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Plans (323) MSTa0n - mit MiTek8) MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-261 MAINOW Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45108968 thru R45108975 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. Lti \AG N�F�si/O r �v `r 87022PE t �N 7 'oj, OREGON c1� ti 'b 1BER \` 'O A. HE?‘\'‘P EX' :( r August 6,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45108968 PL15-261_MAINOW F01 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 10:14:44 2015 Page 1 ID:iv�ppMQj6GkNOGpM82.1MwRLN MEzou9e-KpBYcfngMR D D IfKMOISKLKCs8G51?Bm4M2vhhyga?v r:- 1 1-0-0 I Tl 11-2-0 1 4 Scale=1:37.2 3x4= 4x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 l'.' e DZ__ e e e -. e- - - - �Ao 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4= 4x5= 3x6 FP= 3x5 = 3x5= 3x5= 3x4= 3x4= 3x5= 3x5 = 4x5= 3x4= 1.5x3 SP= 3x5= 13-0-0 I 12-4-0 1111 I 21-9-12 I 12-4-0 7-0 7-0 8-3-12 Plate Offsets(X.Y)- 128:0-1-8.Edge).[29:0-1-8.Edgej LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.39 29-30 >670 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.61 29-30 >429 360 BCLL 0.0 Rep Stress Ina YES WB 0.49 Horz(TL) 0.09 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=795/0-4-4,36=795/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1463/0,3-4=-1463/0,4-5=2603/0,5-6=-2603/0,6-7=3427/0,7-8=3427/0, 8-9=-3932/0,9-10=3932/0,10-11=4130/0,11-12=4130/0,12-13=3968/0, 13-14=3968/0,14-15=3968/0,15-16=3422/0,16-17=3422/0,17-18=2605/0, 18-19=-260510,19-20=2605/0,20-21=1463/0,21-22=-1463/0 BOT CHORD 35-36=0/773,34-35=0/2071,33-34=0/3052,32-33=0/3052,31-32=0/3717,30-31=0/4070, 29-30=0/4084,28-29=0/3968,27-28=0/3721,26-27=0/3048,25-26=0/2072,24-25=0/773 WEBS 13-29=114/284,14-28=-341/0,2-36=-1082/0,2-35=0/967,4-35=-850/0,4-34=0/745, 6-34=630/0,6-32=0/525,8-32=-406/0,8-31=0/301,12-29=-454/159,22-24=1082/0, 22-25=0/967,20-25=-852/0,20-26=0/747,17-26=620/0,17-27=0/523,15-27=-447/0, 15-28=0/585 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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. d� P R OFR._ ,�� iNEF i�� R o2kr- 87022PE r cv ycn /V '0), OREGON rPQ/ �Q FM8ER 1'�' , ps A. HE�t4P EXPIRES:06/30/2017 August 6,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. I Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the k^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IQ. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quarlty Criteria,DS6-89 and SCSI lading Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Sure 109 nem%HnighFs CA 95610 Job Truss Truss Type Qty Ply POLYGON R45108969 PL15-261_MAINOW F02 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mrrek Industries,Inc.Thu Aug 06 10:14:45 2015 Page 1 I D:ivpMQ]6GkN OGM21MwRLNM Ezou9eo?Iwp?o171L4wpvYyN FhtYsL8YeM m SkvJooS EByga?u I 2-6-0 I I 1-9-12 11 1-2-0 I I 1-54) I Scale=1:26.4 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e 11114.1111111111111111111111111111111111111411111411 e e e • o N - -411N114.- - o 1� 13 12 11 10 9 3x4= 3x6= 3x6= 1.5x3 I I 1.5x3 II 3x4= 13-5-12 12-3-12 112-10-121 1 15-1-12 I 12-3-12 0-7-0 0-7-0 1-8-0 Plate Offsets(X.Y)- [6:0-1-8.Edge].[7:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.16 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.24 11-12 >743 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:68 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=551/0-4-4,9=551/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1822/0,34=1822/0,4-0=1793/0,5-6=1793/0,6-7=989/0 BOT CHORD 13-14=0/1147,12-13=0/2003,11-12=0/989,10-11=0/989,9-10=0/989 WEBS 6-11=-265/0,7-10=0/294,2-14=1238/0,2-13=0/728,6-12=0/929,7-9=-1194/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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. R <<-`' P QF'�sS ��5 �NG]NEFR , izt 8 • 2PE 1 U1 /`N 5.y SATOREGO c L 9O AMBER \\, � n1.3 A. HE04 EXPIRES:06/30/2017 August 6,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component �x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the R'T� erector.Additional permanent bracing of the overall structure k 1Y[the responsibility of the building designer.For general guidance regarding E fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Qualily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Coma Hrlghiv CA 99610 Job Truss Truss Type Qty Ply POLYGON R45108970 PL15-261 MAINOW F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Welt Industries,Inc.Thu Aug 06 10:14:45 2015 Page 1 ID:ivpMQj6GKNOGM21MwRLN MEzou9e-o?Iwp?oI71L4wpvYyNFhtYsNoYiVmW9vJOOSE8yga?u I 2-3-0 1 1 1-2-0 1 10-5-4 1 2-6-0 I Scale=1:20.8 1.5x3 I I 3x4= 1.5x3 113x4= 1.5x3 II 3x4= 1.5x3 I! 1 2 3 4 5 6 7 e i g.... -1e 0 N e w e 12 11 10 9 3x4= 1.5x3 I I 3x4= 3x6= 3x4= I 2-6-0 1 3-1-0 1 3-8-0 319.18 11-11-12 I 2.6.0 0-7-0 0-7-0 0-1-8 8-2-4 Plate Offsets fX.Y)- [2:0-1-8 Edge].