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Plans A/15To 2oia- oa135 • Al5T-0ZcI -ozJ13Co mi:lik /vl ST- � cl 37 RECtJVD III0 II M STo�Ia-c-o 13$ JUN 19 2012 CONSULTING Lc CID/OF Al BUILDING L DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81205717 MiTek 20/20 7.2 Pulte Homes Summer Creek bldg 18 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: I5598453 thru15598473 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 ANSIITPI 1 Section 6.3. ��r,EO PROP 5 NGINEFA s/0 4 85525PE r tt v OREGON., ,4" 14, 00'12 2°1 ' tiOS p 0 Ft 7 : / ,„,< 2013 June 13,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted.The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses, per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. 4. Job Truss Truss Type CRY IN Putts Homes Summer Creek bldg 18 roof 15598453 B1205717 A01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Wed Jun 13 08:40:33 2012 Page 1 I D:psYpOtL_XY7Vhn hSwsUJYxzgerh-O Da UdGjxTraCjf7EOcnp3K72?mZ7v8vOH9M?kBz6l li 11131 19-6-0 I 39-0-0 19-6-0 19-6-0 Scale=1:65.2 5x8= 6.00 12 18 17 15 :_� 14 18 13 - - 19 5x8 % 72 - 20 11 - _ 21 5x8 10 III>11 111122 23 r? -_ 24 d t �' 25 6 = 28 5 27 28 5x12 = 5x12 ------ d 57 58 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 38 35 34 33 32 31 5x8 = I 39-0-0 39-0-0 Plate Offsets(X,Y): 12:0-2-4.Edoel.110:0-4-0,0-3-01,122:0-4-0.0-3-01130:0-2-4,Edgej,144:0-4-0.0301 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 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 Incr Yes WB 0.10 Horz(TL) 0.05 43 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight 303 lb FT=10% LUMBER BRACING • TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc puriins. BOT CHORD 2 x 4 DF No.1&Btr 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 OF Std G'Except* ST14:2 x 4 DF No.1&Btr G WEDGE Left:2 X 6 DF No.2,Right:2 X6 DF No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz 2=138(LC 15) Max Uplift All uplift 100 lb or less at joint(s)45,47,48,49,50,51,52,53,54,55,56,57,43,41,40,39,38,37,36,35,34,33, 32 except 2=-2053(LC 11),30-2004(LC 14),31=-124(LC 17) Max Gras 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=-2125/2223,10-11-1820/1940,11-12=-1523/1660,12-13=1222/1379, 13-14=-924/1101,14-15=-626/826,15-16=328/536,16-17=-328/503,17-18=-626/813,18-19=-924/1079, 19-20=-1222/1349,20-21=-1523/1622,21-22=1820/1892,22-23=-21252174,23-24=-24132441, 24-25=-27142723,25-26=-3012/3001,26-27=3320/3288,27-28=-364613565,28-29=-3973/3870, 29-30=-452714374 BOT CHORD 2-57=-3850/4041,56-57=-3460/3581,55-56=-3194/3341,54-55=-2927/3074,53-54=-2660/2807, 52-53=-23942541,51-52=-21272274,50-51=-18602007,49-50=-1595/1742,48-49=-1328/1475, 47-48=-1062/1209,46-47=-795/942,45-46=-528/675,44-45=-262/409,43-44=262/409,42-43=-528/675, 41-42=-795/942,40-41-1062/1209,39-40=1328/1475,38-39=-1595/1742,37-38=-1861/2007, 3637=-21272274,35-36=-23942540,34-35=-2661/2807,33-34=-2927/3074,32-33=-3167/3340, `CL r 1 PRO S� 31-32=-3461/3580,30-31=-3873/4040 Q` tF NOTES C.?`� �,-•- -4s iC2 1)Unbalanced roof live loads have been considered for this design. L(e '>' 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL�.Opsf;h=25ft;Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; 8rjrj2�j'PE 'r 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.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. .. t! .. `i! 6)Gable requires continuous bottom chord bearing. �• 1 7)Gable studs spaced at 1-4-0 oc. "Y V 12,2,01�- 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t/pSEpU V 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. >• 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 RENEWAL DATE 12/31/2013 ,41,40,39,38,37,36,35,34,33,32 except(jt=lb)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. June 1 3,2012 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 Contlri99tf0d-9 2-0-0 for 200.0 pit. 'o ■ J AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrainll diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, • • delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DS8-89 and BCSI(Building Component Safety Information)available from /s/fU!/1117NG ac SBCA at www.sbdndustry.com. VV/WYL/a1��7 Job Truss Truss Type Qty Ply Putte Homes Summer Creek bldg 18 roof 15598453 B1205717 A01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:40:38 2012 Page 2 I D:psYpOtL_XY7VhnhSwsUJYxzgerh-ooFcFllpmmzn a7sp4I K W hzkZEzag6Ufgz7bfL Wz6I If NOTES 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 t 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. Job Truss 'Truss Type Oly Ply Puke Homes Summer Creek bldg 18 roof 15598454 B1205717 AO1A GABLE 1 1 . Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:40:39 2012 Page 1 • ID:psYpOtL_XY7VhnhSwsUJYxzgerh-CNxItKoi3hLMRabOItuDJbM5EAa9JF]Gf5pKyrz611c -1-0-Q 19-6-0 I 39-0-0 ' 19-6-0 198-0 5x8 = Scale=1:69.3 6.00 12 18 17 15 14 18 • 13 19 5x8 12 1 _ 20 11 _ = 21 5x8 10 22 1 1 N ,..... .. . ,.., 59 58 57 58 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 9x12 MT18H = 5x8 = 9x12 MT18H= 3x6 II 3x6 II I 39-0-0 1 39-0-0 Plate Offsets(KY): 0:0-3-12,0.1-81,110:0.4-0.0-3-0],122:0.4-0,0-3-01 129:0-3-12.0.1-81,131:Edae,03.81.132:0-3-4,0-1-8],145:0.4-0,0301.158:03-4.0-1-81,f59:Edae,0-3-8] LOADING(pst) SPACING 2-0-0 CSI DEFL in ()cc) t/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.00 2 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.00 2 n/r 180 MT18H 220/195 BCLL 0.0 • Rep Stress Incr Yes WB 0.85 Horz(TL) 0.05 44 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Wnd(LL) 0.00 2 n/r 90 Weight:344 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-9 oc purlins, except end verticals. BOT CHORD 2 x 4 DF Na.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-3-0 oc bracing. WEBS 2 x 4 DF No.1&Btr G`Except' WEBS 1 Row at midpt 16-45,15-46,14-47,13-48,17-44,18-43,19-42 ST1:2x4DFStdG OTHERS 2 x 4 DF Std 0•Except' ST14:2 x 4 DF No.1&Btr G • REACTIONS All bearings 39-0-0. (Ib)- Max Horz 59=143(LC 16) Max Uplift All uplift 100 lb or less at joint(s)46,48,49,50,51,52,53,54,55,56,57,44,42,41,40,39,38,37,36,35,34,33 except 59=-4130(LC 11),58=-2302(LC 16),31=-4056(LC 14),32=2271(LC 17) Max Gray All reactions 250 lb or less at joint(s)45,46,47,48,49,50,51,52,53,54,55,56,57,44,43,42,41,40,39,38,37, 36,35,34,33 except 59=4282(LC 10),58=2304(LC 25),31=4192(LC 17),32=2318(LC 28) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-278277,3-4=4023/3902,4-5=-3675/3621,5-6=-3332/3344,6-7=4044/3057,7-8=272812779, 8-9=-24192498,9-10=-2130/2230,10-11=-1825/1942,11-12=-1529/1668,12-13=1228/1387, 13-14=-930/1109,14-15=-632/834,15-16=-334/544,16-17=-3301507,17-18=-629/817,18-19=926/1083, 19-20=-1224/1353,20-21=-1525/1625,21-22=-1820/1894,22-23=-21262182,23-24=-24152450, 24-25=-2716/2731,25-26=-3014/3009,26-27=-3314/3294,27-28=-3627/3570,28-29=-3952/3885, 29-30=-244/271,2-59=-316/258 BOT CHORD 58-59=-3864/4004,57-58=-3459/3600,56-57=-3187/3333,55-56=-2926/3040,54-55=-2659/2800, 53-54=-23932533,52.53=-2126/2266,51-52=-18592000,50-51=-1595/1734,49-50=-1328/1467, 48-49=-1061/1201,47-48=-795/934,46-47=-528/667,45-46=-261/401,44-45=-258/397,43-44=-525/664, 42-43=-791/931,41-42=-1058/1197,40-41=1325/1464,39-40=-1591/1731,38-39=1857/1996, 37-38=-21242262,36-37=-2390/2529,35-36=-26572796,34-35=-2924/3036,33-34=3183/3329, 32-334-3457/3596,31-32=4861/4000 . P f j O fi WEBS 3-58=-21612216,29-32=-2179/2191,3-59=-5582/5354,2931=-5555/5370 �SS��NC'] E�`��a NOTES 1)Unbalanced roof live loads have been considered for this design. 't4� '�-7 2)Wind:ASCE 7-05;100mph;TCDL=4.2pst;BCDL�.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; C4- 85525PE r- 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.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 MT20 plates unless otherwise indicated. 1 tee.OREGON (V 6)All plates are 2x4 MT20 unless otherwise indicated. • e}�1 7)Gable requires continuous bottom chord bearing. �/ 1 r 12 +' *,-1/4 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). JOSEPH V 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.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 40 chord and any other members. RENE AL DATE 12/31/2013 12)A plate rating reduction of 20%has been applied for the green lumber members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,48,49,50,51,52,53,54,55,56,57,44,42 June 13,2012 ,41,40,39,38,37,36,35,34,33 except(jt=lb)59=4130,58=2302,31=4056,32=2271. ClEfatjTiliktiosiAitidegsigned in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. iisi 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 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 illiikl designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Vf/lF7V l�fa Job Truss Truss Type Oty Ply Puke Homes Summer Creek bldg 18 roof 15598454 B1205717 AO1A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:40:39 2012 Page 2 ID:psYpOtL XY7VhnhSwsUJYxzgerh-CNxlt Koi3hLMRabOItuDJbM5EAa9JfjGf5pKyrz611c NOTES 15)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 p9. 16)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with Miter,connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability l of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Taus Type Oly Ph Putte Homes Summer Creek bldg 18 roof 15598455 81205717 A02 DBL FINK 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:40:40 2012 Page 1 ID:Lg_RBYLLmE?e3e7GM8z4?kz geri-hZV75gpKq?TD3kAaJaPSspvCQatn2B1 QuIZtUHz611b 11-0p d 7-10-13 { 14-0-0 19-6-0 25-0-0 ( 31-1-3 39-0-0 40 0-0 7-10-13 6-1-3 5-6-0 5-6-0 6-1-3 7-10-13 i 0-0 Scale=1:650 5x8= 6.00 12 e 2x4 II 2x4 1I 3x6! 5 7 . _ - 358 4 B ''? 3x4 9 3x4 3 9 10 1I1/2411-4 g ;r111Id 5x12 = 15 14 13 12 5x12 2x4 II 8x8 = 8x8 = 2x4 II ( 7-10-13 I 14-0-0 I 25-0-0 ) 31-1-3 39-0-0 7-10-13 6-1-3 11-0-0 6-1-3 7-10-13 Plate Offsets IX,YI: 12:0-2-4.EdaeL 110:0-2-4,Edael.113:0-2-12.Edgel 114:0-2-12,EdQel LOADING(psf) SPACING 2-0-0 CSI DEL in (IOC) I/deft 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 Ina Yes WB 0.52 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code IRC2006/1P12002 (Matrix) Weight 200 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 x 4 DF No.18B9 GExcept* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2X8DFNo.2 WEBS 2 x 4 DF Std*Except. WI:2x4DFNo.18BtrG REACTIONS (lb/size) 2=2008/0-5-8(min.0-2-2),10=2008/0-5-8(min.0-2-2) • Max Horz 2=-128(LC 6) Max Uplift 2=-270(LC 5),10=-270(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3619/365,3-4=-3040/274,4-5=-2872/294,5-6=-3042/421,6-7=-3042/421,7-8=-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 8-13=-215/1333,7-13=-422/241,9-13=-591/233,9-121/254,6-14=-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�.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)115.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 fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)A plate rating reduction of 20%has been applied for the green lumber members. PROF 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=270,10=270. <cS*.Q tsc4 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. \C3 sNGINEE9 // 9)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. 4(y 4 fig LOAD CASE(S) Standard Q : 525PE r .6( •"t C8 , Q •464) 2 % 12Q."OSEPN AI RENEWAL DATE: 12/31/2013 June 13,2012 4 I AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use Design valid for use with MiTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrainU 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. VV Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 18 roof 15598456 81205717 AO2A DBL FINK 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc.Wed Jun 13 08:40:42 2012 Page 1 I D:Lg_RBYLLmE?e3e7GM8z4?kzgeri-dyctW LgaMcjxl2JzQ?RwxE_WdOYvWBZjL32_Z9z61IZ y1 7-10-13 14-0-0 I 19-6-0$ 25-0-0 31-1-3 39-0-0 40 0 jj 7-10-13 6-1-3 5-6-0 5-6-0 6-1-3 7-10-13 (-0- Q - Scale=1:65.4 5x8 = • _ 6.00 12 6 2x4 II 2x4 11 s 3x6..:>. 