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Plans (2) .4457^0zo /3 - 9(0 I BEGEt VED CONSULTINGccc APR 15 2013 CITY of TIGARD Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81302217 MiTek 20/20 7.2 Pulte-Summer Creek blag 13 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: 16498438 thru16498443 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. � c.O PR Oft S �. �NGINEF�4 s/09 cr 85525PE 1+ 11•1224 "OSEPH RENEWAL DATE: 12/31/2013 March 13,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Truss Design Drawings.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. r a Job Truss Truss Type oty Ply Puae-Summer Creek blag 13 main floor 18498438 B1302217 CI FLOOR 8 1 Job Reference(optional) • Pro-Build Clackamas Truss.Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Wed Mar 13 130141 2013 Page 1 ID:RBsMIB?kruTRoPTE2Ui3GGzmrmh-Yr2RGt 1 F WF3Wj9HdLR_uiPN6OhoV 1 IPSjCM_kpzbLBu 23-8 —I I I 2.6-0 I 1-0-8 I • Scale■1:19.9 5x12 MT18H= 3x8 = 2x4 I I 5x6= 3s6= 1356= 2 3 4 5 e i :1111".IIIIIIIIFIF"-o • • 111,-4•1 - miiiiii , n 8 3x4 = 8 3x8= e 5x12 MT18H= 5x8= 8-1-2 6.1.2 7-101 I 11-9-0 1t-}Q-0 7-10-4 3-10-12 0-1-0 Plate Offsets(X.Y): (2:0.1-8.Edge].(7:0-3-8,Edael.18:0-2-0.Edae].19:0-1-8.Edael.110:Edae.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.06 8-9 >999 480 MT20 2201195 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 BCDL 5.0 Code IRC20091TP12007 (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.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) 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 ��PEO P R Ore SS �6 �NG]N�F9 /p✓ Q 8552 • �r 9,_ v OREGO ,,, 4Q 91. U4Y12,V\ '}� ✓0SEpN V RENEWAL DATE: 12/31/2013 March 13,2013 • ` r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use Design valid for use with MTek 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 1he responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control,storage, �•�a��� „ delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from Va/l1 SIJL ING ac SBCA at www.sbcindustry.com. I a Job Truss Truss Type City 'Ply Pulte-Summer Creek blag 13 main floor 16498439 81302217 C2 FLOOR 1 1 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas,OR 97015.1129,Erie Roesler 7.250 5 Aug 25 2011 MiTek Industries.Inc. Wed Mar 13 13:01:42 2013 Page 1 ID.Oa_7jt 1_N W)91jddAvkYLhzmrmf-01 cpTC2uHZBNKJsgv8V7EcvGW59KmBJbys5XHtzbLBt 2-7-12 i 2-6-0 { I—___._ 2-4-12 —i Scale=1 17 8 5x12 MT18H= 2X4 I I 5x12 MT18H= 2x4 I I 12x4 II 2 3 4 5 6 a re, a , n N o • • 9'1 8 7 5x12 MT18H= 3x6= 3x4= 5-1-2 19.(93) I _2-9-4 _ 5-4-0 - 10-5-0 - 106 4 2-9-4 2-6-12 5-1-0 0-1-4 0-1-12_ Plate Offsets(X.Y): 17:0-1-8.Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1 00 TC 031 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 Incr YES WB 0 57 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:48 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=589/0-1-8 (min.0-1-8),9=566/0-2-0 (min.0-1-8) Max Grav7=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 /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 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-7-0 for 380.0 p8 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 ��PED PRQ,c�s'., �c2 ENG)N FR /O) Q 85525PE r 9"._ r✓OREGON h, ill 64'12,2° -V '/OSEPx O ' RENEWAL DATE: 12/31/2013 March 13,2013 I vWARNING-Verify 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 Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint •Nki 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 budding designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control.storage I delivery,erection,lateral restraint and diagonal bracing.consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available rrom Ill CO nN jG tic w SBCA at wwsbcindustry corn Job Truss Truss Type Oty Ply Pulte-Summer Creek bldg 13 main floor 16498440 81302217 C FLOOR 9 1 Job Reference(optional) ^ Pro-Build Clackamas Truss.Clackamas.OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Wed Mar 13 1301:40 2013 Page 1 ID EgN5AgOtTrNyVMXwygLf2xzmrq2-4eU32X1dlyxf5?iRnnTf98gw4HOuIKEIVYcRC_zbLev I 2-3-8 1 I____ 2-6-0 I H-- _2-3-8 I Scale=1:26.4 3x8= 3x6= 3x8 = 2x4 I I 358= 1 2 3 4 5 3x8 = 8 3x8 7 • • ■1111 .70111!:- ...,0000000000p::--all.—.11jIplpllplpppIPw//.-11111.-- ..._ .._.. .... N e e 11 3x8= 10 9 8 3x8= 3x8= 3x8= 3x8= 8-1-2 8-1-2 r_ _ 7-10-4 I 15-8-8 7-10-4 7-10-4 Plate Offsets(X.Y): 12:0-1-8.Edael.F3:0-2-4.Edael.[5:0.2-4-Edge],[6:0-1-8,Edge],(8:0-3-8,Edge),[9:0-1-8.Edael.111:0-1-8.Edae1.112:0-3-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl 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 Incr YES WB 0.35 Horz(TL) 0.06 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:76 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.188tr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (lb/size) 12=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=0/2778,9-10=0/2778,8-9 /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 V PROF ¢� 85 PE �r" 4_ ✓OREGON 1 ,Q 14, °Z)'12201 -}� JOSEPH ) RENEWAL DATE: 12/31/2013 March 13,2013 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 ilt i 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 stabiltty 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 ANSI/7P11,088-89 and BCSI(Building Component Safety Information)available from CONS l/UNO uc SBCA at www.sbcindustry com _ __ W/�iYi�/ 1 s Job Truss Truss Type Qty Ply Pulte-Summer Creek bldg 13 main floor 16498441 81302217 CRAG FLOOR 1 1 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas.OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Wed Mar 13 13.01.43 2013 Page 1 ID kXnOma47B2LS8UVazSKj2lzmrma-UDABhY3W2tJEyTR0Ts0MngSN8VRJVc7kBWr5pJzbLBs 1 -2-3-8 I I 2.8.0 2 3-8. • Scale=1:28.4 389= 5x10= 3x8= 2x4 II 3x8 = 3x8= 1 2 3 4 5 85x10 = 7 v • N mom ii� 1■ I 'I'/II I „� N % !_`11' 5x12 = 4x8= 3x10= 44= 5x12= 8-1-2 8-1-2 2.9.8 I 7-10-4 I 12-11-0 - 15-8-8 2-9-8 5-0-12 5-0-12 - -_ 2-9-8 Plate Offsets(X.Y): 12:0-3-4.Edge],[6:0-3-4.Edael.IB:Edae,0-1-81.f9:0-1-8.Edael.f11:0-1-8,Edge],[12:Edge,0-1-8] - l LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural woad 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. W2:4 X 2 DF No.1&Btr G REACTIONS (Ib/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 Uplift11=239(LC 8),12=-1465(LC 7),8=-109(LC 8) Max Grav11=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 PR standard ANSI/TPI 1. `�f(,�d �feStS` 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 `C7 NGINEF /0 loads along bottom chord from 0-0-0 to 4-2-0 for 1432.5 plf. �C, �' 9 '� 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 855 -PE 8)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. 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. Srongbacks to be attached to walls at their outer ends or restrained by other means. 93 OREGON ,� 44Q LOAD CASE(S) Standard (, 1 9ti Zy1220 } ` 0sEpH cft' RENEWAL DATE: 12/31/2013 March 13,2013 `, M 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 Muck connector plates only This design is based only upon parameters shown.and is for an individual building component.Applicability Elk of design parameters and proper incorporation of the component is responsibility of budding designer or owner of the trusses and installer. Lateral restraint s/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing Additional temporary restrainV diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery,erection.lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety information)available from CONSULTING LLC SBCA at www.sbcindustry.com. WfWVi !