHujw-tQrm RYMzmvBesXZSL80iCr34xDA5XgheuDOdlpyWS90 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)115.0Ib AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-0 apart. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 1-4-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)*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. 13)A plate rating reduction of 20%has been applied for the green lumber members. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)47,48,49,50,51,52,53,54,55,56,40,39,38,37,36,35, 34,33,32 except(jt=Ib)57=128,44=3073,45=174,46=164,42=243,41=135,31=167,29=3771. 15)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16)This truss has been designed for a total drag load of 200 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 200.0 plf. 17)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSUiPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING lrIN61t.0 SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996133 B1209670 B02 DBL.FINK 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:09 2012 Page 1 ID:ODR4x011MMxjp9kkRx8r17zHujs-mC4HHwPTg8h4L8sDa_SeMhDs_gaWT rrrvayWS9K 12g-8-14 6-3-12 13-0-0 18-0-0 23-0-0 I 29-8-4 36-0-0 --9 - 11-0-0 6-3-12 I 6-8-4 5-0-0 5-0-0 6-8-4 6-3-12 0-0 Scale=1:65.9 5x8= 6.0012 6 iiil 18 19 2x4 I I 2x4 I I 4x10 i 5 7 20 4x10 17 8 3x4% I� � 3x4 9 3 21 16 10 11 a 4'It/ . :�\ H. o / : o 3x10 = 22 15 23 14 24 25 26 13 27 12 28 3x10= 2x4 II 8x8= 8x8= 2x4 11 27-8-14 27-8-14 I 6-3-12 13-0-0 I 15-6-0 I 20-6-0 I 23-0-0 29-8-4 I 36-0-0 I 6-3-12 6-8-4 2-6-0 5-0-0 2-6-0 6-8-4 6-3-12 Plate Offsets(X.Y): 12:0-10-4,0-0-141.14:0-5-0,Edael.18:0-5-0,Edae],[10:0-10-4,0-0-141,113:0-2-12,Edgel,[14:0-2-12,Edae] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.30 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.94 13-14 >452 180 TCDL 10.0 Rep Stress Incr Yes WB 0.67 Horz(TL) 0.18 10 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:185 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2 X 6 DF No.2 WEBS 2 x 4 DF Std G REACTIONS (lb/size) 10=2021/0-5-8 (min.0-2-2),2=2021/0-5-8 (min.0-2-2) Max Horz2=120(LC 7) Max Uplift10=-355(LC 8),2=-355(LC 7) - FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=-3670/520,3-16=-3571/532,3-4=-3033/397,4-17=-2930/407,5-17=-2828/409, 5-18=-3031/525,6-18=-2930/540,6-19=-2929/540,7-19=-3031/525,7-20=-2828/409, 8-20=-2929/407,8-9=-3033/397,9-21=-3570/533,10-21=-3670/520 BOT CHORD 2-22=-498/3172,15-22=-498/3172,15-23=-498/3172,14-23=-498/3172,14-24=-126/1952, 24-25=-126/1952,25-26=-126/1952,13-26=-126/1952,13-27=-378/3172, 12-27=-378/3172,12-28=-378/3172,10-28=-378/3172 WEBS 6-13=-283/1507,7-13=-593/254,9-13=-614/259,9-12=0/419,6-14=-283/1507, 5-14=-593/255,3-14=-614/258,3-15=0/419 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TOLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs iR�p PROC 5.Olbnon-concurrentCuiwith other d live thds. �� � �N .��c�>O 5)115.OIb AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-0 apart. .� ,T 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �V' ' 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 855 ;P r fit between the bottom chord and any other members,with BCDL=15.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. // 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)10=355, 2=355. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced "Q.,4 OREGON is, Z; standard ANSI/TPI 1. 1 A. 11)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the '74, �L�"12 2 1 Conte p3ArO d$ottom Chord,nonconcurrent with any other live loads. "OSEPN Off' RENEWAL DATE: 12/31/2013 October 5,2012 II AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �l delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996133 B1209670 B02 DBL.FINK 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:09 2012 Page 2 ID:ODR4x011MMxjp9kkRx8r17zHujs-m C4HHwPTg8h4L8sDa— SeMhDs_gaWThjEprMrvayVVS9K NOTES 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/7P!1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING lLC SBCA at www.sbcindustry.com. fVr{V/IN7YY i•I• Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996134 61209670 B02-A DBL.FINK 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:11 2012 Page 1 ID:ODR4x011MMxjp9kkRx8r17zHujs-iaC2ibQjMlxoaSOchP76S6J9xeC�5�ggbrXG9ryzTyWS91 11?-a_�"14 5-8-4 11-4-0 1 -0-P 17-0-0 22-0-0 28-3-13 36-0-0 y7_ 9 - 1-0-0 5-8-4 5-7-12 d-8-0 5-0-0 5-0-0 6-3-13 7-8-3 10-0 5x8= Scale=1:68.2 6.0012 6 20 21 2x4 11 2x4 11 i 7 3x10 19 5 3x8 8 1847 41* 22 3x4 i 3x4 J. g 3 17 23 4x6 i 2 1 .4,4 - _ 10 11 Iro 4 16 24 15 25 14 26 27 28 2930 13 31 12 32 3x10= 2x4 114x6= 8x8= 8x8= 2x4 11 27-8-14 27-8-14 1 5-8-4 12-0-0 I 15-6-0 117-0-0 I 20-6-0 122-0-0 28-3-13 I 36-0-0 5-8-4 6-3-12 3-6-0 1-6-0 3-6-0 1-6-0 6-3-13 7-8-3 Plate Offsets(X.Y): [2:0-2-8.0-1-121.[10:0-10-4,0-0-141.[13:0-2-12,Edgel,114:0-2-12,Edoel,[15:0-2-4,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.29 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.89 13-14 >482 180 TCDL 10.0 Rep Stress Incr Yes WB 0.62 Horz(TL) 0.13 10 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:198 lb FT=10% BCDL 15.0 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, except BOT CHORD 2 x 4 DF No.1&Btr G*Except* end verticals. B2:2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 x 4 DF Std G*Except* WI,W6,W2:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 16=2041/0-5-8 (min.0-2-3),10=2035/0-5-8 (min.0-2-3) Max Horz16=-153(LC 8) - Max Upliftl6=-345(LC 7),10=-360(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-17=-2813/404,3-17=-2727/416,3-18=-2761/375,4-18=-2664/375,4-19=-2646/378, 5-19=-2588/387,5-20=-2772/506,6-20=-2664/514,6-21=-2842/530,7-21=-2939/522, 7-8=-2832/408,8-22=-2842/397,9-22=-2948/387,9-23=-3504/520,10-23=-3624/506, 2-16=-1961/360 BOT CHORD 15-25=-375/2451,14-25=-375/2451,14-26=-106/1875,26-27=-106/1875, 27-28=-106/1875,28-29=-106/1875,29-30=-106/1875,13-30=-106/1875, 13-31=-352/3118,12-31=-352/3118,12-32=-352/3118,10-32=-352/3118 WEBS 5-14=-593/245,7-13=-532/234,6-14=-261/1244,6-13=-279/1534,3-15=-365/112, 2-15=-291/2500,9-12=0/447,9-13=-681/274 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 PCO PROP 3)Unbalanced snow loads have been considered for this design. tSt 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��\Co.�N+ 1N4 /o non-concurrent with other live loads. 5)115.01b AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-Q apart. $ 5 PE 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,with BCDL=15.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)16=345, '9A OREGON At 10=360. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �ij, " 12 `Z� r+ Con NSFI fliti3VIPI I. iOSEptS V RENEWAL DATE: 12/31/2013 October 5,2012 II A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ mit diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, AA delivery,erection,lateral restraint and diagonal bracing,consuit ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 61209670 B02-A DBL.FINK 7 1 15996134 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129.Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:11 2012 Page 2 ID:ODR4x011 MMxjp9kkRx8r17zHujs-iaC2ibQjMlxoaSOchP76S6J9xeGgxbrXG9ryzTyWS91 NOTES 11)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING 2 delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSI/LT/N6 LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF ' 15996135 B1209670 C01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:17 2012 Page 1 ID:KbZrM42Hu_BR3St7ZMAJ NYzHujq-XkZJyfVUxbhxlNUm2gE WhNZGN30dLQTPf5JG6yWS9C 1'21;_gy_14 17-0-0 34-0-0 150-9 11-0-0' 17-0-0 I 17-0-0 1-0-0 Scale=1:67.1 4x4= 6.00 12 4 15 13 12 16 11 - - 17 3x6% t0 _ 18 193x6 7 8 9 .42021 �, 22 6 _ 23 5 24 4 25 3 26 �1� ® _ _ _ _ _ 9 8 9 q ® ® ® ® 217a d moi.i.�n •.�i..��nn�.ni.ni.i.n�nni.nni. \ o 4x8 = 4x8= 39 49 48 47 46 45 44 43 42 41 40 3837 36 35 34 33 32 31 30 29 28 3x6 = 27-8-14 1 34-0-0 I 34-0-0 Plate Offsets(X,Y): 12:0-0-0,0-0-41.[20:0-0-0,0-0-0],[26:0-0-0,0-0-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) 0.00 27 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) 0.01 27 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.17 Horz(TL) 0.04 37 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 26 n/r 90 Weight:238 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-12 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 14-38 REACTIONS All bearings 34-0-0. (Ib)- Max Horz2=114(LC 22) Max Uplift All uplift 100 lb or less at joint(s)40,41,42,43,44,45,46,47,48, 37,36,35,34,33,32,31,30,29 except 26=-1781(LC 25),2=-1770(LC 24), - 49=-138(LC 23),28=-138(LC 24) Max Gray All reactions 250 lb or less at joint(s)38,40,41,42,43,44,45,46,47, 48,37,36,35,34,33,32,31,30,29 except 26=1973(LC 16),2=1973(LC 15), 49=392(LC 12),28=392(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , TOP CHORD 2-3=-3965/3845,3-4=-3062/3031,4-5=-2717/2739,5-6=-2428/2464,6-7=-2118/2185, 7-8=-1820/1907,8-9=-1646/1643,9-10=-1521/1628,10-11=-1234/1350,11-12=-936/1071, 12-13=-639/796,13-14=-346/484,14-15=-346/480,15-16=-639/784,16-17=-936/1050, 17-18=-1234/1320,18-19=-1521/1589,19-20=-1605/1631,20-21=-1820/1860, 21-22=-2118/2138,22-23=-2417/2416,23-24=-2690/2698,24-25=-3038/2990, 25-26=-3918/3805 BOT CHORD 2-49=-3371/3545,48-49=-2658/2785,47-48=-2365/2545,46-47=-2125/2279, 45-46=-1858/2012,44-45=-1591/1745,43-44=-1325/1479,42-43=-1058/1212, 41-42=-791/945,40-41=-525/679,39-40=-258/412,38-39=-125/279,37-38=-258/412, 36-37=-525/679,35-36=-791/945,34-35=-1058/1212,33-34=-1325/1479, 32-33=-1591/1745,31-32=-1858/2012,30-31=-2125/2279,29-30=-2365/2545, .