7 3x6 4 8 3x4 i 3x4 c- 3 9 ii- 4x8 i 4x8 2 10 11 71 1.1 Mr "111 Irt • 17 18 15 14 13 12 2x4 II 4x6= 8x8= 8x8= 4x6 = 2x4 I I 7-10-13 14-0-0 I 25-0-0 I 31-1-3 39-0-0 7-10-13 6-1-3 11-0-0 6-1-3 7-10-13 Plate Offsets(X,Y): 12:0-2-4.0.1-121 110:0-2-4.0-1-121.113:0-1-120-1-121.f14:0-2-12.Edge1.115:0-2-12.Edgel.116:0-1-12,0-1-121 - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.37 14-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.99 14-15 >472 180 BCLL 0.0 • Rep Stress Ina' Yes WB 0.46 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code IRC2006/1-PI2002 (Matrix) Weight:2321b FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. BOT CHORD 2 x 4 DF No.1&Btr GExcept' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2X6DFNo.2 WEBS 2 x 4 DF Std*Except' W1,W5:2 x 4 DF No.18Btr G REACTIONS (lb/size) 17=2018/0-5-8(min.0-2-2),12=2018/0-5-8(min.0-2-2) Max Horz 17=-131(LC 6) Max Uplift 17=-264(LC 5),12=-264(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. s TOP CHORD 2-3=-2917/307,3-4=-2715/272,4-5=-2547/292,5-6=-2712/414,6-7=-2712/414,7-8=-2547/292, 8-9=-2715/272,9-10=2917/307,2-17=1945/304,10-12-1945/304 BOT CHORD 15-16=-297/2539,15-18=-43/1809,18-19=-43/1809,19-20=-43/1809,20-21=-43/1809,14-21=-43/1809, 13-14=-166/2539 WEBS 6-14=-210/1169,7-14=-410231,9-14=-322/204,9-13=-275/97,6-15=-210/1169,5-15=410231, 3-15=-322/204,3-16=275/98,2-16=-168/2565,10-13=-168/2565 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL�.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)115.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 fit between the bottom chord and any other members,with BCDL=10.0psf. 6)A plate rating reduction of 20%has been applied for the green lumber members. to PROF 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)17=264,12=264. {£Q. r S 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. CO:a'r't tI13)NE,-h ref 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 'T LOAD CASE(S) Standard 85525 PE .r- `; ',./ •-1 •N,,, 1,0 it "'0sEpN o RENEWAL DATE: 12/31/2013 June 13,2012 v. 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint 113////1 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, n 7v delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING tic SBCA at www.sbcindustry.com. Job Truss Truss Type t]ty Ply Pulte Homes Summer Creek bldg 18 roof 15598457 61205717 A03 DBL.FINK 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:40:43 2012 Page 1 I D:Lg_RBYLLmE?e3e7GM8z4?kzgeri-58AGjh rD7wrowBu9,jy9TRXj7ouRFY9sajnX5cz6IIY I 7-10-13 14-0-0 19-6-0 25-0-0 I 31-1-3 ( 39-0-0 'r ii Q 7-10-13 6-1-3 5-6-0 5-6-0 6-1-3 7-10-13 -0-0 Scale:3/16"=1; 5x8= 8•00 12 5 2x4 11 2x4 11 ` 3x6% 4 6 - 3x8 3 7 3x4 i 3x4 2 8 1 9 $l ,r14 i a @ �Z r� Old 5x12 = 14 13 12 11 5x12= 2x4 II 8x8 = 8x8 = 2x4 II ( 7-10-13 ( 14-0-0 1 25-0-0 I 31-1-3 I 39-0-0 7-10-13 6-1-3 11-0-0 6-1-3 7-10-13 Plate Offsets(X.Y): 11:0-2-4.Edgel.19:0-2-4.Eddel.f12:0-2-12.Edoeh 113:0-2-12.Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 0.89 Vert(TL) -1.12 12-13 X415 180 BCLL 0.0 • Rep Stress Ina Yes WB 0.56 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:198 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 x 4 DF No.186tr G*Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2X6DFNo.2 WEBS 2 x 4 DF Std G'ExcepY • W1:2x4OFNo.18Btr G REACTIONS (lb/size) 1=1926/Mechanical,9=2016/0-5-8 (min.0-2-2) .. Max Horz 1=-138(LC 6) Max Uplift 1=-215(LC 5),9=-270(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3680/382,2-3=3070281,33=-2903/301,4-5=-3071/427,5-6=-3059/422,6-7=-2889/295, - 7-8=-3057275,8-9=-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=-417239, 2-13=-636247,2-14 /260 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-05;100mph;TCDL=4.2psf;BCDL 'i.Opsf;h=25ft,Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)115.Olb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. • 6)A plate rating reduction of 20%has been applied for the green lumber members. ,�C�Pc1 P R Ut- 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=215,9=270. \C, 1l,GIN,�€ /O 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/I-PI 1. C? tC.- 6' ..,,, 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Lie 85525 PE r LOAD CASE(S) Standard ,L. .- Go ' et f.jr U�1-12.X1± "10sEp l p RENEWAL DATE 12/31/2013 June 13,2012 I • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Est 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, Lw delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. _ Job Truss Truss Type Oty Pty Pulte Homes Summer Creek bldg 18 roof 15598458 B1205717 AO3A Da.FINK 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129.tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:40:43 2012 Page 1 ID:Lg_RBYLLmE?e3e7GM8z4?kzgeri-58AGjhrD7wrowBu9 jy9TFUChMou6FZpsajnX5cz611Y -11 0 q 7-10-13 14-0-0 19-6-0 25-0-0 31-1-3 39-0-0 0 0 7-10-13 6-1-3 5-6-0 5 6 0 8-1-3 7-10-13 - Scale=1:65.3 5x8= 8.00 12 8 2x4 II 2x4 II 3.6 % 7 3x8 4 8 3x4 3x4 g 9 4x8 % 4x8/4/iiiiiiiiiii- { 2 10 1 18 15 14 13 12 11 2x4 II 2x4 11 4x6 = 8x8= 8x8= 4x6= 7-10-13 140-0 25-0-0 31-1-3 ) 39-0-0 7-10-13 6-1-3 11-0-0 6-1-3 7-10-13 Plate Offsets(X.Y): 12:0-2-4.0-1-121.110:0-2-4.0-1-121 112:0-1-12.0.1-121.f13:0-2-12,Ed0e1 f14:0-2-12,Edoel.115:0-1-12.0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 • Vert(LL) -0.37 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.99 13-14 >470 180 BCLL 0.0 • Rep Stress Incr Yes WB 0.46 Horz(TL) 0.08 11 n/a n/a • BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 231 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G*Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. T3:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 x 4 DF No.1&Btr C*Except* B2:2X6DFNo.2 WEBS 2 x 4 DF Std G*Except W1,W5:2x4DFNo.1&BtrG REACTIONS (lb/size) 16=2019/0-5-8 (min.0-2-2),11=1937/Mechanical Max Horz 16=143(LC 5) Max Uplift 16=-264(LC 5),11=-212(LC 6) •FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2919/307,3-4=-2717/272,4-5=-2550/292,5-6=-2714/414,6-7=-2715/414,7-8=-2552/293, 8-9=-2720273,9-10=-2925/308,2-16=-1946/304,10-11=-1863/252 BOT CHORD 14-15=-309/2540,14-17=-55/1811,17-18=-55/1811,18-19=-55/1811,19-20=-55/1611,13-20=-55/1811, 12-13=-199/2549 WEBS 6-13=-209/1171,7-13=-406/228,9-13=-331/208,9-12=-277/102,6-14=-210/1169,5-14=-410/231, 3-14=-321204,3-15=-275/98,2-15=-168/2566,10-12=-202/2575 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)115.0Ib 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 fit between the bottom chord and any other members,with BCDL=10.Opsf. c EQ PROF 6)A plate rating reduction of 20%has been applied for the green lumber members. Q� �stS 7)Refer to girder(s)for truss to truss connections. GI N,E' / 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)16=264,11=212. � fC.. C'6' 0� 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 17 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 85525PE 'r ' LOAD CASE(S) Standard / • REGON,� ,,• 92 (it '12,2 'a -4` ' OsEpt-k RENEWAL DATE 12/31/2013 June 13,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use Design valid for use with MiTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability r of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint inilki designations shown on individual web and chord members are for compression buckling only,not forbuiiding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONS ULflNG LLC SBCA at www.sbandustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 18 roof 15598459 B1205717 A04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:40:46 2012 Page 1 I D:psYpOtL_XY7Vhnh SwsUJYxzgerh-VjsOLjt5PrDMnfd kfrWs549Gj??ES071 GhOBixz61IV -ii1 19-6-0 39-0-0 4 0-q -00 1960 19-6-0 -0-0 Scale=1:85.3. 5x8= 6.00 12 16 17 15 11".1 , 14 - = 18 13 = 19 5x8 i 12 - 20 11 - = 21 5x8• 10 - _ 22 9 .�� `'.. 23 t9 24 7 _ ;t 4 _ 25 8 - 26 5 27 4 28 2 / a . .. .� , ...._-_s - : , - -�_-_�,�1 ,�r.` X31 of 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 5x8= I 39-0-0 39-0-0 Plate Offsets(X,Y): [2:0-2-4,Edge],110:0-4-0,0-3-01122:0-4-0,0.3-01,130:0-2-4,Edoel.145:0-4-0.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft 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 Ina Yes WB 0.10 Horz(TL) 0.05 44 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Wind(LL) 0.00 31 n/r 90 Weight:304 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-4-12 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 16-45,15-46 14-47,17-44,18-43 OTHERS 2 x 4 DF Std G*Except' - ST14:2 x 4 DF No.18Btr G WEDGE Left 2 X 8 DF No.2,Right:2 X 6 DF No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz 2=126(LC 17) Max Uplift All uplift 100 lb or less 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 2=-2055(LC 11),30=-2040(LC 18) - Max Gray All reactions 250 lb or less at joint(s)45,46,47,48,49,50,51,52,53,54,55,56,57,58,44,43,42,41,40,39,38, 37,36,35,34,33,32 except 2=2197(LC 10),30=2197(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4568/4375,3-4=-4019/3923,4-5=-3691/3631,5-6=-3365/3342,6-7=-3043/3060,7-8=-2727/2782, 8-9=-24132500,9.10=-2125/2233,10-11=-1820/1951,11-12=-1523/1671,12-13=-1222/1389, 13-14=-924/1111,14-15=-626/836,15-16=-328/547,16-17=-328/513,17-18=-626/824,18-19=-924/1090, 19-20=-1222/1359,20-21=-1523/1632,21-22=-1820/1896,22-23=-21252178,23-24=-2413/2445, 24-25=-27142727,25-26=-3012/3005,26.27=-3310/3293,27-28=-3636/3582,28-29=-3964/3874, 29-30=-4513/4372 BOT CHORD 2-58=-3851/4056,57-58=-3461/3596,56-57=-3194/3356,55-56=-2927/3089,54-55=-2661/2823, 53.54=-23942556,52-53=-21272289,51.52=-18612023,50-51=-1595/1757,49-50=-1329/1491, 4849=-1062/1224,47-48=-795/957,46-47=-529/691,45-46=-262/424,44.45=-262/424,43-44=-529/691, 4243=-7951957,4142=-106211224,40-41=-1329/1491,39-40=-1595/1757,38-39=-18612022, 37-38=-21272289,36-37=-23942555,35-36=-26612822,34-35=-2927/3089,33-34=-3194/3355, E9 PRO' 32-33=-3461/3622,30-32=-3851/4055 <<' �5. `Co'`� \,),G1NE �/0 NOTES C? .: 1)Unbalanced roof live loads have been considered for this design. l., l 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; 85525PE Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. -.1,4)115.GIb 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. • �_ • 't 8 6)Gable requires continuous bottom chord bearing. -40 �/t c A P12 �4 2(� 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 110,SEpVA V 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4. 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)46,48,49,50,51,52,53,54,55,56,57,58,44 RENEWAL DATE: 12/31/2013 ,42,41,40,39,38,37,36,35,34,33,32 except(jt=lb)2=2055,30=2040. 12)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. June 13,2012 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 Contlk0@t1tbil-pdge39-0-0 for 200.0 plf. 