�Y Job Truss Truss Type Qty Ply •Pulte-Summer Creek blag 13 main floor �f 16498442 CG FLAT 2 2 B1302217 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas.OR 97015-1129.Eric Roesler 7.250 s Aug 25 2011 MTek Industries,Inc. Wed Mar 13 13:01:45 2013 Page 1 ID:5Vavp18F0a_kEFOYI?wulozmrmV-Rclx6E4maUZxBmbPaH3gsFXit151zZplea C BzbLBq 8-1-2 5-3-7 I 10-5.1 t 15-8-8 a--� 5-3-7 5-1-11 5-3-7 • Scale=1126.5 1000 = 1 2 3 4 5 8 e- csi e o e^- 1111-2 11■411 1 PIA 10 910x10 = 13 14 ea 10x10 = 10x10 = 8-1-2 8.1-2 53-7 l 10-5-1 l 12-0-0 I 14-0-0 1 15.8-8 5-3.7 5-1-11 1-6-15 2-0-0 1.84 Plate Offsets(X.Y): (5:03-4.0-3-11.19:0-3.8.0-3-4].110:0-3-8.0-3-41.111:0-3-11.0-2-10] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 063 Vert(LL) -0.31 9 >589 360 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 WB 0 46 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight:139 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No-18Btr 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(Ib)or less except when shown. TOP CHORD 2-11=1098/0,2-3=-566610,3-4=-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 �� ED PRQF ss be attached to walls at their outer ends or restrained by other means. F 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 12-0-0 and 800 lb \CD 14G(N4- /O down at 14-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. �� 9 LOAD CASE(S) Standard 2 855 'PE f 1)Floor:Lumber Increase=1.00.Plate Increase=1 00 Uniform Loads(plf) Vert:7-12=-10,1-2=-100,2-5=-100,5-6=-100 Concentrated Loads(Ib) 9� OREGO ,� 44Q Vert:13=-800(F)14=-800(F) 1 14, V 1 2 (N "OSEPN O "' RENEWAL DATE: 12/31/2013 March 13,2013 1 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 ony upon parameters shown,and is for an individual building component.Applicability El - of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the Installer Additional permanent budding 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/11.1 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. CONSULTING Job -Truss Truss Type Oty Pty Pulte-Summer Creek blag 13 main floor 16498443 131302217 C-STUB FLOOR 4 1 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas.OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Wed Mar 13 13:01:46 2013 Page 1 ID:EgN5AgOtTrNyVMXwygLf2xzm rq2-vosKJa50LohopwAb8_a3PS4yfiTNi2mBtU3IQezbLBp I 2-3.8 I I- 2-6-0 I I 2-3-8 I • Scale=1:28.6 3 x 6= 5x12 MT18H= 3x8= 2x4 I I 2x4 I I 1 2 3 4 53x10= 6 446= 7 8 MPAI %111—. i ��� i= 11 ■�� ��■ 1 R 12 3x8= 11 10 9 5x12 MT18H= 3x8= 3x8= 4x6= 8-t-2 8--11.-2p I 7-10-4 I 155.8 1d-3-b 7-10-4 7-7-4 Plate Offsets(X.Y): [2:0-1-8,Edael.13:0-2-12.Edael.15:0-3-0.Edael.f6:0-1-8.Edge].[7:0-1-8.Edge].[9:0-1-8.Edael.f10:0-1-8.Edael.112:0-1-8.Edael.f13:Edae,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 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 Incr YES WB 0.35 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:77 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.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/7P11. 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 Q 8552 aE r � v OREG• ' ,,, 4Q 'PA 94. 6412,2Q"\ - ✓OsEPH 0 RENEWAL DATE: 12/31/2013 March 13,2013 ■ vWARNING-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 forbuiWing 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/rPl 1,DSB-89 and SCSI(Building Component Safely Information)available from CONSULTING LLC SBCA at www.sbcindustry.cor, _ _ Wniva.I�Ifai Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y Failure to Follow Could Cause Property 3/a Injury Personal In e offsets are indicated. 6-4-8 I dimensions shown in ft-in-sixteenths Damage j ry MIME Dimensions are in ft-in-sixteenths. I (Drawings not to scale) irillohb. and Apply full py lates embed to both sides teeth. of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required See BCSI 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral I 1 restraints themselves may require bracing,altemative T-or 1-Reinforcement,or Eliminator 0"/16■ 1 2 3 bracing should be considered TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced AlUff_ trusses.es. 4 Provide copies of this truss design to the building designer,erection supervisor,property F � 4 Cut m and all other interested against arose e. 5 Cut members to bear tightly against each other. o 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O locations are regulated by ANSIITPI 1. For 4 x 2 orientation,locate I O 7 Design assumes trusses will be suitably protected from the env ronment in accord with U = plates 0-'46"from outside U 8 Unless otherwise noted,moisture content of lumber shall at exceed 1 9°/at time of fabrication. edge of truss. 0 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative C7-8 C6a Cs-e 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 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. connector plates. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. Plate location details available in MiTek 20/20 13.Top chords must be sheathed or continuous lateral restraints(i.e.,puffins)provided at spacing software or upon request. indicated ondesign JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 14.Bottom chords require continuous lateral restraint at 10 ft.spacing,or less,if no ceiling is AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO installed,unless otherwise noted. THE LEFT. 15.Connections not shown are the responsibility of others PLATE SIZE 16.Do not cut or alter truss member or plate without prior approval of an engineer. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 17.Install and load vertically unless indicated otherwise The first dimension is the plate 18 Use of green or treated lumber may pose unacceptable environmental,health or performance 4 x 4 NUMBERS/LETTERS. width measured perpendicular risks.Consult with project engineer before use to slots.Second dimension is 19.Review all portions of this design(front,back,text and pictures)before use.Reviewing the length parallel to slots. pictures alone is not sufficient. 20.Design assumes manufacture in accordance with ANSI/7P1 1 Quality Criteria. PRODUCT CODE APPROVALS 21.Unless information is otherwise provided to DrJ in wnting,the use of these designs presumes LATERAL RESTRA INT LOCATION approval,through the building designer or owner of the trusses,of the loads and related ICC-ES Reports: design assumptions(e.g.spans,profiles.deflection,etc)found on each of the individual Indicated by symbol shown and/or design drawings. 1. by text in the bracing section of the 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance �/� Y 9 ESR 131 1,ESR 1352,ER 5243,9604B, with ANSIITPI 1 and related proprietary information. output. Use T-or I-Reinforcement 9730,95 43,96 31,9667A 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in or proprietay bracing(e.g.eliminator) NER-487,NER-561 accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). if indicated. 95110,84 32,96 b7,ER 3907,9432A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual NOTE-LATERAL RESTRAINTS truss components unless speaficalty noted. MUST BE BRACED. REFER TO BCSI 25.Graphical representation of lateral restraints(i.e,puffins),if shown,does not depict the size or BEARING OR AS SPECIFIED BY THE BUILDING orientation of the restraint along the top andlor bottom chord.Restraints must be designed by others for size,and positioned in such a way as to support the imposed load along the DESIGNER clearspan of the restraint. 26 Due to a the,careful l thrust developed o scissor type trusses,if salt or type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls 4_4 Indicates location where bearings ®2012 DrJ Consulting,LLC All Rights Reserved supporting sassor type trusses should be designed in such a manner that the walls will safety (supports) occur. Icons vary but withstand the lateral forces of the trusses.Consideration of these items is not a part of this reaction section indicates joint truss design and is not the responsibility of the truss plate supplier,the truss designer,nor the .