� rrs PROpt ' 28-29=-2658/2785,26-28=-3351/3545 WEBS 3-49=-259/145,25-28=-259/145 4tr�`CJ '�NG NEE. i0- NOTES 't 855 PE r 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.ll;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 ANSUTPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 SiOREGON i , 40 4)Unbalanced snow loads have been considered for this design. (! '� '` 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �A- L}°12 24 c" ColiNitr&allaylr�g��vplth other live loads. Y J{Q,SEPi-k 4 RENEWAL DATE: 12/31/2013 October 5,2012 Ir AWARNING-Verifydesign parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ ilt diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. 2 delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996135 B1209670 C01 GABLE1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:17 2012 Page 2 ID:KbZrM42Hu BR3St7ZMAJNYzHujq-XIcZJyfVUxbhxINUm2gEWhNZGN30dLQTPf5JGB6yWS9C ' NOTES 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)40,41,42,43,44,45,46,47,48,37,36,35,34,33,32,31, 30,29 except(jt=lb)26=1781,2=1770,49=138,28=138. 13)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. 14)This truss has been designed for a total drag load of 200 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 200.0 plf. 15)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �f delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcinduslry.com. A Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996136 B1209670 C01-A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:3223 2012 Page 1 ID:sP?S8k1 f7g3aRIJx?ef4ciLzHujr-LuwaDiaFXRS501xwOwLwxeoD2UP8IxWl10maOmyWS96 11 p-0�-14 118-0-0 8-0-0 34-0-0 1�-0 Q 16-0-0 y- 0' 8x8// Scale=1:74.8 6.00 12 12 13 14 5x12 MT18H i 11 1 , 15 9 10 16 17 5x8 18 0 111119120 '11' 21 v 6 22 di 5 23 25 8x8� 4 24 /,+,i III bib 2614 6x10% 51 50 49 48 47 46 45 44 43 42 531 40 39 38 37 36 35 34 33 32 31 30 29 28 8x8= 7x14 MT18H= 7x14 MT18H II 27-8-14 I 14-6-0 I 19-6-0 I 34-0-0 I 14-6-0 5-0-0 14-6-0 Plate Offsets(X,Y): [2:0-1-12,0-3-0],[3:0-3-8,0-3-01.[8:0-6-0,0-3-41,113:0-2-9,Edge1.118:0-3-8,0-3-4],150:0-3-8,Edue] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.00 27 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.51 Vert(TL) -0.01 27 n/r 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr Yes WB 0.96 Horz(TL) 0.13 28 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 26 n/r 90 Weight:260 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-4-9 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 2-8-9 oc bracing. ST5,ST4,ST2,W2:2 x 4 DF Std G WEBS 1 Row at midpt 13-40,12-41,14-39 OTHERS 2 x 4 DF Std G*Except* ST16:2 x 4 DF No.1&Btr G WEDGE Left:2 x 4 DF No.1&Btr REACTIONS All bearings 34-0-0. (Ib)- Max Horz2=147(LC 22) Max Uplift All uplift 100 lb or less at joint(s)43,44,45,46,48,49,37,36,35, 34,33,32,31,30,29 except 28=-121(LC 24),40=-2898(LC 21),41=-225(LC 23), 42=-126(LC 22),50=-3701(LC 23),51=-5180(LC 24),39=-157(LC 25), 38=-154(LC 24),2=-2060(LC 24) Max Gray All reactions 250 lb or less at joint(s)28,43,44,45,46,48,49,37,36, 35,34,33,32,31,30,29,47 except 40=3279(LC 24),41=369(LC 14), 42=309(LC 15),50=3721(LC 12),51=5359(LC 15),39=437(LC 16),38=288(LC 17), 2=2214(LC 15) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4405/4424,3-4=-6849/6954,4-5=-6600/6729,5-6=-6260/6414,6-7=-5972/6160, 7-8=-5357/5592,8-9=-5051/5312,9-10=-4765/5005,10-11=-4469/4758, 11-12=-4217/4528,12-13=-3840/4160,13-14=-3469/3832,14-15=-3279/3626, 15-16=-2937/3251,16-17=-2639/2924,17-18=-2342/2599,18-19=-2101/2326, 9‘02) '0f PREF to 19-20=-2044/2273,20-21=-1746/1946,21-22=-1448/1620,22-23=-1150/1293, 23-24=-852/967,24-25=-552/637,25-26=-250/330 mac, .�NGINEF� '.1 BOT CHORD 2-51=-3872/3836,50-51=-3205/3200,49-50=-5837/5811,48-49=-5571/5571, 'J, "e,,' 47-48=-5305/5304,46-47=-5038/5038,45-46=-4771/4771,44-45=-4504/4504, (k $� P� r^ 43-44=-4238/4238,43-53=-3971/3971,42-53=-3871/3871,41-42=-3704/3704, 40-41=-3438/3438,39-40=-3171/3171,38-39=-2904/2904,37-38=-2638/2638, 36-37=-2371/2371,35-36=-2104/2104,34-35=-1838/1838,33-34=-1571/1571, j 32-33=-1304/1304,31-32=-1038/1038,30-31=-771/771,29-30=-504/504 WEBS 13-40=-3269/2913,12-41=-335/228,3-51=-5234/5178,14-39=-340/222,3-50=-4821/4828 1A ✓OREGON .t4 Continued on page 2 JOSEPK RENEWAL DATE: 12/31/2013 October 5,2012 it it AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.ApplicabilityEkii of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �l� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING CLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996136 B1209670 C01-A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:23 2012 Page 2 ID:sP?S8k1 f7g3aRIJx?ef4gLzHujr-LuwaDiaFXRS501xwOwlwxeoD2UP8lxW110maOmyWS96 " NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)115.OIb AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 1-4-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)*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=15.0psf. 13)A plate rating reduction of 20%has been applied for the green lumber members. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)43,44,45,46,48,49,37,36,35,34,33,32,31,30,29 except(jt=lb)28=121,40=2898,41=225,42=126,50=3701,51=5180,39=157,38=154,2=2060. 15)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. 16)This truss has been designed for a total drag load of 200 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 200.0 plf. 17)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996137 B1209670 CO2 DBL.FINK 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:28 2012 Page 1 ID:oo7DZ03veHJ IgcSJ73hYvmzHu)p-iskTGPdOMz4N73ptBUx5eiW52V32QIy1,(1 l ITL4_yWS91 I1?(1�-14 6-5-14 1 12-0-0 17-0-0 22-0-0 1 27-6-2 34-0-0 5-1}-0 - 1-0-0 6-5-14 5-6-2 5-0-0 5-0-0 5-6-2 65-14 1-0-0 Scale=1:62.4 4x6 — 6.00 12 6 12 18 19 2x4 I I 2x4 I I 3x8 5 7 3x8 2 Z 4 t,8 20 3x4*17 `' 3x4 3 9 e 2 16 1 10 2 11 'n 4I1 ® - \ I$ o 3x10 = 22 15 23 14 24 25 26 13 27 12 28 3x10= 2x4 11 8x8= 8x8= 2x4 I I 27-8-14 27-8-14 6-5-14 12-0-01 14-6-0 19-6-01 22-0-0 27-6-2 1 34-0-0 1 6-5-14 5-6-2 2-6-0 5-0-0 2-6-0 5-6-2 6-5-14 Plate Offsets(X,Y): [2:0-10-4,0-0-141,[6:0-3-0,0-1-4].[10:0-10-4,0-0-141.[13:0-2-12,Edge],[14:0-2-12,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.28 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.90 13-14 >448 180 TCDL 10.0 Rep Stress!nor Yes WB 0.35 Horz(TL) 0.16 10 n/a n/a BCLL 0.0 * Code IRC2009/TP12007 (Matrix) Weight:174 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2 X 6 DF No.2 WEBS 2 x 4 DF Std G*Except* _ W4:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 2=1921/0-5-8 (min.0-2-1),10=1921/0-5-8 (min.0-2-1) Max Horz2=-114(LC 8) Max Uplift2=-335(LC 7),10=-335(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=-3430/470,3-16=-3329/482,3-17=-2898/367,4-17=-2811/375,4-5=-2747/385, 5-18=-2906/495,6-18=-2811/502,6-19=-2811/502,7-19=-2906/495,7-8=-2747/385, 8-20=-2811/375,9-20=-2898/367,9-21=-3329/483,10-21=-3430/471 BOT CHORD 2-22=-443/2956,15-22=-443/2956,15-23=-443/2956,14-23=-443/2956,14-24=-114/1845, 24-25=-114/1845,25-26=-114/1845,13-26=-114/1845,13-27=-330/2956, 12-27=-330/2956,12-28=-330/2956,10-28=-330/2956 WEBS 6-13=-258/1430,7-13=-518/224,9-13=-518/230,9-12=0/396,6-14=-258/1430, 5-14=-518/224,3-14=-518/230,3-15=0/396 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. ( PRQF'F' 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs � non-concurrent with other live loads. �G' 04Gt N - 61/0 5)115.0lb AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. 41.,CD #, 17 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. $ 5 PE 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,with BCDL=15.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)2=335, 10=335. 1:, v,OREGON_ 1t0�' 10)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. 14, UL ,12 2� 4;t' Continued on page 2 "asEP RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.ApplicabilityZit/ of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.corn. Job Truss Truss Type thy Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996137 B1209670 CO2 DBL.FINK 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:28 2012 Page 2 ID:oo7DZQ3veHJIgcSJ73hYvmzHujp-iskTGPdOMz4N73ptBUx5eiWB2V32QMK1 BITL4_yWS91 NOTES 11)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • � f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �A delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996138 B1209670 CO2-A MOD.QUEEN 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:31 2012 Page 1 ID:KbZrM42Hu_BR3St7ZMAJNYzHujq-6QPbuRgGeuSy_XYSscUoFK8dcl d�'vTtGi?gIyWS9_ 11261 14 6-3-12 13-0-0 18-0-0 23-0-0 29-8-5 1 34-0-0 b-b-0 1-0-0 6-3-12 6-8-4 5-0-0 5-0-0 6-8-5 4-3-11 1-0-0 4x6= Scale=1:64.7 I 16-0-0 6.00 12 E3 -11.11 27 28 2x4 11 2x4 11 4x10 .