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 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,fabncation,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pu11e Homes Summer Creek bldg 18 roof 15598459 B1205717 A04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:40:47 2012 Page 2 I D:psYpOtL_XY7VhnhSwsUJYxzgerh-zvOmZ3ujA9LDOpCwDY15eHiRSPKTBTNSVLIIENz61IU NOTES 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-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING^ delivery,erection,lateral restraint and diagonal bracing,consult ANSI TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from {►fI VL�LV t�C SBCA at www.sbwndustry.corn. /I Job Truss Truss Type Oy Ply Pulte Homes Summer Creek bldg 18 roof 15598460 81205717 B01 GABLE 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackames,OR 97015.1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Wed Jun 13 08:40:53 2012 Page 1 I D:IeaKEFPUbmdxAP?D9hZFi n zgerd-o3n2p6zU m?6N7kf4Zp8VIYyS WgMgbB sKtGC3S 1 z6110 -11-0-9 18-0-0 38-0-0 7-0 q 1-0 0 18-0-0 18-0-0 -0-0 Scale=1:60.8, 5x8 = 6.00 12 15 16 14 :rte 13: - 17 12 18 11 - 19 3x8 10 _ 20 3x8 21 8 9 22 2 7 al': .t arty 23 g ,� y 24 5 25 4 28 3 27 ill 2 - - - .... -111111111: - _ _ - - IIII _ 29 4x8= 4x6 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 38 35 34 33 32 31 30 5x8 = I 38-0-0 38-0-0 Plate Offsets(X.Y): 12:0-0-0,0-0-4],128:0-0-0,0-0-41,[41:0-4-0,0-3-01 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) 0.00 29 NI' 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) 0.01 29 n/r 180 BCLL 0.0 • Rep Stress Ina YES WB 0.10 Horz(TL) 0.04 40 Na Na BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 29 Nr 90 Weight:263 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc puffins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-6-9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 15-41,14-42,16-40 WEDGE Left:2 X 4 OF Stud/Std,Right 2 X 4 DF Stud/Std REACTIONS All bearings 36-0-0. (Ib)- Max Horz 2=120(LC 16) Max Uplift All uplift 100 lb or less at joint(s)42,44,45,46,47,48,49,50,51,40,38,37,36,35,34,33,32,31 except 2=-1868(LC 11),52=-109(LC 16),30=-108(LC 17),28=-1871(LC 18) Max Gray All reactions 250 lb or less at joint(s)41,42,43,44,45,46,47,48,49,50,51,40,39,38,37,36,35,34,33,32,31 except 2=2053(LC 10),52=320(LC 25),30=320(LC 28),28=2053(LC 9) - FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=4204/4073,3-4=-3382/3328,4-5=-3063/3036,5-6=-2739/2755,6-7=-24242478,76=21182198, 8-9=-1897/1934,9-10=-1820/1919,10-11=-1521/1641,11-12=-1223/1362,12-13=925/1084,13-14=627/809, 14-16=333/496,15-16=333/493,16-17=-627/797,17-18=-925/1062,18-19=-1223/1332,19-20=-1521/1602, 20-21=-1820/1872,21-22=1854/1884,22-23=-21182148,23-24=-2416/2427,24-25=-27142705, 25-26=-30132993,26-27=-3332/3284,27-28=-4155/4029 ROT CHORD 2-52=-3570/3753,51-52=-2928/3086,50-51=-26342820,49-50=-23942553,48-49=-2128/2286, 47-48=-18612020,46-47=-1594/1753,45-46=-1328/1486,44-45=-1061/1220,43-44=-794/953, 42-43=-528/686,41-42=-261/420,40-41=-261/420,39-40=-528/686,38-39=-794/953,37-38=-1061/1220, 36-37=-132811486,35-36=-1594/1753,34-35=-1861/2020,33-34=-2128/2286,32-33=-23942553, 3132=-26342820,30-31=-2928/3086,28-30=-3548/3753 NOTES 1)Unbalanced roof live loads have been considered for this design. EQ P�DFt 2)Wnd:ASCE 7-05;100mph;TCDL 4.2psf;BCDL�.Opsf;h=25ft;Cat.II;Exp B;endosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed `(�� Ca',5, Lumber DOL=1.33 plate grip DOL=1.33 �..voi NE-.`. /O� 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. fL O 9 4)115.OIb AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-0 apart. 85525 PE 5)All plates are 2x4 MT20 unless otherwise indicated. Ct. 6)Gable requires continuous bottom chord bearing. 7)Gable t sss h spaced designed 14-0 oc. / al 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Cr 9)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9 V 2 Z�N�� 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)42,44,45,46,47,48,49,50,51,40,38,37,36 410,SEPN 0 ,35,34,33,32,31 except(jt=lb)2=1868,52=109,30=108,28=1871. 12)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. 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 y from o-0-0 to 36-0-0 for 200.0 plf. RENEWAL DATE: 12/31/2 013 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. June 13,20 12 LOAD CASE(S) Standard ..r ■ I AWARNING-Verify design parameters and mad 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 during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 18 roof 15598461 61205717 602 DBL.FINK 14 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:40:55 2012 Page 1 IDAgMiRbP6M4InnZaQjP4UF 7zgerc-kSvoEo_kIcM5M 1 pSh EAzzz 1 pNdyJ3zUdKahAWvz61IM 1-0-9 6-3-12 13-0-0 18-0-0 23-0-0 1 29-8-4 36-0-0 317-0-9 1-0-0 6-3-12 6-8-4 5-0-0 5-0-0 6-8-4 6-3-12 1-0-0 • Scale=1:60.2 5x8= s • 8.00 12 8 til 2x4 II 2x4 II • 5 7 3x8 G c 3x8 4 8 I-1 f, 1 3x4 G 3x4 3 9 2 10 11 rq • 3x10= 15 14 13 12 3x10 = 2x4 II 8x8= 8x8 = 2x4 II 6-3-12 13-0-0 23-0-0 29-8-4 1 36-0-0 6-3-12 6-8-4 10-0-0 6-8-4 6-3-12 Plate Offsets(X,Y): 12:0-10-4,0-0-101.110:0.10-4.0-0-101 113:0-2-12.Edae1.114:0-2-12.Edste) LOADING(psi) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl L/d PLATES GRIP TCLL 25.D Plates Increase 1.15 TC 041 Vert(LL) -0.30 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 082 Vert(TL) -0.82 13-14 >523 180 BCLL 0.0 • Rep Stress Incr YES WB 0.54 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 185 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purins. BOT CHORD 2 x 4 DF No.1&Btr G*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 62.2X6DFNo.2 WEBS 2 x 4 DF Std G REACTIONS (lb/size) 10=1843/0-5-8 (min.0-1-15),2=1843/0-5-8 (min.0-1-15) - Max Horz 2=-120(LC 6) Max Uplift 10=-249(LC 8),2=-249(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3344/337,3-4=-2773/241,4-5=-2670/253,5-0=2770/385,6-7=-2770/384,7-8=-2670/253, • 8-9=-2773/241,9-10=-3344/337 BOT CHORD 2-15=-324/2883,14-15=-324/2883,14-16=-26/1786,16-17=-26/1786,13-17=-26/1786,12-13=-205/2883, 10-12=-205/2883 WEBS 6-13=-203/1222,7-13=-451/255,9-13=-566/221,6-14=-203/1222,5-14=-451/255,3-14=-566/220 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL 6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)115.OIb AC unit load placed on the bottom chord,18-0-0 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 fit between the bottom chord and any other members,with BCDL=10.Opsf. 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)except(jt=lb)10=249,2=249. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSITTPI 1. d PRO 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Q" FF LOAD CASE(S) Standard �C.• �(y(N fit /0� 85525PE r 174, ►'12,x° -p- JOSEPN d� ti RENEWAL DATE: 12/31/2013 June 13,2012 -4 t AWARNING-Verify design parameters and read notes on this Truss Design Drawng 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 ilki 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 forbutding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING((.t; SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pubs Homes Summer Creek bldg 18 roof 15598462 B1205717 E01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:40:58 2012 Page 1 ID:2bbDHySdQJGDGAtByF8QPrzgerY-91 axtpOdaXkfDVY t MMkgacfQ3rAZGS430Ywg7Ez611J 1-0-9-0 1 5-5-12 I 10-11-8 111-8-81 0-9-0 5-5-12 5-5-12 0-9-0 4x4 = Scale=1:282, e . 2x4 11 PI or II r_ 111 Y 11 w MItttttttlt�tttr• ∎14 4.4•••••••4••47•'•1.7.7.7.147417.7.7.7 4 674.747.747.7.747.7.7.7•:0.•74743 20 19 18 17 16 15 14 13 12 3x4 = 2x4 II 2 x 4 I I 2x4 I I 2x4 I I 2z4 I I 2x4 II 2x4 II 3x4= I 10-11-8 I 10-11-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 11 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) -0.00 11 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Wind(LL) 0.00 11 n/r 90 Weight:71 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G OTHERS 2 x 4 DF Std G REACTIONS All bearings 10-11-8. (Ib)- Max Horz 20=105(LC 4) Max Uplift All uplift 100 lb or less at joint(s)17,18,19,15,14,13,20,12 Max Gray All reactions 250 lb or less at joint(s)16,17,18,19,15,14,13,20,12 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)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDLv6 Opsf;h=25ft;Cat.II.Exp B;enclosed;MWFRS(low-rise)gable end zone,cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17,18,19,15,14,13,20,12. 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 Okt sip oriet. /0 85525PE c`/. G. ' �9+OS12�O" EP sA RENEWAL DATE 12/31/2013 June 13,2012 • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use Design valid for use with MiTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restrain)and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from GYMS L TIN�i U G LAC SBCA at www.sbcindustry corn_ Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 18 roof 15598463 B1205717 E01-A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:41:01 2012 Page 1 ID:2bbDHySdQJGDGAtByFBQPrzgerY-ZcG3Vr3VtS6E4yGc1 VHNCEHxh2BFTpOVYWBUkZz611G -0-9-0 j 5-6-0 11-0-0 { 11-9-0 j I 0-9-0 5-6-0 5-6-0 0-9-0 454= Scale=1:23.7 6 2x4 511 0 7 2x4 11 - 5 8.00 12 Dca 1 82x4 II 4 - 2x4 II ' , sail 3 2 .� w w w w w �`. 1° A r r r r r r [r ` 11 3x8= 18 17 18 15 14 13 12 2x4 11 2 x 4 I I 2x4 I I 2x4 I I 2x4 11 2x4 I I 2x4 I I 3x8_ 1 11-0-0 , 11-0-0 Plate Offsets(X,Y): (2:0-3-9,0-1-81,110:0-3-9.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 003 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 • I Rep Stress Incr NO WB 002 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Wnd(LL) 0.00 10 n/r 90 Weight:54 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18BIr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Bar G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G REACTIONS All bearings 11-0-0. (Ib)- Max Horz 2=109(LC 4) - Max Uplift All uplift 100 lb or less at joint(s)2,10,16,17,18,14,13,12 Max Gray All reactions 250 lb or less at joint(s)2,10,15,16,17,18,14,13,12 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)Wind:ASCE 7-05;100mph;TCOL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(tow-one)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10,16.17,18,14,13,12. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i�Q0Q PR Opt 0;• Co tIGINE'E,„ �. -,. /o 9 2 85525PE .r F, i e. REGON ti • 1 U<ri2.V\ s� `"OSEPN VI. RENEWAL DATE: 12/31/2013 June 13,2012 ■ ■ AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, 77 delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING L L C SBCA at www.sbcindusby.com. Job Truss Truss Type Qty Ply Puke Homes Summer Creek bldg 18 roof 15598464 61205717 E02 HOWE 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:41:05 2012 Page 1 I D:26bDHySdQJGDGAtByF8Q PrzgerY-SNVaL D6Oxh cgZaa NG KMJM4 RZo1SG PT95e86itKz611 C I 2-8-14 I 5-5-12 I 8-2-10 10-11-8 2-8-14 2-8-14 2-8-14 2-8-14 4,3 I I Scale=1.29.1- 3 8.00 12 4x10 i - 4 4x10 2 r • 2x4 II la 2x4 11 5 t ti.: Pi IIE I OM 310164 4 Ir 1111 BM" 110'IIIIr1 =; HUS26 9 HUS26 8 HUS26 7 HUS26 =; to sea= 3x6 II 8x8= 3x8 II 6 HUS26 8x8 = 2-8-14 I 5-5-12 ( 6-2-10 10-11-8 2-8-14 2-8-14 2-8-14 2-8-14 Plate Offsets(X,Y): 12:0-4-14.0-1-121.14:0.4-14,0-1-121,[6:0-4-0,0-5-4L(7:04-4.0.1-81.18:0-4.0,0-4-8t.19:0-4-4.0-1-81,110:0-4-0.0-5-41 LOADING(pst) SPACING 2-0-0 CSI DEFL in floc) I/defl lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.04 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.09 6-9 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.65 Horz(TL.) 0.02 6 n/a nia BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 151 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc purlins, except end verticals. BOT CHORD 2 X 8 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G*Except' W1,W4:2 x 4 DF No.18Btr G,W5:2 X 6 DF No.2 • REACTIONS (lb/size) 10=5381/0-5-8 (min.0-4-5),6=6564/0-5-8(min.0-4-14) Max Horz 10=104(LC 13) - Max Uplift 10=-4265(LC 15),6=-4498(LC 18) Max Gray 10=8614(LC 10),6=9797(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2100/2146,2-3=-6618/2964,3-4=-6618/2964,4-5=-2100/2146 - BOT CHORD 10-11=3531/6963,9-11=-2467/5899,9-12=-1757/5381,8-12=-1663/5095,8-13=-1649/5180,7-13=-1928/5266, 7-14=-3175/6706,6-14=-3510/7040 WEBS 3-8=-935/4670,4-8=-2178/1429,4-7=-624/3050,2-8=-2062/1406,2-9=-590/2876,2-10=-10671/5489, 4.6=-10792/5512 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,2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-4-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(8),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 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 left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 ��,kt4 PROpt S 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. s 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 t,�OI NEF9 . chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. oC c '9� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)10=4265,6=4498. 