—+ number where bearings occur. truss fabricator Competent professional advice should be secured relatve to these items �� 27.The accuracy of the truss design drawing relies upon accurate metal plate connector desgn values as published by MiTek and accurate design values for solid sawn lumber.Design Industry Standards: values(E,Enrn,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved,grade ANSI/TPI1: National Design n$ eCIflCatlOn for Metal stamped,finger jointed lumber shall be as defined by the grade stamp prior to cross cutting g p and in accordance with the published values of lumber rules writing agencies approved by Plate Connected Wood Truss Construction. the Board of Review of the American Lumber Standards Committee in accordance with the DSB-89: Design Standard for Bracing. DrJ Consulting, LLC latest edition ofANSI/TPI 1 Section 6.3. BCSI: Building Component Safety Information, 6300 Enterprise Lane 28.Trusses used as Purlin Gables(a.k.a.Hip Frames,Lay-In Gables)-Attachment of the Purlin Guide to Good Practice for Handling, p Gable to the supporting hip trusses satisfies the restraint/bracing requirements for the gable Installing,Restraining&Bracing of Metal CONSULTING LLC Madison, WI 53719 studs. Refer to the truss design drawing for each individual truss. Plate Connected Wood Trusses. 1 - . t t • CONSULTING Lc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81302218 MiTek 20/20 7.2 Pulte Summer Creek bldg 13 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: I6498627 thru I6498631 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. PROFes �NG N F 9`>c, � 2 85525PE 9r -'14.41/4 1 12 20,x- (10sEpt4 RENEWAL DATE: 12/31/2013 March 13,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Truss Design Drawings.The design assumptions,loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. r Job Truss Truss Type Oty Ply Pulls Summer Creek 61dg 13 upper floor 16498627 61302218 A01-A FLOOR 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamaa,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Mar 13 13:55:29 2013 Page 1 I D:aORdn?kJIUZ7 sy01 at3BgQzIEOs-paEBz2 WXKbpKIDxoU6DvVt3fJwQwMd 1 a?QIo2KzbKPS I _ 3-24 { 6-4-8 I 7-8-8 I 11-8-8 I 15-8-8 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Sale=1:26.3 2x4 II 4x10= 4x4= 204 II 4x10 = 2x4 II 1 2 3 4 5 6 13, ■ • e N 2-13 JAL 2-11 �C 4 5-9 5-8 5-7 in 41°2 PI r 11.13 II /-11 w 14 15 12 16 11 10 9 4716 = 8 4x8 = 3x6 H 7x14MT18H= 2x4 II 4x4= 2x4 II 3-2-4 I 6-4-8 I 7-8-8 11.8.8 I 15-8-8 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Plate Offsets(X,V): [3:0-1-12,0.1-8],[5:0-4-0,0-1-121,[7:0-1-12,0-2.0],[9:0.2-0,0-2-0],(11:0-7-0,0341,[12:04-8,0-1$] LOADING(pat) SPACING 1-0-0 CSI DEFL. in (lot) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.29 10 >644 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.50 10 >366 360 MT18H 220/195 BCLL 0.0 Rep Stress'nor NO WB 0.64 Horz(TL) 0.06 7 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight:138 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc puriins, except end verticals. BOT CHORD 2 X 6 DF 2250F 1.7E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 7-11:2 X4 DF 2400F 1.7E WEBS 2x4DF Std G'Except' 5-9:2 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-8929/0,34=-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=02474, 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 appted for the green lumber members 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1 7)"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 �n,c-V t 'ry P R/1 r.Cn their outer ends or restrained by other means. CG 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 �� ``101 NEr- t�6-, lb down at 2-8-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. \ -"C• ‘-'49 C 1)Floor.Luumber ncrease=1.00,Plate Increase=1 00 85 PE 9� Uniform Loads(pH) Vert:7-13=-5,1-6=-50 Concentrated Loads(Ib) Vert.14=-500(F)15=-500(F)16=-2000)F) 9 OREGON,� i$ 14/ l' 12 20-'` -i-- �OSEPH 4� RENEWAL DATE: 12/31/2013 March 13,2013 r 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 Zi • 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 ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from 'eea1e! LAMB LLC SBCA at www.sbcindustry.com. VVf��V nY Job Truss Truss Type Qty Ply Pufle Summer Creek bldg 13 upper floor 16498628 81302218 B3A FLOOR 1 1 Job Reference(optional) ' Pro-Build Clackamas Truss.Clackamas,OR 97015-1129.Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Wed Mar 13 13.21 42 2013 Page 1 ID:xdmxOW?7aFKOUL3GtUSLZ3zIE0W-uu7SKXachGN6ljbSCAlXtgcKSpiaw_aDuYn1 PJzbKv7 I— 2-5-4 1 2-6-0 I I 2-6-0 1 • Scale=1 18 1 5x12 MT18H= 2x4 I I 5x12 MT18H= 3x6= 1 2 3 4 5 • • • • - o -.4' I N is e e - 3x8= 5x12 MT18H= 5x12 MT18H= 18-5-0 18-5-0 2-9-12 I 5-4-8 1 7-11-4 1 10•¢0 2-9-12 2-6-12 2-6-12 2-9-12 Plate Offsets(X.Y): L6:Edge.0.1-8],[8:Edge.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid 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 l BC 0.28 Vert(TL) -0.13 7-8 >934 360 MT18H 220/195 BOLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code 1RC2009/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 7-84/1156,6-7=0/1156 WEBS 2-74/391,4-7=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 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 <<-9,0) PROFe„ 4�\� OGN�FR /O9 ct 855 ;p r 1.A v 0'EGON ,� 4Q 1 't 12,2Qi1 = ''OsEPH 0 RENEWAL DATE: 12/31/2013 March 13,2013 / aWARNING-Venry 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 budding designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control,storage. c'. delivery,erection,lateral restraint and diagonal bracing,consult ANSITTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSU,LflNO LLC _SBCA at www.sbcindustry corn. _ , Job Truss Truss Type Qty Ply Puhe Summer Creek bldg 13 upper floor 16498629 81302218 C1 FLOOR 7 1 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas.OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries.Inc Wed Mar 13 13.21 44 2013 Page 1 ID..MCS40Y2?sAiaLoorYd028izIE0T-qH EDIDbsDtdpY1 IrJb3?y5ibddFSOnp WutsG7TCzbKv5 I 2-3-0 i t 1-4-0 1 1 24-0 I I 2-6-0 .._. 1 • Scale=1 20 2 2x4 I I 5x12 MT18H= 2x4 I I 3x8= 2x4 I I 5x12 MT18H= 1 2 3 4 5 6 e 1.1 .411q II III 140 " w e e 7 toil 12 11 10 9 8 ' 2x4 I I 3x4= 2x4 I I 5x12 MT18H= 5x12 MT18H= 3x8= 18-5-0 18-5-0 I _ 5-3-0 I 6-4-8 i 7-8-8 I 10-4-0 I 12-11-8 15-8-8 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].[6:0-4-8,Edael.(100-1-8.Edael,111:0-1-8.Edae].[12:Edae.0-1-81 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d 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 Incr YES WB 0.70 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 I Code IRC2009/TPI2007 (Matrix) Weight:57 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) 7=641/0-4-0 (min.0-1-8),1241/Mechanical . FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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 .<C1 P>�o�FSs �c?\ .,G[NFF� °� `r 85 PE 9r A v OREGON ., ,Q' '9 4, °Z 1,12,2 ,. '-- voSEPH 0 RENEWAL DATE: 12/31/2013 March 13,2013 aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev 03-11')before use Design valid for use with MiTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability Ei • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only.not forbuilding stability bracing Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities.fabrication.quality control.storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1.DSB-89 and BCSI(Building Component Safety Information)available from COMMIS,LLC SBCA at www sbcindustry com. Wf��ViII/tY Job Truss Truss Type Oty Ply Pone Summer Creek bldg 13 upper floor 16498830 61302218 C FLOOR 13 1 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas,OR 97015-1129,Eric Roesler 7250 s Aug 25 2011 MiTek Industries,Inc. Wed Mar 13 13:21:43 2013 Page 1 ID:IbZgRE3FOnzlb6yDf12WG7zIEOR-M4grXtaESZVzwtAemtYm Pt9R9DzcfNXN7CXaxlzbKv6 l 0-9-0 I I 2-6-0 1 1 1-4-0 1 I 2-4-8 I . Scale=1:26.4 8x6= 5x12 MT18H= 2x4 I I 2x4 I I 3x8= 3x6= 3x8= 2 3 4 5 7 1 B 8 • el Islitrall ,, MI 0001.