<- 5 7 29 4x10 48 illrip 3x4% , 3x4 g 3 �' 30 4x6 26 10 11 �`, I"T m 2 iil3 a /;'1 17 18 19 20 21 22 23 24 25 3x10 = 16 15 14 13 12 11 2x4 11 2x4 27-8-14 8x8= 8x8— 6x6= 27-8-14 I 6-3-12 1 13-0-0 114-6-0 18-0-0 119-6-0 23-0-0 I 29-8-5 340-0 6-3-12 6-8-4 1-6-0 3-6-0 1-6-0 3-6-0 6-8-5 4-3-11 Plate Offsets(X,Y): [2:0-10-4,0-0-141.14:0-5-0,Edael,[6:0-3-0,0-1-41,18:0-5-0,Edge],[10:0-2-12,0-1-121,[13:0-3-0,0-2-41,114:0-2-12,Edge],[15:0-2-12,Edge( LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.27 14-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.65 Vert(TL) -0.83 14-15 >488 180 TCDL 10.0 Rep Stress Incr Yes WB 1.00 Horz(TL) 0.12 12 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight:186 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G*Except* end verticals. B2:2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 x 4 DF Std G*Except* W6:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 2=1930/0-5-8 (min.0-2-1),12=1936/0-5-8 (min.0-2-1) Max Horz2=147(LC 7) Max Uplift2=-340(LC 7),12=-325(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=-3476/486,3-26=-3377/499,3-4=-2837/363,4-5=-2733/375,5-27=-2833/491, 6-27=-2733/507,6-28=-2538/488,7-28=-2647/473,7-29=-2431/354,8-29=-2533/352, 8-9=-2636/341,9-30=-2381/377,10-30=-2499/368,10-12=-1873/337 BOT CHORD 2-17=-495/3001,16-17=-495/3001,16-18=-495/3001,15-18=-495/3001,15-19=-129/1763, 19-20=-129/1763,20-21=-129/1763,21-22=-129/1763,22-23=-129/1763, 14-23=-129/1763,14-24=-267/2190,13-24=-267/2190 WEBS 5-15=-565/255,7-14=-608/262,3-16=0/420,3-15=-619/259,9-13=-478/92, 10-13=-276/2267,6-15=-271/1503,6-14=-249/1186 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. tt° PROpt 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs <C. tS' non-concurrent with other live loads. CZ3 �G4jt1N ���/0 5)115.OIb AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. ',C7 ''9 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q. 855 PE f 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,with BCDL=15.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=340, 12=325. 9X OREGON it ktt 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ‘1), /� standard ANSI/TPI 1. 14, �2 � t-( Continued on page 2 JOSEPTj Q RENEWAL DATE: 12/31/2013 October 5,2012 1 , AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability l of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996138 B1209670 CO2-A MOD.QUEEN 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:31 2012 Page 2 ID:KbZrM42Hu BR3St7ZMAJNYzHujq-6QPbuRgGeuSy_XYSscUoFK8dci4sdYvTtGi?gIyWS9_ NOTES 11)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 � AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design EN'kJ valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/7P11,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcintlustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996139 B1209670 CO3 DBL.FINK 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:35 2012 Page 1 ID:oo7DZQ3veHJIgcSJ73hYvmzHujp-?Cf6kpjni7y0S8sD5SZkQAIJ1JSfZVS3o QDo4yWS8w 27-8114 6-5-14 12-0-0 17-0-0 22-0-0 27-6-2 34-0-0 2-8b111. 0 - 6-5-14 5-6-2 5-0-0 5-0-0 5-6-2 6-5-14 1-0-0 Scale=1:61.8 406= 6.00 12 5 LI 17 18 2x4 1 2x4 11 3x8% 4 3x8 3 7 19 1114 3x4 16 *1 3x4 - 2 20 15 9 1 ,oI� 'TTI .' ® ® , 00 3x10 = 21 14 22 13 23 24 25 12 26 11 27 3x10—2x4 11 8x8= 8x8= 2x4 11 27-8-14 27-8-14 6-5-14I 12-0-0 14-6-0 19-6-0 22-0-0 27-6-2 I 34-0-0 6-5-14 5-6-2 2-6-0 5-0-0 2-6-0 5-6-2 6-5-14 Plate Offsets(X,Y): [1:0-10-4,0-0-141.[5:0-3-0,0-1-41.19:0-10-4,0-0-141,112:0-2-12,Edoel,[13:0-2-12,Edoe] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 IC 0.48 Vert(LL) -0.28 12-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.91 12-13 >444 180 TCDL 10.0 Rep Stress Incr Yes WB 0.39 Horz(TL) 0.16 9 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:173 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2 X 6 DF No.2 WEBS 2 x 4 DF Std G*Except* W4:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 1=1839/Mechanical,9=1929/0-5-8 (min.0-2-1) Max Horz1=-123(LC 8) - Max Upliftl=-281(LC 7),9=-336(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-3502/492,2-15=-3400/504,2-16=-2932/376,3-16=-2844/384,3-4=-2781/394, 4-17=-2939/503,5-17=-2844/511,5-18=-2829/505,6-18=-2924/497,6-7=-2765/387, 7-19=-2829/377,8-19=-2916/369,8-20=-3347/485,9-20=-3448/473 BOT CHORD 1-21=-466/3033,14-21=-466/3033,14-22=-466/3033,13-22=-466/3033,13-23=-119/1862, 23-24=-119/1862,24-25=-119/1862,12-25=-119/1862,12-26=-332/2971, 11-26=-332/2971,11-27=-332/2971,9-27=-332/2971 WEBS 5-12=-258/1425,6-12=-513/224,8-12=-517/230,8-11=0/396,5-13=-264/1455, 4-13=-515/222,2-13=-574/248,2-14=-1/402 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 --- 3)Unbalanced snow loads have been considered for this design. $.o PROre 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs `�'<<- ' ���6 non-concurrent with other live loads. 5)115.OIb AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. ��?r 1' 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q. • ,525PE (- 7) 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,with BCDL=15.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=281, ii 9=336. '9 OREGONN'� , G` 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced / �'12 2.t -}- ContfiWIWI /SPI 1. 4/OS£PNC.P. RENEWAL DATE: 12/31/2013 October 5,2012 i , AWARNING-Verifydesign parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF B1209670 CO3 DBL.FINK 6 1 15996139 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:35 2012 Page 2 ID:oo7DZQ3veHJIgcSJ73hyvmzHujp-?Cf6kpjni7y0S8sD5SZkQAIJ 1 JSfZVS3ougDo4yWS8w NOTES 12)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • � f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rfiti of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ mo diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �f delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996140 81209670 CO3-A MOD.QUEEN 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:37 2012 Page 1 ID:oo7DZO3veHJIgcSJ73hYvmzHulp-xant9Uk1EkD5iS7cDtbCVbOfg77,1 yu1FC9KtyyW58u 27-8-14 6-3-12 1 13-0-0 16-0-0 I 23-0-0 I zs-6-s 3a-3. 3-bb-ol 6-3-12 6-8-4 5-0-0 5-0-0 6-8-5 4-3-11 0-0 Scale=1:64.7 4x6= 16-0-0 6.00 12 26 27 2x4 2x4 6 4x10 i 4 4x10 7 "" 3x4---- 2 �• 3x4 v m 8 2 ,, 28 4x6 12 25 9 iiiiiiiiiiiiiiii....„ la 0 3x10 = 16 15 17 14 18 19 20 21 22 13 23 12 24 11 4x6= 2x4 2x4 I I 8x8= 8x8= 27-8-14 27-8-14 6-3-12 i 13-0-0 114-6-0 i 18-0-0 119-6-0 23-0-0 29-8-5 34-0-0 6-3-12 6-8-4 1-6-0 3-6-0 1-6-0 3-6-0 6-8-5 4-3-11 Plate Offsets(X.Y): [1:0-10-4,0-0-141,13:0-5-0,Edoe],[5:0-3-0,0-1-41,r7:0-5-0,Edoe],19:0-2-12.0-1-12],[12:0-1-12,0-1-121,r13:0-2-12,Edoe1,114:0-2-12,Edoel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.28 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.65 Vert(TL) -0.83 13-14 >485 180 TCDL 10.0 Rep Stress Incr Yes WB 0.67 Horz(TL) 0.13 11 n/a n/a BOLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:184 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G*Except* end verticals. B2:2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 x 4 DF Std G*Except* W6,W5:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 1=1848/Mechanical,11=1945/0-5-8 (min.0-2-1) Max Horz1=122(LC 7) Max Upliftl=-285(LC 7),11=-326(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-3529/508,2-25=-3450/521,2-3=-2867/371,3-4=-2763/384,4-26=-2862/499, 5-26=-2763/514,5-27=-2553/490,6-27=-2655/475,6-7=-2549/356,7-8=-2652/343, 8-28=-2394/379,9-28=-2512/370,9-11=-1882/338 BOT CHORD 1-16=-518/3081,15-16=-518/3081,15-17=-518/3081,14-17=-518/3081,14-18=-133/1778, 18-19=-133/1778,19-20=-133/1778,20-21=-133/1778,21-22=-133/1778, 13-22=-133/1778,13-23=-268/2202,12-23=-268/2202 WEBS 4-14=-562/253,6-13=-585/262,2-15=0/425,2-14=-679/277,8-12=-481/92, 9-12=-278/2279,5-14=-276/1527,5-13=-249/1161 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 o � � 3)Unbalanced snow loads have been considered for this design. 4fC 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs \�� �fl �f non-concurrent with other live loads. 5)115.OIb AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. ,,co' -i-' 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 855 PEr' 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,with BCDL=15.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=285, 44 d OREGON„` 11=326. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �/L J L}°�'2 Zee t � ContfriM SFI / PI 1. OsEP� y RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure 211:1 is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �y delivery,erection,lateral restraint and diagonal bracing,consul ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcinduslry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 81209670 CO3-A MOD.QUEEN 6 1 15996140 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:37 2012 Page 2 ID:oo7DZQ3veHJIgcSJ73hYvmzHujp-xant9Uk1 EkD5iS?cDtbCVbQfg77D1 LVMFC9KtyyWS8u NOTES 12)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design 511tdi valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty PlyPULTE SUMMER CREEK BLDG 20 ROOF 159%141 B1209670 C04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc.Fri Oct 05 13:32:42 2012 Page 1 ID:kAEz_649Ava0wwciEUkO_BzHujn-IYam CCoA3GrOoDuZOQBNCf5XG8wOikg5PUs5YAyWSBp 27-8-1417-0-0 34-0-0 35-0-0 - 17-0-0 I 17-0-0 1-0-0 Scale=1:62.9 4x4= 6.0012 13 14 12 11 Z - 15 10 2 - 16 3x6 i y _ 2 17 18 7 3x6 8 1920 6 t* - -* 21 ob 5 _ 22 °6 4 _ 23 3 - 24 2 1 25 dI I� 5 E ft & B fi @ @ ft 41 & It & ft B- ft- - fi B -.R8 26 Ih 5x10a - 5x10 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 3x6= 27-8-14 34-0-0 11 34-0-0 Plate Offsets(X,Y): [1:0-2-1.Edgel,119:0-0-0,0-0-0],125:0-2-1,Edae] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 26 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) 0.01 26 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.17 Horz(TL) 0.04 36 n/a n/a BCLL 0.0 * Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 25 n/r 90 Weight:236 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-5 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 13-37 REACTIONS All bearings 34-0-0. (Ib)- Max Horz1=-123(LC 24) Max Uplift All uplift 100 lb or less at joint(s)39,40,41,42,43,44,45,46,47, 