855 5PE 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)This truss has been designed for a total drag load of 700 plt.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-11-7 for 700.3 pk. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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 10 10-0-0 to connect •8' t C•' `I truss(es)A03(1 ply 2 x 4 DF)to front face of bottom chord. -1 t✓�r 12 24N"+v 13)Fill all nail holes where hanger is in contact with lumber. J LOAD CASES) Standard OSEPN 1)Regular.Lumber Increase=1.15,Plate Increase=1.15 K Uniform Loads(plf) Vert:1-3=-70,3-5 •70,6-10=-20 RENEWAL DATE: 12 31/2013 Concentrated Loads(lb) June 13,2012 Vert:7=-2200(F)11=-2200(F)12=-2200(F)13=-2200(F)14=-2200(F) s- 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 Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the buikting designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DS&89 and SCSI(Building Component Safety Information)available from CO u�.5ULI NG LLC SBCA at vww.r.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 18 roof 15598465 61205717 E02-A HOWE 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Wed Jun 13 08:41:06 2012 Page 1 ID:2bbDHySdQJGDGAtByF8QPrzgerY-wZ3yYZ7ei_IXAk9ag2tYvl_he3nN8xCFsosFPmz611 B 2-8-14 5 6 0 8-3-2 ( 11-0-0 2-8-14 2-9-2 2-9-2 2-8-14 4x6 I I Scale=1:23.6 3 • 8,00 12 3x8 3x6 2 4idIlhL 1 ∎111.I1111111M1 1111■1IIi►■ =; HUS26 HUS26 7 HUS26 HUS28 : 7x14 MT18H i 3x8 I 8x8= 3x8 I I 7x14 MT18H HUS26 2-8-14 5-6 0 8-3-2 ( 11-0-0 2-8-14 2-9-2 2-9-2 2-8-14 Plate Offsets(KY): (1:0.4-11,Edoel.12:0-2-0.0-1-8].13:0-2-8.0-2-01.14:0-2-0.0.1-81,f5:0-4-11,Edoel 16:0-4-12.0-1-81.17:0-4-0,0-4-121,(8:0-4-12.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.05 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Verl(TL) -0.13 7-8 >991 180 MT18H 220/195 BCLL 0.0• Rep Stress Inc: NO WB 0.60 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 118 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc puffins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G*Except' W1:2 x 4 DF No.1&BV G WEDGE Left 2 x 4 DF Std,Right 2 x 4 DF Std REACTIONS (lb/size) 1=5398/0-5-8 (min.0-4-0),5=6550/0-5-8 (min.0-4-9) Max Horz 1=136(LC 13) Max Uplift 1=-3626(LC 15),5-3852(LC 18) Max Gray 1=7984(LC 10),5=9138(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-12210/5664,2-3=-7843/3203,3-4=-7846/3203,4-5=-12350/5693 BOT CHORD 1-9=4751/10118,8-9=-3587/8873,8-10=-2873/8159,7-10=-2181/7467,7-11=-1448/6880,6-11=-3023/8455, 6-12=-4245/9678,5-12=4611/10043 WEBS 3-7=-1179/6036,4-7=-2596/729,4-6=-626/2858,2-7-2439/698,2-8=-600/2725 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. 3)Unbalanced roof live loads have been considered for this design. 4)Wind.ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Cc PROF Lumber DOL=1.33 plate grip DOL=1.33 ,�.0" �SrS 5)All plates are MT20 plates unless otherwise indicated. c ` tIGIN /0 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �- 9 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 `V chord and any other members. 85525PE 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 0t=1b)1=3626,5=3852. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. / 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 4 4 from 0-0-0 to 10-11-7 for 703.0 plf. / . >. E' + • 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 -114/y r 12, truss(es)A03(1 ply 2 x 4 DF) to front face of bottom chord. ✓OSEpt, 0 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 RENEWAL DATE: 12/31/2 013 Uniform Loads(plf) Vert 1-3=-70,3-5=-70,1-5=-20 June 13,2012 Continued on page 2 t / AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available front CONSULTING uC SBCA at w wv.sbcindustry.com. _ VV/fe7Yl.4I ii Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 18 roof 15598465 51205717 E02-A HOSE 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:41:06 2012 Page 2 ID:2bbDHySdQJGDGAtByF8QPrzgerY-wZ3yYZ7ei IXAk9ag2tYvl_he3nN8xCFsosFPmz611B LOAD CASE(S) Standard 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 zit!" of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING((C SBCA at www.sbcindus(_com. Job Truss Truss Type Oty Ply Pulte Homes Summer Creek bldg 18 roof 15598466 B1205717 F02 MONO TRUSS 10 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015.1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:41:06 2012 Page 1 ID:Xo9bVITFBc04uKSNWyg fy2zgerX-wZ3yYZ7ei_IXAk9ag2tYvl n73u084dFsosFPmz611B -1-0-0 1-0-0 � 1-0-0 1-0-0 Scale=1:6.6 6.00 12 2 Mir" 3x4 1-0-0 1-0-0 LOADING(paf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:5 Ib FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=156/0-5-8 (min.0-1-8),4=9/Mechanical,3=-8/0-1-8 (min.0-1-8) Max Horz 2=45(LC 5) Max Uplift 2=-82(LC 5),3=-8(LC 1) Max Gray 2=156(LC 1),4=19(LC 2),3=12(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL .Opsf;h=2511;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e PROF, y eNGINEE4 e° 85525PE �� s ct- • %i 4'12,2 ,-i- `1OSEP14 'O RENEWAL DATE 12/31/2013 June 13,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DS&89 and BCSI(Building Component Safety Information)available from 1 CONSULTING LLC SOCA at www.sbcindustry.com. • Job Truss Truss Type Qty Ply Pune Homes Summer Creek bldg 18 roof 15598467 B1205717 L01 GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:41:07 2012 Page 1 ID:Xo9bVITFBc04uKSNWyg fy2zgerX-OldKmu7GTltOotkmOlOnSVXvfTChtX5O5SboxDz61IA I -0-9-0 1 2-9-4 I 5-6-8 6-3-8 I 0-9-0 2-9-4 2-9-4 0-9-0 Scale=1:14.7. 4x4= a 3 ...41114111111 a 8.00 ,2 2x4 II 2x4 II a Ili 4 2 r. MI 111 11111 "vv. ...aiiiiiiiim■ ii . . Ilmik ... .11111111111111111S ► 2x4 II 62x4 II 2x4 II 1111111%11111A,.. 1111111 .. 3x10— 3x10= I 2-9-4 I 588 1 2-9-4 2-9-4 Plate Offsets(X.Y): 12:0-10-3.0-1-21.14:0-10-3.0-1-21 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.00 6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 • Rep Stress Ina 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.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 5-8-2 oc bracing. WEBS 2 x 4 DF 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 Horz 2=-56(LC 11) - Max Uplif2=-1266(LC 15),4=-1266(LC 18) Max Gray 2=1482(LC 10),4=1482(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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;BCDLi.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1266,4=1266. Opp, 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. �� CO P �1 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 Q` from 0-0-0 to 5-6-8 for 625.0 p11. ��`C• �t.GI NEED /09 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ? 85525PE ` ' ! • 4-74, i„4" 9 G y I y 12 Os‘ +' - i/OsEpN p% A RENEWAL DATE: 12/31/2013 June 13,2012 I AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Zgit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �c delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from COMSULTING LLC SBCA at www.sbcindu .corn. Job Truss Truss Type Qty Ply Puke Homes Summer Creek bldg 18 roof 15598488 • B1205717 L02 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:41:07 2012 Page 1 ID:Xo9bVITFBc04u KSN Wygfy2zgerX-Old Kmu7GTltOotkmOlOn SVXs3TBUtXA05SboxDz61IA -5-8-8 I -4-11-8 I -2-2-4 0-9-0 2-9-4 2-2-4 • 4x4= Sub=1:15.2 • 3 • • r1 8.00 12 4 2 0111 A 72x4 II ,/ 3x10 = 6 • 5x8 11 -5-8-8 I -4-11-8 I -2-2-4 0-9-0 2-9-4 2-2-4 Plate Offsets(X.Y): (2:0-10-7,0-10,15:0-5-14,Edoe1 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/den 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 Ina NO WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight 21 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc puffins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-3-3 oc bracing. WEBS 2 x 4 DF Std G SLIDER Right 2 X 6 OF No.2 1-3-0 REACTIONS (lb/size) 2=283/0-5-8 (min.0-1-10),5=203/Mechanical Max Horz 2=167(LC 13) Max Uplift 2=-1350(LC 15),5=-1294(LC 18) Max Gras 2=1552(LC 10),5=1473(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-23362139,3-4=-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�.Opsf;h=25ft;Cat.II;Exp B;endosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1350,5=1294. 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)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-11.8 for 625.0 plf. ail_i1/40 PROFess 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ���� �r"GIN , '0 85525PE r }! JOSEPH'04 RENEWAL DATE: 12/31/2013 June 13,2012 / 1 AWARNING-Verify design parameters and mad 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/ A� diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. Job Truss Truss Type Qy Ply Pune Homes Summer Creek bldg 18 roof 15598469 61205717 L02-A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:41:07 2012 Page 1 I D:Xo9bVITFBcO4u KSN Wygfy2zgerX-OldKmu 7GTItOotkmOIOn SVXuQTCStXAOSSboxDz61IA 2-2-4 I 4-11-8 I 2-2-4 2-9-4 Scale=1:14.3- 4x4 = 3 r, 8.00 I 12 4x8 2 1 J 4 6 5x8 II 52x4 II =, ,/ 3x10 = 2-2-4 � 4-11-8 I 2-2-4 2-9-4 Plate Offsets(X,Y): 11:0-5-14,Edoe1.14:0-10-3,0-1-21 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 • Rep Stress Inc" Yes WB 0.05 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 20 lb FT=10% LUMBER BRACING TOP CHORD 2 it 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purtins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing. WEBS 2 x 4 DF Std G SLIDER Left 2 X 6 DF No.2 1-3-0 - REACTIONS (lb/size) 4=207/0-5-8 (min.0-1-9),1=211/Mechanical Max Horz 4=-172(LC 11) • Max Uplift 4=-1300(LC 18),1=-1296(LC 15) Max Gray 4=1477(LC 9),1=1480(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-2129/1943,1-2=-1770/1575,2-3=1030/880 BOT CHORD 1-5=-943/1072,5-7=1177/1256,4-7=-1585/1714 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)4=1300,1=1296. 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)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-4.8 for 625.0 plf. ��AEO P R upp. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard C ��G'NZFq �� � 85525PE • ,? OR _ cr - 114, tY12,2' "OSEPN o� RENEWAL DATE: 12/31/2013 June 13,2012 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint 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�C SBCA at www.sbcirdus�.com. Job Truss Truss Type Oty Ply Pulte Homes Summer Creek bldg 18 roof 15598470 B1205717 X MONO TRUSS 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:41:07 2012 Page 1 !DI JzieUtywWxVU 1 Z3fBu UGzgerW-OldKmu 7GTltOotkmOlOn SVXvGTB2tX1 O5SboxDz6IlI lA I -1-" 3-0-0 I 5-0-0 1-0-0 3-0-0 2-0-0 • Scale:3/4"=1' 4 • • 2x4 I I 6.00 12 3 2 1 .1 3x8= 6 2x4 II 3-0-0 5-0-0 3-0-0 I 2-0-0 Plate Offsets(X,Y): [2:0.8.0.0-0.6] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Veft(LL) -0.00 2.8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.01 2-6 >999 180 BCLL 0.0 • Rep Stress Ina Yes WB 0.05 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 18 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purins. BOT CHORD 2 x 4 DF N0.18Btr G BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 2=189/0-5-8(min.0-1-8),5=9/Mechanical,6=317/0-5-8 (min.0-1-8) Max Horz 2=1236(LC 15) • Max Uplift 2=-1052(LC 15),6=-106(LC 6) Max Gray 2=1195(LC 10),5=18(LC 2),6=317(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2168/2063 • BOT CHORD 2-6=-27602760,5-6=-1120/1120 WEBS 3-6=-255/143 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=42psf,BCDL�.Opsf;h=25ft;Cat.II;Exp B;endosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20°A has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1052.6=106. 