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A 57-070 13 - azio q( ,ST 0/3 -06 R/o/ E/ APD " 5 2013 CONSULTING ac ao,, 0r r/��ARO DrJ Consulting, LLC uruls� 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81302214 MiTek 20/20 7.2 Pulte-Summer Crk bldg 14 main 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: I6486241 thru 16486246 My license renewal date for the state of Oregon is December 31,2013. 1 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. PROFFSs 14,� �NGINE�A �O�q Q 85525PE f OREGON 9ti (/4 '122�� "OSEPN O� BEN; � %i /2013 March 11,2013 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 I Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. m Job Truss Truss Type Qty Ply Pulte-Summer Cult bldg 14 main floor 16486241 61302214 C1 FLOOR 12 1 . Job Reference(optional) Pro-Build Clackamas Truss.Clackamas.OR 97015.1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc Mon Mar 11 13:16:122019 Pape 1 ID:RBsMIB?kruTRoPTE2Ui3GGzmrm h-3WWA8NLE23pEjMBF1 mzv125gf3g7Heb?jx7lrBzc?AH 2-3-8 1 I 2-6-0 I 1-0-8 I e Scale=1:19.9 502 MT18H= 3x6= 2x4 I I 508 = 3.8= 1 2 3 4 5 6 iI: pp/ 111P-41111 i mqiiii PIO • + l� `' 93x4= 83x8 = I�Q] 5x12 MT18H= 5x8= 8-1-2 8-1-2 I 7-10-4 I 11-9-0 11.1¢-0 12-10.4 7-10-4 3-10-12 0-t-0 1.0-4 Plate Offsets(X.Y): [2:0-1-8.Edge].[7:0-3-8.Edge],[8:0.2-0.Edge].[9:0.1-8.Edge],[10:Edge.0.1-81 LOADING(paf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.06 8-9 >999 480 MT20 220/195 . TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.16 8-9 >884 360 MT18H 220/195 BCLL 0.0 Rep Stress lncr YES WB 0.48 Horz(TL) 0.03 7 n/a n/a 1 BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:59 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) 7=641/0-2-0 (min.0-1-8),10=641/0-2-0 (min 0-1-8) FORCES (Ib)-Max.Comp./Max.Ten -All forces 250(Ib)or less except when shown TOP CHORD 2-3=-1293/0,3-4=-1676/0,4-5=-1676/0 BOT CHORD 9-10=0/1293,8-9=0/1788,7-8=0/795 WEBS 4-8=-262/0,3-9=-534/0,5-8=0/951.5-7=-987/0,2-10=-1398/0 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)7,10. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard "k��'�° PRQFFSs �c\� t„ 'I? /�1 tr 85 5PE r 1,- OREGON ,� 4Q 1+ 60'12,2c, $� . t/OSEP H 0Y _ RENEWAL DATE: 12/31/2013 March 11,2013 1 AWARNING-Venfy 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint lliii designations shown on individual web and chord members are for compression buckling only.not forbuiltlmg stability bracing.Additional temporary restraint/ diagonal bracing to insure stability dunng 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,fabncation.quality control.storage �s�ay���+�e��ss//�� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI I,DSB-89 and BCSI(Building Component Safety Information)available from I Va/lWYi/lRp LLC __ SBCA at wwwsbcindustry.eom. _ _ Job Truss Truss Type Oty Ply Pulte-Summer CM bldg 14 main floor ■ e -- IW88242 81302214 C2 FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 970161129,Elk Roesler 7.250 s Aug 25 2011 MiTek Industries.Inc. Mon Mar 11 13:18:122013 Paaggee 1 ID:Oa_7jt 1_N Wj91 jddAvkYLhzmrmf-3 WwA8N LE23pEjMB F 1 mzv125f03hjHdG?jx7lrBzc?AH 2-7-12 I 2.8.0 I 2-4-12 I Scale=1:17.8 5x12 MT18H= 2x4 I I 5x12 MT18H= 2x4 I I 12x4 1. 2 3 4 5 8 LL- 9�' 5x12 MT18H= 7 t, 396= 3x4= e-1I2 2-8-4 1 5-4-0 I 10-5-0 19-94 1 2-9-4 2-6-12 5-1-0 0-1-4 0-1-12 Plate Offsets fX-YJ: (7:0-1-8.Edge) - LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.04 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 � Vert(TL) -0.14 8-9 >892 360 MT18H 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight:48 lb FT=0%F,0%E LUMBER BRACING -TOP CHORD 4 X 2 DF No.18Btr 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) 7=589/0-1-8 (min.0-1-8),9=566/0-2-0 (min.0-1-8) Max Gray 7=985(LC 2),9=962(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1029/1029,2-3=-2434/0,3-4=-2434/0,4-5=-934/934 BOT CHORD 8-9=0/2105,7-8=0/2030 WEBS 2-8=-696/1407,4-8=-614/1487,2-9=2314/0,4-7=-2162/0 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)7,9. 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 total drag load of 380 pif.Lumber DOL=(1 33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-7-0 for 380.0 plf. 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. LOAD CASE(S) Standard 7/". ..0�� fl J^NG)NFF,q 8 P �r OREGON �� 4ti i��'12,2O '}� `-OSE:PN Vi RENEWAL DATE: 12/31/2013 March 11,2013 A WARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03.11')before use Design r 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 gilt designations shown on indiwdual 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. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,I%&89 and SCSI(Building Component Safety Information)evadable from Lnt LLC w m SSCA at ww.sbcindustry.co . NM/l�aV /tN Job Truss Truss Type Qty Ply Pulte-Summer Crk bldg 14 main Boor 16486243 81302214 C FLOOR 18 1 a Job Reference(optional) Pro-Build Clackamas Truss,Cleckamas,OR 97016.1129,Eric Roesler 7.250 e Aug 25 2011 MITek Industries,Inc.Mon Mar 11 13:18:11 2013 Page 1 ' ID:EgNSAgOtTrNyVMXwygLf2xzmrg2-bKNowl LcH IhN5Cc3U3SgUrYUjiIWYDOsUHOC Ilzc?AI I 2-3-8 I I— 2-6-0 I I 2-3-8 I le Scale=1:28.4 3x6= 356= 3x8= 2x4 I I 3x8= 1 2 3 4 53x8 = 8 3x8= 7 • • • Met i .11 t•- //`N / N 400.......1.1*- - a e e 113x8 = 10 9a 8K 3x8= 3x8= 3x8= 358= 8-1-2 8-1-2 I 7-10-4 15.8-8 I I 7-10-4 7-10-4 Plate Offsets(X.Y): (2:0-1-LEdge].]3:0-2-4.Edge1.15:x2-4.Edge].(6:0-1-8.Edge],(8:0-3-8.EQQe1,19:0.1-8.Edge].U 1:0.1-8.Edge].L12:0-3-8.Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.17 10 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.31 10-11 >586 360 BCLL 0 0 Rep Stress Ina YES WB 0.35 Horz(TL) 0.06 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING •TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 12=843/0-2-0 (min.0-1-8),8=843/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1785/0,3-4=-3162/0,4-5=-3162/0,5-6=-1785/0 BOT CHORD 11-12=0/1785,10-11=0/2778,9-104/2778,8-9 /1785 WEBS 4-10=-259/0,3-11=-1072/0,3-10=0/415,5-10=0/415,5-9=-1072/0,2-11=0/445, 6-9=0/445,2-12=-1929/0,6-8=1929/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard \LPEQ PROF•¢"v\; 'cNG]N EF 3 s/O.1' 8 , V OREGON�1N �i y y122 + `JOSEPH 0� r RENEWAL DATE: 12/31/2013 March 11,2013 I 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 Ej 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 dunng 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 Safely Information)available from CONSIH 71 MI PLC SBCA at www.sbcindustry.com. Wl9aViIaRV Job Truss Truss Type Qty Ply Pulte-Summer Crk bldg 14 main Boor 16488244 1 81302214 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. Mon Mar 11 1316'14 2013 Page 1 ID:kXnOma47B2LS8UVazSKj2lzmrm a-Ov2xY3N Uag3yyfLe9B3N6TAwotKxlVBIAFcsv4zc?AF 2-3-8 2-8-0 I I 2-3-8 l • Scale=1728.4 3x8= 5x10 = 3x8= 2x4 II 3x8= 3x6= 1 2 3 4 5 e 6410 7 • • • i_ ii• i•1111 P.- 111. 100..14.10., ...... ..."" ta.116 il itil ••• II II e$ :1 --••-•-•-@.� • 10 9 8 k io.5x12= 4xe= 3x10= 4x8 = 5x12 = 8-1-2 8-1-2 I 2-9-8 I 7-10-4 I 12-11-0 1 _. 15-5-8 1 2-9-8 5412 5-0-12 2-9-8 Plate Offsets(X-Y): 12:0-3-4.Edue].16:0-3-4.Edge].[8:Edge.0-1-81j9:0-1-8.Edge].(11:0-1-8.Edge].[12:Edge.0-1-81 LOADING(psi) SPACING 2-0-0 CSI DEFL in (Ioc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.18 9-10 >843 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Hor2(TL) 0.04 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight.76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing W2:4X2DFNo.1&BtrG REACTIONS (lb/size) 11=1437/4-2-0 (min.0-1-8),12=-355/4-2-0 (min.0-1-8),8=605/0-2-0 (min.0-1-8) Max Horz 12=126(LC 2) Max Uplift 11=239(LC 8),12=1465(LC 7),8=109(LC 8) Max Gray 11=2177(LC 2),12=1012(LC 8),8=879(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=966/966,2-3=-1217/2620,3-4=-3293/1382,4-5=-2319/506,5-6=-2482/841, 6-7=-966/966 BOT CHORD 11-12=-3233/1693,11-13=-2580/1814,10-13=2580/3140,9-10=908/2951, 8-9=335/1880 WEBS 4-10=275/0,2-11=-1775/714,6-9=-190/478,2-12=-2359/3876,3-11=2472/353, 3-10=380/1747,5-10=-957/709,5-9=-1156/618,6-8=2032/363 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 239 lb uplift at joint 11,1465 lb uplift at joint 12 and 109 lb uplift at joint 8. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced '.... standard has been 1. ���o PR OF�C� 6)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 ` J6 -) loads along bottom chord from 0-0-0 to 4-2-0 for 1432.5 plf. \� �N�'(NF :;9 �O� 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 17 8)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement Ct : 5 • r at the bearings.Building designer must provide for uplift reactions indicated. 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 be attached to walls at their outer ends or restrained by other means. • LOAD CASE(S) Standard ✓OREGO �N �Q 1 (i�y 12 2� -(4 . �doSEPH 0' RENEWAL DATE: 12/31/2013 March 11,2013 1 0 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 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 budding 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,consul ANSiTPI 1,056-89 and BCSI(Budding Component Safety Information)available from CONSULTING LLC ww SBCA at w .sbcindustry.com. v I� Job Truss Truss Type Qty Ply Pulte-Summer Grit bldg 14 main hoof �f 16486245 81302214 CO FLAT 4 r - 2 Job Reference(Optional) Pro-Build Clackamas Truss.Clackamas.OR 97015-1129,Eric Roesler 7 250 s Aug 25 2011 MiTek Industries,Inc. Mon Mar 11 13:18:15 2013 Page 1 ID:5Vavpl8F0a_kEFOYI7 wulozmrmV-U5cJmPO6L CpapwgjvWcfhj4nGe8U?IRPvf 9RWzc?AE _ 8-1-2 5-3-7 1 10-5-1 _ + 15-8-8__ _ __ __ _I2 5-3-7 5-1-11 5-3-7 Scale=1:26.7 2x4 II 2x4 II 5x8= 1 25°8= 3 4 5 8 III 1 ° ° 11;,i1 18 e e 1_, 5x8 = 1 �x� 10 9 13 14 2x4 II 5x8= 2x4 II 8-1.2 8-1-2 I 5-3-7 I 10-5-1 I 12-0-0 ) 14-0-0 1 15-8-8 1 5-3-7 5-1-11 143.15 2-0-0 1-8-8 Plate Offsets(X.Y): (2:0-3-12.0-2-41.[5:0.3-12.0-2-4).(9:0-3-8.0-2-4).[10:0-3-8.0.2.41 LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Ildefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.31 9 >589 380 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.54 9 >337 240 BCLL 0 0 Rep Stress Incr NO WS 0.46 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:139 lb FT=10% LUMBER BRACING -TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, except BOT CHORD 2 X 6 DF 2250F 1.7E 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) 11=1118/0-5-8 (min.0-1-8),8=2210/0-5-8 (min.0-1-8) FORCES (Ib)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-11=-1098/0,2-3=-5666/0,3-4=-5666/0,4-5=-5666/0,5-8=-1190/0 BOT CHORD 9-10=0/5666 WEBS 3-10=-654/0,4-9=-397/0,2-10=0/5734,5-9=0/5734 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)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 ANSI/TPI 1. 