36,35,34,33,32,31,30,29,28 except 25=-1781(LC 25),1=-1754(LC 24), 48=-158(LC 23),27=-138(LC 24) Max Gray All reactions 250 lb or less at joint(s)37,39,40,41,42,43,44,45,46, 47,36,35,34,33,32,31,30,29,28 except 25=1973(LC 16),1=1890(LC 15), 48=417(LC 12),27=392(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3967/3813,2-3=-3060/3032,3-4=-2717/2711,4-5=-2428/2464,5-6=-2118/2185, 6-7=-1820/1907,7-8=-1646/1643,8-9=-1521/1628,9-10=-1234/1350,10-11=-937/1071, 11-12=-639/796,12-13=-346/484,13-14=-345/480,14-15=-639/784,15-16=-936/1050, 16-17=-1234/1320,17-18=-1521/1589,18-19=-1605/1631,19-20=-1820/1860, 20-21=-2118/2138,21-22=-2417/2417,22-23=-2690/2698,23-24=-3038/2990, 24-25=-3918/3805 BOT CHORD 1-48=-3371/3545,47-48=-2658/2785,46-47=-2371/2545,45-46=-2124/2278, 44-45=-1858/2012,43-44=-1591/1745,42-43=-1324/1478,41-42=-1058/1212, 40-41=-791/945,39-40=-524/678,38-39=-258/412,37-38=-124/278,36-37=-258/412, 35-36=-524/678,34-35=-791/945,33-34=-1058/1212,32-33=-1324/1478, 31-32=-1591/1745,30-31=-1858/2012,29-30=-2124/2278,28-29=-2364/2545, 9.,0fl PR"F�'' 27-28=-2658/2785,25-27=-3351/3545 `�C G' �s/ WEBS 2-48=-271/154,24-27=-259/145 �'�4 {L,N ,cj Opp 444 NOTES 4" 855PE: r1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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 ANSI/TPI 1. ,e1 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 J� J OREGON .G. .it Unbalanced snow loads have been considered for this design. -fIA,ch. \N.�7� 14. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ` , t T" CotSlSifU69riSi51�3$��^Pth other live loads. OSEPN } RENEWAL DATE: 12/31/2013 October 5,2012 • A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintak/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/7P11,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996141 B1209670 C04 GABLE1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:43 2012 Page 2 • ID:kAEz 649Ava0wwciEUkO—BzHujn-mk88QYpogazFQNTmZ7iclseiOYFdRBwEd7ce4cyVVS8o NOTES 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)39,40,41,42,43,44,45,46,47,36,35,34,33,32,31,30, 29,28 except(jt=lb)25=1781,1=1754,48=158,27=138. 13)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)This truss has been designed for a total drag load of 200 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 200.0 plf. 15)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability r of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the budding designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, wiki delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996142 B1209670 C04-A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:48 2012 Page 1 ID:G_hbnm4XPbS9lm1 WgnDnSzzHujo-6ixlTFtxe6bYW8LjMgHnSwLUfZwz6EjznPJPmpyWS8j 27-8-14 18-0-0 34-0-05-0-p I 18-0-0 16-0-0 1-0-0 9x12 MT18H I I Scale=1:76.2 6.00 12 11 12 13 5x12 MT18H- 10 - _ 14 g 44 15 :Et _ 16 g5x8 8 - _ 17 • 18 6 7fd �, 19 20 g. 5 21 8x8% 3 4 - 22 23 2 24 °� 2`� 1 / ` 16 0 v 6x10 50 49 48 47 46 45 44 43 42 41 5240 39 38 37 36 35 34 33 32 31 30 29 28 27 8x8= 7x14 MT18H= 7x14 MT18H I I 27-8-14 I 14-6-0 I 19-6-0 I 34-0-0 I 14-6-0 5-0-0 14-6-0 Plate Offsets(X,Y): (1:0-5-6,0-3-01,12:0-3-8,0-3-0],17:0-6-0,0-3-41.117:0-3-8,0-3-41.149:0-3-8.Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.00 26 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.51 Vert(TL) -0.01 26 n/r 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr Yes WB 0.96 Horz(TL) 0.13 27 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 25 n/r 90 Weight:260 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF No.1&Btr G`Except* BOT CHORD Rigid ceiling directly applied or 2-8-9 oc bracing. ST5,ST4,ST2,W2:2 x 4 DF Std G WEBS 1 Row at midpt 12-39,11-40,13-38 OTHERS 2 x 4 DF Std G*Except* ST16:2 x 4 DF No.1&Btr G WEDGE Left:2 X 6 SYP No.2 REACTIONS All bearings 34-0-0. (Ib)- Max Horz1=122(LC 23) Max Uplift All uplift 100 lb or less at joint(s)42,43,44,45,47,48,36,35,34, 33,32,31,30,29,28 except 27=-121(LC 24),39=-2898(LC 21),40=-225(LC 23), 41=-126(LC 22),49=-3692(LC 23),50=-5185(LC 24),38=-157(LC 25), 37-154(LC 24),1=-2044(LC 24) Max Gray All reactions 250 lb or less at joint(s)27,42,43,44,45,47,48,36,35, 34,33,32,31,30,29,28,46 except 39=3279(LC 24),40=369(LC 14), 41=309(LC 15),49=3709(LC 12),50=5380(LC 15),38=435(LC 16),37=286(LC 17), 1=2131(LC 15) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4405/4424,2-3=-6849/6954,3-4=-6600/6729,4-5=-6260/6413,5-6=-5972/6160, 6-7=-5357/5592,7-8=-5051/5312,8-9=-4765/5005,9-10=-4469/4758,10-11=-4217/4528, 11-12=-3840/4160,12-13=-3469/3832,13-14=-3279/3626,14-15-2937/3251, 15-16=-2639/2924,16-17=-2342/2599,17-18=-2101/2326,18-19=-2044/2273, iik' EQ PROpt 20-21=-1448/1620,21-22=-1150/1293,22-23=-852/967, C c5 23-24=-552/637,24-25=-250/330 �Co ��401N�e `oto BOT CHORD 1-50=-3874/3802,49-50=-3207/3202,48-49-5837/5811,47-48=-5571/5571, -kJ 3, �✓9 46-47=-5305/5304,45-46=-5038/5038,44-45=-4771/4771,43-44=-4504/4504, CC 85 t', 42-43=-4238/4238,42-52=-3971/3971,41-52=-3871/3871,40-41=-3704/3704, 39-40=-3438/3438,38-39=-3171/3171,37-38=-2904/2904,36-37=-2638/2638, 35-36=-2371/2371,34-35=-2104/2104,33-34=-1838/1838,32-33=-1571/1571, 31-32=-1304/1304,30-31=-1038/1038,29-30=-771/771,28-29=-504/504 g WEBS 12-39=-3269/2913,11-40=-335/228,2-50=-5242/5180,13-38=-338/222,2-49=-4825/4831 'P� d OREGON 44 9,y4 k.12 .P\.64-4`Continued on page 2 JQSEPCk RENEWAL DATE: 12/31/2013 October 5,2012 11 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.ApplicabilityZiff of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �y 2 delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONcVj(,'rNG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996142 81209670 C04-A GABLE1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Enc Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:49 2012 Page 2 ID:G_hbnm4XPbS91m1 WgnDnSzzHujo-buVPgbuZPQjO8lwvwOpO_7tfPyGCrhy7033ylGywSBi " NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.Il;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. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)115.0lb AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 1-4-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)*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=15.Opsf. 13)A plate rating reduction of 20%has been applied for the green lumber members. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)42,43,44,45,47,48,36,35,34,33,32,31,30,29,28 except(jt=lb)27=121,39=2898,40=225,41=126,49=3692,50=5185,38=157,37=154,1=2044. 15)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. 16)This truss has been designed for a total drag load of 200 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 200.0 plf. 17)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 4 r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design Zit valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSVTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULflNG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996143 B1209670 Del GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc.Fri Oct 05 13:32:53 2012 Page 1 ID:kAEz_649AvaOwwciEUkO_BzHuln-TfkwWzx3TfEgdvEh9Ety9z2UiZktnkFixh 1 AR1 yWSBe 1 -0-9-2(17 14 4-4-5 4 8-61 7-3-10 7I-7-1 12-0-0 12-9-0 0-9-0 445 0-4-1 2-7-4 0-4-1 4-4-5 0-9-0 Scale=1:25.6 4x6= 2x4 II4x6= 6 5 23 ><1 24 2x4 II 25 22 o 82x4 11 8.00 12 4 26 2x4 I 21 li 92x4 II 3 N 27lig M 20 19 10 2I _ 1lii8h... 11 to al 29 18 30 17 31 16 32 15 33 14 34 13 35 12 36 b 3x6 = 3x6= 2x4 I I 2x4 H 2x4 II 2x4 11 2x4 II 2x4 H 2x4 27-8-14 445 •}8-6 1 7-3-10 -7-1'� 12-0-0 I 4-4-5 0-4-1 7 2-7-4 0-4-1 4-4-5 Plate Offsets(X.Y): [2:0-3-9.0-1-81.15:0-3-0,0-0-121,[7:0-3-0,0-0-12],[10:0-3-9.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) 0.00 10 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) 0.00 10 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.05 Horz(TL) 0.00 10 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 10 n/r 90 Weight:58 lb FT=10% BCDL 15.0 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 2-0-0 oc purlins(6-0-0 max.):5-7. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:15-16,14-15. REACTIONS All bearings 12-0-0. (Ib)- Max Harz 2=84(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2,10,15,16,17,18,14,13,12 Max Grav All reactions 250 lb or less at joint(s)except 2=312(LC 26),10=312(LC 34), _ 15=332(LC 46),16=310(LC 45),17=304(LC 44),18=348(LC 43),14=310(LC 47), 13=304(LC 48),12=348(LC 49) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 6-15=-286/78,3-18=-281/81,9-12=-281/81 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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 ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1,Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)Gable requires continuous bottom chord bearing. 4d� PRQt-s 8)Gable studs spaced at 1-4-0 oc. <('' cs 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `Cj .�14GINE 7 O 10)*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. Q 85 PE { 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10,15,16,17,18, 14,13,12. 