—.41■•• .....:4■1.... • • e • W. M 13 12 11 10 6x8=5x12 MT18H= 3x8= 3x4= 3x8= 308= 18-5-0 18-5-0 1-3-0 I 64.8 I 7-8-8 I 10-4-0 } 12-10-0 I 15-8-8 1-3-0 5-1-8 1-4-0 2-7-8 2.6-0 2-10-8 Plate Offsets(X,Y): [2:0-2-8,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 (loc) 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 Incr 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 (mitt 0-1-8),9=850/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=856/0,3-4=-3124/0,4-5=-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=-1039/0,7-10=0/445,3-12=0/1006,3-13=1555/0, 2-13=0/623,2-14=-117910,7-9=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 al their outer ends or restrained by other means. LOAD CASE(S) Standard .c<c ,NG N F6% Q 85 •PE r• p� v OREGON 4Q 94, °t 1'12,2°N -}. dOSEPVA 0' RENEWAL DATE: 12/31/2013 March 13,2013 � 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 budding 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 ilt 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,fabncation,quality control,storage, /s/a y!�.�.� delivery.erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-B9 and BCSI(Building Component Safety Information)available from CONS LN LLC SBCA at www.sbcndustry.com. Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 13 upper floor 16498631 61302218 C-DRAG FLOOR I 1 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas.OR 97015-1129,Eric Roesler 7 250 s Aug 25 2011 MiTek Industries.Inc. Wed Mar 13 13.21:45 2013 Page 1 ID:Ezhasv5WwPD0g06cn55_LYzIEOP-ITobyZcU_BIg9BK1 tIaEVIEku 1 ba7Aufa W0h0ezbKv4 , 0-9-0 i 2-6-0 -I 1 1-4-0 1 I 2.3.0 I Scale=126.8 5x8= 2x4 I I 2x4 I I 502 MT18H= 5x12 MT18H= 3x6= 1 2 34x6 4 5 6 7 8 Illri � 1 I I �� � II N N 11 .V4111 I ■ „ ,,,,,,,,, , O_, ■!����A..AAA�AA�A• .. 13 12 11 10 10 5x8= 4 x 6= 44= 5x12 MT18H= 2 x 4 I I 3x8 = 5x12 MT18H= 18-5-0 15-5-0 I 3-9-0 I 6-4-8 I 7-8-8 _t 10.4-0 I 12-11-8 i 15-8-8 3-9-0 2-7-8 1-4-0 2-7-6 2-7-8 2-9-0 Plate Offsets(X,Y): [2:0-3-8,Edge],[3:0-1-8.Edge],[4:0.1-8,Edge],[5:0-1-8.0-0-0],17:0-1-8,Edge],[9:Edge,0-1-8],(10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[14:0-1-8,Edge] .115:03-8,Edge) LOADING(paf) SPACING 2-0-0 CSI DEFL in (10c) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.27 11-12 >536 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.39 11-12 >363 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight.80 lb FT=0%F,0°/E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except •GOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=940/4-0-0 (min.0-1-8),9=634/0-4-0 (min.0-1-8),15=127/4-0-0 (min.0-1-8) - Max Horz 15=92(LC 12) Max Upliftl4=-504(LC 8),9=-15(LC 8),15 -1106(LC 7) Max Grav14=1844(LC 2),9=821(LC 7),15=1282(LC 15) FORCES (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-434/434,2-3=-3241/3532,3-4=-4318/2613,4-5=-3325/1615,5-6=2671/1061, 6-7=-2759/1054,7-8=974/974 BOT CHORD 14-15=-3715/4377,14.16=-244712156,13-16=2447/2156,12-134-1184/2893, 11-12=-389/2732,10-11=-389/2732,9-10=-130/1736 WEBS 4-13=-540/46,6-12=-1271/641.6-10=1072/278,3-14=-1026/0,7-10=92/420, 7-9=-1874/141.3-13=-254/2367.2-14=3073/2520,2-15=-1868/1691 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 504 lb uplift at joint 14,15 lb uplift at joint 9 and 1106 Ib uplift at joint 15. 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. '‘C"C.\ OFFSS 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 CD �CNG]NEk- /Q' loads along bottom chord from 0-0-0 to 4-0-0 for 1492.3 pIt ��? 7)"Fix heels only”Member end fixity model was used in the analysis and design of this truss. Q 2 •E 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. oeir LOAD CASE(S) Standard ;e v OREGON , 40 141 &Z1.12,2'"\ -�' ✓OSEPt1 O� RENEWAL DATE: 12/31/2013 March 13,2013 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 budding component.Applicability - of design parameters and proper incorporation of the component is responsibility of budding 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 forbudding 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 ANSI/TPI 1.D5B-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. YVI��YS.�IRY Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property ♦ offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury rte= Dimensions are in ft-in-sixteenths. (Drawings not to scale) ink. and f Apply ully plates embed to both sides teeth. of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. see BCSI 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral restraints themselves may require bracing,alternative T-or I-Reinforcement,or Eliminator 0-14 6" 1 2 3 bracing should be 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 1011.411or 4 Cut members mb rs all other interested against each Cut members to bear tightly against each other. O ., o 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 U 7 Design assumes trusses will be suitably protected from the environment in accord with plates 0-'46"from outside Oct U ANSI TPI 1. 8. Unless otherwise noted,moisture content of lumber shall at exceed 19%at tlme of fabrication.P;5111/ edge of truss. i O 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative i O-8 c6-7 5-6 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 7 6 5 11.Plate type,size,onentabon and location dimensions indicated are minimum plating requirements. connector plates. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified Plate location details available in MiTek 20/20 13.Top chords must be sheathed or continuous lateral restraints lie,pucins)provided at spacing software or upon request. indicated on design. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 14.Bottom chords require continuous lateral restraint at 10 ft.spacing,or less,if no ceiling is AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO installed,unless otherwise noted. THE LEFT. 15.Connections not shown are the responsibility of others. PLATE SIZE 16.Do not cut or alter truss member or plate without prior approval of an engineer. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 17.Install and load vertically unless indicated otherwise. The first dimension is the plate 18.Use of green or treated lumber may pose unacceptable environmental.health or performance 4 x NUMBERS/LETTERS. width measured perpendicular risks.Consult with project engineer before use to slots.Second dimension is 19.Review all portions of this design(front,back,text and pictures)before use Reviewing the length parallel to slots. pictures alone is not sufficient. 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. PRODUCT CODE APPROVALS 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes LATERAL RESTRAINT LOCATION approval,through the building designer or owner of the trusses,of the loads and related ICC-ES Reports: design assumptions(e.g.spans,profiles,deflection,etc)found on each of the individual Indicated by symbol shown and/or design drawings. by text in the bracing section of the 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance 9 ESR 131 1,ESR 1352,ER 5243,9604B, with ANSI/TPI 1 and related proprietary information. output. Use T-or I-Reinforcement 9730,95 43,96 31,9667A 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in 440p or proprietay bracing(e.g.eliminator) NER-487,NER-561 accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). if indicated. 951 10,84 32,96 b7,ER-3907,9432A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual NOTE-LATERAL RESTRAINTS truss components unless specifically noted. MUST BE BRACED. REFER TO BCSI 25.Graphical representation of lateral restraints(i.e,purlins),if shown,does not depict the size or BEARING OR AS SPECIFIED BY THE BUILDING orientation of the restraint along the top and/or bottom chord.Restraints must be designed by others for size,and positioned in such a way as to support the imposed load along the DESIGNER clearspan of the restraint. 