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. PHQFe 8)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 Ib down at 12-0-0,and 800 lb 7,i;:c1C)G)N� sV/down at 14-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. � �N F• 9 LOAD CASE(S) Standard 2 $ P 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) /0" Vert:7.12=-10,1-2=-100.2-5=-100.5-6=-100 Concentrated Loads(Ib) Vert:13=-800(F)14=-800(F) 1 v OREGON,, <, 1,j, 6ZY12,20 . ' . `'OSEPN o ' RENEWAL DATE: 12/31/2013 March 11,2013 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 irt designations shown on individual web and chord members are for compression buckling only not forbuilding stability bracing.Additional temporary restramV diagonal bracing to insure stability dunng 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.fabncabon,quality control,storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DS&89 and SCSI(Budding Component Safety Information)available from CONSULTING ac SBCA atwww.sbcindustry.com. W Y 1fV Job Truss Truss Type Qty Ply Pude-Summer Crk bldg 14 main floor 16486248 81302214 CSTUB FLOOR 8 Job Reference(optional) Pro-Build Clackamas Truss,Cladamas,OR 97015.1129,Eric Roesler 7.250 a Aug 25 2011 MiTek Industries,Inc Mon Mar 11 13:16:16 2013 Page 1 ID EgN5AgOtTrNyVMXwyglf2xzmrq2-ylAhzlOk5IKgCzVOGclrBuGKZg?mDUibdZ5z,jrzc?AD I 2-3-8 I 2-60 2-3-8 • Scale=1'.26.6 3 x 8= 5x12 1147181.1= 3x8= 2x4 I I 2x4 I I 1 2 3 4 53x10 = 8 4x8= 7 8 ��. 12 3x8= 11 10 9 5x12 MT18H= 3x6= 3x8= 4x6 = 8-1-2 8-1-2 7-10-4 15-5-8 1¢818 7-10-4 7-7-4 --- 1' :0- - •r - 'r 1 .•r . -• •I - •r 10'0-1-8 . . 'r - , LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.16 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.30 11-12 >605 360 MT18H 220/195 BCLL 0.0 Rep Stress!nor YES WB 0.35 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight:77 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 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=-1701/0 BOT CHORD 12-13=0/1768,11-12=0/2744,10-11=0/2711,9-10=0/1701 WEBS 4-11=-259/0,3-12=-1053/0,3-11=0/396,5-11=0/431,5-10=-1091/0,2-12=0/438, 6-10=0/453,2-13=-1911/0,6-9=-1852/0 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)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 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)"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 A,90 PROp N0INE �0 : 52 • • OREGON, 45 lie 4/0122e°� 1/0SH EP � RENEWAL DATE 12/31/2013 March 11,2013 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 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. c`l y� delivery,erection.lateral restraint and diagonal bracing,consult ANSI/7P11,DS8-89 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 Failure to Follow Could Cause Property 1-10. 3/4' Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. (Drawings not to scale) ��1 Apply plates to both sides of truss 1. Additional stability bracing for truss system,a g.diagonal or X-bracing,is always required. See and fully embed teeth. ecsli. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral 1 ■ braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 0-/16 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced Provide 4. Provide copies of this truss design to the building designer,erection supervisor,property ■M. 4 Cut members mb rs other nightly a parse e 5. Cut members other bear tightly against each other. 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 plates 0-'nb'from outside a ®� O ANSI/TPI 1. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication.31111111MIL\I edge of truss. o 9. Unless expressly noted,this design ks not applicable for use with tire retardant,preservative o-a C6 C5-. 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 the practice is to camber for dead load deflection required direction of slots in 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. connector plates. 12. umbe 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 rated. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility ofothers. 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. 18.Use and umbersmayposeunaccepe. green may pose unacceptable environmental,health or performance CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use The first dimension is the plate CHORDS AND W S. 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 assumptoris leg spans.protiles,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. ii I Indicated by symbol shown and/or ESR-131 1,ESR-1352,ER-5243,9604B, 23.1t is extremely important to properly install ternporary lateral restraint and diagonal bracing,in by text in the bracing section of the accordance with BCSI-82 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 purin. 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 ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Com. p etent professional advice should be secured relative to these items. ��� reaction section indicates Joint 27 The accuracy of the truss design drawing relies upon accurate metal plate connector — number where bearings occur. desgn values as published by MiTek and accurate desgn values for solid sawn umber. Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for sl d 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 ANSUTPI 1 Section 6.3. Plate Connected Wood Truss Construction. Ziki DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 6300 Enterprise Lane• Guide to Good Practice for Handling, CCONSULTING LLC Installing&Bracing of Metal Plate Madison, WI 53719 Connected Wood Trusses. I • EIS/ CONSULTING ac DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81302215 MiTek 20/20 7.2 Pulte-Summer Creek bldg 14 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: 16486289 thru 16486292 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. .‘e�ED PROFFS � 001144.4.sioy_f 85525PE OREGON.z, �Q G�P 12 2°, "OSEPN O� I '11 '' " . 1/2013 March 11,2013 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 I Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Tru55 Type Oty Ply Pinta-Summer Creek beg 14 upper floor 16486289 81302215 A01-A 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. Mon Mar 11 13:19:11 2013 Page 1 ID:aORdn?kJIUZ7sy01 at38gazIE0s-KyFrialNWu3NghsNfOsgtno?90Dh0YP�LgI�jdJzc)7U 18-5>0- 3-2-4 1 _6-4-8 _ I 7-8-8 { 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 I 2x4 II 4x10= 4x4= 2x4 II 4x10 = 2x4 II 1 2 3 4 5 6 MIMI ME imm ee An ■`_ ii �=,Y Y r, Ft►/ 14 15 12 16 11 10 9 4xe = 8 4 x 8= 3x8 I I 7014 MT18H= 2x4 I I 4x4= 2x4 I I 18-5-0 18-5-0 I 1-4-0 1 2-8-0 13.2.4)3-10. 0 1 8.4.8 I 7-8-8 I 11-8-8 I 15-8-8 , 1-4-0 1-4-0 0-6-4 0-7-12 2.8.8 1-4-0 4-0-0 4-0-0 Plate Offsets(X.Y): [3:0-1-12.0-1-81.15:0-4-0.0-1-121.[7:0-1-12.0-2-0J.19:0-2-0.0-2-01.[11:0-7-0.0-3-41.[12:0-4-8.0-1-81 LOADING(psi) SPACING 1-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.29 10 >644 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.50 10 >368 240 MT18H 220/195 _ BCLL 0.0 Rep Stress Ina NO WB 0.64 Horz(TL) 0.06 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 1 (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 3-11-8 oc purlins, except BOT CHORD 2 X 6 DF 2250F 1.7E'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*Except* 646:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 13=2825/0-4-0 (min.0-1-8),7=1023/0-4-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-8929/0,3-4=-7271/0.4-5=-7271/0 BOT CHORD 13-14=0/8129,14-15=0/8129,12-15=0/8129,12-16=0/8129,11-16=0/8129,10-11=0/7339, 9-10=0/7271,8-9=0/3857,7-8=0/3857 WEBS 4-9=-410/0,3-10=-1472/0,2-12=0/1677,2-13=-8400/0,5-9=0/3587,5-7=-3955/0, 3-11=0/2474,2-11=0/928 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 0-4-0 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)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 �P03 PR OFF, standard ANSI/TPI 1. �'� G[N S/ 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �N Fig �� 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 17 be attached to walls at their outer ends or restrained by other means. Q : .25"E r 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2000 lb down at 3-10-0,and 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 - ✓OREGON 4% 1 43'Continued on page 2 4 t'0 112,21.\ 2.21. , ' JOSEPH p RENEWAL DATE: 12/31/2013 March 11,2013 !, 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 budding component.Appacabddy 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 �s�a�s��.f/.� 7�7/a/� delivery,erection.lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Budding Component Safety Information)available from CON.WLTI Y LLC SBCA at www.sbcindustry.coot. Job Truss Truss Type :Qty Ply Pufe-Summer Creek bldg 14 upper floor 2 (8486289 81302215 A01-A FLOOR 2 2 Job Reference(optional) Pro-Bald Clackamas Truss.Clackamas.OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc Mon Mar 11 13:19:12 2013 Page 2 ID:aORdn?kJIUZ7sy01 at3BgQzlEOs-o9pDvwX8fNVhJOyraaB6KOYKAd1 SS7fV6ykG9mzc77T LOAD CASE(S) Standard • 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-5,1-6=-50 Concentrated Loads(lb) Vert:14=-500(F)15=-500(F)16=-2000(F) • 1 i WARNING-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.Applicabdrty 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 ANSUTPI 1,008-89 and SCSI(Building Component Safety Information)available front CONS LTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summer Creek bldg 14 upper floor 18488290 B1302215 B3A 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.Mon Mar 11 13:19:13 2013 Page 1 ID:xdmxOW77aFKOUL3GtUSLZ3zIE0W-GLMc7GYmQgdYxAX28HjLsD5aW1 TaBZFeKcUghCzc?7S 2-5-4 I 2.8-0 2.8-0 s Scale=1.181 5x12 MT18H= 2x4 I I 5x12 MT18H= 3x8= 1 2 3 4 5 4 4 N c( i b ♦ • 7 3)48= [0* 5x12 MT18H= 5x12 MT18H= 18.5.0 18-5-0 I 2-9-12 I 5-4-8 I 7-11-4 10-9-0 _� 2-9-12 2.8-12 24312 2-9-12 Plate Offsets,(X.Y1: j6:Edge.0.1-81 j8:Edge.0-1-81 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.05 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.13 7-8 >934 360 MT18H 220/195 -BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 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) 8=578/0-4-0 (min.0-1-8),6=578/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown TOP CHORD 2-3=-1519/0,3-4=-1519/0 BOT CHORD 7-8=0/1156,6-7=0/1156 WEBS 2-7=0/391,4-7=0/391,2-8=-1240/0,4-6=-1240/0 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)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. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CA SE(S) Standard ��PEG R OFFS\ ct g 5♦ 9< Of f OREGON 14, lJZ '12,2Q" $- • `JOSEPH ), RENEWAL DATE: 12/31/2013 March 11,2013 4 8 AWARNING-Venfy 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 budding 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 ikif designations shown on individual web and chord members are for compression bucking 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,fabncation.quality control.storage. delivery.erection,lateral restraint and diagonal bracing,consult ANSI/TO!1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING arc SBCA at wvm.sbcindustry.dom. _ _ Job Truss Truss Type Qty Ply Pulte-Summer Creek bldg 10 upper Boor 16486291 91302215 C1 FLOOR 14 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries.Inc. Mon Mar 11 1319:15 2013 Page 1 ID MCS40Y27sAjaLoorYd02BizlE0T-DjUMYyZOyltGAUgQFilpxeArhq?SfMUxowzwm4zc?7Q 2-3-0 I I 1.40 11 2.640 2-6-0 Scale=1:20.2 2x4 I I 5x12 MT18H= 2x4 I I 3x8 = 2x4 I I 5x12 MT18H= 1 2 3 4 5 6 I III N 12 11 10 9 8 0' 2x4 I I 3x4= 2x4 I I 5x12 MT18H= 5x12 MT18H= 356 = 18-5-0 18-5-0 3-10-8 I 5-3-0 1 6-4-8 1 74.8 I 10-4-0 12-11-8 { _ 15-8-8 1 1-0-12 1-4-8 1-1-8 1-4-0 2-7-8 2-7.8 2-9-0 Plate Offsets(X.Y); 12:0-1-8.Edge].[3:0.1-8.0-0-0].j6:0-4-8.Edge].[10:0-1-8.Edge).[11:0-1-8.Edge].[12:Edge.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.17 9-10 >818 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.29 9-10 >479 360 MT18H 220/195 - BCLL 0.0 Rep Stress(ncr YES VVB 0.70 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER BRACING • TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=641/0-4-0 (min.0-1-8).12=641/Mechanical FORCES (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD 6-7=-626/0,2-3=-1405/0,3-4=-1405/0.4-5=-1278/0,5-6=-1278/0 BOT CHORD 11-12=0/1405,10-11=0/1405,9-10=0/1872.8-9=0/1872 WEBS 4-10=-591/17,2-12=-1534/0,6-8=0/1380,5-8=-272/0,4-8=-639/0 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)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)"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 QED PR OFF r`�4&NGINE��% cc 8j5P r 9i_ v OREGON,\ 4/ 1 °Z 1, 'jk • "OSEPH 0� RENEWAL DATE: 12/31/2013 • March 11,2013 f 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 ony.This design is based only upon parameters shown.and is for an individual building component.Applicability E o it f 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 forbuddmg 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� delivery.erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCS1(Building Component Safety Information)available from CONSIJLT/N6 LLC SBCA at www.sbcindustry.com. _._ Job Truss Truss Type Qty Ply Pulte-Summer Creek bldg 14 upper floor 16486292 B1302215 C FLOOR 26 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas-OR 970151129,Erie Roesksr 7.250 s Aug 25 2011 MiTek Industries.Inc.Mon Mar 11 13:19:14 2013 Page 1 ID IbZgRE3FOnzIbryDf12WG7z1E0R-kxw_KcYOB_IPZK5Ei 7EaPRdhDQjcwyCoZGDNDezc?7R l 0-9-0 1 2-6.0 1 1 1-4-0 I 2-4-8 1 ' Scale=1:28.4 54= 5x12 MT18H= 2x4 I I 2x4 I I 3x8= 3x6= 1 2 3 4 5 6 7 8 111191Wil oll oil.1 IP"--,./PL%0044444 iii i i i i..... N e e e• e kol 13 12 11 10 Fr. 8x8=5x12 MT18H= 34= 3x4= 3x8= 3x8= 18-5-0 18-5-0 1 1-3-0 1 8-4-8 1 7.8-8 1 10 -4.0 12-10-0 1 15-8-5 1 1-3-0 5-1-8 1-4-0 2-7-8 2b0 2-10-8 Plate Offsets(X,Y): [2:42-8,Edge],[4:0-1-8,Edge],[5:0-1-8,0-0-0],(6:0-2-12,Edge],[7:0-1-8,Edge],[9:0-3-8,Edge],(10:0-1-8,Edge],(11:0-1-8,Edge],[12:0-1-8,Edge],[14:0-3-8 .Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.22 10-11 >838 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.42 10-11 >437 360 MT18H 220/195 BCLL 0.0 Rep Stress Ina: YES WB 0 51 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E - LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=850/0-4-0 (min.0-1-8),9=850/0-4-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD 2-3=-856/0,3-4=3124/0,45=3124/0,5-6=-3124/0,6-7=1891/0 BOT CHORD 13-14=0/811,12-13=0/2296,11-12=0/3124,10-11=0/2854,9-10=0/1891 WEBS 4-12=-266/0,6-11=-56/593,6-10=-1039/0,7-104/445,3-12=0/1006,3-13=-1555/0, 2-13=0/623,2-14=-1179/0,7-9=2028/0 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)"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 �,ktO PROFFs � 0N�NEF9s/o/ � 8 '5P v,OREGON ., 4/ 1+ /4 '12,2.C/'\ '1I `/OSEPH Oft." - RENEWAL DATE: 12/31/2013 March 11,2013 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 valid for use with MiTek connector plates only This design is based only upon parameters shown.and is for an individual building component Applicabilny I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint iliki 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 dunng 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 I.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 Failure to Follow Could Cause Property 13/4" Center plate on joint unless x,y offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. (Drawings not to scale) I4 Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See and fully embed teeth. scsli. 2. Truss bracing must be designed by an engineer For wide truss spacing,individual lateral 1 braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 0-X16 1 2 3 considered TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses Millilin 4. Provide copies of this truss design to the building designer,erection supervisor,property---,r owner m members rsother nightly a parties. 5. Cut membe s to bear tightly against each other 16,1111Aiip, o 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint locations are regulated by ANSUTPI 1. For 4 x 2 orientation,IOCOte 7. Design assumes trusses will be suitably protected from the environment in accord with U plates 0-146"from outside n U 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 0 edge of truss, 0 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative C7-6 C6-7 C5-6 .2 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 practice is to camber for dead load deflection. required direction of slots in 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requiremen . 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 loft.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 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before 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. 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 E$R-131 1,E$R 1352,ER-5243,96048, 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in ,� by text in the brocin section of the accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). bracing 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 pudin. 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 ©2011 DrJ Consulting, LLC All Rights Reserved fabricator. Competent rofessional advice should be secured relative to these items. ■�■ reaction section indicates joint mPe p number where bearings occur. 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 sold sawn lumber Design values(E.Emin,Fb.Fc,Fcp.Ft,and Fv)for solid sawn lumber and approved, r�� I grade stamped,fie finger jointed lumber shall be as defined by the grade stamp p or to cross cutting and in accordance with the published values of lumber roes writing Industry Standards: agencies approvd by the Board of Review of the American Lumber Standards ANSI/TPI l: 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 BCSII: Building Component Safety Information, Guide to Good Practice for Handling, 6300 Enterprise Lane' Installing&Bracing of Metal Plate CONSULTING LLC Madison, WI 53719 Connected Wood Trusses. _ Zit RECEIVED APR 15 2013 CONSULTING LLC CITY pFTIGARD LUILDhVG DIVIS�p DrJ Consulting, LLC N 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81302216 MiTek 20/20 7.2 Pulte Summer Creek bldg 14 roof 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: 16486460 thru 16486475 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. ���ED PROFES c ANGINEE. S)0 85525PE f OREGON NN �Q j' ' 12 2°{ 4 `iOSE-H 0� HEN !* /2013 Av March 11,2013 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 I.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 I Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Thus Type Qty Ply Putte Summer Creek bldg 14 roof 16486460 +81302216 A01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Claclamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:34:24 2013 Page 1 ID:psYpOtL_XY7VhnhSwsUJYaz gerh-Ph4iUjvg2ay5UY72RQoyfFQSyR2adn7dewj1 WEzc_0z 1:::g19 f;0 j 39-0-0 I 19-6-0 19-6-0 Scale 3/16"=1' 5x6 = 6.00 12 16 17 15 .� 14 18 13 19 5x8 12 20 11 • 21 5x8• 10 22 9 ��. 111111111111111� 23 • 8 24 7 25 •B 5 4 111128 /►. w�.������∎.��o�w������w�����∎o∎�����.������o�000���∎■������..w���o�1 ly 5x12 = 5x12== 88 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 38 35 34 33 32 31 5x8 = . I 39-0-0 39-0-0 Plate Offsets(X,Y): 12'42-4.Edge],110:0-4-0.0.3-01 122:0-4-0.0-3-01[30:0-2-4,Edgel.144:0-4-0.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.00 1 n/r 180 MT20 220/195 'TCDL 10,0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.00 1 n/r 180 BCLL 0.0 ' Rep Stress Ina Yes WB 0.10 Horz(TL) 0.05 43 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Wlnd(LL) -0.00 1 n/r 90 Weight:303 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.16Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purtins. BOT CHORD 2 x 4 DF No.16Btr G BOT CHORD Rigid ceiling directly applied or 3-4-7 oc bracing. WEBS 2 x4 DF Std G WEBS 1 Row at midpt 16-44,15-45,14-46.17-43.18-42 OTHERS 2 x 4 DF Std G'Except 16-44:2 x 4 DF No.16Btr G WEDGE Left:2 X 6 DF No.2,Right 2 X 6 DF No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz 2=138(LC 15) Max Uplift All uplift 100 lb or less at joint(s)45,47,48,49,50,51,52,53,54,55,56,57,43,41,40,39,38,37,36,35,34,33,32 except 2=-2053(LC 11),30=-2004(LC 14),31=-124(LC 17) Max Gray All reactions 250 lb or less at joint(s)44.45,46,47,48,49,50,51,52,53,54,55,56,57,43,42,41,40,39,38,37,36, 35,34,33,32 except 2=2197(LC 10),30=2108(LC 9),31=260(LC 28) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4572/4372,3-4=4023/3819,4-5=-3695/3627,5-6=-3369/3338,6-7=-3048/3049,7.8=-27332771, 8-9=-24132489,9-10=21252223,10-11=-1820/1940,11-12=-1523/1660.12-13=-1222/1379,13-14=-924/1101, 14-15=-626/826,15-16=-328/536.16-17=328/503,17-18=-626/813,18-19=-924/1079,19-20=-1222/1349, 20-21=-1523/1622,21-22=-1820/1892,22-23=21252174,23-24=-2413/2441,24-25=-27142723, 25-26=-3012/3001,26-27=-3320/3288,27-28=-3646/3565,28-29=-3973/3870,29-30=-4527/4374 BOT CHORD 2-57=-3850/4041,56-57=-3460/3581,55-56=-3194/3341,54-55=-2927/3074,53-54=-2660/2807, 52-53=-23942541,51-52=-21272274,50-51=-18602007,49-50=-1595/1742,48-49=-1328/1475, 47-48=-1062/1209,46-47=-795/942,45-46=-528/675,44-45=-262/409,43-44=-262/409,42-43=-528/675, A r PRoC 41-42=-795/942,40-41=-1062/1209.39-40=-1328/1475.38-39=-1595/1742,37-38=-1861/2007. (``G F�' 36-37=-2127/2274.35-36=-2394/2540,34-35=-2661/2807,33-34=-2927/3074.32-33=-3167/3340, c, ``GINE- 31-32=-3461/3580,30-31=-3873/4040 C. 0` F9 0� NOTES W 9 85 5 P E 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:100mph;TCDL=4.2psf;BCOL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-nse)gable end zone:cantilever left and right exposed; / Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable, or consult qualified building 4)115.01b AC unit load placed onsthe bottom echord!19-6-0 from left end,supported at two points,5-0-0 apart. - ti OREGON <Q 5)All plates are 2x4 MT20 unless otherwise indicated. V 4 `'(Y 12 Zc +-k 6)Gable requires continuous bottom chord beanng t✓ 7)Gable studs spaced at 1-4-0 oc. °S 1-1 Q 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 9)•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 o 10)A plate rating reduction of 20%has been applied for the green lumber members. NENEWAL DATE: 12/31/2013 11)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 lb uplift at joint(s)45.47.48.49.50.51.52.53.54.55.56.57.43. 