13)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. A OREGON y 40 14)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the U �\ Top Chord and Bottom Chord,nonconcurrent with any other live loads. '4w. t 12 2 „6.4-'‘' d§Afi ktl@ft1 0 2Member end fixity model was used in the analysis and design of this truss. Y c%SEP% CV., RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.ApplicabilityEt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPICONSULTING 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996143 B1209670 001 GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:54 2012 Page 2 ID:kAEz_649Ava0wwciE UkO_BzHujn-xsl Ij IyiEyMhE3ptjxOBhBbfSz46WB Vs9LmjzTyWSBd " NOTES 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard • 1 f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CO/N�c UlTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996144 B1209670 Dot HOWE 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:58 2012 Page 1 ID:CMoLCR5nxCisX4BuoCFFXOzHujm-gdYpZg?C 7' 6eynT7s11GxaLtSs4R4zkx6EyWS8Z 27-8-14 3-3-15 6-0-0 l 8-8-1 12-0-0 ��-e-�� ' 3-3-15 2-8-1 2-8-1 3-3-15 4x6 I I Scale=1:31.0 3 18 8.00 12 17 I 19 3x6-i 16 3x6 4 2 # ` 1s 6620 5 1 .00 . AIN .... ' 1 . 111�J1I1����!.�111L=111 / 14 o 9 8 10 11 7 12 13 6 14 M. 7x14 MT18H HUS26 3x6 8x8= HUS26 3x6 I HUS26 MT18H 27-8-14 27-8-14 HUS26 HUS26 I 3-3-15 6-0-0 8-8-1 12-0-0 1 3-3-15 2-8-1 2-8-1 3-3-15 Plate Offsets(X,Y): [1:0-4-11,Eddel,12:0-2-0,0-1-8],[3:0-2-12,0-2-0],[4:0-2-0,0-1-81,[5:0-4-11,Edoe],[6:0-4-8,0-1-81.17:0-4-0,0-4-81,18:0-4-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.05 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.48 Vert(TL) -0.14 7-8 >999 180 MT18H 220/195 TCDL 10.0 Rep Stress lncr NO WB 0.59 Horz(TL) 0.04 5 n/a n/a BCLL 0.0 BCDL 15.0 * Code IRC2009/TP12007 (Matrix) Weight:130 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G*Except* W3:2 x 4 DF No.1&Btr G - WEDGE Left:2 x 4 DF Std,Right:2 x 4 DF Std REACTIONS (Ib/size) 1=5327/0-5-8 (min.0-3-14),5=5327/0-5-8 (min.0-3-14) _ Max Horz1=-114(LC 18) Max Upliftl=-3751(LC 21),5=-3751(LC 24) Max Grav1=7840(LC 12),5=7840(LC 11) ' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-11808/5831,2-15=-10810/4889,2-16=-7305/3111,16-17=-6639/2406, 3-17=-6460/2313,3-18=-6460/2313,18-19=-6639/2408,4-19=-7305/3111, 4-20=-10810/4889,5-20=-11808/5831 BOT CHORD 1-9=-4778/9685,8-9=-3865/8711,8-10=-2867/7880,10-11=-2615/7461,7-11=-2199/7045, 7-12=-2160/7045,12-13=-2576/7461,6-13=-2828/7880,6-14=-3826/8711, 5-14=-4739/9685 WEBS 2-8=-700/2758,3-7=-1397/5864,4-6=-701/2758,2-7=-2457/752,4-7=-2457/753 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 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc. 4k.0 PR O Webs connected as follows:2 x 4-1 row at 0-9-0 oc. a5' 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 `Co �,�GINE fiA c/Q connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ��? •T c'�✓�, 3)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever Q 855 .E r. left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ',1,./.. (�RE( ��" 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. G69/jj �� j � i'� t6iIRigB C7?[ipg��ctiction of 20%has been applied for the green lumber members. iJ©sEpi- V RENEWAL DATE: 12/31/2013 October 5,2012 I AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996144 B1209670 002 HOWE 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:32:59 2012 Page 2 ID:CMoLCR5nxCisX4BuoCFFXOzHujm-Ip6BnO7g2V_LghqVU_MOE IRg_h6BJ KbJdU Ufhyw38Y NOTES 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=3751,5=3751. 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 moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 625.0 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 15)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-0 from the left end to 10-0-0 to connect truss(es)CO3(1 ply 2 x 4 DF) to front face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-30,1-3=-70,3-5=-70 Concentrated Loads(Ib) Vert:7=-1900(F)9=-1900(F)10=-1900(F)13=-1900(F)14=-1900(F) • 4 f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included OrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mitir designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING��c SBCA at www.sbcindustry.com. CONSULTING Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996146 B1209670 E01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:01 2012 Page I ID:CMoLCR5nxC isX4BuoCFFXOzHujm-ECDxBi 15a6Eha8rDdvOgTfNsVoUmfMbumxzbjZy WSBW 0-92 8-14 5-5-12 10-11-8 11-8-8 I a I 0-9-0 I 5-5-12 5-5-12 0-9-0 4x4= Scale=1:28.3 6 2x4II /, 72x4 I 5 8.00 12 20 2x4 II 19 ' , 92x4 I 4 2x4 I , 92x4 II 3 �1 z 'i w ■ w w w �` 10 i dpz r Y r Y Y r Y ` 14 3x6= 18 17 16 15 14 13 12 3x6= 27-8-14 2x4 II 2x4 II 2x4 II 2x1U"I� 2x4 II 2x4 II 2x4 II I 1"8 I 10-11-8 Plate Offsets(KY): [2:0-3-9,0-1-81.110:0-3-9,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.03 Vert(LL) -0.00 11 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 11 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.02 Horz(TL) 0.00 10 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 10 n/r 90 Weight:54 lb FT=10% BCDL 10.0 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. OTHERS 2 x 4 DF Std G _ REACTIONS All bearings 10-11-8. (Ib)- Max Horz2=-108(LC 5) Max Uplift All uplift 100 lb or less at joint(s)2,10,16,17,18,14,13,12 Max Gray All reactions 250 lb or less at joint(s)2,10,15,16,17,18,14,13,12 - FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCOL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 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. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10,16,17,18,14, 13,12. O 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �OD 0%, standard ANSI/TPI 1. ,,C . kGINE 6�Q 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. p Ct LOAD CASE(S) Standard :-52 PE -Yr - 12- 1,'L. 4,,OREGON,� i2 1+ 64'1220'\ ..�'' `'EPN o� RENEWAL DATE: 12/31/2013 October 5,2012 t AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint 410/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �f delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996147 91209670 E02 HOWE 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:05 2012 Page 1 27-8-14 ID:CMoLCRSnxCisX4BuoCFFXOzHujm-7zTS134bQ)n�3a _18sISmeVYSjPknb1ZThZxpsKyWS8S 2-8-14 1 5-5-12 1 7-10-11 10-11-8 1 2-8-14 2-8-14 2-4-15 3-0-13 4x6 I I Scale=1:29.9 3 8.00 l • 17 18 3x6 i 3x6�� 2 4 ,6id 11116%.‘19 106N■E r &%Ill<�Ill�ILIIII ll�l�liir� a. 9 10 8 11 7 12 13 6 14 15 owl 7x14 MT18H G HUS26 3x8 I I HUS26 8x8= 3x8 I I 7x,4 MT18H 27-8-14 HUS26 HUS26 HUS26 27-8-14 1 2-8-14 I 5-5-12 7-10-11 10-11-8 1 2-8-14 2-8-14 2-4-15 3-0-13 Plate Offsets(X,V): 11:0-4-11,Edoel,[2:0-2-0,0-1-81.13:0-2-8,0-2-0],[4:0-2-0,0-1-81,15:0-4-11,Edoe],[6:0-4-12.0-1-81,[7:0-4-0,0-4-12],(8:0-4-12.0-1-8] TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.40 Vert(LL) -0.05 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.13 7-8 >953 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.04 5 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight:118 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G*Except* - W3:2 x 4 DF No.1&Btr G WEDGE Left:2 x 4 DF Std,Right:2 x 4 DF Std _ REACTIONS (lb/size) 1=5434/0-5-8 (min.0-4-0),5=6616/0-5-8 (min.0-4-9) Max Horz1=107(LC 19) Max Upliftl=-3842(LC 21),5=-4122(LC 24) Max Grav1=8009(LC 12),5=9192(LC 11) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-12228/5981,2-16=-11324/5122,2-17=-7784/3423,3-17=-6899/2582, 3-18=-6902/2583,4-18=-7788/3424,4-19=-11456/5154,5-19=-12408/6013 SOT CHORD 1-9=-4981/10105,9-10=-3821/8865,8-10=-3821/8865,8-11=-3111/8155, 7-11=-2421/7464,7-12=-1736/6915,12-13=-2331/7510,6-13=-3290/8469, 6-14=-4169/9348,14-15=-4538/9717,5-15=-4873/10051 WEBS 2-8=-713/2728,3-7=-1440/6079,4-6=-744/2854,2-7=-2439/785,4-7=-2589/821 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 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-3-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. o PR�} 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 �� �s� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. `� , �GI Nte fo 3)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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 W�' p 4)TOLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 `2 ' 5)Unbalanced snow loads have been considered for this design. / 6)All plates are MT20 plates unless otherwise indicated. / 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 will t OREGON [Z' fit between the bottom chord and any other members. ,� v +% '1! A. 9)A plate rating reduction of 20%has been applied for the green lumber members. 1,1, G(}'121 2. . _1 Continued on page 2 `'OSEPH p , RENEWAL DATE: 12/31/2013 October 5,2012 k r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint it designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DS&89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSULTING ac Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996147 61209670 E02 HOWE 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:06 2012 Page 2 ID:CMoLCR5nxCisX4BuoCFFXOzHujm-b91gFP5DPes_hvjBQSc?Ai4dTp40KTpdwCgMOnyWS8R NOTES 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=3842,5=4122. 