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 *_ Indicates location where bearings ©2012 DrJ Consulting,LLC All Rights Reserved supporting scissor type trusses should be designed in such a manner that the walls will safely (supports)occur. Icons vary but withstand the lateral forces of the trusses.Consideration of these items is not a part of this reaction section indicates joint truss design and is not the responsibility of the truss plate supplier,the truss designer,nor the ►_� number where bearings occur. truss fabrcator. Competent professional advice should be secured relative to these items. X71 27.The accuracy of the truss design drawing relies upon accurate metal plate connector desgn values as published by MiTek and accurate design values for solid sawn lumber.Design Industry Standards: values(E,En-n,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved,grade ANSI/TPI l: National Design Specification for Metal stamped,finger jointed lumber shall be as defined by the grade stamp prior to cross cutting 9 P and in accordance with the published values of lumber rules writing agencies approved by Plate Connected Wood Truss Construction. the Board of Review of the American Lumber Standards Committee in accordance with the DSB-89: Design Standard for Bracing. DrJ Consulting, LLC latest edition ofANSI/TPI 1 Section 6.3. BCSI: Building Component Safety Information, 6300 Enter rise Lane 28.Trusses used as Patin Gables(a.k.a.Hip Frames,Lay-In Gables)-Attachment of the Puffin Guide to Good Practice for Handling, CONSULTING LLC Enterprise Gable to the supporting hip trusses satisfies the restrainUbracirg requirements for the gable - Installing,Restraining&Bracing of Metal i/ Madison, WI 53719 studs. Refer to the truss design drawing for each individual truss Plate Connected Wood Trusses. • I CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81302219 MiTek 20/20 7.2 Pulte-Summer Creek bldg 13 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: 16498761 thru I6498769 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. <c-stD PROFESS �NGINEF � -1" 85525PE 9 4'(1'1220\ .� �4OSEPH O� RENEWAL DATE: 12/31/2013 March 13,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Truss Design Drawings.The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job r r , Truss Truss Type Oy Ply Pulte-Summer Creek bldg 13 root 16498761 81302219 AO1A GABLE 1 1 Job Reference factional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Wed Mar 13 13:56:46 2013 Page 1 I D:psYpOtL_XY7VhnhSwsUJYX2 gerh-30017NSgBFWPU2JbUn6z661sLynTubaviuSNFMzbKOF -1-0-9 19-6-0 39-0-0 1-0-0 19-6-0 19-6-0 _ Scale=1:68.4 5x6= 6.00 12 18 17 15 i. 14 111119 13 5x6 4 12 - 20 11 �+>� 5x6 10 22 9 r! !� 23 d 7 8 24 2s 8 _ 26 II 5 - 27 4 28........:2 5x12 = 5x12 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 5x8= I 39-0-0 I 39-0-0 Plate Offsets(X,Y): 12:0-2-4,Edge1,110:0.3-0,0.3-01,[22:0-30,0-3-01 130:0-2-4,Edgel[44:0.3-00-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 IC 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 Inc: Yes WB 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 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 3-4-7 oc bracing. WEBS 2 x 4 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.18Btr G WEDGE Lett 2 X 6 DF No.2,Right:2 X 6 DF No.2 - REACTIONS All bearings 39-0-0. (lb)- 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=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=-826/813,18-19=-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=-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=-26602807, 52-53=-2394/2541,51-52=-2127/2274,50-51=-1860/2007,49-50=-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, 41-42=-795/942,40-41=-1062/1209.39-40=-1328/1475,38-39=-1595/1742,37-38=-1861/2007, 36-37=-2127/2274,35-36=-2394/2540,34-35=-26612807,33-34=-2927/3074.32-33=-3167/3340, ��ntr' PR n�.rns 31-32=-3461/3580,30-31=-3873/4040 % V CUU NOTES w�\� �cNGiNfiF4" /pv 1)Unbalanced roof live loads have been considered for this design. -�y 2)Wind.ASCE 7-05,100mph,TCDL=4.2psf,BCDL=6.0psf:h=256,Cat.II,Exp B.enclosed:MWFRS(low-nse)gable end zone,cantilever left and right exposed - 8552 9 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) 115.01b AC unit load placed on the bottom chord,19-6-0 from left end.supported at two points,5-0-0 apart. 5)All plates are 2x4 MT20 unless otherwise indicated 'PA REGO (v� 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. -7 ((/4 V IAN 8)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 12,, t,.4._'S 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 JOSEPH Q 1� con $k1ReoY'er members C r RENEWAL DATE: 12/31/2013 March 13,2013 1 vWARNING-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 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. �aUa��� delivery.erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSUL71 I!!tic SBCA at www.sbcmdustry.coin. WfWV� RY Job Truss Truss Type Qty Ply Pube-Summer Creek bldg 13 roof 16498761 B1302219 A01A GABLE 1 1 Job Reference(oslional) . Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Wed Mar 13 13:56:47 2013 Page 2 ID:psYpOtL_XY7VhnhSwsUJYxzgerh-XbygLiTTyYeF6Cun2UdCfK114M7hd2p3xYCwnpzbKOE NOTES 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)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=1b)2=2053,30=2004.31=124. 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 DOL=(1.33)Plate grip DOL=(1.33)Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 200.0 p6. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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 s 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 responsibildies,fabrication.quality control.storage. delivery,erection,lateral restraint and diagonal bracing.consult ANSI/TPI 1.DSB-89 and SCSI(Building Component Safety Information)available from M�alap nYO LLC SBCA at www.sbcindustry corn. frY11�Vi !tA Job Truss Truss Type Oty Ply Putte-Summer Creek bldg 13 roof 16498762 61302219 AO2A DBL.FINK 2 1 Job Reference(optional) - Pro-Build Clackamas Truss.Clackamas,OR 97015-1129.Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc Wed Mar 13 13.4146 2013 Page 1 ID Lg_RBYLLmE7 e3e7GM8z4?kzgeri-dWtd0D8g8B3GlIesk1dtgZU0g9Xw1ft ItRkfXzbKcJ 20--9-14 7-10-13 14-0-0 19-6-0 25-0-0 31-1-3 39-0-0 6-9 1-0-0 7-10-13 6-1-3 5-6-0 5-6-0 6-1-3 7-10-13 -0-0 - Scale=1:71.1 5x6= 0.00 R 6 :1 2x4 II 2x4 II 3x6% 5 7 34 4 8 9x4% 3x4 - 9 m 2 r.• el 7011 rn 5x12= 15 14 16 17 18 19 13 12 5x12 204 I I OA= 0x0= 2x4 I I 27-8-14 27.8.14 1 7-10-13 1 14-0-0 I 17-0-0 I 22-0-0 I 25-0.0 1 31-1-3 I 39-0-0 I 7-10-13 8-1-3 3-0-0 5-0-0 3-0-0 8.1-3 7-10-13 Plate Offsets(X,Y1: [ :0-2-4.Edge].(10:0-2-4.Edael.113;0-2-12.Edael.(14:0-2-12.Edael LOADING(psf) I SPACING 2-0-0 • CSI DEFL in (loc) Weft Lid 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 lncr Yes WB 0.52 Harz(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 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. ` 82:2 X 6 DF No.2 WEBS 2 x 4 DF Std G'Except' W4:2 x 4 DF No.1&Btr G - REACTIONS (lb/size) 2=2008/0-5-8 (min.0-2-2),10=2008/0-5-8 (min.0-2-2) Max Horz2=-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=-2872/294,5-6=-3042/421,6-7=-3042/421, 7-8=2872/294,8-9=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=-422/241,9-13=591/233,9-12=0/254,6-14=-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=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone:cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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. _ w 5)•This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will P fn between the bottom chord and any other members,with BCDL=10.0psf. 0,c(�6'J,1 6)A plate rating reduction of 20%has been applied for the green lumber members. 7,1? ..0 �NGI NfiF-, /0 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, �1r �9 10=270. 855 PE r 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. 9)"Fix heels only Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard . v OREGON ,. 