41.40,39.38.37.36.35.34.33,32 except(jt=lb)2=2053,30=2004.31=124. March 1 1,201 3 12)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1 13)This truss has been designed for a total drag load of 200 ph Lumber DOL=(1.33)Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from I 14)"SergiligicloRtamealkwevAtcreeigthaatshikarleed end imysoodakWaysa9digrtllwawieyarslamdulispr.tlPtlYednoesSheet(rev 03-11')before use Design • Gontinu2Q4h page 0r 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 mit designations shown on individual web and chord members are for compression buckling only,not forbidding 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 dragonal bracing.consult ANSI/7N1,DSB-69 and BCSI(Building Component Safety Information)available from Maltu/LTiNG tic SBCA at www.sbcindustry.com. - frV/fiv I� Job Truss Truss Type pity Ply Pune Sumner Creek bldg 14 roof 16486460 .81302216 A01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7 250 s May 11 2011 MiTek Industries,Inc Mon Mar 11 1434:25 2013 Page 2 ID:psYpOtL_XY7VhnhSwsUJYxzgerh-tte4i3wSpt5x6hiE_8JBCTzdirOpMENmsaSa2gzc Oy LOAD CASE(S) Standard • 1 I AWARNING-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 Emit 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 dunng 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 ANSIlTPI 1,D513-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.abcindustry.com. _ VV/NYi RY • Job Truss Truss Type Qty Ply Puke Summer Creek bldg 14 roof 16486461 .81302216 A01A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries.Inc. Mon Mar 11 14:34:27 2013 Page 1 ID:psYpOtL_XY7VhnhSwsUJYxzgerh-gGmg7yiLVLfL?sd6ZMfHu2yCe3Hg8t3Kuxh6Zzc Ow . -1__::: 19-6-0 I 39-0-0 19-6-0 19-6-0 Scale:3/16'=1' 5x6 = 6.00 12 18 17 15 :, 14 18 13 19 8x6 y 12 20 11 21 5x6 10 22 d �� 23 24 7 11111111:8 28 5 27 4 za R1.00%."2 �,�/�/1 _ IIl1A1�`o 5x12 = 5s12 = 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 5x6 = 39-0-0 39-0-0 Plate Offsets(X,Y): 12:0-2-4,Edge),[10:0-3-0,0-3-0),122:0-3-0,0-3-01 130:0.2.4,Edge1,1440.3-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ion) I/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.00 1 n/r 180 MT20 220/195 'TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.00 1 n/r 180 BCLL 0,0 • Rep Stress'nor Yes WE 0.10 Horz(TL) 0.05 43 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight 303 lb FT=10% LUMBER BRACING TOP CHORD 2x4 DF No.16Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. BOT CHORD 2 x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-4-7 oc bracing WEBS 2 x4 DF Std G WEBS 1 Row at midpt 16-44,15-45 14-46.17-43.18-42 OTHERS 2 x 4 DF Std G'Except* 16-44:2 x 4 DF No.1 RBtr G WEDGE Left:2 X 6 DF No.2,Right:2 X 6 OF No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz 2=138(LC 15) Max Uplift All uplift 100 lb or less at joint(s)45,47,48,49,50,51,52,53,54,55,56,57,43,41,40,39,38,37,36,35,34,33,32 except 2=-2053(LC 11),30=-2004(LC 14),31=-124(LC 17) Max Gray All reactions 250 lb or less at joint(s)44,45,48,47,48,49,50,51,52,53,54,55,56,57,43,42,41,40,39,38,37,36, 35,34,33,32 except 2=2197(LC 10),30=2106(LC 9),31=260(LC 28) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4572/4372,3-4=-4023/3919,4-5=-3695/3627,5-6=-3369/3338,6-7=-3048/3049,7-8=-2733/2771, 8-9=-24132489,9-10=-21252223,10-11=-1820/1940,11-12=-1523/1660,12-13=-1222/1379,13-14=924/1101, 14-15=-626/826,15-16=-328/536,16-17=-328/503,17-18=-626/813,18-19=-924/1079,19.20=-1222/1349, 20-21=-1523/1622,21-22=-1820/1892,22-23=-21252174,23-24=-24132441,24.25=-27142723, 25-26=-3072/3001,26-27=-3320/3288,27-28=-3646/3565,28-29=-3973/3870,29-30=-4527/4374 BOT CHORD 2-57=-3850/4041,56-57=-3460/3581,55-56=-3194/3341,54-55=-2927/3074,53-54=-2660/2807, 52-53=-23942541,51-52=-21272274,50-51=-1860/2007,49-50=-1595/1742,48-49=-1328/1475, 47-48=-1062/1209,46.47=-795/942,45-46=-528/675,4445=-262/409,43.44=-262/409,42-43=-528/675, Q.0Q PR()Fee, 4142=-795/942,40-41=-1062/1209,39-40=-1328/1475,38-39=-1595/1742,37-38=-1861/2007, 36-37=-2127/2274,-32=-2467/3580,30-31=-3873/4040 34-35=-2661/2807.33-34=-2927/3074,32-33=-3167/3340, W\co �NGIN�F9 d/O9 NOTES - • •7 T 1)Unbalanced roof live loads have been considered for this design. / 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II,Exp B;enclosed;MWFRS(low-rise)gable end zone:cantilever left and right exposed. Lumber DOL=1.33 plate grip DOL=1.33 , 3)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable. or consult qualified building designer as per ANSI/TPI 1, 1/ OREGON 2 4)115.OIb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. L- v N. <(/ 5)All plates are 2x4 MT20 unless otherwise indicated. 14 �(�- 2 201 6)Gable requires continuous bottom chord bearing. tJ V 7')Gable studs spaced at 1-4-0 oc Os PH 0 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)•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. p� 10)A plate rating reduction of 20%has been applied for the green lumber members. RENEWAL DATE: 12/31/2013 t1)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)45.47 48,49.50.51,52,53.54,55.56,57,43, 41,40,39,38,37,36,35.34,33,32 except(jt=lb)2=2053.30=2004,31=124, Marcel 1 1,2013 12)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)This truss has been designed for a total drag load of 200 plf Lumber DC/L=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 1 1 14)"SergCkigidORNbsSakYesAhdeetghrpsl$Ilatleataea mat imtgsoddabWmsenekIgAtteasneyeralareduilesf6t s,ERttme}ne$heet(rev.03-11')before use Design COntinun page 0r 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 mit 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 CONSOLING LLC SBCA at www.abcindustry.com. __ , Job Truss Truss Type Oty Ply Putts Summer Creek bldg 14 roof 18486481 «B1302216 AO1A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:34:27 2013 Page 2 ID:psYpOtL_XY7VhnhSwsUJYnz gerh-gGmg7lyiLVLfL?sd6ZMfHu2yCe3Hg8t3Kuxh6Zzc Ow LOAD CASE(S) Standard • • 1 f 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 ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONS11l aQU, SBCA at www.sbcindustry.com. VYY//fNYfflliillllllAA Job Truss Truss Type Oty Ply Putte Summer Creak bldg 14 roof 16486482 .81302216 A02 DOL.FINK 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackilmes,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:34:28 2013 Page 1 ID:Lg_RBYLLmE7e3e7GM8z4?kzgeri-ISKCK5zK6oTWz9RpgGtug5b492KXZUVOZYhEf?zc Ov 1-0-9 7-10-13 t 14-0-0 ( 19-8-0 25-0-0 31-1-3 ) 39-0-0 �0 1-0-0 7-10-13 6-1-3 5-6-0 5-6-0 8-1-3 7-10-13 i • Scale:3/18'1' 5x8= 6.00 lic 8 O. 2x4 II 2x4 II 3x8 i 5 7 3x8 4 8 3x4 3x4 3 9 ``10 2 -/ B Ve �`./ 11r 5x12 = 15 14 18 17 18 19 13 12 5x12 lit 2x4 II 806 = 6x6= 2x4 II 7-10-13 14-0-0 I 25-0-0 ` 31-1-3 39-0-0 - 7-10-13 8-1-3 11-0-0 6-1-3 7-10-13 Plate Offsets(X,Y1: 12:0.2-4,Edael.110:0.2-4.Edget[13:0.2-12,Edgel 114:0-2-12,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def1 Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.42 13-14 >999 240 MT20 220/195 'TCDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -1.11 13-14 >418 180 BCLL 0.0 • Rep Stress Incr Yes \NB 0.52 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 200 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 CIF No.18BV G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins BOT CHORD 2 x 4 DF No.18Btr G'Excepr BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 13.14:2 X 6 DF No.2 WEBS 2 x 4 OF Std G'Except' 6-13,6x14:2 x 4 OF No.18139 G REACTIONS (lb/size) 2=2008/0-5-8(min.0-2-2).10=2008/0-5-8(min.0-2-2) Max Horz 2=-128(LC 6) Max Uplift2=-270(LC 5).10=-270(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3619/365,3-4=-3040/274,4-5=-2872294.5-6=-30421421,6-7=-3042/421,7-8=-2872294,8-9=-3040/274, 9-10=-3619/366 BOT CHORD 2.154-338/3109,14-15=-338/3109,14-16=-37/1964,16-17=-37/1964,17-18=-37/1964,18-19=-37/1964. 13-19=-37/1964,12-13=-210/3109,10-12=-210/3109 WEBS 6-13=-215/1333,7-13=-422/241,9-13=-591233,9-12=0/254,6-14=-216/1333,5-14=-422241,3-14=-591/233, 3-15=0/254 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph,TCDL=4.2psf:BCDL=6 Opsf;h=258.Cat.II,Exp B',enclosed,MWFRS(low-rise)gable end zone;cantilever left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33 3)115.01b AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points.5-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �(�C D PR QFF 5)•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 s and any other members.with BCDL=10 Opsf c ' GNGINEF W..% 6)A plate rating reduction of 20%has been applied for the green lumber members. �(. , #9 *� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=270,10=270 8)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10 2 and referenced standard ANSI/TPI 1 8 •5PE 9� 9)'Fix heels only"Member end fixity model was used in the analysis and design of this truss / LOAD CASE(S) Standard q, OREGON �Q 14, (i<f'12,2�, .�. . 1jOSEP14 Oti RENEWAL DATE 12/31/2013 March 11,2013 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint git 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/a���� delivery,erection.lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTIAN�LLC SBCA at www.sbcindustry.com. tW1114iV �Y Job 'Truss Truss Type Oty Ply Pulte Sumner Creek bldg 14 roof 16486463 .IB1302216 A02A DBL.FINK 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackanlas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 1434:29 2013 Page 1 ID:Lg_RBYLLmE?e3e7GM8z4?kzgeri-metbvQzzt6bNaJ00D_O7MJ7FvSgmbdMnCQnBSzc Ou 1-0-9 7-10-13 ) 14-0-0 19-6-0 { 25-0-0 ) 31-1-3 39-0-0 40 0 Q 1-0-0 7-10-13 6-1-3 5-6-0 5-8-0 8-1-3 7-10-13 i-0-d • Sale:3118"-1' 586= 8.00 12 6 2x4 II 2x4 II 3x6 i 5 7 3x6 4 a O ee 3x4 ! 