7)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)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 5-0-0 for 625.0 plf. 9)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. `ch,.,u PR OFFS, LOAD CASE(S) Standard GINE s/a 85525PE r 'i" sREGON '94 -0'12 42-Q:\, ✓oSEpo, p�. RENEWAL DATE 12/31/2 013 June 13,2012 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 balding 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 tic SBCA at maw sbandustry.cort. • Job Truss Truss Type Oty Ply Pulte Homes Summer Creek bldg 18 roof 15598471 B1205717 XGE MONO TRUSS 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:41:08 2012 Page 1 ID:?,jzieUtywWxVU1Z3fBuUGzge1W-syBjzE8uEc?FQ1JyyTvOj340tXHc HYK6LMUfz6I19 -1-0-0 I 300 I 500 I 1-0-0 3-0-0 2-0-0 Scale:3/4•=1'. 4 2x4 II 6.00 12 3 2 1 3x8_ 6 2x4 I I I 3-0-0 I 5-0-0 3-0-0 2-0-0 Plate Offsets(X,Y): (2:0-8-0,0-0.61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) Weft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.01 2-6 >999 180 BCLL 0.0 • Rep Stress Ina Yes WB 0.05 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code 1RC2006/TP12002 (Matrix) Weight 18 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc pudins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 2=189/0-5-8(min.0-1-8),5=9/Mechanical,6=317/0-5-8 (min.0-1-8) Max Horz 2=1236(LC 15) Max Uplift 2=-1052(LC 15),6=-106(LC 6) Max Gray 2=1195(LC 10),5=18(LC 2),6=317(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-21682063 BOT CHORD 2-6=-2760/2760,5-6=-1120/1120 WEBS 36=-255/143 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL�.OpsF h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=1052,6=106. 7)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)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 5-0-0 for 625.0 plf. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �Ayq PR flpfi LOAD CASE(S) Standard 4.ZCo k4G,IN4 if 85525PE •c OREGON 41- )4, �4.122e�'r� RENEWAL DATE 12/31/2013 June 13,2012 � r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only This design is based orly upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint it!" designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-59 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at wwwsbcindustry.corn. Job Truss Truss Type ON Ply Pulte Homes Summer Creek bldg 18 roof 15598472 B1205717 201 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:41:08 2012 Page 1 ID:Xo9bVITFBcO4uKSNWygfy2zgerX-syBjzE8uEc?FO1JyyTvOj37ataRc JYK6LMUfz6119 0 9-0 2-10-12 I 5-9-8 I 6-6-8 I 0-9-0 2-10-12 2-10-12 0-9-0 • Scale=1:15.1 4x4= 3• r1 BOO 12 hihh.hhh.. 0 r>, e. 4 2 di 1 PA • a 5 1d ;= 62x4 II =; 3x4= 34= I 2-10-12 I 5-9-8 I 2-10-12 2-10-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/den Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 2-6 >999 180 BCLL 0.0 • Rep Stress Inc( Yes WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight 22 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G OtEACTIONS (Ib/size) 2=309/0-5-8 (min.0-1-8),4=309/0-5-8 (min.0-1-8) Max Horz 2=-59(LC 3) Max Uplift 2=-83(LC 5),4=-83(LC 6) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-251/24,3-4=-251/23 NOTES ' 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 7)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �(` PROFeS ,�5 �NG(Nc�q% c 85525PE // ' -'/7 +REGON N 41 2v,412,2- -1- `'OSEPN RENEWAL DATE: 12/31/2013 June 13,2012 4 k 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 li of design parameters and proper incorporalon of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/7P11,DS&89 and BCSI(Building Component Safety Information)available from CONS IM LLC SBCA at www.sbdndustry.corn YYVVll17•�aVVii��11AA Job Truss Truss Type Qty Ply Pulte Homes Summer Creek bldg 18 roof 15598473 B1205717 Z02 KINGPOST 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:41:08 2012 Page 1 ID:Xo9bVITFBc04uKSNWygfy2zgerX-syBjzE8uEc?FQ1 JyyTvOj37ataRc_JYK6LMUfz6119 -0-9-0 2-10-12 j 5-9-8 I 6-6-8 1 0-9-0 2-10-12 2-10-12 0-9-0 Scale=1:15.1. 4x4= 3 r1 �Arhhhh.... 8.00 12 • • 4 2 $� 1 111 5 I$ 62x4 I I ►• 3x4= 3x4= 2-10-12 � 5-9-8 � 2-10-12 2-10-12 LOADING(pat) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 2-6 >999 180 BCLL 0.0 • Rep Stress Ina Yes WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2006ITPI2002 (Matrix) Weight:22 lb FT=10% LUMBER BRACING • TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purtins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 2=309/0-5-8 (min.0-1-8),4=309/0-5-8 (min.0-1-8) Max Horz 2=-59(LC 3) Max Uplift 2=-83(LC 5),4=-83(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-251/24,3-4=-251/23 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDLu6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 7)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard (( c O PRQFFS s cos rc . N F� i® 85525PE J sREGON,� �Q ~JOSEPH O RENEWAL DATE: 12/31/2013✓ June 13,2012 t / AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSFIL771(G uc SBCA at www.sbcindustryyom. __ ___ VV/WV //�V Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y Failure to Follow Could Cause Property 1 V offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) 114k. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See and fully embed teeth. BCSI1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or altemative T,I,or Eliminator bracing should be 0'116 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer,erection supervisor,property fliOM F � 4 Cut members and rs other interested against arose e 5. Cut members to bear tightly against each other. p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint iiLliiiiiipi 1locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate O 7. Design assumes trusses will be suitably protected from the environment in accord with = plates 0-1/16"from outside 0 ANSI/TPI1. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. edge of truss. C7-8 0 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the practice is to camber for dead load deflection. 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirement•. required direction of slots in 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that connector plates. specified. 13.Top chords must be sheathed or puriins provided at spacing indicated on design. *Plate location details available in MlTek 20/20 14.Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is Installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. THE LEFT. 17.Install and load vertically unless indicated otherwise. PLATE SIZE 18.Use of green or treated lumber may pose unacceptable environmental,health or performance CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. The first dimension is the plate 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing 4 x 4 NUMBERS/LETTERS. width measured perpendicular pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. IC C-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. �i Indicated by symbol shown and/or ES R 131 1, ESR 1352,ER 5243,96048, 23.It is extremely important to property install temporary lateral restraint and diagonal bracing,in �i accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). by text in the bracing section of the 9730,95 43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss Output. Use T,I or proprietay bracing NER-487, NER-561 components unless specifically noted. (e.g.eliminator)if indicated. 95110,84-32,96 67, ER 3907,9432A 25.Graphical puriin representation,if shown,does not depict the size or orientation of the purlin along the top and/or bottom chord.Purtins must be designed by others for size,and positioned in such a way as to support the imposed load along the clearspan of the pudin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of ,.."' scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss reaction section indicates joint ©2011 DrJ Consulting, LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector number where bearings occur. design values as published by MiTek and accurate design values for solid sawn lumber. ® Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to Industry Standards: or 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 ANSI/TPI1: National Design Specification for Metal , Committee in accordance with the latest edition ofANSI/TPl 1 Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSULTING LL C Installing&Bracing ng of f Metal Plate Madison, WI 53719 Connected Wood Trusses. RECEIVED .3.1k JUN 19 2012 CONSULTING Lcc JILL DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81205716 MiTek 20/20 7.2 Pulte Homes bldg 18 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: I5598361 thru I5598367 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. ASk PRQFFSs �� NGtlY,�'c9 /�9 85525 r- _ ✓OREGON, ft 4/41'122 ' JOSEPH RENEWAL DATE: 12/31/2013 June 13,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing, solely for the truss component(s)depicted.The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses, per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty Ply Pute Homes bldg 18 upper floor 15598361 B1205716 A01-A FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc. Wed Jun 13 08:16:19 2012 Page 1 ID:aORdn?kJIUZ75y01 at3BgOzIEOs-pkC2FIVjtQBiu?ZIDSGIoTuX3eFpEL?Nwy83jSz6lfO I 3-21 646 I 7-8-8 I 11-8-8 15-8-8 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Scale=1:26.2 1 1.40 1 . 2x4 II 4x10= 3x6 = 2x4 II 5x10 = 2x4 II 1 2 3 4 5 6 N m `- WB _. •., — o B1 O • +i e te.t• HUS26 • _ 12 11 10 9 5x8 8 4x8= 3x6 I I 7x14 MT18H = 2x4 I I 456 = 2x4 II I 3-2-4 I 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 Plate Offsets(X,Y): [2:011,0-1-12],[5:0.3-12,0-1-121 19:0-3.8,0.1-121[11:0-7-0,0-3.4],112:0-4-4,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.30 10 >611 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.53 9-10 >349 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.07 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (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 4-0-3 oc purlins, except end verticals. BOT CHORD 2 X 6 DF 2400F 2.0E'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - B2:2 X 4 DF 2400F 1.7E WEBS 2 x 4 DF Std G REACTIONS (lb/size) 13=2869/0-4-0 (min.0-1-8),7=1327/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-9093/0,3-4=-7962/0,4-5=-7962/0 BOT CHORD 13.14=0/7944,14-15=0/7944,12-15=0/7944,12-16=0/7944,11-16=0/7944,10-11 /8007,9-10=0/7962, • 8-9=0/4607,7-8=0/4807 WEBS 4-9=-464/0,3-10=-127510,2-12 /1321,2-13=-8208/0,5-9=0/3405,5-7=-4929/0,3-11=0/1978, 2-11=0/1228 NOTES - 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc,2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbadcs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-10-0 from the left end to connect truss(es)BEAM(1 ply 2 x 4 - n DF) to front face of bottom chord. �4rtQ PRO- _ 10)Fill all nail holes where hanger is in contact with lumber. U^ 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-4-0,and 500 lb down at 2-8-0 on bottom ti� �i�GIN E., /0• . chord. The design/selection of such connection device(s)is the responsibility of others. ��L1 ITT v� LOAD CASE(S) Standard �'.. 