40 It 11 LZV12,2-01 �/ `'5°SEPH O``✓ RENEWAL DATE: 12/31/2013 March 13,2013 VWARNING-Venfy design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet lieu 03.1 1')before use Design valid for use with MiTek connector plates only This design is based only upon parameters shown.and a for an individual buJtling component Applicabildy El& of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbudding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stabdily bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control,storage. CONSULTING delivery.erection.lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CO SULTING LLC SBCA at www.sbcindustry.corn _ Job Truss Truss Type Qty Ply Pude-Summer Creek bldg 13 roof 16498763 B1302219 AO3A DBL.FINK 5 1 Job Reference(optional) - Pro-Build Clackamas Truss,Clackamaa,OR 97015-1129.Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc.Wed Mar 13 13:41:47 2013 Page 1 ID:Lg_RBYLLmE?e3e7GM8z4?kzgeri-5jQ?EZ9SvVB7MvD21k96CnOBtZt7[C1 XBIBzzbKcl 27-8-14 7-10-13 14.00 I 19.6.0 I 25-0-0 I 31-1-3 I 39-0-0 27 1:/-5--0 7-10-13 6-1-3 5-6-0 5-6-0 6-1-3 7-10-13 -0-0 Scale=1 70 5 5x6= 6.00 12 5 2x4 I I 2x4 II 3x8 i 4 8 3x6 3 7 3x4 i l 3x4 2 B d 1 V f • '∎Olt 5x12= 14 13 15 16 17 16 12 11 502 2x4 II 8x8= 8x8= 2x4 I' 27-8-14 27-8-14 7-10-13 I 14-0-0 I 17-0-0 f 22-0-0 _ 1 25-0-0 + 31-1-3 _____f___ 39-0-0 _ 7-10-13 8-1-3 3.0.0 5-0-0 3-0-0 6-1-3 _ 7.10-13 Plate Offsets(X.YI: [1:0.2-4,Edael.[9:0-2-4.Edael,112:0-2-12.Edael.113:0.2-12.Edael LOADING(psf) I SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 62 Vert(LL) -0.42 12-13 >999 240 MT20 220/195 TCDL 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.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G*Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2 X 6 DF No.2 WEBS 2 x 4 DF Std G'Except" W4:2 x 4 DF No.1&Btr G - REACTIONS (lb/size) 1=1926/Mechanical,9=2016/0-5-8 (min.0-2-2) Max Horz1=-138(LC 6) Max Uplift 1=-215(LC 5),9=-270(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=3680/382,2-3=3070/281,3-4=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=-40/1979,16-17=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=422/241,8-12=-591/233,8-11=0/254,5-13=-220/1353, 4-13=-417/239,2-13=-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=6.0psf;h=25ft;Cat.II;Exp B;enclosed:MWFRS(low-rise)gable end zone,cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3)115.OIb 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. 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 PR fit between the bottom chord and any other members,with BCDL=10.0psf. `t "- ��F�'S 6)A plate rating reduction of 20%has been applied for the green lumber members. \G� V'GI NSF /0 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=215, Q 85 •E 9=270. 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. 9i OREGON ,� 4Q LOAD CASE(S) Standard 4� 0��'2 r 2�1 +As `/OS VI O� RENEWAL DATE: 12/31/2013 March 13,2013 1 QWARNING-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 mit designations shown on individual web and chord members are for compression buckling only not fomuiiding 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. CONSULTING delivery.erection lateral restraint and diagonal bracing,consult ANS1/7PI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLc ' SBCA at www sbundustry corn._ _ - Job Truss Thus Type Qty Ply Pue-Summer Creek bldg 13 roof 16498764 61302219 AO4A GABLE 1 1 Job Reference(ootional) - Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Mar 13 13:5700 2013 Page 1 I D:psYpOtL_XY7 VhnhSwsUJYxzgerh-f5Eb39dd uYH P9COHJj MFh3KFobZpAw 1 zw4r6lYzbK01 1II1-O-C� 19-6-0 39-0-0 q0-0-Q 1-0-0 198.0 19-6-0 1-0-0 Scale=1.69.0 5x8 = 6.00 12 16 17 15 •` 14 18 13 19 5x6 4 12 20 11 5x6 10 22 g `i 23 g 24 ° 7 25 5 8 .�I r r ,•, ,; � 27 4 28 • 1 � - - - c - - :• _ - ar.' �. .:�_©'' 5x12 = 5x12 58 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 5x6 = 39-0-0 39-0-0 Plate Offsets(X,Y): [2:0-2-4,Edge],[10:0-3-0,0-3-0],[22.0.3-0,0-3-0],[30:0-2-4,Edge],[45:0-3-0,0-3-0] LOADING(psi) SPACING 2-0-0 CSI DEFL m (loc) I/dell Ud PLATES GRIP TCLL 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 Incr Yes WB 0 10 Horz(TL) 0.05 44 n/a n/a BCDL 10.0 Code IRC2008ITP12002 (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. GOT 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" 16-45:204 OFNo.1&Btr 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=-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 except2=2197(LC 10),30=2197(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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, 8-04-24132500,9-10=-21252233,10-11=-1820/1951,11-12=-1523/1671,12-13=-1222/1389, 13-14=-92411111,14-15=-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=-3984/3874, 29-30=-4513/4372 GOT CHORD 2-58=-3851/4056,57-58=-3461/3596,56-57=-3194/3356,55-56=-2927/3089,54-504-26612823, 53-54=-23942556,52-53=-21272289,51-52=-18612023,50-51=-1595/1757,49-50=-1329/1491. 48-49=-1062/1224,47-46=-795/957,46-47=-529/691,45-46=-262/424,44-45=-262/424,43-44=-529/691, 42-434-795/957,41-42=-1062/1224,40-41=-1329/1491,39.404-1595/1757,38-39=-18612022, 37-38=-21272289,36-37=-23942555,35-38=-26612822,34-35=-2927/3089.33-34=-3194/3355. 32-33=-3461/3622,30-32=-3851/4055 REU PROFFSn NOTES Cos ````GENE / 1) Unbalanced roof live loads have been considered for this design (G` E9 0; -. 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 9 Lumber DOL=1.33 plate grip DOL=1 33 &C 85 5PE 31 Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face).see Standard ndustry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 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. 5)All plates are 2x4 MT20 unless otherwise indicated 6)Gable requires continuous bottom chord bearing OREGON /Q 7)Gable studs spaced at 1-4-0 oc `V 8)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 9A. °41, 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 -Y 1 2, chord and any other members. ,JO C s� Ci� sigtsargduction of 20%has been applied for the green lumber members. SE P 9'' RENEWAL DATE: 12/31/2013 March 13,2013 t / aWARNING Venfy design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev 03-113 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 forbmlding stability bracing Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the irstaller.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 ateral restraint and diagonal bracing,consu8 ANSI/TPI 1,DSB-89 and BCSI(Building Component Safely Information)available from CONSaerl'at<�a6�C SBCA at www.sbcndustry.com. `/IatY Job Truss Truss Type Qty Ply Puke-Summer Creek bldg 13 roof 16498764 61302219 A04A GABLE 1 1 • Job Reference(optional) - Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Wed Mar 13 13:57:01 2013 Page 2 I D:psYpOtL_XY7 Vhnh SwsUJYxzgerh-7 HozH VeFfsPGnMzTIQtUDHtQY?v2vNH79kbfH?zbKOO NOTES 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46.48,49,50.51,52,53,54,55,58,57,58,44.42.41,40,39,38,37,36,35,34,33,32 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 ANSIJTPI 1 13)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33)Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 200.0 p8. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING-Verify design parameters and read notes on 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.Applicabirty , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint //!di designations shown on individual web and chord members are for compression buckling only not forbuildmg 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, /a/a�a Q�//l� delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CO SVL71N0l.LC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pude-Summer Creek bldg 13 roof 16498765 81302219 E01 GABLE 1 1 Job Reference(optional) - Pro-Build Clackamas Truss.Clackamas,OR 97015-1129.Eric Roesler 7250 s Aug 25 2011 MiTek Industries.Inc.Wed Mar 13 13:41:52 2013 Page 1 ID:2bbDHySdQJGDGAtByF8QPrzgerY-SgEuHGDbk1 gOTg5?5HkHvgkAjakuRHQK7pu3tBzbKcD -0- -&14 5-6-0 i 11-0-0 111-9-0 0-9-0 5-6-0 5-6-0 0-9-0 4x4= Scale=1:28.4 6 2x4 II /t 7.1,4 II aoo� 5 2x4 II 824 II ,4111 le r r r r ` 11a 3x6= 18 17 16 15 14 13 12 3x8 27-8-14 2x4 1 1 2x4 I I 2x4 II 2x41 Ia0 2x4 I I 2x4 II 2x4 I I I 11-0-0 Plate Offsets(X.Y1: (2:0-3-9.0-1-6j.