3x4 - 3 9 10 wY+� 2 :N4444144441444%Er I ` 11 d /:5x12 15 14 16 17 1S 19 13 12 5x12 ` 2x4 II 8x8= 508= 2x4 II 7-10-13 j 14-0-0 ) 25-0-0 ' 31-1-3 39-0-0 • 7-10-13 6-1-3 11-0-0 8-1-3 7-10-13 Plate Offsets(X,V): (2:0-2-4,Edge1,[10:0-2-4,Edgel,113:0-2-12,Edge1114;0-2-12,Edge1 LOADING(pot) SPACING 2-0-0 CSI DEFL in (loc) ((deft Ud PLATES GRIP TCLL 250 Plates Increase 1.15 TC 0.58 Vert(LL) -0.42 13-14 >999 240 MT20 220/195 -TCDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -1.11 13-14 >418 180 BCLL 0.0 • Rep Stress Ina Yes WB 0.52 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight:200 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. 13-14:2 X 6 DF No.2 WEBS 2 x 4 DF Std G*Except' 6-13,6-14:2 x 4 OF No.1&Btr G REACTIONS (lb/size) 2=200810-5-8(min.0-2-2),10=2008/0.5.8 (min.0-2-2) Max Horz 2=-128(LC 6) Max Uplift 2=-270(LC 5),10=-270(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3619/365.3-4=-3040/274,4-5=-2872/294,5-6=-3042/421,6-7=-3042/421,7-8=-28721294,8-9=-3040/274. 9-10=-3619/366 BOT CHORD 2-15=-338/3109,14-15=-338/3109,14-16=-37/1964,16-17=-37/1964,17-18=-37/1964,18-19=-37/1964, 13-19=-37/1964,12-13=-210/3109,10-12=-210/3109 WEBS 6-13=-215/1333,7-13=422241,9-13=-591233,9-12=0254,6-14=-216/1333,5-14=-422/241,3-14=-591/233, 3-15=0/254 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph,TCDL=4.2psf;BCDL=6.Opsf;h=255;Cat.II;Exp 8;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)115.01b AC unit load placed on the bottom chord,19-8-0 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E4 P �� 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 FS' and any other members,with BCDL=10.Opaf. �\�� NGI NFL S/O 6)A plate rating reduction of 20%has been applied for the green lumber members Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=270,10=270. -. 8)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Q' : 2 PE 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard OREGON ,. 0Q 1 ' 12,2t, - - "OSEPN 06 _ RENEWAL DATE: 12/31/2013 March 11,2013 � 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 Muck 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 mit 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?PI 1.DS&89 and BCSI(Building Component Safety Information)available from MCI 1J �LLC SBCA at www.sbcindustry.com. V�//��Yi Job Truss Truss Type ply Ply Pulte Summer Creek bldg 14 roof 16486464 81302216 A03 DBL.FINK 5 I Job Reference(optional) Pro-Build Clackamas Truss,Clackamas.OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries.Inc Mon Mar 11 14:34:29 2013 Page 1 ID:Lg_RBYLLmE?e3e7GM8z4?kzgeri-metbY0zzt6bNaJ00D_O7MJ7FMSgkIx7MnCQnBSzc Ou 7-10.13 14-0-0 19-6-0 25-0-0 31-1-3 39.0-0 ) 4yl1� 7-10-13 6-1-3 5-8-0 5-6-0 6-1-3 7-10-13 -- Scale=1:63.2 5x8= 8.00 12 5 di 2x4 11 2x4 11 3.6 i 4 6 3x8 3 7 O er. , 3x4-:---- 3x4 2 a 1 9 1101117A g 1:11144111111411111111111111441111141111111141411111111111411114111 Lr lig24. i 5x12 = 14 13 15 16 17 18 12 11 5x12 2x4 II exe= ea = 2x4 II 7-10-13 , 14-0-0 25-0-0 31-1-3 39-0-0 7-10-13 8-1-3 11-0-0 8-1-3 7-10-13 Plate Offsets(X,Y): I1:0-2-4,Edgel,(9:0-2-4,Edge].112:0-2-12,Edgel.113:0-2-12,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) gdee Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.42 12-13 >999 240 MT20 22W195 9CDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -1.12 12-13 >415 180 BCLL 0.0 • Rep Stress lncr Yes WB 0.56 Horz(TL) 0.18 9 n/a n/a BCOL 10.0 Code IRC2006/TP12002 (Matrix) Weight:198 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 Off No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOT CHORD 2 x 4 OF No.18Btr G'Excepr BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 12-13:2 X 6 OF No.2 WEBS 2 x 4 OF Std G'Except' 5-12,5-13:2 x 4 DF No.18Btr G REACTIONS (lb/size) 1=1926/Mechanical.9=2016/0-5-8 (min.0-2-2) Max Horz 1 -138(LC 6) Max Uplift 1=-215(LC 5).9=-270(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3680/382,2-3=-3070/281,3-4=-29036301,4-5=-3071/427.5-6=-3059/422,6-7=-2889/295,7-8=-3057/275, 8-9=-3635/367 BOT CHORD 1-14=-355/3175,13-14=-355/3175,13-15=-40/1979,15-16=10/1979,16-17=-40/1979,17-18=40/1979, 12-18=-40/1979,11-12=-212/3123,9-11=-212/3123 WEBS 5-12=-215/1333,6-12=-422241,8-12=-591233.8-11=0/254.5-13=-220/1353,4-13=117239.2-13=-636/247, 2-14=0/260 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-05,100mph,TCDL=4.2psf,BCDL=6 Opsf:h=25ft:Cat.II,Exp B,enclosed,MWFRS(low-rise)gable end zone,cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3)115 Olb AC unit load placed on the bottom chord.19-6-0 from left end.supported at two points,5-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` c p P R Ore 5)'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 P `- and any other members,with BCDL=10.Opsf Co GINS s/ 6)A plate rating reduction of 20%has been applied for the green lumber members r - �� F9 Qn 7)Refer to girder(s)for truss to truss connections. ;V 9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=215,9=270. CC 8 P 1- 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/I-PI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard 1_ d OREGON , / 14 ,i'�y 12 20, -4\ - 'JOSEPH O RENEWAL DATE: 12/31/2013 March 11,2013 ■ • VWARNING-Venfy 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 paramelers 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 Ejillt 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, 7� delivery.erection,lateral restraint and diagonal bracing,consult ANSI/I-PI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING Lcc SBCA at www.sbcindustry.com. ___ lfi� Job Truss Truss Type City Ply Puha Summer Creak bldg 14 roof 16406465 81302216 AO3A DOL.FINK 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clatlraees,OR 97015-1129,tom 7 250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 1434:30 2013 Page 1 ID:Lg_RBYLLmE?e3e7GM8z4?kzgeri-ErRzlm beQjECTbCnhvMvWg06sOz1ONVOsALjuzc Ot 7-10-13 ( 14-0-0 ) 19-8-0 j 25-0-0 j 31-1-3 39-0-0 TV 7-10-13 8-1-3 5-8-0 5-8-0 6-1-3 7-10-13 Scale=1:83.2 5x6= 8.00 r1T 5 L111. 2x4 II 2x4 II 3x8 4 4 6 3x6 3 7 d O 3x4 i 3x4 2 8 1 •8,� T 9 R1 Et `4% i 5x12 = 14 13 15 18 17 18 12 11 5x12 254 II 8x8= 8x6 = 2x4 II 7-10-13 14-0-0 25-0-0 j 31-1-3 39-0-0 7-10-13 8-1-3 11-0-0 8-1-3 7-10-13 Plate Offsets(X,Y): I1:0-2-4,Edge],[9:0-2-4,Edge,(12:0-2-12,Edgel(13:0-2-12,Edge] LOADING(Cis}) SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.42 12-13 >999 240 MT20 220/195 •CDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -1.12 12-13 >415 180 BCLL 0.0• Rep Stress Ina Yes WB 0.56 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 198 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G"Except BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 12-13:2 X 6 OF No.2 WEBS 2 x 4 DF Std G*Except' 5.12,5.13:2 x 4 DF No.18Btr G REACTIONS (lb/size) 1=1926/Mechanical,9=2016/0-5-8(min.0-2-2) Max Horz 1=-138(LC 6) Max Uplift 1=-215(LC 5),9=-270(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3680/382,2-3=-3070281,3-4=-2903/301,4-5=-3071/427,5-6=-3059/422,6-7=-2889/295,7-8=-3057/275, 8-9=-3635/367 BOT CHORD 1-14=-355/3175,13-14=-355/3175,13-15=-40/1979,15-16=-40/1979,1647=-40/1979,17-18=-40/1979, 12-18=-40/1979,11-12=-212/3123,9-11=-212/3123 WEBS 5-12=-215/1333,6-12=-422/241,8-12=591233,8-11=0/254,5-13=-220/1353,4-13=-417/239,2-13=-636247, 2-14=0/260 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind.ASCE 7-05:100mph:TCDL=42psf:BCDL=6.Opsf,11=25R;Cat.II,Exp B.enclosed.MWFRS(low-nse)gable end zone.cantilever left and right exposed. Lumber DOL=1 33 plate grip DOL=1 33 3)115.0lb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points.5-0-0 apart 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads `�CO PRQ- 5)•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 C. t= C5+ and any other members,with BCDL=10.Opsf. �\C " .iGIN ' 6'j' 6)A plate rating reduction of 20%has been applied for the green lumber members. y' 9 7)Refer to girder(s)for truss to truss connections. (V 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=215,9=270. Q' 8 25PE r 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ■ OREGON ,. '9 '1'12,2° �. - �doSEp% RENEWAL DATE: 12/31/2013 March 11,2013 • aWARNING-Veny 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 ft 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 COYc�uLn1�y� ac SBCA at www.sbcindustry.com. L _ Job Truss Truss Type Qty Ply Pulta Summer Creek bldg 14 roof 16486466 .81302216 A04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackarnas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:34:32 2013 Page 1 ID:paYpOtL_XY7VhnhSwsUJYxzgerh-ADZ)AS0rA1 zyRmlbv6xq_xlpxfnXVP6oTAfSomzc_0r I1-0-9 19-6-0 I 39-0-0 1-0.0 19-6-0 19.6.0 Scala:3/16'1' 5x8= 6.00 12 16 17 15 .! 14 16 13 19 5x8 1:-.- 12 20 11 21 5x8 10 22 g I •�� 23 ' 8 24 7 25 ill 8 26 5 27 4 28 2 /, = 11'':_ 70 31 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= 39-0-0 - 39-0-0 Plate Offsets(X,V): [2:0-2-4,Edgel,110:0-4.0,0-3-01,[22:0-4-0,0-3-01,[30:0-2-4,Edgel,[45:0-4-0,0-3-01 LOADING(par) SPACING 2-0-0 CSI DEFL to (loc) Udell Ud PLATES GRIP TCU. 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) 0.00 30 n/r 180 MT20 220/195 -TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) 0.00 30 n/r 180 BCLL 0.0' Rep Stress Ina Yes WB 0.10 Horz(TL) 005 44 n/a n/a BCOL 10.0 I Code IRC2006/TP12002 (Matrix) Wind(LL) 0.00 31 n/r 90 Weight:304 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc puffins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-4-12 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 16-45,15-46,14-47,17-44,18-43 OTHERS 2 x 4 DF SW G'Except 16-45:2 x 4 DF No.1&Btr G WEDGE Left:2X6OFNo.2,Right 2 X 6 OF No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz 2=-128(LC 17) Max Uplift All uplift 100 lb or less at joint(s)46,48,49,50,51,52,53,54,55,56,57,58,44,42,41,40,39,38,37,36,35,34, 33,32 except 2=-2055(LC 11),30=-2040(LC 18) Max Gray All reactions 250 lb or less at joint(s)45,46,47,48,49,50,51,52,53,54,55,56,57,58,44,43,42,41,40,39,38,37, 36,35,34,33,32 except 2=2197(LC 10),30=2197(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4568/4375,3-4=-4019/3923,4-5=-3691/3631,5-6=3365/3342,6-7=-3043/3060,7-8=-27272782, 8-9=-2413/2500,9-10=2125/2233,10-11=1820/1951,11-12=-1523/1671,12-13=1222/1389,13-14=924/1111, 1415=-626/836,15-16=-328/547,16-17=328/513,17-18=-626/824,18-19=-924/1090,19-20=1222!1359, 20-21=-1523/1632,21-22=-1820/1896,22-23=21252178,23-24=-24132445,24-25=27142727, 25-26=-3012/3005,26-27=3310/3293,27-28=3636/3582,28-29=-3964/3874,29-30=4513/4372 BOT CHORD 2-58=-3851/4056,57-58=-3461/3596,56.57=3194/3356,55-56=-2927/3089,54-55=-26612823, 53.54=-23942556,52-53=-21272289,51-52=-18612023,50-51=-1595/1757,49-50=1329/1491, 48-49=-1062/1224,47-48=-795/957,46-47=-529/691,45-46=-262/424,44-45=-262/424,43-44=529/691, PRO Fc 4243=-795/957,41-42=-1062/1224,40-41=-1329/1491,39-40=-1595/1757,38-39=-1861/2022, ,/.