85525PE 'r 1) Floor:Lumberincrease=1.00,Plate lncrease=1.00 Uniform Loads(plf) Vert:7-13=-10,1-6=-100 � Concentrated Loads(Ib) '' C'H et- Vert 14=-500(F)15=-500(F)16=-1500(F) 44r, 20," -9y12 r '/OSEPN O ✓ RENEWAL DATE: 12/31/2013 June 13,2012 t AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability 171 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ;k1 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.cam. Job Truss Truss Type Qty Ply Pulte Homes bldg 18 upper floor 15598362 B1205716 A06 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Gackamas,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc.Tue Jun 1217:42:11 2012 Page 1 ID:E19915trwA40Io1LHOH?9yzIE0g-XW7gSNyEQnZoByFNaLJ1d fXQXnAamyUX4GItQz6ySw 3-24 { 6-4-8 7-8-8 1 11-8-8 I 15.8-8 I 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Scale=1:27.2 I 14-0 I • 2x4 II 4x10 = 3ta8= 2x4 II 5x10= 2x4 II 1 2 3 4 5 6 e _ o o 14 15 12 18 11 10 9 5x8= 8 Ig 4x8= 2x4 I I 8 x 8= 2x4 I I 2x4 I I 4x8= HUS26 I 3-2-4 1 6-4-8 7-8-8 I 11-8-8 I 15-8-8 I 3-2-4 3-2-4 1-4-0 4-0-0 4-0.0 Plate Offsets(X.Y): [2:0-4-8,0-1-12].[3:0-2-12.0-1-8].[5:0.5-0.0-1-121.[9:0-3-8.0-1-1 j LOADING(psf) SPACING 2-0-0 CS! DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.30 10 >611 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.53 9-10 >349 240 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.07 7 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:138 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 ■Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, except -BOT CHORD 2 X 6 DF 2400F 2.0E'Except' end verticals. B2:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG -REACTIONS (lb/size) 13=2869/0-4-0 (min.0-1-8),7=1327/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-9093/0,3-4=-7962/0,4-5=-7962/0 BOT CHORD 13-14=0/7944,14-15=0/7944,12-15=0/7944,12-16=0/7944,11-16=0/7944,10-11=0/8007, 9-10=0/7962,8-9=0/4807,7-8=0/4807 WEBS 4-9=-464/0,3-10=-1275/0,2-12=0/1321,2-13=-8208/0,5-9=0/3405,5-7=-4929/0, - 3-11=0/1978,2-11=0/1228 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 0-5-0 oc,2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)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. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 be attached to walls at their uter ends or restrained by other and to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��-"' SIN ��,s/ 8)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-10-0 from the left end to connect c.....° �� Fri O truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. • $5�� p� °97' 9)Fill all nail holes where hanger is in contact with lumber. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-4-0,and 500 lb down at 2-8-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. , LOAD CASE(S) Standard 1 r✓ \ Continued on page 2 94, G1 Y 12,20 -.` `JOSE Pt- RENEWAL DATE: 12/31/2 013 June 13,2012 f ® 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 Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding desgn responsibilities,fabrication,quality control,storage, deivery,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.sbcindustrm. Job Truss Truss Type Oty Ply Pulte Homes bldg 18 upper floor 15598362 B1205716 A06 FLOOR 2 2 Job Reference(optional) , Pro-Budd Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Tue Jun 12 17:42:11 2012 Page 2 ID:Ei9915trwA4OloILHOH?9yzIE0g-XW7gSNyEQnZoByFNaLJ 1 d_fXQXnAamyUX4GItQz6ySw LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-10.1-6=-100 Concentrated Loads(lb) Vert:14=-500(F)15=-500(F)16=-1500(F) A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design mit . valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibdity of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSUL NN(LC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes bldg 18 upper floor 15598363 81205716 A08 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clad amas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Tue Jun 12 17:42:12 2012 Page 1 ID:A5Hvjnv6SoK8X6SjPpJTENzlE0e-OihCfjzsB5heo6gZ82gGACChgx77JDpdmk?I Ptz8ySv 3-2-4 1 6-4-8 I 7-8-8 11-8-8 I 15-8-8 I 1 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 • Scale=1:27.2 I 14-0 I • 2x4 I I 4x10 = 3 5 8= 2x4 I I 5x10= 2x4 I I 1 23 2 24 3 25 4 26 5 27 8 Y Y . . r K/ K ig A 14 15 16 12 17 18 11 19 10 20 9 5z8= 21 8 22 4 103= 2x4 I I 8x8= 2x4 I I 2x4 I I 4x6= HUS26 I 3-2-4 I 64-8 1 7-8-8 I _. 11-8-8 1 15-8-8 - I 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Plate Offsets(X.Y): [2:0-4-8.0-1-12].[5:0-5-0.0-1-121[9:0-3-8.0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.28 10 >654 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.59 9-10 >312 240 BOLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 7 n/a n/a BCDL 12.0 Code IRC2006/TPI2002 (Matrix) Weight: 138 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc purlins, except -BOT CHORD 2 X 8 DF 2400F 2.0E'Except' end verticals. B2:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG -REACTIONS (lb/size) 13=2977/0-4-0 (min.0-1-8),7=1435/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. • TOP CHORD 1-13=-298/0,2-24=9524/0,3-24=9524/0,3-25=8419/0,425=-8419/0,4-26=-8419/0, 5-26=-8419/0,6-7=-294/0 BOT CHORD 13-14=0/8240,14-15=0/8240,15-16=0/8240,12-16=0/8240,12-17=0/8240,17-18=0/8240, 11-18=0/8240,11-19=0/8463,10-19=0/8461,10-20=0/8419,9-20=0/8419,9-21=0/5167, . 8-21=0/5167,8-22=0/5167,7-22=0/5167 WEBS 4-9=-457/0,3-10=1259/0,2-12=0/1354,2-13=8515/0,5-8=0/327,5-9=0/3504, 5-7=5298/0,3-11=0/1942,2-11=0/1385 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 0-5-0 oc,2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)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. �sED PROFS 6)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the �G� NQIIYE�e "/0 Top Chord and Bottom Chord,nonconcurrent with any other live loads. 4 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 85525PE 8)Recommend 2x6 stongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-10-0 from the left end to connect truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. ,// 10)Fill all nail holes where hanger is in contact with lumber. �� . -•.'"C. �Q 11)Hanger(s))or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-4-0,and 500 lb �1'� y,12 2,A A4 Cont a V11 @ 2n bottom chord. The design/selection of such connection device(s)is the responsibility of others. JO V SEPYi O RENEWAL OAME: 12/31/2013 June 13,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Dri 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 ANSI1TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbdndustry.com. Job Truss Truss Type Qty Ply Pulte Homes bldg 18 upper floor 15598363 81205716 A08 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Tue Jun 12 17:42:12 2012 Page 2 I D:A5Hvjnv6SoK8X6SJPpJTENzIEOe-OihCfjzsB5heo6gZ82gGACChgx77JDpdmk7IPtz6ySv LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-24.1-6=-100 Concentrated Loads(lb) Vert:14=-500(F)16=-500(F)17=-1500(F) • • • 1 � AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use Design it& valid for use with MiTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint 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,fabncabon,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from Ma/leff 77�e/�UC SBCA at www.sbcindustry.corn. YV/�7i/LI�ffV Job Truss Truss Type Qty Ply Pulte Homes bldg 18 upper floor 15598364 B1205716 B3A FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Tue Jun 12 17:42:13 2012 Page 1 ID:xdmxOW?7aFKOUL3GtUSLZ3zIE0W-UuEbs2_UyPpVQGPIimLVIPIyYLa02gHn OlrxJz6ySu I 2-5-4 I 2-6-0 I I 2-8-0 I Scale=1:18.1 ✓ 5x12 MT18H= 2x4 II 5x12 MT18H= 3x6= 1 3x6 2 3 4 5 o e e e e -o e 4 N e o- e 7 3x6 = 5x12 MT18H= 5x12 MT18H= I 2-9-12 I 5-48 I 7-114 I 10.9-0 I 2-9-12 2-8-12 2-6-12 2-9-12 Plate Offsets(X.Y): [6:Edge,0-1-8].[8:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) l/defi 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 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 IRC2009/TPI2007 (Matrix) Weight:53 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except •BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=578/0-4-0 (min.0-1-8),6=578/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1519/0,34=1519/0 • BOT CHORD 7-8=0/1156,6-7=0/1156 WEBS 2-7=0/391,4-7=0/391,2-8=1240/0,4-6=-1240/0 NOTES • 1)All plates are MT20 plates unless otherwise indicated. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard 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 op PROFF wc-3% COIN, /o� clz 85525PE <' :/ - , II-,3"•, 4' -fir Ux1'12 '�` t!� JOSEPH tw. RENEWAL DATE: 12/31/2013 June 13,2012 1 I ® 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 Wilding 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 Elifij designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Putte Homes bldg 18 upper floor 15598365 B1205716 C1 FLOOR 28 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7,250 s Aug 25 2011 MiTek Industries,Inc.Tue Jun 12 17:42:14 2012 Page 1 ID:MCS40Y2?sAjaLoorYd02BizIEOT-y5oz40?6jixM2PyFTskFdH2yIn 1 n9GwD2UPUIz6ySt I 2-3-0 I I 1-40 I I 2-6-0 I I 2-6-0 I 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 e , 1i ' 1.1-0 ' N l "� I' 12 11 10 9 8 IN 2 x 4 I I 3 x 4= 2x4 I I 5x12 MT18H= 5x12 MT18H= 3x6= 3-10-8 I 5-3-0 I 6-4-8 7-8-8 I 10-4-0 • I 12-11-8 I 15-8-8 — I 1-0-12 1-4-8 1-1-8 1-4-0 2-7-8 2-7-8 2-9-0 Plate Offsets(X.Y): [2:0-1-8.Edge].[3:0-1-8.0-0-0].[6:0-4-8.Edge].[10:0-1-8.Edge],[11:0-1-8.Edge].[12:Edae,0-1-8] LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 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 Code IRC2009/TPI2007 (Matrix) Weight 57 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. . WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=641/0-40 (min.0-1-8),12=641/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=1405/0,45=-1278/0,5-6=-1278/0 BOT CHORD 11-12=0/1405,10-11=0/1405,9-10=0/1872,8-9=W1872 - WEBS 4-10=-591117,2-12=-1534/0,6-8=0/1380,5-64-272/0,4-8=-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 4+c1/40 PROp 4c'� 85525PE 11 85525PE 9 4-.gip lit 1+ jy12 Oti . Ptt 101...JOSE RENEWAL DATE: 12/31/2013 June 13,2012 s- ® WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Ziff designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �c delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbdndustry•com. Job Truss Truss Type Qty Ply Pune Homes bldg 18 upper floor 15598366 61205716 C FLOOR 44 1 Job Reference(optional) Pro-Build Clackamas Truss,Claclwmas,OR 97015-1129 7.250 s Aug 25 2011 Mirak Industries,Inc.Tue Jun 12 17:42:14 2012 Page 1 I D:I bZgRE3FOnzl b6yDf12WG7zI EOR-y5oz4076JixM2PyFTskFdH3EIrOnCEwD2UPUIz6ySt I o-ao 1 1 2.6-0 I I 1.4-0 I I 2-4-8 1 - Scale=1:26.4 6x6 = 5x12 MT18H= 2x4 I I 2x4 I I 3x8= 3x6= 13x6 2 3 4 5 6 7 3x6 8 o • e 1111114W1111011 IP,...■VI ■:. Mina 4 00011111 —4111111111111111414111161111%.... 