[14:_0.3-99-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.03 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 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.00 10 n/r 90 Weight:54 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 Horz2=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)2,10,15,16,17,18,14,13,12 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)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. ��9,0) PR OFFS. LOAD CASE(S) Standard W�\C �.. 3'• �- /O9 Q 855 -PE I / Ili_ v OREGON ,, 4Q 14, 12 ?- ' `tSEPN () ' RENEWAL DATE: 12/31/2013 March 13,2013 f aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev 03-11')before use.Design valid for use with MITek connector plates only This design is based only upon parameters shown.and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint it designations shown on individual web and chord members are for compression buckling only not forhuilding 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 1 is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control.storage. CONSULTING delivery.erection.lateral restraint and diagonal bracing,consult ANSI/TPI I,058.89 and BCSI(Building Component Safety Information)available from WI7I�ITIWG LLC SBCA at www sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summer Creek bldg 13 roof 16498788 81302219 E02 HOWE 1 _ 2 iJob Reference(optional) Pro-Build Clackamas Truss.Clackamas,OR 97015-1129.Eric Roesler 7.250 s Aug 5 2011 MiTek Industries Inc. Wed Mar 13 13:41:55 2013 Page 1 ID:2bbDHySdQJGDGAtByF8OPrzgerY-sFv 1 vI FT0yy((;;�KigamQ l_XTMbwnf2eV_mgn7jUVzbKcA 27-8-14 2-8-14 I 5-6-0 i 8-3-2 11-0-0 2T8-1 2-8-14 2-9-2 2-9-2 2-8-14 - 4x8 I I Scale=1:30.0 3 ■ 6.00 12 3x6 3x6 ri 1 0‘41, LI INN 4 s■ il. r �� 11■' �■, pc.1 4 111■�Illt—�11�111.�11.. [a 9 8 10 7 11 8 12 rr4 OM 7x14 MT18H-.% 3x8 3x8 I I HUS28 8x8= 3x8 I I 7x14 MT18H' 27-5.14 HUS28 HUS28 HUS28 27 8-14 1 2-8-14 I 58-0 I 8-3-2 I 11-0-0 I 2-8-14 2-9-2 2-9-2 2-6.14 Plate Offsets(X.Y): [1:0-4-11_Edae].f2:0-2-0.0-1-81.13:0-2-8.0-2-01.14:0-2-0.0-1-8].[5:0-4-11.Edge].[6:0-4-12.0-1-81.17:0-4-0.0-4-121.18:0-4-12.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.06 7-8 >999 240 MT20 220/195 TCOL 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 Incr NO WB 0.61 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:118 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc puffins. 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* W3:2x4DFNo.1&BtrG 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 Horz1=-136(LC 12) Max Uplift 1=-3626(LC 15),5=3852(LC 18) Max Grav1=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=-3037/8498,6-12=-4260/9721,5-12=-4625/10086 WEBS 3-7=1178/6031,4-7=-26321729,4-6=-623/2890,2-7=-2473/698,2-8=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. 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. �� 0 r PROF Ss 3)Unbalanced roof live loads have been considered for this design. Q 4)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 \C3 I�G[M - /O left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 ��? R '� 5)All plates are MT20 plates unless otherwise indicated Q 85 5PE l 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. , 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=3626, rJ OREGON ,� �Q 5=3862. o 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 9iL �1)'12 12, 2-' o\ . ,-� 5 Contfr<dgAF1 I API 1. 4/OSEPH Q RENEWAL DATE: 12/31/2013 March 13,2013 ■ 0 WARNING.Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev 03-1111 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 ilt 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 ANSI/TPI 1,OSB-89 and BCSI(Building Component Safety Information)available from M� 1INALLC SBCA at www.sbcindustry.com. ____ _ Wf�if/i , Job Truss Truss Type Qty Ply Pulte-Summer Creek bldg 13 roof 16498766 B1302219 E02 HOWE 1 n • L Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Wed Mar 13 13:41:55 2013 Page 2 ID:2bbDHySdQJGDGAtByFBQPrzgerY-sFv1 vIFTOyC?K8gamQl_XTMbwnf2eV_mgn7jUVzbKcA NOTES 11)This truss has been designed for a total drag load of 700 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-11-7 for 703.0 plf. 12)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 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)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. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,3-5=-70,1-5=-20 Concentrated Loads(lb) Vert:6=-2200(F)9=-2200(F)10=-2200(F)11=-2200(F)12=-2200(F) 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 Z 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, delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NGLCc SBCA at www.sbcindustry.cam. Job Truss Truss Type Qty Ply Pule-Summer Creek bldg 13 roof 16498768 B1302219 L01 GABLE 1 1 Job Reference(optional) - Pro-Build Clackamas Truss.Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc.Wed Mar 13 13:41:57 2013 Page 1 I D:Xo9bV ITFBc04uKS N Wygfy2zgerX-pealVi kYaSiZR_ztrKScuR_xbQ56XF3H4cgYOzbKc8 -0.9-0 8-{2 2-9-4 I 5-6-8 I 6.3-8 I 0-9-0 2-9-4 2-9-4 0-9-0 Scale=1:17.5 4x4= 3 1, 8.00 12 r, 2x4 II 2x4 II MI III 2 _ 0 �� 4 n r . . __ 5 I1 2x4 6 2x4 II ...,. lc 2x4 II 3x10= 3x10= 8-1-2 8-1-2 I 2-9-4 _ - _ 5-8-8 2-9-4 _ 2-9-4 _ Plate Offsets(X.Y): 12:0.10-3.0-1-2].14:0-10-3.0-1-2] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 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 lncr Yes WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:24 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-2 oc bracing - WEBS 2x4DF Std G OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 2=297/0-5-8 (min.0-1-9),4=297/0-5-8 (min.0-1-9) Max Horz2=-56(LC 11) Max Uplift2=-1266(LC 15),4=-1266(LC 18) Max Grav2=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=6.0psf;h=25ft;Cat.II;Exp B.enclosed;MWFRS(low-rise)gable end zone,cantilever left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 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. 7)A plate rating reduction of 20%has been applied for the green lumber members. P 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1266, ,c -. �F�Sr.S 4=1266 c,• V-NG)NE-, 4� 9)This truss is designed in accordance with the 2006 International Residential Code sections R502 11 1 and R802.10.2 and referenced �� standard ANSIlTPI 1. 1: $55- PE r 10)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-6-8 for 625.0 plf. 11)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 9A_ v OREGON N �Q 11/ City 12 2p'N -/f JOSEPH RENEWAL DATE: 12/31/2013 March 13,2013 ) `, M 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 s for an individual building component.Applicability Ei - 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 irstaller.Additional permanent building stability bracing of the overall structure I 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,consul ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.abcindustry.com. _ _ w/�iv Job Truss Truss Type Qty Ply Purse-Summer Creek bldg 13 roof 18498789 61302219 L02 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Eric Roesler 7.250 s Aug 25 2011 MiTek Industries,Inc. Wed Mar 13 13:41:58 2013 Page 1 ID:Xo9bVITFBcO4uKSNWygfy2zgerX-HUUh9 KHMJtaZBbZ9RYrh95_65716r_aCWkLN4gzbKc7 -0-9-0 &1I2 2-9-4 4-11-8 Gil 0-9-0 2-9-4 2-2-4 4x4= Scale=1:18.5 3 8.00 4"4 , 2 11111l .447411M1 1 7 ,. 2x4 I I 3x10= 6 5x8 I I 5-1-2 8-1-2 -0-9-0 __ 2-9-4 4-11-8 0-9-0 2-9-4 2-2-4 Plate Offsets(X.Y): 12:0-10-7.0-1.61.15:0-5-14.Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) !