(A..0 FS 37-38=-21272289,36-37=-23942555,35-36=26612822,3435=-2927/3089,33-34=-3194/3355, c ' GINE tr> 32-33=-3461/3622,30-32=3851/4055 / (;N E . O4 NOTES Q' : 2 PE f 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL 'i.Opsf;h=255;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable. le or consult qualified building designer as per ANSI/TPI 1. 4 OREGON Cr 4)115.OIb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. h i/ N 5)All plates are 2x4 MT20 unless otherwise indicated. '9/1./ o(,,9 2 2N 4 6)Gable requires continuous bottom chord bearing. rf (GT' s)Gable studs spaced at 1-4-0 oc. OSEpo 8)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. C r 9)'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. 10)A plate rating reduction of 20%has been applied for the green lumber members. f ENEWAL DATE: 12/3 1/2 01 3 1-1)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,48,49.50.51,52,53,54,55,56,57,58,44, March 2� 3 42,41,40,39,38,37,36,35,34,33.32 except(jt=lb)2=2055,30=2040 12)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)This truss has been designed for a total drag load of 200 pit Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 1 1 14)"Seri'lrig8lApilNWesktaayhrfee l9hrpesMtl/tbstaea was lrwt gsnodab'aesresaekigrtteaneyanoarchllesigrix ttierelnas9;heet(rev.03-11)before use.Design 0Ontinuti page tLr use with MiTek connector pixies only This design is based only upon parameters shown.and is for an individual building component Applicability E o it f 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. Q,. flM�a/� delivery.erection,lateral restraint and diagonal bracing.consult ANSVTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSI/L@ LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Puha Summer Creek bldg 14 roof 16486466 ,81302216 A04 GABLE 1 1 Job Reference(optional) Pro-Budd Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:34:32 2013 Page 2 ID:psYpOtL_XY7VhnhSwsUJYxzgerh-ADZjASOrA1 zyRmlbv6xa_xlpxfnXVP6oTANSomzc_Or LOAD CASE(S) Standard 1 1 AWARNING-Venfy 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 Emit 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.fabncation,quality control,storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1.DSB-89 and BCSI(Budding Component Safety Information)available from VVl1 CO 4`Y Lfl1Y6 ac SBCA at www.sbcindustry.com. W Job Truss Truss Type DV Ply 'Putts Sunnier Creek bldg 14 roof 16488487 .81302216 AO4A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:34:35 2013 Page 1 I D:psYpOtL_XY7 Vhnh SwsU JYxzgerh-boF soU2jTyLXI ET9a EVXcZNKBtoEi IrEA8t6O5zc_0o 1I1-0 9 19-8-0 j 39-0-0 4I71 1-D o 19-8-0 19-6-0 i Scale:3/16"=1' 5x6= 6.00 12 16 17 15 I- 74 • 16 13 19 5x8 12 20 11 21 5x8 10 22 9 �� �O 23 8 24 7 25 •aiiri 8 26 5 27 4 28 2 r✓ 3/,i/�/j �1^1M'1a.� 30 31 n 5x12 5x12 58 57 56 55 54 53 52 51 50 49 46 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 5x6= I 39-0-0 - 39-0-0 Plate Offsets(X.V)' 12:0-2-4,Edael.110:0-3-0,0-3-01.122:0.3-0.0.3-01(30:0-2-4,Edgel.(45:0.3-0,0.3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (toc) men L/d PLATES GRIP TCLL 250 Plates Increase 1.15 TC 0.40 Vert(LL) 0.00 30 n/r 180 MT20 220/195 -TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) 0.00 30 n/r 180 BCLL 0.0 • Rep Stress Ina Yes WB 0.10 Horz(TL) 0.05 44 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Wind(LL) 0.00 31 n/r 90 Weight:304 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3-4-12 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 16-45,15-46,14-47,17-44,18-43 OTHERS 2 x 4 DF Std G'Except 16-45:2 x 4 DF No.18Btr G WEDGE Left:2 X 6 DF No.2,Right:2 X 6 OF No.2 REACTIONS All bearings 39.0-0. (Ib)- Max Horz 2=-128(LC 17) Max Uplift All uplift 100 lb or less at joint(s)46,48,49,50,51,52,53,54,55,56,57,58,44,42,41,40,39,38,37,36,35,34, 33,32 except 2=-2055(LC 11),30=-2040(LC 18) Max Gray All reactions 250 lb or less at joint(s)45.46,47,48,49,50,51,52,53,54,55,56,57,58,44,43,42,41,40,39,38,37, 36,35,34.33.32 except 2=2197(LC 10).30=2197(LC 9) FORCES (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4568/4375,34=-4019/3923,4-5=-3691/3631,5-6=-3365/3342,6-7=-3043/3060,7-8=-2727/2782, 8-9=-2413/2500,9-10=-2125/2233,10-11=-1820/1951,11-12=-1523/1671,12-13=-1222/1389.13-14=-924/1111, 14-15=-626/836,15-16=-328/547,16-17=-328/513,17-18=-626/824,18-19=-924/1090,19-20=-1222/1359, 20-21=-1523/1632,21-22=-1820/1896,22.23=-21252178.23-24=-24132445,24-25=-27142727, 25-26=-3012/3005,26-27=-3310/3293,27-28=-3636/3582,28-29=-3964/3874,29-30=-4513/4372 BOT CHORD 2-58=-3851/4056.57-58=3461/3596,56-57=-3194/3356,55-56=-2927/3089,54-55=-26612823, 53-54=-23942556,52-53=-21272289,51-52=-18612023.50-51=-1595/1757,49-50=-1329/1491, Il 48.49=-1062/1224,47-48=-795/957,46-47=-529/691,45-46=-262/424,44-45=-262/424,43-44=-529/691, (C `9 PR ucz-S 42-43=-795/957,41-42=-1062/1224,40-41=-1329/1491.3940=-1595/1757,38-39=-18612022. i C 32 38=-2121/3622.3632=-2394/2055 35-36=-2661/2822,34-35=-2927/3089,3334=-3194/3355. �\�� �CNO NEF9 cr/" NOTES 1)Unbalanced roof live loads have been considered for this design. Cr Q' 8 25 P� f 2)Wind:ASCE 7-05;100mph;TCDL=4.2pst BCDL=6.Opsf;h=2511;Cal.II;Exp B;enclosed;MWFRS(low-rise)gable end zone.cantilever left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face).see Standard Industry Gable End Details as applicable. or consult qualified building designer as per ANSI/TPI 1. s OREGON Q 4)115.0Ib AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points.5-0-0 apart. (/°<Y y < 5)All plates are 2x4 MT20 unless otherwise indicated. 9/L t 2 20'\ .. ' 6)Gable requires continuous bottom chord bearing. J L 2 Gable studs spaced at 1-4-0 oc. OSCpN Q 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C I' 9)•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. 10)A plate rating reduction of 20%has been applied for the green lumber members. RENEWAL DATE: 12/3 1/2 013 1.1)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,48,49,50,51,52,53,54,55,56,57,58,44, 42,41,40,39,38,37,36,35,34,33,32 except(jt=lb)2=2055,30=2040. March 1 1,201 3 12)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1 13)This truss has been designed for a total drag load of 200 p1f.Lumber DOL=(1 33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 1 a 14)"Se giMJRRNWiakaecyhdeeashIpaetaNAtbatYae end ern[gsroodetsWasw igrteaaanetyaiefamduAeAlys.rFlssmdmeetheet(rev 03-11')before use Design Continui page 0r 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.abcindustry.com. _ Job Truss Truss Type Oty Pty Putt.Summer Creek bldg 14 roof 16486467 .B1302216 AO4A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamae,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:34:35 2013 Page 2 ID:psYpOtL XY7VhnhSwsUJYxz gerh-boFsoU2jTytXIET9aEVXcZNKBtoEiIrEA8t6O5zc Oo LOAD CASE(S) Standard A 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,census ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from MYlaaa n�ae LLC SBCA at www.sbcindustry.com. _ W/f�iVi ICY Job Truss Truss Type Qty Ply Putte Summer Creek bldg 14 roof 16486468 .81302216 E01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015.1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:34:35 2013 Page 1 ID:2bb0HySdQJGDGAtByF8QPrzgerY-boFsoU2jTyLXIET9aEVXcZNOyttkim0EA816O5zc Oo I -0-9-0 I 5-6-0 I 11-0-0 ( 11-9-0 0-9-0 5-6-0 5-8-0 0-9-0 454= Scale=1.23.4 6 2x4 11 r, 7 2x4 II 5 6.00 2x4 II 62x4 II 4 t 2x4 11 • y2x4II 3 12 .A ■ ■ ■ ■ ■ 10 ■ ■ ■ ■ ■ ■ ■ 11 _ 16 17 1e 15 14 13 12 _ 3x6 2x4 I I 2x4 I I 2 x 4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 3x6 I 11-0-0 I - 11-0-0 Plate Offsets(X.Y): t212-3-9.0-1-81.11013-3-9,0-1A LOADING(pat) SPACING 2-0-0 CSI • DEFL in (loc) Udefi lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.03 Vert(LL) -0.00 10 n/r 180 MT20 220/195 -TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) -0.00 10 ilk 180 BCLL 0.0 • Rep Stress Ina NO WB 0.02 Florz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.00 10 nit' 90 Weight 54 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF 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 11-0-0. (lb). Max Harz 2=109(LC 4) 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(a)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)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-05;100mph,TCDL=4.2psf,BCDL=6.Opsf;h=25ft;Cat.II,Exp B,enclosed;MWFRS(low-rise)gable end zone,cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3)Gable requires continuous bottom chord bearing. 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.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. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10,16,17,18,14,13,12. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard ,<C,Q•�'D PRoF' �,\� r GIN�E9 /o-� 85 5PE r ;L OREGON 4(1 Q - `iOSEPVA 0) RENEWAL DATE: 12/31/2013 March 11,2013 1 AWARNING-Venfy 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 Ealt 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.fabncation,quality control,storage p��s�. delivery,erection.lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from VON.SUL77NO ac l . _ SBCA at www.sbcindustry.com. 1 Job Tens Truss Type Qty Ply Pune Summer Creek bldg 14 roof 16486469 ,81302216 E01-A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129.tom 7 250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:34:36 2013 Page 1 I D:2bbO HySd QJGD GAIByF 80 P rzgerY-3?o E 0q3 M E GTOw02M8yOm8nwbiH DzRDGOOodfxYzc_0n 1 -0-9-0 I 5-6-0 I 11-0-0 i 11-9-0 0-9-0 5-6-0 5-6-0 0-9-0 4x4= Scale-1:23.4 6 2x4 I I I, 7 2x4 I I 5 6.00 12 hi 2x4 II 82x4 11 4 2x4 11 hilli 0 2x4 11 2 .11 111111111 . lir ` 10•_ 18 17 16 15 14 13 12 3x8 2x4 H I 2x4 I t 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 3x8_ I 11-0-0 I 11-0-0 Plate Offsets(X,Y): 12:0-3-9,0-1-81,1110D-3-9,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 IC 0.03 Vert(LL) -0.00 10 rift" 180 MT20 220/195 -TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) -0.00 10 NI' 180 BCLL 0.0 • Rep Stress Inv NO WB 0.02 Horz(TL) 0.00 10 Na Na BCDL 10.0 Code IRC2009R P12007 (Matrix) Wnd(LL) 0.00 10 Nr 90 Weight 54 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 8.0.0 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G REACTIONS All bearings 11-0-0. (Ib)- Max Horz 2=109(LC 4) 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)2.10,15,16,17,16 14,13.12 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05,100mph.TCDL=4 2psf:BCDL=6.Opsf:h=25ft.Cat.II,Exp B.enclosed.MWFRS(low-rise)gable end zone.cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3)Gable requires continuous bottom chord bearing. 