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 moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)This truss has been designed for a total drag load of 700 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-11-7 for 700.3 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 15)Use Simpson Strong-Tie HUS26(14-16d Girder,4-16d Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-0 from the left end to 10-0-0 to connect truss(es)A03(1 ply 2 x 4 DF) to front face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-30,1-3=-70,3-5=-70 Concentrated Loads(Ib) Vert:6=-2200(F)10=-2200(F)11=-2200(F)12=-2200(F)15=-2200(F) 4f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIiTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING NSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996149 61209670 F02 MONO TRUSS 10 1 Job Refge1rQc(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:08 2012 Page 1 ID:gZMkPn6Qi Wgj90m 5MvmU4cZ�{UIIXY8bf56UxG6iwCtZXteTF7A3HcrAowiwN W9TTfyWS8P -1-0-0 18-5-0 1-0-0 18-5-0 1-0-0 l 1-0-0 Scale=1:7.7 3 6.00 12 d 000010, 6 Ad raPIIMIIrai rt,.11 _ M 4 6 3x4= LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 2-4 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight:5 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=161/0-5-8 (min.0-1-8),4=14/Mechanical,3=-8/0-1-8 (min.0-1-8) Max Horz2=45(LC 5) Max Uplift2=-85(LC 5),3=-60(LC 9) Max Grav2=306(LC 11),4=264(LC 14),3=248(LC 12) ., FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*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. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 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. ' -t3 P ip 12)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the 0� Fe Top Chord and Bottom Chord,nonconcurrent with any other live loads. c;,... 0,,' �,3INE Q,. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 44.1 7 LOAD CASE(S) Standard C 85 5PE r ";, ,,,OREGO` 1 /� -74, 6. '12E41 -S VOsEPH o� RENEWAL DATE: 12/31/2013 October 5,2012 I f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint IA/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996150 81209670 L01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:10 2012 Page 1 ID:gZMkPn6QiWgj9Dm5MvmU4CzHuj I-TxGL4r18J<TtNQ9W1 yflhxLYFMgQ WIGO4DrgeaYYyWS8N -0-9-0 8-1-2 2-9-4 5-6-8 6-3-8 0-9-0 2-9-4 2-9-4 0-9-0 Scale=1:17.5 4x4= 3Pill 15 8.00 i 14 i�i 2x4 18 2x4 I I 13 Ail4 2 lill II Rh II $ IV r ■■ � _ 5 Io 1 11 12 ,= 2x4 I I 6 2x4 I I ,/ 2x4 I 3x10= 3x10 = 8-1-2 8-1-2 I 2-9-4 5-6-8 1 2-9-4 2-9-4 Plate Offsets(X Yl: 12:0-10-3.0-1-21.[4:0-10-3.0-1-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.15 Vert(TL) -0.02 4-6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.14 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 * Code IRC2009/TP12007 (Matrix) Weight:24 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4DFStdG OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 2=323/0-5-8 (min.0-1-10),4=323/0-5-8 (min.0-1-10) Max Horz2=56(LC 6) Max Uplift2=-1281(LC 22),4=-1281(LC 25) Max Grav2=1508(LC 13),4=1508(LC 12) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2245/2008,13-14=-1046/996,3-14=-705/555,3-15=-705/555,15-16=-1046/995, 4-16=-2245/2007 BOT CHORD 2-11=-1429/1592,6-11=-793/956,6-12=-794/957,4-12=-1429/1592 WEBS 3-6=0/337 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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 perANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. '�41 4 PROpt d` 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�GJ .0NGIN4 o 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 will .,:if 4. -'Jy fit between the bottom chord and any other members. tr 85 5PE t' 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 100 lb uplift at joint(s)except(jt=lb) 2=1281,4=1281. i 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. 1 v,OREGON N. 4". It 12)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the \ /` Top Chord and Bottom Chord,nonconcurrent with any other live loads. �4' ' 12 2 t, Continued on page 2 ` OsEPH 4 RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint i 50dif designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanentbuilding stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING tic SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SLIMMER CREEK BLDG 20 ROOF 15996150 B1209670 L01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:10 2012 Page 2 ID:gZMkPn6Qi Wgj9Dm5Mvm U4czHujl-TxGL4n8kTtNQ9W1 yflhxLYFMgQ WIGO4DrgeaYYyWSBN NOTES 13)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-6-8 for 625.0 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ek of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996151 61209670 L02 GABLE 1 1 , Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:12 2012 Page 1 ID:gZMkPn6Qi Wgj9Dm5MvmU4czHujl-QJI 5V2S9_?Ud8PgBKmjjQQzKhHE9kkKiV187gcQyWS8L -0-9-0 8-112 2-9-4 4-11-8 I 0-9-0 2-9-4 2-2-4 3x6= Scale=1:18.5 3 A` .' 9 8.00 12 4x6', 4 8 ' 5 2 NM , wn11 , o 1 �/ 7 ,/ 3x10= 6 5x8 I I 8-1-2 8-1-2 I 2-9-4 4-11-8 I 2-9-4 2-2-4 Plate Offsets(X,Y): 12:0-10-3.0-1-21,13:0-3-0,Edael.f5:0-5-14,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.09 2-5 >607 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.15 2-5 >359 180 TCDL 10.0 Rep Stress Incr Yes WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight:19 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-5-2 oc bracing. SLIDER Right 2 X 6 DF No.2 1-3-0 REACTIONS (lb/size) 2=306/0-5-8 (min.0-1-11),5=228/Mechanical Max Horz2=167(LC 20) Max Uplift2=-1364(LC 22),5=-1309(LC 25) Max Grav2=1575(LC 13),5=1497(LC 12) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-2295/2164,3-8=-1112/1153,3-9=-559/505,4-9=-976/899,4-5=-1693/1572 BOT CHORD 2-7=-1538/1607,5-7=-803/873 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed fora 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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. Opt- 9)9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1364, S�n�� 5=1309. ,fc' (N3IN r./0 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �� ',j e' 17 standard ANSI/TPI 1. Q 855 -,•E r- 11)This truss has been designed fora moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 12)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-11-8 for 625.0 plf. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. OREGo ,i 0. LOAD CASE(S) Standard 14 Gl .12 2��4.4 4#90S4 QS P1- RENEWAL DATE: 12/31/2013 October 5,2012 I 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability r of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint Niki designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996152 B1209670 M01 MONO TRUSS 2 1 Job Referen (.Rptional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:14 2012 Page 1 812 ID:gZMkPn6QiWgj9Dm5MvmU4czHujI-l1i sw8BFW6tre7Kju8IuVOQ3w1rECEBomScnhJyWSBJ • -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:10.5 3 6 6.00h2 co 5 :' 2 1 ,/ 7 3x4= 4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 2-4 >999 240 MT20 20/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.01 2-4 >999 180 TCDL 10.0 Rep Stress lncr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:7 lb FT=10% BCDL 15.0 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 Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=190/0-5-8 (min.0-1-8),4=29/Mechanical,3=48/0-1-8 (min.0-1-8) Max Horz2=64(LC 7) Max Uplift2=-75(LC 7),3=-24(LC 7) Max Grav2=325(LC 13),4=279(LC 16),3=264(LC 14) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referencedPR standard ANSI/TPI 1. C��� 'it 3 13)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the CO�.ENGINE /0 Top Chord and Bottom Chord,nonconcurrent with any other live loads. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ct 855 *E pt' LOAD CASE(S) Standard 'Ph tI OREGO 9,y GC}•122°\ -�� `'QsEpN RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996153 61209670 M02 MONO TRUSS 12 1 Job Reference Jptional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug25 1 MiTek Industries,Inc. Fri Oct 05 13:33:15 2012 Page 1 -1-0-0 ID:gZMkPn6o1-0-0 2-0-0 1QiWgj9Dm5MvmU4czHujIBglu3EBUCtHP?iGHvvRrG72cyEgRATxhRy_6MKDIyWS81 6-1-2 5 Scale=1:10.5 3 IM6 6.00 12 5 ':a 2 1 14 7 3x4= 4 111 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.01 2-4 >999 180 TCDL 10.0 Rep Stress lncr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (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 Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=190/0-5-8 (min.0-1-8),4=29/Mechanical,3=48/0-1-8 (min.0-1-8) Max Horz2=64(LC 7) Max Uplift2=-75(LC 7),3=-24(LC 7) Max Grav2=325(LC 13),4=279(LC 16),3=264(LC 14) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced D PRQt- standard ANSI/TPI 1. 13)This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the \� . 14GINE - 42`. Top Chord and Bottom Chord,nonconcurrent with any other live loads. Wit?. 1' 17 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 85 PE t^ LOAD CASE(S) Standard PA OREGON y 4 'S',,Lu Y122C/ ...(4` `/'SEPH a� RENEWAL DATE: 12/31/2013 October 5,2012 I AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint lit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �s�f delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSUL17NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996154 B1209670 P1 KINGPOST 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:18 2012 Page 1 8-1-2 ID:91w6c772TgyanNLHvcHjcpzHujk-ETINmWEIgl�I H7leU7_ggfEaiueDr8OhOg4a?g4yWS8F -0-9-0I 4-3-12 8-5-0 0-9-0 4-3-12 4-1-4 4x4= Scale=1:25.0 3 111 , 9I1 4001111,111A1 1 ►, 6 75 ►, 3x4 = 2x4 3x4—3x6 8-1-2 8-1-2 4-3-12 85-0 4-3-12 4-1-4 Plate Offsets(X,Y): [4:0-0-0,0-0-111,14:0-0-11,0-4-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.05 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 2-5 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.16 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight:31 lb FT=10% BCDL 15.0 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 2x4DFStdG • WEDGE Right:2 x 4 DF Std REACTIONS (lb/size) 2=471/0-5-8 (min.0-1-8),4=394/0-5-8 (min.0-1-8) Max Horz2=92(LC 6) Max Uplift2=-125(LC 7),4=-75(LC 8) Max Grav2=471(LC 1),4=448(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-436/64,8-9=-395/64,3-9=-383/72,3-10=-396/68,10-11=-403/61,4-11=-421/61 BOT CHORD 2-6=-12/321,5-6=-12/321,5-7=-12/321,4-7=-12/321 WEBS 3-5=0/395 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*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 t' PRO tS'� fit between the bottom chord and any other members. Qa c) 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 100 lb uplift at joint(s)4 except(jt=lb) C 6' 2=125. 