/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.00 7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.00 2-7 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 • Code IRC2006/TPI2002 (Matrix) Weight:21lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-3-3 oc bracing. - WEBS 2x4DFStdG SLIDER Right 2 X 6 DF No.2 1-3-0 REACTIONS (lb/size) 2=283/0-5-8 (min.0-1-10),5=203/Mechanical Max Horz2=167(LC 13) Max Uplift2=-1350(LC 15),5=1294(LC 18) Max Grav2=1552(LC 10),5=1473(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2336/2139,3-4=-1020/872,4-5=-1737/1545 BOT CHORD 2-7=-1646/1769,5-7=-942/1064 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 8;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1350, 5=1294. �Q PR rfr 8)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced "<f, QF4 vtr standard ANSI/TPI 1. GJ N�,(NE /0 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 44.1 9 9 loads along bottom chord from 0-0-0 to 4-11-8 for 625.0 plf. Q g 5PE 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OREGON, 4/Q 14, °cy12Zp'\ .}'� `iOSEPH � RENEWAL DATE: 12/31/2013 March 13,2013 t � WARNING-Veriy 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 buiding component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities.fabrication.quality control.storage. delivery,erection.lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING UC SBCA at www.sbcindustrycom. CONSULTING r -- -- Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury r� Dimensions are in ft-in-sixteenths. I (Drawings not to scale) I Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. and fully embed teeth. See BCSI. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral restraints themselves may require bracing,alternative T-or I-Reinforcement,or Eliminator 0'1/16" 2 3 bracing should be considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced uses. Provide Provvide copies of this truss design to the building designer,erection supervisor,property liMilipr outer and all other interested pa ties 5. Cut members to bear tightly against each other. , o 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O locations are regulated by ANSIITPI 1. For 4 x 2 orientation,locate U 7. Desgn assumes Uusses will be suitably protected from the environment in accoN with plates 0-'nor'from outside U 8. Un ess otherwise noted,moisture content of lumber shall rat exceed 19%at time of fabrication. edge of truss. 0 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative c--s C6• Cs-e 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.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. *Plate location details available in MiTek 20/20 13.Top chords must be sheathed or continuous lateral restraints(i.e.,pudins)provided at spacing software or upon request. indicated on design. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 14.Bottom chords require continuous lateral restraint at 10 ft.spacing,or less,if no ceiling is AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO installed,unless otherwise noted THE LEFT. 15.Connections not shown are the responsibility of others PLATE SIZE 16.Do not cut or alter truss member or plate without prior approval of an engineer CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 17.Install and load vertically unless indicated otherwise The first dimension is the plate 18.Use of green or treated lumber may pose unacceptable environmental,health or performance 4 x 4 NUMBERS/LETTERS. width measured perpendicular risks.Consult with project engineer before use to slots.Second dimension is 19.Review all portions of this design(front,back,text and pictures)before use Reviewing the length parallel to slots. pictures alone is not sufficient. 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. PRODUCT CODE APPROVALS 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes LATERAL RESTRAINT LOCATION approval,through the building designer or owner of the trusses,of the loads and related ICC-ES Reports: design assumptions(e.g.spans,profiles,deflection.etc.)found on each of the individual Indicated by symbol shown and/or design drawings. by text in the bracing section of the 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance �� Y 9 E$R 1311,ESR 1352,ER 5243,9604B, with ANSI/TPI 1 and related proprietary information. output. Use T or I-Reinforcement 9730,95 43,96 31,9667A 23.1t is extremely important to properly install temporary lateral restraint and diagonal bracing,in or proprietay bracing(e.g.eliminator) NER-487,NER-561 accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). if indicated. 95110,84 32,96 67,ER 3907,9432A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual NOTE-LATERAL RESTRAINTS truss components unless specifically rated. MUST BE BRACED. REFER TO BCSI 25.Graphical representation of lateral restraints(i.e,purlins),if shown,does not depict the size or BEARING OR AS SPECIFIED BY THE BUILDING orientation of the restraint along the top and/or bottom chord.Restraints must be designed by others for size,and positioned in such a way as to support the imposed load along the DESIGNER dearspan of the restraint. 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 t=10 Indicates location where bearings O 2012 Dri Consulting,LLC All Rights Reserved - supporting scissor type trusses should be designed in such a manner that the walls will safely - (supports) occur. Icons vary but withstand the lateral forces of the trusses.Consideration of these items is not a part of this reaction section indicates joint truss design and is not the responsibility of the truss plate supplier,the truss designer,nor the number where bearings occur. truss fabricator Competent professional advice should be secured relative to these items. rm. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber.Design Industry Standards: values(E,Em n,Fb,Fc,Fcp,Ft,and Fv)for sol d sawn lumber and approved,grade ANSI: l: National Design Specification Bracing.I for Metal stamped,accuracy of jointed lumber shall be relies defined by the grade stamp prior to cross cutting g and in accordance with the published values of lumber rules writing agencies approved by Plate Connected Wood Truss Construction. the Board of Review of the American Lumber Standards Committee in accordance with the DSB-89: Design Standard for Bracing. DrJ Consulting, LLC latest edition of ANSUTPI 1 Section 6.3. • BCSI: Building Component Safety Information, 6300 Enterprise Lane 28.Trusses used as Purlin Gables(a.k.a.Hip Frames,Lay-In Gables)-Attachment of the Purlin Guide to Good Practice for Handling, p Gable to the supporting hip trusses satisfies the restraintlbradng requirements for the gable Installing,Restraining&Bracing of Metal CONSULTING LLC Madison. WI 53719 studs. Refer to the truss design drawing for each individual truss • Plate Connected Wood Trusses. • 15-11-8 RECEIVED r APR 152013 CITY OFTIGARD } PROBUILD CLACKAMAS TRUSS BUILDING DIVISION JOB# b1302219 UNIT BM 200 PLF DRAG APPLIED LOT. 46 TO MAIN UPPER GE TRUSSES PER PLAN SPECS O a e 5'X 10' o FURNACE SPACE °th IN TRUSS 16/12 AOIA < AO3A( 5 ) HUS-26 9 O l F0 L02 8/ aligi -1-1 '1 EO1 -0-0 LO1 1, 5-6-8 10-11-8 CENTEX HOMES SUMMER CREEK TOWNHOMES BLDG-13 ROOF I' 15-11-0 r J' UNIT BM �! 1� APR 1 5 2013 - '• LOT 46 REC�ITYOFTIGARD�� TRUSS SPAN I BUILDING DIVISION 1-1/4"X 14 RIM HERE Il '1 1j 1 .0.0‘ .1 ao c) c, U - Cl) G• 2' I"O/C FROM CENTER j 0-T E BUILDING r 3 Z 0 C-I -AG380 PL;DRAG , W C C I MM $Q' La 1 W Ch C I co a W C,D USE 2'-0"O/C FROPd n • - CENTER OF FIRST ko 'C-STUB" Uri O Q TYPE"C"BEHIND _ "r_r1RAn- O CG 2 w � v CO ' 7 " . C2 \ 1..\ 1. 10-6-0 TRUSSES STUBBED BACK 3-1/2"HERE FOR BEAM UP 10-4-0 PUL TE HOMES BUILDING 13 FIRST FLOOR JOB#b1302217 15-4-0 RECEIVED 'UNIT BNB 1 APR 15 2013 L CITY OF TIGARD cry FRAMING BY m BUILDING DIVISION 0 OTHERS 1-1/4"x 14"RIM HERE t OP n � 0 , A01-A o 0 4 0 M J J O 3 m = T Q U x Cl) - w A I 6 v ic-; cib , Q 4 , - 1-1/4-X 14-RIM B3A , 1-1/4-X 14-RIM 4-11-8 10-11-8 BLDG#13 UPPER FLOOR BLDG 13 UPPER FLOOR PROBUILD#B1302218 . 2X6 STRONG BACKS ARE STRONGLY RECOMMENED • TO CONTROL ANY BOUNCE OR DEFLECTION IN FLOORS