14 IAA Fr I \ e • e e kA - - „ PM 13 12 11 10 P 1 6x8 5x12 MT18H= 3x8= 3x4= 3x8= 3x8= I 1-3-0 I 6-4-8 - — I 7-8-8 I __10-4-0 I 12-10-0_ I 15-8-8 I 1-3-0 5-1-8 1-4-0 2-7.6 2-8-0 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) Vdefl Ud 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 0.82 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/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 wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -REACTIONS (lb/size) 14=850/0-4-0 (min.0-1-8),9=850/0-4-0 (min.0-1-8) FORCES (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=-1179/0,7-9=-2028/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �cNG PNREA SS' LOAD CASE(S) Standard c *., >r 85525PE .r / (it V 29, -'ri' 'JOSEPH 0� RENEWAL DATE: 12/31/2013 June 13,2012 aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev 03-11')before use Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ail 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.Addilional 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,slorage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING tic at wvw.sbdndustry.com. Job Truss Truss Type Qty Ply Pulte Homes bldg 18 upper floor 15598367 B1205716 C-DRAG FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Tue Jun 12 17:42:16 2012 Page 1 ID:Ezhasv5WwPD0gQ6cnS5_LYzIEOP-uTwjV4ONFKB4Hj8KNuuCK2MM_YTOF?bDgMzWYez6ySr I 0-9-0 I 2-6-0 1 1 1-4-0 I 1 2-3-0 I Scale=1:26.8 - 5x8 = 2x4 I I 2x4 I I 5x12 MT181-1= 5x12 MT18H= 3x6= ' 13x6= 2 34 4 5 6 7 8 ' ilill ii � I 1 11111111.I 2 N �A•�•���•��••������•..I A. t 13 12 11 10 V 5 x 8= 4 x 6= 4 x 6= 5x12 MT18H= 2x4 I I 3x6 = 5x12 MT18H= I 3-9-0 I 648 1 7-8-8 1 10-4-0 1 12-11-8 1 15-8-8 I • 3-9.0 2-7-8 1-4.0 2-7-8 2-7-8 2-9-0 Plate Offsets(X,Y): [2:0-3-8,Edge],[3:0-1-8,Edge),(4:0-1-8,Edgel,[5:0-1-8,0-0.0],[7:0-1-8,Edge],[9:Edge,0-1-8J,[10:0-1-8,Edge],[12:0-1-8,Edge],(13:0-1-8,Edge],[14:0-1-8,Edge] .[15:0-3-8,Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/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 _ BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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=-2447/2156,13-16=-2447/2156,12-13=-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 lb 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. fl PQF 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 ���E e6., loads along bottom chord from 0-0-0 to 4-0-0 for 1492.3 plf. \c, �>.4GINE- %. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 4 �9 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 4 85525P be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard / 9 OREGON,... 1 4 °Z V 1 2 "OSEPN O RENEWAL DATE: 12/31/2013 June 13,2012 1 t AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included[kJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y Failure to Follow Could Cause Property 1 V offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) ■4046. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See and fully embed teeth. BCSI1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or altemative T,I,or Eliminator bracing should be 0-1/16" 1 2 3 considered. TOP C HORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer,erection supervisor,property rp W EBS owner and all other interested parties. tx 5. Cut members to bear tightly against each other. a 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. O= O 7. Design assumes trusses will be suitably protected from the environment in accord with r 4 x 2 orientation,locate U � _ ates 0- 46"from outside U ANSI(fPl 1. O 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. edge of truss. ,- p 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative c7-8 C6-7 c 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. 11 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. required direction of slots in 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that connector plates. specified. 13.Top chords must be sheathed or purlins provided at spacing indicated on design. *Plate location details available in MiTek 20/20 14.Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTH EST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. THE LEFT. 17.Install and bad vertically unless indicated otherwise. PLATE SIZE 18.Use of green or treated lumber may pose unacceptable environmental,health or performance CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. 4 The first dimension is the plate 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing 4 x 4 NUMBERS/LETTERS. width measured perpendicular pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. ,i Indicated by symbol shown and/or ESR 131 1,ESR 1352,ER 5243,96046, 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in i� b text in the bracin section Of the accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). by bracing 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T,I or proprietay bracing NER-487,NER-561 components unless specifically noted. (e.g.eliminator)if indicated. 95110,84-32,96-67,ER-3907,9432A 25.Graphical puffin representation,if shown,does not depict the size or orientation of the pudin along the top and/or bottom chord.Pudins must be designed by others for size,and positioned in such a way as to support the imposed load along the clearspan of the pudin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of II scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but ©2011 DrJ Consulting, All Rights Reserved and is not the responsibility of the truss plate supplier,the truss designer,nor the truss ■M 0 reaction section indicates joint g g fabricator. Competent professional advice should be secured relative to these items. number where bearings indicates joint 27.The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, _: grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing Industry Standards: agencies approved by the Board of Review of the American Lumber Standards ANSI/TPII: National Design Specification for Metal Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSULTING LLC Madison, WI 53719 Installing&Bracing of t Metal Plate Connected Wood Trusses. RECEIVED JUN 19 2012 CONSULTING LLC CITY 4'^' DJut ni DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81205714 MiTek 20/20 7.2 Pulte Homes Summer Crk bldg-18 mn fl 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: 15598320 thru15598325 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. 4t.D PROp �(\� �NGIN�Fq s`p�9 85525P 13.4 0-i GON .I•je `'<Yf2 `y0� i'` `°SEPH °— RENEWAL DATE: 12/31/2013 June 13,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI I Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty Ply Pulte Homes Summer Crk bldg-18 mn It 15598320 81205714 C1 FLOOR 24 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Tue Jun 12 16:58:46 2012 Page 1 ID:RBsMI B?kruTRoPTE2Ui3GGzmrmh-JMD1jdRCvPMP9dcjU148YfGSvRoMjh12WHkPxwz6z5d I 2-3-8 I I 2-6-0 I 1 1-0-8 1 Scale=1:19.9 5x12 MT18H= 3x6 = 2x4 I I 5x8= 3x6= 13x6 = 2 3 4 5 6 o �a y e e / o • a 4 r - L1 e e 93X4 _ 8 3x8= 5x12 MT18H= 5x8= I 7-10-4 I 11-10-0 I 7-10-4 3-11-12 Plate Offsets(X.Y): [2:0-1-8,Edgej.]7:0-3-8.Edge].[8:0-2-0,Edge],[9:0-1-8.Edge].[10:Edge,0-1-8] LOADING(psi) SPACING 2-0-0 CSI DEFL in (hoc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.06 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.16 8-9 >884 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight 59 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. - WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=641/0-2-0 (min.0-1-8),10=641/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1293/0,3-4=-1676/0,4-5=-1676/0 BOT CHORD 9-10=0/1293,8-9=0/1788,7-8=0/795 - WEBS 4-8=262/0,3-9=-534/0,5-8=0/951,5-7=987/0,2-10=-1398/0 NOTES 1)All plates are MT20 plates unless otherwise indicated. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7,10. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Rc O PROFFS ��`5�'NGINFEq%17:.... 85525PE .per s-- o irk 14;'°41'12 20 -4 ``osEPH o RENEWAL DATE; 12/31/2013 June 13,2012 4 • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component_Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to inure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes Summer Crk bldg-18 mn fl 15598321 81205714 C2 FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Tue Jun 12 16:58:47 2012 Page 1 ID:Oa_7jt1_NWj9ljddAvkYLhzmrmf nYnPmSggiUGnmBv1Sb05spcRr9BS7yCkxTyUMz6z5c 1 2-7-12 1 2-6-0 1 1 2-4-12 I Scale=1-17.8 • 5x12 MT18H= 2x4 11 5x12 MT18H= 2x4 I I 12x4 11 2 3 4 5 6 R o q(Xey�� e e 9 8 e 7 5x12 MT18H= 3x6= 3x4= 10-0-0 I 2-9-4 I - 5-4-0 1 10-5-0 1 I 2-9-4 2812 5-1-0 0--b 0-2-0 Plate Offsets(X.Y): [5:0-1-8.Edge].[7:0-1-8.Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0 31 Vert(LL) -0.04 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.14 8-9 >892 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:47 Ib 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=583/0-1-8 (min.0-1-8),9=566/0-2-0 (min.0-1-8) - Max Grav7=979(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=-2435/0,3-4=-2435/0,4-5=-934/934 BOT CHORD 8-9=0/2106,7-8=0/2031 WEBS 2-8=-696/1408,4-8=-615/1486,2-9=-2314/0,4-7=-2164/0 . 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 10-5-12 for 380.0 plf. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��Q,rD PROFFSs ��co N+OIN c� /O$to 85525PE r 9+ 414 12 `4(3 t' "OSEPN p*, } RENEW AL DATE; 12/31/2013 June 13,2012 C aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrainfi 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, dekvery,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.sbclndustry.com. Job Truss Truss Type Oty Ply Pulte Homes Summer Crk bldg-18 mn fl 15598322 B1205714 C FLOOR 40 1 , Job Reference(optional) Pro-Build Clackamas Truss,Cladtamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Tue Jun 12 18:58:48 2012 Page 1 I D:EgNSAgOtTrNyVMXwygLf2xzmrq2-JM D1JdRCvPMP9dc]UI48YfGRkRmJJ62WHkPxwz 6z5d I 2-3-8 -1 I 2-6-0 I I 2-3-8 I Scale=1:26.4 - 3x6= 3x6= 3x8 = 2x4 II 3x8= 1 2 3 4 5 3X8 8 3x8 7 o ® • a o ° ° 11 _ 11 3x6 10 9 8 11 3x8= 3x6= 3x8= 3x8= I 7-10-4 I 15-8-8 I 7-10-4 7-10-4 Plate Offsets(X.Y): [2:0-1-8.Edgel[3:0-2-4.Edge].[5:0-2-4.Edge].[6:0-1-8,EdgeI[8:0-3-8.Edge],[9:0-1-8.Edge].f11:0-1-8,Edge],[12:0-3-8.Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 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 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=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=011785,10-11=0/2778,9-10=0/2778,8-9=0/1785 - 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 0) PROp ca vRAIN4 /0 85525PE 9r A / p OREGON1I $ $y (y12 2P "OSEPN OQ + RENEWAL DATE 12/31/2013 June 13,2012 r ■ r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability I 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 forbuiiding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSVTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING uc SBCA at www.sbcindustry corn. Job Truss Truss Type Qty Ply Pulte Homes Summer Crk bldg-18 rm 8 15598323 61205714 C-DRAG FLOOR 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Ina Tue Jun 12 16:58:48 2012 Page 1 I D:kXn0ma47B2LS8UVazSKj2lzmrma-Fk KoBJSSR0c7Owm5b96dd4Lj3FSABYeLzbDWOoz6z5b I 2-3-8 1 I 2-6-0 I I -- 2-3-8 I • Scale=1:26.4 34= 5x10= 3x8 = 2x4 I I 3x8 = 3x8= 1 2 3 4 5 65x10 7 s • • - --- -- •----- i- .- 111M1 Mg marr'sarre —11121 IIMIll •- , AL AL AL AL AL AL AL AL L.A." ".All. 10 9 8 k 5x12 = 4x6 = 3x10= 4x6= 5x12= 2-9.8 I 7-10-4 _ 12-11-0 l 15-8-8 2-9-8 5-0-12 5-0-12 2-9-8 Plate Offsets(X.Y): [2:0-3-4.Edge].[6:0-3-4.Edgej,[8:Edge.0-1-8].[9:0-1-8.Edge].[11:0-1-8.EdgeL[12:Edge,0-1-8] 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0 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 wood sheathing directly applied or 6-0-0 oc purlins, except .BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W2:4 X 2 DF No.1&Btr G -REACTIONS (lb/size) 11=1437/42-0 (min.0-1-8),12=-355/4-2-0 (min.0-1-8),8=605/0-2-0 (min.0-1-8) Max Horz 12=-126(LC 2) Max Uplift/1=-239(LC 8),12=-1465(LC 7),8=109(LC 8) • Max Grav 11=2177(LC 2),12=1012(LC 8),8=879(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-966/966,2-3=-1217/2620,3-4=-3293/1382,4-5=-2319/506,5-6=2482/841, • 6-7=-966/966 BOT CHORD 11-12=-3233/1693,11-13=-2580/1814,10-13=-2580/3140,9-10=-908/2951, 8-9=-335/1880 WEBS 4-10=-275/0,2-11=1775/714,6-9=-190/478,2-12=-2359/3876,3-11=-2472/353, 3-10=-38011747,5-10=957/709,5-9=-1156/618,6-8=-2032/363 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 239 lb uplift at joint 11,1465 lb uplift at joint 12 and 109 lb uplift at joint 8. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. P�� 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 ���E Fe„ loads along bottom chord from 0-0-0 to 4-2-0 for 1432.5 plf. `CO NAGINEF /O 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. c ' , R v 8)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement 85�32�JPE 9� at the bearings.Building designer must provide for uplift reactions indicated. 9)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to / be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard „./2" 44, G4 Y12,2d\ - ' t. `JOSEPH p RENEWAL DATE: 12/31/2013 June 13,2012 1 t aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev 03-11')before use Design valid for use with MiTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability l o ik f design parameters and proper incorporation of the component is responsibility of budding 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?PI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. VV/1�Y`I//I{f Job Truss Truss Type Qty Ply Puke Homes Summer Crk bldg-18 mn fl 15598324 B1205714 CG FLAT 8 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Tue Jun 12 16:58:49 2012 Page 1 I D:5VavplBFOa_kEFOYI?wulozmrmV-jwuALfT5CKk_04KH9tdsAHutXfmbw3LVC Fy3YEz6z5a I 5-3-7 I 10-5-1 I 15-8.8 I 5-3-7 5-1-11 5-3-7 Scale=1:26.7 , 2x4 II 2x4 II 5x8 = 1 25x8— 3 4 5 6 - N I�� e c e 1 1 e e r .- jj_ o e — 1 10 9 5x8 13 14 2 x 4 I 558= 2x4 I I 5-3-7 I 10-5-1 I 15-8-8 I 5-3-7 5-1-11 5-3-7 Plate Offsets(X.Y): [2:0-3-12.0-2-41.[5:0-3-12,0-2-41[9:0-3-8.0-24(10:0-3-8.0-2-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.29 9 >622 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.51 9 >355 240 BCLL 0.0 Rep Stress lncr NO WB 0.45 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight 139 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins, except BOT CHORD 2 X 6 DF 2400F 2.0E end verticals. . WEBS 2 x 4 DF Std G'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2 x 4 DF No.1&Btr G REACTIONS (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=-1086/0,2-3=-5561/0,3-4=-5561/0,4-5=-5561/0,5-8=-1167/0 - BOT CHORD 9-10=0/5561 WEBS 3-10=-639/0,4-9=-418/0,2-10=0/5627,5-9=0/5627 NOTES 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PR Ore 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 ��� ,O O1:; s down at 14-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. ��\� 04yG1NE ,9 /09 LOAD CASE(S) Standard 85525PE r 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) It/ • �� Vert:13=-800(F)14=-800(F) `0sEPN p4 RENEWAL DATE: 12/31/2013 June 13,2012 1 r aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint iff' designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONS!/L17NG ac SBCA at www.sbandustry.corn. Job Truss Truss Type Oty Ply Pulte Homes Summer Crk bldg-18 mn 8 15598325 B1205714 C-STUB FLOOR 8 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc Tue Jun 12 16:58:50 2012 Pape 1 I D:EgNSAgOtTrNyV MXwygLf2xzmrg2-C7SYY?UjzdsreEvUja85jV R7o37?fX9eRvic4hz6z5Z 2-3-8 I I 2-6-0 I I 2-3-8 Scale=1:26.9 • 3 5 6 = 5x12 MT18H= 3x8= 2x4 I I 5x12 MT18H= 2x4 I I 1 2 3 4 5 3x10= 6 7 8 e rV ' I N 123x= 11 10 9 5x12 MT18H= 3x6= 3x10 = 5x12 MT18H= 15-8-8 7-10-4 I 15-5-8 155§§--01 7-10-4 7-7-4 0-4-8 0-2-8 Plate Offsets(XV): 12:0.1-8,Edge],j3:0-2-12,Edge].[5:0-2-0.Edge,.j6:0-1-8,Edge],[9:Edge,0-1-8],[10:0-1-8.Edge].[12:0-1-8,EdgeJ,[13:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.16 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.31 11-12 >597 360 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/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except •BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=853/Mechanical,13=836/0-2-0 (min.0-1-8) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1768/0,3-4=-3111/0,4-5=3111/0,5-6=-1696/0 • BOT CHORD 12-13=0/1768,11-12=0/2744,10-11=0/2711,9-10=0/1696 WEBS 4-11=-258/0,3-12=-1053/0,3-11=0/396,5-11=0/432,5-10=-1095/0,2-12=0/438, 6-10=0/453,2-13=-1911/0,6-9=-1847/0 . NOTES 1)All plates are MT20 plates unless otherwise indicated. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • R d �c� 4/../ io9 85525PE f • re .- GO • V4, �'12,2���¢- `'OSE:PN RENEWAL DATE: 12/31/2013 June 13,2012 4 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use Design valid for use with MiTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability 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 SBCA at www.sbcindustry.com. NSULflNG uC . . • 4 Symbols Y Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 V Center plate on joint unless x,y Failure to Follow Could Cause Property u or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage j ry /MIN Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) Igb, Apply ll 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 BCSl1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 0)/16" 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer,erection supervisor,property r owner and all other interested parties. 5. Cut members to bear tightly against each other. p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint ilL1Ilizil2, 1 locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate O 7. Design assumes trusses will be suitably protected from the environment in accord with =plates 0 tr from outside U 8. Unless s otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. d edge of truss. O 9. Unless expressly noted,this design is not applicable for use with fire retardant preservative C7: .7 C5-6 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. 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirement. required direction of slots in 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that connector plates. specified. 13.Top chords must be sheathed or purlins provided at spacing indicated on design. *Plate location details available in MiTek 20/20 14.Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. THE LEFT. 17.Install and bad vertically unless indicated otherwise. PLATE SIZE 18.Use of green or treated lumber may pose unacceptable environmental,health or performance CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. The first dimension is the plate 19.Review all portions of this design(front,back,words and pictures)before use Reviewing 4 x 4 NUMBERS/LETTERS. width measured perpendicular pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. Indicated by symbol shown and/or by text in the bracing section of the 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in ESR 1311,ESR 1352,ER-5243,9604B, accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). 9730,95 43,96 31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T,I or proprietay bracing NER 487,NER-561 components unless specifically noted. (e.g.eliminator)if indicated. 95110,84 32,96 67,ER 3907,9432A 25.Graphical pudin representation,if shown,does not depict the size or orientation of the purlin along the top and/or bottom chord.Pudins must be designed by others for size,and positioned in such a way as to support the imposed load along the clearspan of the purlin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,it scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of I scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. ■�■ reaction section indicates joint p - number where bearings occur. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. BMW Design values(E,Emin,Pb,Fc,Fcp,Fl,and Fv)for solid sawn lumber and approved, grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing Industry Standards: agencies approved by the Board of Review of the American Lumber Standards ANSI/TPI1: National Design Specification for Metal Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. Plate Connected Wood Truss Construction. 21111—, DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSII: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSULTING LLC Madison, WI 53719 Installing&Bracing of t Metal Plate Connected Wood Trusses. 15-11-8 _ 15-11-8 15-11- 1 8 1 1 . 16-41-0 1 JUN 192012 REGULAR 4-3/16"HEELS REGULAR 4-3/16"HEELS REGULAR 4-3/16"HEELS 1'-4-3/16"HEELS HERE CITY OF TIGA 1D /' I BUILDING DIVISION . . • : � 0 16-1-0 UNIT NIT C-LOT-62 Ejj C. _- - -....._- -LOT-6 UNIT B-LOT 64 I5'X 10' 9 I510 c 111 • - . . - - - - t 5'X10' 0 o s•x�o 0° IN TRUSS 11211-2-s "' FURNACE SPACE �, � ��I � — I IN TRUSS -- B02(7) BOO 2) B02(7) • I 'H2 AO3 1111 .1 ) 8 AOOA r2) < AO3A(5) > HUS-26 1'-4-3/16"HEELS HERE EO2A _li,,. �c N MI ; OWN—MAZWIMIEWL-lormill E1A I — "' VIA._mo ZOl 6/12 1,01 5-6-8 4-11-8 - 10-5-0 11-0-0 4-11-8 ._ 5-9-8 10-1-8 , 5-9-8 J 5-6-8 10-11-8 1-0-01 11 7-8-0 CENTER HOMES USE LUS-24 AT ALL I !SUMMER CREEK TOWNHOMES BLDG-18 ROOF EYEBROW ROOFS AT LOWER ROOFS AND UNIT "C"TYPICAL 1-PLACES AT EYEBROW ROOF S_ ALL UPPER ROOF COMMON TRUSSES PROVIDING 5 TOTAL DESIGNED FOR FURNACE PLATFORM - 2X4 VENTS & BLOCKS 200 PLF DRAG APPLIED IPROBUILD CLACKAMAS TRUSS PROVIDED AT TRUSS TO MAIN UPPER GE TRUSSES HEELS-TYPICAL PER PLAN SPECS JOB# B 1205717 16-0-0 16-0-0 15-11-0 15-11-0 RECEIVED UNIT BM UNIT C I UNIT C UNIT B JUN 19 2012 I 11 LOT 63 CITY OF TIGARD LOT 61 LOT 62 LOT 64 • T I BUILDING DIVISION . 15-11-0 9 15-8-8 I 15-11-0 15-8-8 1 TRLISS 'AN TRUSS SPAN TRUSS SPAN 1-1.4 X 14"RIM HERE 1-1/4"X 14 RIM HERE 1-1/4 X 14 RIM HERE 1-1/4 X 14 RIM HERE I�I� r - , I 1I, e ,f U I U U U 1 „ '-0"O/C FROM CENTER GO 2-►"O/C FROM CEN R • 2-0 O/C FROM CENTER g •∎i.' ..&-.i.:r_.i�.i.,s_.:aii�- sri:�..■ .. ...■, .�,evie-�-� � .-. �� >u�. E., 0 THE BUILDING OF HE BUILDING OF T BUILDING o . 2 C . 380 PLFFDRAG C_.!I -DRAG / 380 PLF DRAG C-DRAG C-DRAG380PLIDRAG y i I W C s C +Li C C C C .. f7 ° G CG ! CG _ill G \ . co W I -6-8 3-6-. W 3-6-83 I cs CC 1.111 �I x o 1ERs %I� o co y .. X CC USE 2'-0"O/C FRO �'- SE 2'-0"O/C FROMW .� USE 2'-0"O/C R (� . I� I- '• W CENTER OF FIRST CENTER OF FIRST _ __ r... OC e-1 �- • - r: r • f _ - .- I • T2PE"c" �n___....i.--'-ii k'7" i= TYPE"C"BEHIND ,^N ? UP mE TYPE"C„ TYPE"C"BEHIND mwmaicr aa:v.vi" .. 2 ; ne err...vv.vawamavomir tt . imiss ilE ' ''? 0 CG j CG • Tr i � C C V. I I � � � co 1-1/4"X 14"RIM HERE 1-1/4"X 14"RIM HERE 1'INII NO FLOOR TRUSS NO FLOOR TRUSS I 1 C2 . 2-0-0 r jC2 a 3-111"BEAM-UP STUB INTO BEAM I 10-6-0 'I \ USELUS-46 10-5-0 5-6-8 .1 5-11-12 \ 5-7$7-81 10-4-0 \ \\ PUL TE HOMES \TRUSSES STUBBED BACK 3-1/1"HERE FOR BEAM UP BUILDING 18 FIRST FLOOR JOB# 81205714 THERE IS ONLY ONE 2'-0"0/C& GO FROM DRAG TRUSS INDICATED "A08"TOWARDS BACK RCiVED ON BLDG-16 STRUCTRUALS OF BUILDING JUN 192012 i CITV OF TIGA ZD BUILDING DIVISION 1 I • I 16-0-0 1 UNIT BM UNIT C UNIT C UNIT B • LOT61 LOT62 LOT 63 LOT 64 9 FRAMING BY 1 FRAMING BY FRAMING BY FRAMING BY ° OTHERS OTHERS i OTHERS OTHERS ch 1-1/4"x 14"RIM HERE 1-114"x 14"RIM HERE I 1-1/4"x 14"RIM HERE i �� 88 �I 188 � 8 i OP 380 PLF DRAIN 11 � SHOWER DRAIN M _ LOCAT/ON ThLN� r" �II I 1- i IG-DRAG i1 Li I`t D�tAG It -DRAG iI . `x A01-• I Aoa i ■ If.08 j Ii A01-A illigillialll 1 [ -6-8 alii 1. Ilin !Immo*a 4 ; ■■■■ I % ■■■■ I �■ 7-1 MEW el _ __ M■�■� 3 3 m --111111E—..— 3 m ------ L m Faro ■®■■ 2■■_en I ■■ll� it - ■■ i A06 ■■N FACE ■I ■■1.14__J 111=- =111-.ill ilmi \‘ 11.1111111.51 06 - 11.1 11111111=1 IMMIIIIIIIIMEMP clinkill. EICIIHMV . I Il��A R' MII OUT 11111•i■ii!-� _ IMM■ I 1-1/4"\X 74"R/. ■ 1-1/4"X 14°R/ 1�MI■.IMMII B3A I 1 "RIM 1-1/4°X 14"R/MI B3A I 1 - 1-1/4"X 14"RIM I 1-1/4"X 14"RIM 10-11-8 .- 4-11-8 7-1-0 _ \`�7-8-0 • 4-1 1-8 10 11 8 2X6 STRONG BACKS ARE ' STRONGLY RECOMMENED ! t. TO CONTROL ANY BOUNCE REGULAR FLOOR TRUSS OR DEFLECTION IN FLOORS BLDG#18 UPPER FLOOR