8 5PE p{ 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)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �Q` LOAD CASE(S) Standard 14 GL*12 'L0 `'OSEPK RENEWAL DATE: 12/31/2013 October 5,2012 t r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability r of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint wiOsi designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996155 B1209670 P2 KINGPOST 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:20 2012 Page 1 ID:91w6c772TgyanNLHvcHjcpzHujk-Bst7l�Bl?6yd?M2otEOsIIfg2JSVJcwEh8035uzyWS8D 8-1-2 4-3-12 I 7-11-8 4-3-12 3-7-12 4x4= Scale=1:23.4 2 4ik co v o �� 7 8 WI 6 3x4= 2x4 5 8-1-2 8-1-2 4x8 I 4-3-12 7-11-8 4-3-12 3-7-12 Plate Offsets(X,Y): 11:0-0-7,0-0-21.14:0-5-0,0-0-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.05 1-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 1-6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.16 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight:32 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 2x4DFStdG SLIDER Right 2 X 6 DF No.2 1-11-4 • REACTIONS (lb/size) 1=380/0-5-8 (min.0-1-8),4=385/Mechanical Max Horz1=-84(LC 5) Max Upliftl=-74(LC 7),4=-70(LC 8) Max Grav1=440(LC 13),4=445(LC 15) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-390/61,9-10=-369/61,2-10=-353/69,2-11=-379/77,11-12=-388/71,3-12=-392/71, 3-4=-412/69 BOT CHORD 1-7=-15/300,6-7=-15/300,6-8=-15/300,4-8=-15/300 WEBS 2-6=0/387 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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. 6)A plate rating reduction of 20%has been applied for the green lumber members. OD PR Opel,Sr 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4. ,`Cy . (j1N �R ' 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ,N '✓'F� standard ANSI/TPI 1. cc' 85 5PE r- 10)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .n LOAD CASE(S) Standard rAJ OREGON,, +40 i. 1/ v4x,12 2- N' 4-1` 'OSEPN RENEWAL DATE; 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint Edesignations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.corn. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996156 B1209670 P KINGPOST 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:17 2012 Page 1 8.1.2 ID:91w6c772TgyanNLHvcHjcpzHujk-mHB_YAD7p1 F9 V2b31ZGJb712X8FtbPZPESQrRHeyWS8G -0-9-0 4-3-12 8-7-8 8-- 9-4-8 0-9-0 4-3-12 4-3-12 0-9-0 4x4= Scale=1:23.4 3 r1 8.00 10 12 IIII11 12 9 N ' 4 el I r __ 5 h 1 E1 7 8 �1 11. 6 II 3x8= 2x4 I I , 3x8 = 8-1-2 8-1-2 4-3-12 8-7-8 I 4-3-12 4-3-12 Plate Offsets(X,Y): [2:0-8-3,0-0-14],[4:0-8-3,0-0-14] LOADING(psf) 5 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.31 Vert(LL) -0.05 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 2-6 >999 180 BOLL 0.0 Rep Stress Incr Yes WB 0.16 Horz(TL) 0.01 4 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight:32.Ib FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb/size) 2=477/0-5-8 (min.0-1-8),4=477/0-5-8 (min.0-1-8) Max Horz2=86(LC 20) Max Uplift2=-1003(LC 22),4=-1003(LC 25) _ Max Grav2=1354(LC 13),4=1354(LC 12) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-1955/1540,9-10=-1070/792,3-10=-848/576,3-11=-848/575,11-12=-1070/792, 4-12=-1955/1540 BOT CHORD 2-7=-1106/1395,6-7=-567/905,6-8=-567/905,4-8=-1106/1395 WEBS 3-6=0/399 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*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. � V1rts6 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 100 lb uplift at joint(s)except(jt=lb)2=1003, SCD �(vj( � f� 4=1003. '7 .../se.. ; 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. 5Pt' 10)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. , 11)This truss has been designed for a total drag load of 300 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-7-8 for 300.0 plf. ,etr OREGON Q 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 9~e�`.5/�` ,�� �M/ LOAD CASE(S) Standard 12,2 $ J©sEPK O RENEWAL DATE: 12/31/2013 October 5,2012 • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintEit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from yyNSVLTlat7 LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996157 B1209670 PGE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc.Fri Oct 05 13:33:21 2012 Page 1 ID:91w6c772TgyanNLHvcHjcpzHujk-f2RVOXGetFIsN3o6NXHtCD7sFXLNOgN2pfQPyWS8C I -0-9-08-112 4-3-12 8-7-8 °-1--`9-4-8 0-9-0 4-3-12 4-3-12 0-9-0 Scale:1/2"=1' 4x4= 3 2x4 II /, 2x4 II 8.0014 12 p illh i 15 16 “.2 13 N C1 ib&Il 4 n 2 r r r \ 5 Io 1 1112 II 6 2x411 12 aim 2x4 II 3x4= 3x4= 8-1-2 8-1-2 4-3-12 8-7-8 I 4-3-12 I 4-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.05 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 2-6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.16 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:37 lb FT=10% BCDL 15.0 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 2x4DFStdG OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 2=477/0-5-8 (min.0-1-8),4=477/0-5-8 (min.0-1-8) Max Horz2=86(LC 6) Max Uplift2=-125(LC 7),4=-125(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-448/62,13-14=-409/62,3-14=-403/70,3-15=-403/70,15-16=-409/62, 4-16=-448/62 BOT CHORD 2-11=-4/332,6-11=-4/332,6-12=-4/332,4-12=-4/332 WEBS 3-6=0/399 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "- PR 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 'C? �fi�6' fit between the bottom chord and any other members. C' INEfiR`S✓p 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 100 lb uplift at joint(s)except(jt=lb)2=125, E44, 85 5PE '" 4=125. 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/-PI 1. 12)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. ,t� OREG 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. r1' �U * 't', M LOAD CASE(S) Standard ��"l 12 4 y �SEPN RENEWAL DATE: 12/31/2013 October 5,2012 it a AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Et/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996158 B1209670 X KINGPOST 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:23 2012 Page 1 8-1-2 ID:91w6c772TgyanNLHvcHjcpzHuik-b 2YGpDIuPt?aD( SvXQ?MIIbiftzpJQ7gMlmVIywS8A 2-10-12 5-9-8 ii 6-6-8 2-10-12 2-10-12 0-9-0 Scale=1:18.0 3x6= 2 8.00 12 .' 7 8 6 . 3 4 5 ILPA 3x4 = 3x4= 8-1-2 8-1-2 2-10-12 5-9-8 2-10-12 2-10-12 Plate Offsets(X,Y): [2:0-3-0,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.14 1-3 >452 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.25 1-3 >251 180 TCDL 10.0 Rep Stress lncr Yes WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:19 lb FT=10% BCDL 15.0 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. REACTIONS (lb/size) 1=260/0-5-8 (min.0-1-8),3=342/0-5-8 (min.0-1-8) Max Horz1=-65(LC 5) Max Upliftl=-50(LC 7),3=-100(LC 8) Max Grav1=382(LC 14),3=405(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-264/52,6-7=-251/52,2-8=-251/65,3-8=-269/60 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*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. 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 100 lb uplift at joint(s)1 except(jt=lb) 3=100. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced PR standard ANSI/TPI 1. "kc - F5*s+ 10)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the , �NG)NE Top Chord and Bottom Chord,nonconcurrent with any other live loads. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. $ 52 S{ LOAD CASE(S) Standard REGON 4„4- 9�j/ GL '12 `0 x` `Os'EPH RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint iff designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIITP1 7,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING NSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996159 81209670 XGE-1 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 05 13:33:27 2012 Page 1 ID:91w6c772TgyanNLHvcHjcpzHujl�_TC�omfbLOS5W?i7gD8N UxX8SHgHKal4Fjl_Gze3yWS86 8-i-2 2-10-12 5-9-8 6-6-8 L 2-10-12 2-10-12 0-9-0 Scale=1:18.0 4x4= 2 8.00 12lh 2x4 II Alia_ 2x4 14 12 1 611 3 1111111111 M. 4 Id =; 12x4 I1 5 2x4 II =, 2x4 1 3x4 = 3x4= 8-1-2 8-1-2 2-10-12I 5-9-8 2-10-12 2-10-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 3-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.02 3-5 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.14 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 15.0 * i Code IRC2009/TPI2007 (Matrix) 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 5-9-8 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 2x4DFStdG OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 1=260/0-5-8 (min.0-1-8),3=342/0-5-8 (min.0-1-8) Max Horz1=-65(LC 5) Max Upliftl=-50(LC 7),3=-100(LC 8) Max Grav1=382(LC 14),3=405(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-342/35,12-13=-330/35,2-13=-322/41,2-14=-330/48,3-14=-348/43 BOT CHORD 1-10=-1/265,5-10=-1/265,5-11=-1/265,3-11=-1/265 WEBS 2-5=0/342 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PRQ- t 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 will "\C(' �'S fit between the bottom chord and any other members. -Cj - N�?)N /o 9)A plate rating reduction of 20%has been applied for the green lumber members. ,T "�✓F,` 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=1b) 855 PE 3=100. 