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.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. 6)A plate rating reduction of 20%has been applied for the green lumber members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10.16.17,18.14,13,12. 8)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 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss cs LOAD CASE(S) Standard <C 1,0D PROFFCV Co kkG1N4- la Q 8 PE C 4 A v •-EGON,. Q� 14 12 201 .}'� - `iCISEPH 4� RENEWAL DATE; 12/31/2013 March 11,2013 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 rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint isi 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,OSB-e9 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.abcindustry.com. __ _ Wnw �IIeY Job Truss Truss Type Qty Ply Puke Summer Creek bldg 14 roof 16486470 ,81302218 E02 HOWE 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackarnas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 143437 2013 Page 1 I D:2bbDFySdQJGDGAtByF8QPrzgerY-XBMcDA4_?ZbFYXdYhfX?h_SgQgSfAXKXdSMDT_zc_0m 2-8-14 5-8.0 8-3-2 11-0-0 2-8-14 2-9-2 2-9-2 2-8-14 4x6 I I Scale=1:23.6 3 6.00 12 3x8% 3x8 2 -r it 411 1,. ■■ 1■1 ■ .1 5 r �111L=111�JII IIL1111,a la �, 9 ,0 11 12 ►� PIA HUS26 6 HUS26 7 6 HUS26 , 7x14 MT18H i 34 I I 6x8 = 3x8 7x14 MT18H■.' HUS26 HUS26 ` 2-8-14 { 5-6-0 8-3-2 11-0-0 2-8-14 2-9-2 2-9-2 2-8-14 Plate Offsets(X,Y): [1:0-4.11,Edge1[2:0-2-0,0-1-81[3:0-2-8,0.2.01,[4:0-2-0,0.1-81,15:0-4-11,Edgel,16:0-4-12,0-1-81,17:0.4-0,0-4-121,18:0-4-12,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (toc) Udell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.06 7-8 >999 240 MT20 220/195 -TCDL 10.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.13 7-8 >940 180 MT18H 220/195 BCLL 0.0 • Rep Stress Ina- NO WB 0.61 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:118 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD 2 X 6 DF 2250F 1.7E SOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. WEBS 2 x 4 DF Std G'Except' 3-7:2x4DFN0.18BtrG WEDGE Left:2 x 4 DF Std,Right:2 x 4 DF Std REACTIONS (lb/size) 1=5398/0-5-8 (min.0-4-4),5=6550/0-5-8(min.0-4-14) Max Harz 1=-136(LC 12) Max Uplift 1=-3626(LC 15),5=-3852(LC 18) Max Gray 1=7984(LC 10),5=9136(LC 9) FORCES )lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-12261/5681,2-3=-7839/3202,3-4=-7843/3202,4-5=-12399/5710 BOT CHORD 1-9=-4765/10160,8-9=-3601/8915,8-10=-2887/8201,7-10=-2195/7509,7.11=-1448/6909,6.11=-30378498. 6-12=-4260/9721,5-12=-4625/10086 WEBS 3-7=-11788031,4-7=-2632/729,4-6=-623/2890,2-7=-2473/698,2-8=-5982763 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. 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 ��� PRQF.Ss provided to distnbute only loads noted as(F)or(B),unless otherwise indicated 9,0) �' 3)Unbalanced roof live loads have been considered for this design. tN 4)and ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft:Cat.II,Exp B,enclosed,MWFRS(low-nee)gable end zone,cantilever left and right exposed; �" 04 EF19 01 Lumber DOL=1.33 plate grip DOL=1.33 rir .� 5)All plates are MT20 plates unless otherwise indicated. Q ?a • C 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. / 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=3626,5=3852. OREGON Q 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. �/[- to y 4/ 11)This truss has been designed for a total drag load of 700 pd.Lumber DOL=(1.33)Plate grip DOL=(1 33) Connect truss to resist drag loads along bottom chord from 9w- G(,,1 Z r�Q� �� 0-0-0 to 10-11-7 for 703.0 plf. IV J 4 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. OSEP%1 Q 13)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) G r{� A03(1 ply 2 x 4 DF)to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. Hawk DATE; 12/31/2013 LOAD CASES) Standard 1)Regular Lumberincrease=1.15,Plate Increase=1.15 March 11,2013 Uniform Loads(p10 Vert:1-3=-70,3-5=-70,1-5=-20 4 f WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design continu page tir 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 27, siliiN , 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?PI 1,DSB-89 and SCSI(Building Component Safety Information)available from Mao! TINAac , SBCA at www.sbcinduslry.com. CONSULTING . 5 Job Truss Truss Type `Qty Ply Pulls Summer Creek bldg 14 roof 16486470 781302216 E02 HOWE 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackames,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:34:37 2013 Page 2 10:2bbDHySdQJGDGAtByFBQPrzgerY-XBMcDA4_?2bFYXdVhfX?h_SgQgSfAXKXdSMDT zc Om LOAD CASE(S) Standard Concentrated Loads(lb) Vert:6=-2200(F)9=-2200(F)10=-2200(F)11=-2200(F)12=-2200(F) 1 I 4 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 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-69 and BCSI(Building Component Safety Information)available from Mal�s/s 11rsAe/f LLC SBCA at www.sbcinduslry corn. _ _ YVf�iYif fl�V Job Truss Truss Type Oty Ply Pute Surmnr Creek bldg 14 roof 1 16488471 1302216 E02-A HOVVE 1 2,Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc Mon Mar 11 14.34:38 2013 Page 1 ID:2bbDHySdQJGDGAtByFBQPrzgerY-?Nw_RV4cltj59hCkFM2EEC?r94ouv_ahs66m?Qzc 01 2-8-14 ( 5-6-0 8-3-2 ( 11-0-0 2-8-14 2-9-2 2-9-2 2-8-14 1x8 I I Sub=1:23.6 3 Li ■ 3.00 ,2 3x6 i 3116 4 -1 tr 411111N0 ,► ■ .■. ■&II . 5 1►�III■!=111=1.J11 III?_ 1iiM I'i =, 9 3 ,0 , „ 6 12 =� MIS HUS26 3x3 I HUS28 exe = 3x6 II HUS26 7xt4 MT16H i 7x14 MT18H O HUS26 HUS26 2-8-14 I 5-8.0 8.3-2 11-0-0 - 2-8-14 2-9-2 2-9.2 2-8-14 Plate Offsets(X,Y): 11:04-11,Edgel.12:0-2-0,0-1-81,(3:0-2-8.0-2-0],14 0-2-0,0-1-81(5:0-4-11,Edgel,f6.0-4-12,0-1.81(7:0+0,0-4-121.18:0.4-12.0.1.81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 , Vert(LL) -0.06 7-8 >999 240 MT20 220/195 -TCDL 10.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0 13 7-8 >940 180 MT18H 220/195 BOLL 0.0 ' Rep Stress Incr NO WB 0.61 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:118 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.16Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD 2 X 6 DF 2250F 1.7E BOT CHORD Rigid ceiling directly applied or 9-5.12 oc bracing. WEBS 2 x 4 DF Std G'Except' 3-7:2 x 4 DF No.1&Btr G WEDGE Leh 2 x 4 DF Std,Right:2 x 4 DF Std REACTIONS (lb/size) 1=5398/0-5-8(min.04-4),5 550/0-5-8(min.04-14) Max Horz 1=-138(LC 12) Max Uplift 1=-3626(LC 15),5-3852(LC 18) Max Gray 1=7984(LC 10),5=9136(LC 9) FORCES (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-12261/5681,2-3=-7839/3202,3-4=-7843/3202,4-5=-12399/5710 BOT CHORD 1-9=4765/10160,8-9=-3601/8915,8-10=-2887/8201,7-10=-2195/7509,7-11=-1448/6909,6-11=-30378498, 6-12=4260/9721,5-12=4625/10086 WEBS 3-7=-1178/6031,47=2632/729,4-6=-623/2890,2-7=-2473898,2-8=-598/2763 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. t� 11 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 �L 9 r R u�-- provided to distribute only loads noted as(F)or(B),unless otherwise indicated •t- F ,� 3)Unbalanced roof live loads have been considered for this design. c' G►NF v/ 4)Wind:ASCE 7-05,100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B:enclosed.MWFRS(low-rise)gable end zone;cantilever left and right exposed: (\ �N F9 0 Lumber DOL=1.33 plate grip DOL=1.33 9 5)All plates are MT20 plates unless otherwise indicated. C. 8 e 5 P r 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=3626,5=3852. a 10)This truss is designed in accordance with the 2009 International Residenbal Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. d©REGON r` 11)This truss has been designed for a total drag load of 700 p3.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 703.0 plf. 9A- C y 1 2 Z� !�� 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 'Y`JOSEPH 0 13)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 fruss(es) A03(1 ply 2 x 4 DF)to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. RENEWAL DATE 12/31/2 013 LOAD CASE(S) Standard 1)Regular Lumber Increase=1.15,Plate Increase=1.15 March 11,2013 Uniform Loads(plf) Vert:1-3=-70,3-5=-70,1-5=-20 a WARNING-Verify design parameters and read notes on this Truss Design Drawing and included OrJ Reference Sheet(rev.03-1 T)before use Design C`ontinu pale 0r use with MiTek connector plates only.This design is based ony 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 ji71 i;Yel 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 1,091389 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. _ __ __ Job Truss Truss Type alp Ply Puke Sunnier Creek bldg 14 roof 16486471 .91302216 E02-A HOWE 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7 250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14.34:38 2013 Page 2 ID:2bbDHySdQJGDGAtByF8QPrzgerV-?Nw_RV4cItj59h CkFM2 EEC?r94ouv_ahs66m?Qzc_01 LOAD CASE(S) Standard Concentrated Loads(lb) Vert 6=-2200(F)9=-2200(F)10=-2200(F)11=-2200(F)12=-2200(F) 1 a WARNING-Verify design parameters and read notes on this Truss Design Drawing and included orJ Reference Sheet(rev.05.111 before use Design Emit 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,consuk ANSI/TPI t,DS&89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Thus Type Oy Ply Pulte Sumner Creek bldg 14 roof 16486472 $1302216 LO1 GABLE 1 1 Job Reference(optional) Pm-Build Clackamas Truss,Clackamaa,OR 97015-1129.tom 7.250 s May 11 2011 MiTek Industries,Inc Mon Mar 11 14.34.39 2013 Page 1 I D:Xo9bVITF Bc04uKS N Wygly2zgerX-TZU NerSE WArynmxp4ZTmPY3QU Dieacg4rluJXtzc_Ok -0-9-0 j 2-9-4 I 568 638 0-9-0 2-9-4 2-9-4 0-9-0 Scale=1:14.5 4x4= 3 r1 e.w 12 2x4 II 2x4 II iii 4 2 { 1 '- i i i �_ 5 I,0•0 0. morA„,,,,,„,.... 