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 moving concentrated load of 250.01b live located at all mid panels and at all panel points along the ,A` Top Chord and Bottom Chord,nonconcurrent with any other live loads. 'PA OREGON i 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �t LOAD CASE(S) Standard �~4/0S f 1 2 24 1_�� �SEPH MVV RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996160 B1209670 XGE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc.Fri Oct 05 13:33:25 2012 Page 1 ID:dxUUgT7gE74ROXwTTKoy91 zHujj-Xpg0tvK28xUGl Sggg1 ySTSjNxFTe6HAmQ IgnsZAyWS88 r I -0-9-0 8-1-2 2-10-12 5-9-8 1 6-6-8 0-9-0 2-10-12 2-10-12 0-9-0 Scale=1:18.0 4x4= 3 PPA, 15 8.00 V 2x4 14 2x4 II 16 13 4 2 RAMIE rr r ` 5 11 12 1 2x4 I I 62x4 II 2x4 ,/ 3x4= 3x4= 8-1-2 8-1-2 2-10-12 5-9-8 2-10-12 2-10-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.02 4-6 >999 180 TCDL 10.0 Rep Stress lncr Yes WB 0.14 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:25 lb FT=10% BCDL 15.0 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 2x4DFStdG OTHERS 2 x 4 DF Std G r REACTIONS (lb/size) 2=335/0-5-8 (min.0-1-8),4=335/0-5-8 (min.0-1-8) Max Horz2=-59(LC 5) Max Uplift2=-99(LC 7),4=-99(LC 8) Max Grav2=403(LC 14),4=403(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-345/35,13-14=-327/35,3-14=-322/40,3-15=-322/40,15-16=-327/35, 4-16=-345/34 BOT CHORD 2-11=0/262,6-11=0/262,6-12=0/262,4-12=0/262 WEBS 3-6=0/342 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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 ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. CO PROt- �' 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 will fit between the bottom chord and any other members. kr� 9)A plate rating reduction of 20%has been applied for the green lumber members. 2 PE t. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 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 moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. OREGON 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 74/ - y'12 `y,d r'c LOAD CASE(S) Standardc%$Ept. C‘ RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Elk/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, A delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,OSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996161 B1209670 Z MONO TRUSS 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 T Industries,Inc. Fri Oct 05 13:33:28 2012 Page 1 ID:dxUUgT7gE74146(wTTKoy91zHujj-y0A s$vf 1DPe5JHPPi47A3L?QxgXgUZps_e?WAVyWS85 8-1-2 1-0-0 4-0-0 I 6-0-0 1 1-0-0 4-0-0 2-0-0 4 Scale=1:22.8 2x4 I I 9 6.00 12 3 8 P 2 7 o M 10 11 OM 3x4= 6 5 2x4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.04 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.07 2-6 >691 180 TCDL 10.0 Rep Stress Incr Yes WB 0.05 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 BCDL 15.0 (Matrix) Weight:21 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 Std G BOT CHORD Rigid ceiling directly applied. WEBS 2 x 4 DF Std G REACTIONS All bearings 0-5-8 except(jt=length)4=0-1-8,5=Mechanical. (Ib)- Max Horz2=139(LC 7) Max Uplift All uplift 100 lb or less at joint(s)4,2,5 except 6=-118(LC 7) Max Gray All reactions 250 lb or less at joint(s)except 4=255(LC 16),2=359(LC 14), 5=253(LC 20),6=443(LC 19) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-6=-321/142 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,5 except(jt=lb) 't(C� - � �'�'� 6=118. Co , xJOIN E /0 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. R 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced7� standard ANSI/TPI 1. 85 'PE r 13)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. / 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. OREGON LOAD CASE(S) Standard 60-12 ,," 14, ly 12,2 - J()SEPK RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ejt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ aidiagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUMMER CREEK BLDG 20 ROOF 15996162 B1209670 ZGE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 201111tjibe(c1ndustries,Inc. Fri Oct 05 13:33:29 2012 Page 1 ID:dxUUgT7gE74ROXwTTKoy91zHujj-(]tp04GNfjmjxR_bGnXPcZXas4g1 D0vOC114ixyWS84 f -1-0.0 8-i 2 4-0-0 1-0-0 4-0-0 Scale:3/4"=1' 3 2x4 6.00 12 '' 8 7 `1='TSI 2 ■ 1 9 2x4 4 3x4= LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.06 2-4 >727 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.87 Vert(TL) -0.10 2-4 >467 180 TCDL 10.0 ert( ) BCLL 0.0 Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IRC2009rrPI2007 (Matrix) Weight:15 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. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied. OTHERS 2 x 4 DF Std G ^ REACTIONS (lb/size) 3=116/0-1-8 (min.0-1-8),2=286/0-5-8 (min.0-1-8),4=56/Mechanical Max Horz2=101(LC 7) Max Uplift3=-65(LC 7),2=-89(LC 7) Max Grav3=283(LC 14),2=371(LC 13),4=306(LC 16) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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 ANSUTPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 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 will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. Q'tCROr ��� � ��+ 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. , \C �{j 1NEF /y 13)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. ' r1.44 r 14)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 j 5 "E 15)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 16)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ; LOAD CASE(S) Standard OREGON �6l 12 *Z° RENEWAL DATE: 12/31/2013 October 5,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONS/���/�. ULTING LLC SBCA at www.sbcindustry.com. 4 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3" Center plate on joint unless x,y Failure to Follow Could Cause Property 1 /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury I'E� Dimensions are in ft-in-sixteenths. (Drawings not to scale) 11� Apply tes to both sides of truss I 1. Additional stability bracing for truss system,e.g.diagonal orX-bracing,is always required. See �` and fuplally embed teeth. BCSI1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 0-1/16" 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced Milligin trusses. _ 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and all other interested parties. Fill, 4 5. Cut members to bear tightly against each other. CI 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O locations are regulated by ANSI/TPI 1. = O 7. Design assumes trusses will be suitably protected from the environment in accord with U = ANSI/TPI 1. plates 0-'46"from outside 8. Unless otherwise noted,moisture content of lumber shall not exceed l9%at time of fabrication. For 4 x 2 orientation,locate edge of truss. O 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative c7-e C6-7 C5-6 i- treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates thepractice is to camber for dead load deflection. 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. required direction of slots in 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that connector plates. specified. 13.Top chords must be sheathed or purlins provided at spacing indicated on design. *Plate location details available in MiTek 20/20 14.Bottom chords require lateral bracing all0 ft.spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. PLATE SIZE THE LEFT. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance riCHORDS AND WEBS ARE IDENTIFIED BY END JOINT Rsks.wall ult with pfthisect engineer ont,b use. The first dimension is the plate 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing 4 x 4 NUMBERS/LETTERS. pictures alone is not sufficient. width measured perpendicular to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the lengthparallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes g approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATIONdesign drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. i Indicated b s mbol shown and/or 23.Itis extremely important to properly install temporary lateral restraint and diagonal bracing,in �// Y Y ESR-131 1,ESR-1352,ER-5243,9604B, accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). by text in the bracing section of the 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T,I or proprietay bracing NER-487,NER-561 components unless specifically noted. (e.g.eliminator) if indicated. 95110,84-32,96-67,ER-3907,9432A 25.Graphical purlin representation,if shown,does not depict the size or orientation of the purlin along the top and/or bottom chord.Purlins must be designed by others for size,and positioned in such a way as to support the imposed load along the clearspan of the puffin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of I scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss * MO reaction section indicates joint ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector number where bearings occur. design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, ►41 grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to r• cross cutting and in accordance with the published values of lumber rules writing Industry Standards: agencies approved by the Board of Review of the American Lumber Standards ANSI/TPI1: National Design Specification for Metal Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSULTING LLC Madison,WI 53719 Installing&Bracing offMetal Plate �/ Connected Wood Trusses. Na