2x411 62x4 II 2x4 II 1111%1A. 111111111%A. 3x10 = 3x10= 2-9-4 1 5-6-8 I 2-9-4 2-9-4 Plate Offsets(X,Y): [2:0-10-3,0-1-21,14:0-10-3.0-1-21 LOADING(pat) SPACING 2-0-0 CSI DEFL in (11x:) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.00 6 >999 240 MT20 220/195 '-TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0• Rep Stress Ina Yea WB 0.05 Horz(TL) 0.00 4 Na Na BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight 24 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18BV G TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc punlns. BOT CHORD 2 x 4 DF No.1e91r G BOT CHORD Rigid ceiling directly applied or 5-8-2 oc bracing WEBS 2x4DFStdG OTHERS 2 x 4 OF Std G REACTIONS (tb/size) 2=297/0-5-8 (min.0-1-9),4=297/0-5-8 (min.0-1-9) Max Hoe 2=-56(LC 11) Max Uplift 2=-1266(LC 15),4=1268(LC 18) Max Gray 2=1482(LC 10),4=1482(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2219/1992,3-4=-2219/1992 BOT CHORD 2-6=-1416/1571,4-6=-1416/1571 NOTES 1)Unbalanced roof live loads have been considered for this design 2)Wind.ASCE 7-05,100mph,TCDL=4.2psf.BCDL=6.Opsf;h=25ft.Cat.II,Exp B,enclosed.MWFRS(low-rise)gable end zone cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face).see Standard Industry Gable End Details as applicable. or consult qualified building designer as per ANSI/TPI 1 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf 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. f�c 0 Or" 7)A plate rating reduction of 20%has been applied for the green lumber members. (C`C- C 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except 6t=lb)2=1266,4=1266. A s/O 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1 ? y 10)This truss has been designed for a total drag load of 625 p8 Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-6-6 for 625.0 plf. 25•E '>y( 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard L d ORE �Q T4, o0s 12G:11:49,;„1 'jam `�OSE RENEWAL DATE: 12/31/2013 March 11,2013 i iiWARNING-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 Emit 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 tic SBCA at www.sbcinduslry.com. Job Truss Truss Type Qty Ply Pulte Summer Cask bldg 14 roof 16486473 a13022I6 L02-A GABLE 1 1 Job Reference(optional) Pm-Build Clackamas Truss,Cladumas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries.Inc. Mon Mar 11 14.34:39 2013 Page 1 ID:Xo9bVITFBc04uKSNWygfy2zgerX-TZUNer5E WArynmxp4ZTmPY2 BU DTeahg4mrJXtzc_Ok 2-2-4 4-11-8 2-2-4 2-9-4 404 = Scale=1:14.2 3 E6.00 112 4x6 G 2 1 j 4 11. llikihhh.. SxB 7 II 11101M 52x4 II 8 111111 .441. 3x10= 2-2-4 4-11-8 � 2-2-4 2-9-4 Plate Offsets(X,Y): (1:0-5-14,Edgel.14:0-10-3,0-1-21 LOADING oaf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 5 >999 240 MT20 220/195 TTCDL 10.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0• Rep Stress Ina- Yes WB 0.05 Horz(TL) -0.00 1 Na n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 20 lb FT=10% LUMBER BRACING TOP CHORD 2 it 4 DF No.16Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc pudins. BOT CHORD 2 it 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing WEBS 2x4DFStdG SLIDER Lett 2 X 6 DF No.2 1-3-0 REACTIONS (Ib/size) 4=207/0-5-8 (min.0-1-9).1=211/Mechanical Max Horz 4-172(LC 11) Max Uplift 4-1300(LC 18),1=-1296(LC 15) Max Gray 4=1477(LC 9),1=1480(LC 10) FORCES (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-2129/1943,1-2=1770/1575,2-3=1030/880 BOT CHORD 1-5=-943/1072.5-7=1177/1256,4-7=-1585/1714 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05,100mph:TCDL=4.2psf.BCDL=6.Opsf,h=25ft:Cat.II,Exp B,enclosed.MWFRS(low-rise)gable end zone,cantilever left and nght exposed. Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=1300,1=1296. ��Q C p PROF ss 8)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. i` F 9)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 Cj rNGINF', /O 0-0-0 to 4-4-8 for 625 0 plf c\ 4 R 1 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. GV r LOAD CASES) Standard Q •5PE OREGON Q '\ Ile 12 20 -�'- `OSEPr+ o� RENEWAL DATE 12/31/2013 March 11,2013 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 rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint gii 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 1,058.89 and BCSI(Budding Component Safety Information)available from CONSULTING LLC SBCA at www.sbandustry.com. _ Job Truss Truss Typo Oty Ply Puke Summer Creek bldg 14 roof 16486474 ,81302216 201 MONO TRUSS 1 1 Job Reference(optional) Pro-Build Clackamas Truss.Clacicamss,OR 97015-1129.tom 7.250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:34:40 2013 Page 1 1D:Xo9bVITFBc04uKSNWygfy2zgerX-xm2IrB6sHUzpP?M7Nn4iJd4HcuavNle_JQbt4Jzc Oj -0-9-0 1-0-0 0-9-0 1-0-0 Scale=1:7.4 3 8.00 12 2 4 354= 1-0-0 1-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) -000 2 >999 180 .BCLL 0.0• Rep Stress Incr Yes WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:4 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=121/0-5-8 (min.0-1-8),4=20/0-5-8 (min.0-1-8) Max Horz 2=62(LC 5) Max Uplift 2=-57(LC 5),4=-10(LC 5) Max Gray 2=121(LC 1),4=21(LC 2) 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=6.Opsf:h=25ft:Cat.II,Exp B.enclosed.MWFRS(low-rise)gable end zone.cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 6)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard PR OFe 2 8 P 9< " OREGON (eiQ 94. `IOSEPH Oti RENEWAL DATE: 12/31/2013 March 11,2013 t r aWARNING-Veny design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev 03-11'1 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.cansut ANSIrrPI 1,DSB-89 and BCSI(Budding Component Safety Information)available from LLC SBCA at www.$bcindustry com, Job Truss Truss Type Oty Ply Putt*Summer Creek bldg 14 roof 16486475 81302216 Z MONO TRUSS 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc. Mon Mar 11 14:3439 2013 Page 1 I D:Xo9bVITF BcO4uKSN Wygfy2 zgerX-TZUNer5E WArynmxp4ZTmP V6oUF PeaOg4mrJXtzc_Ok I -0-9-0 , 3-0-0 0-9-0 3-0-0 Scale=1113.7 2x4 11 4 0100 PP 3 e.00 12 2 ■ ■ 3x4 — 6 5 2x4 11 I 3-0-0 3-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udee Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 04 Veft(LL) -0.00 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0 03 Vsrt(TL) -0.00 2-6 >999 180 -BCLL 0.0 • Rep Stress Incr Yes WB 0 00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight.13 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTORS (lb/size) 2=191/0-5-8 (min.0-1-8),6=127/0-5-8(min.0-1-8) Max Horz 2=101(LC 5) Max Uplift 2=-45(LC 5),6=-46(LC 5) 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=6.Opsf:h=25ft;Cat.II',Exp B;enclosed,MWFRS(low-rise)gable end zone,cantilever left and right exposed Lumber DOL=1 33 plate grip DOL=1 33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2.6 6)This truss is designed in accordance with the 2006 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSUTPI 1 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard .<c- ,e,cO PROF C3 t,N4 GIN /, •25PE 4 OREGON 7+ G012 261 `OsEPH 04 RENEWAL DATE: 12/31/2013 March 11,2013 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 I 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 forbuBtling 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?PI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING S L1/NG PLC SBCA at www.sbcindustry.com. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' Center plate on joint unless x,y offsets are indicated. I 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) U,4 Apply plates to both sides of truss I 1. Additional stability bracing for truss system,e.g diagonal orX-bracing,is always required. See and fully 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 0-1/1 6 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced Int Proves. 4. Provide copies of this truss design to the building designer,erection supervisor,property I� 4 Cut members mb rs other nightly a parse e 5. Cut members to bear tightly against each other. IL\1111111100p p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O w 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 U I plates 0-1,16"from outside U ANSI/TPI 1. edge of truss. 0 8. Unless olhenvise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 0 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative 07-8 Cad r— 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 practice is to camber for dead load deflection. required direction of slots In 8 5 it.Plate type,size,orientation and location dimensions indicated are minimum plating requirernen . connector plates. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 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 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before 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 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 �// y y ESR 131 1,ESR 1352,ER 5243,96048, 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 dearspan 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 I scissor type busses 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 4111%=0 reaction section indicates joint C 2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. 1=111M 1111 number where bearings occur. 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. pram Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, y4y 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/TPI 1 Section 6.3 Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC 11311kii BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to Good cice for Handling, i CONSULTING LLC Madison, WI 53719 Installing&Bra racinging of f Metal Plate Connected Wood Trusses. .. 15118 IL 15-11-8 J • REGULAR 4-3/16"HEELS REGULAR 4-3/16"HEELS i UN i7EEMI I 61 MUMEO 64 Mil III 2 . MO= '' MOM < ‘,1 A 11 Immo - - Elm 8 IIII Iii iii(5) . ( ) AoA r2 I Alilik. AAA 8Zill=�....._ l • ��1�E!�— 5-6-8 4-11-8 10-5-0 11-0-0 4-11-8 1 5-6-8 , 10-11-8 2X4 VENTS & BLOCK PROVIDED AT TRUSS HEELS-TYPICAL ALL UPPER ROOF COMMON TRUSSES 200 PLF DRAG APPLIED DESIGNED FOR FURNACE PLATFORM TO MAIN UPPER GE TRUSSES PER PLAN SPECS PULTE . SUMMER CREEK TOWNHOMES BLDG-14 ROO PROBUILD CLACKAMAS TRUSS JOB# B1302216 ' 16-0-0 t 15-11-0 - Ir UNIT BM UNIT B • LOT 48 LOT 64 I 15-9-0 r.�. TRUSS SPAN 15-8-8 TRUSS SPAN o a th 1-1.4"X 14"RIM HERE 1-1/4"X 14 RIM HERE , i . j - ,L 1 1 JL - U 6 U U `n G 12'-0"0/C FROM CENTER GO 2' "O/C FROM CENTER Z FI 0 THE BUILDING OF T E BUILDING 0 10 380 PLFNDRAG C-DRAG C-D,RAG 380 PL DRAG Z ill : I C C + t f o 9 Q 1 C C,. _ a 0 _ o o (� ' Q M c 1 v Pa CC 24 W . SE 2'-0"O/C FROMW � LU USE 2'-0"O/C FR•' _CENTER OF FIRST s - C'T _ CENTER OF FIRS 7 - • - , . _ Z C3 "C-STUB"UP TO TYPE"C"BEHIND ¢ e}I k -.0 TYPE"C"BEHIND n - , "C DRAG" ' CG CG 'iZ V t 1•-6-12 _ 411 ! a —7---- CO LM V U C2 C2 3-1/2"BEAM-UP STUB INTO BEAM USE HU-46 10-5-0 5-6-8 5-7-0 10-4-0 TRUSSES STUBBED BACK 3-1/2"HERE FOR BEAM UP . PUL TE HOMES ' t .SUMMER CREEK BLG 14 MAIN FLOOR JOB# 81302214 1 15-11-0 16-0-0 1 UNIT BM UNIT B • - LOT 48 - LOT 49 9 FRAMING BY FRAMING BY 9 OTHERS OTHERS 1-1/4"x 14"RIM HERE 1-1/4"x 14"RIM HERE miir____ w cria,-8 - •ROP Magi NM Mil min 7-10-4 ui i A01-A 1-1-8 A01-A ii _ o_ � o a I. 3-6-8 11.1. 7M .."11.1. 7M .."1=1 C° V. o ri a 4 I 4 =®°-4 ; zt -swim . .,,,j :.ul 4 kil__0 r,.,..., I._ MIME! 3-6-8 OMMINO O MMINIE •IE IIMIIMMEIM I _ _ MM. - -- MIMI MEM B3A i-v4"x I °R/M I B3A I 1-1/4"X 14''RIM 1 1 1-I/4"X14"RIM 1 10-11-8 4-11-8 1 2X6 STRONG BACKS ARE SUMMER CREEK BLDG 14 UPPER FLOOR STRONGLY RECOMMENED PROBUILD#81302215 U TO CONTROL ANY BOUNCE OR DEFLECTION IN FLOOR - .