[10:0-1-8.Edge] LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.25 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=435/Mechanical,8=435/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-916/0,3-4=-916/0,4-5=-1260/0,5-6=1260/0 BOT CHORD 11-12=0/916,10-11=0/916,9-10=0/1126,8-9=0/867 WEBS 3-10=0/386,2-12=1000/0,6-8=-936/0,6-9=0/423,4-10=-530/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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. <� D P R pF�is vo 87022P 1- i -7 -0i, OR GON rho 44/ 9� ��E R -0' r-0 On k HE?' �P EXPIRES: 06/30/2017 August 6,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/162015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabifty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown DM n for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p B�T�k* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [X® 1 fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 r,tn is Heights("A 91610 Job Truss Truss Type Qty Ply POLYGON R45108971 PL15-261_MAINOW F04 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Welk Industries,Inc.Thu Aug 06 10:14:48 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-GCJJ 1 Lpwu2UxXzUkW4mwPmPPhy7OVOM3XgX0mayga?t 2-0-12 1 3x4= 5 2 1.5x3 I I Scale=1:8.8 a � X } K } K 4 3 1.5x3 II 3x4= 2-3-12 I 2-3-12 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.98 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(L) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=385/Mechanical,3=252/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=380/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)517 lb down at 0-10-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=5,1-2=50 Concentrated Loads(Ib) Vert:5=-517(F) FRS te 87022PE -r" f (J2,Aj, OREGON 2� <v 'PC F�rER .\\ �p OS A. HE?‘ \-4 EXPIRES:06/30/2017 August 6,2015 6 F ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev-02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown pp is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the R 1Yi A iqe is erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,056-89 and SCSI Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 citaic 1eight'LcA 95E1 Job Truss Truss Type Qty Ply POLYGON R45108972 PL15-261 MAINOW F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Aug 06 10:14:47 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-kOthEhgYfMco963w3oH9yzyl MMIEK9CmKHZIOyga?s 1-0-0 I T`� 1�-o iPff Scale=1:37.3 3x4= 3x4 I I 4x4= 4x4= 3x4= 3x4 = 4x4= 3x4= 3x4= 3x6 FP= 3x4= 3x5= 3x4 II 1 2 3 4 375 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 e . o e e e A e ®s l'1' 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 4x6= 3x6 FP= 3x5= 3x4 = 4x4= 3x5 = 3x5= 3x5= 3x5= 3x6= 3x6= 3x5 SP= 4x5= I 21-9-12 I 21-9-12 Plate Offsets(X.V)- [1:Edge.0-1-8] [30'0-1-8.Edge].[31:0-1-8.Edge1 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.36 29 >722 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.56 29-30 >459 360 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 36=931/0-5.8,24=720/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1823/0,3-4=1823/0,4-37=3326/0,5-37=-3326/0,5-6=-3326/0,6-7=-4391/0, 7-8=-4391/0,8-9=-4493/0,9-10=-4493/0,10-11=-4493/0,11-12=-4354/0, 12-13=4354/0,13-14=3968/0,14-15=3968/0,15-16=3344/0,16-17=3344/0, 17-18=2482/0,18-19=2482/0,19-20=2482/0,20-21=1384/0,21-22=1384/0 BOT CHORD 35-36=0/971,34-35=0/2621,33-34=0/3886,32-33=0/3886,31-32=0/4480,30-31=0/4493, 29-30=0/4459,28-29=0/4189,27-28=0/3684,26-27=0/2941,25-26=0/1962,24-25=0/744 WEBS 10-30=311/14,2-36=1323/0,2-35=0/1193,4-35=-1118/0,4-34=0/987,6-34=-785/0, 6-32=0/707,7-32=-398/0,8-31=276/131,22-24=-1015/0,22-25=0/896,20-25=-809/0, 20-26=0/729,17-26=-643/0,17-27=0/564,15-27=-477/0,15-28=0/398,13-28=-323/0, 13-29=0/309,11-29=323/0,11-30=-31/434 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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. t3 PR Q 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)124 lb down at 4-1-8,and 380 lb <C\''' F�ss down at 6-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. �Cj ��G]N EC9 .0 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �C? 9 LOAD CASE(S) Standard ¢ 87022PE 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:24-36=-5,1-23=50N Concentrated Loads(Ib) OREGON �U Vert:7=360(6)37=104(8) 7-2-.0i, \\ Pip A. HECK EXPIRES:06/30/2017 August 6,2015 r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.02/162015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. MN , Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the KIM** erector. IYI 1 R Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quatty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Ckmc Heights CA 05810 Job Truss Truss Type Qty Ply POLYGON R45108973 PL15-261_MAINOW F06 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 1014:47 2015 Page 1 I D.i vp M Qj 6 G kN O G M21 Mw R L N M Ez o u 9e-k O th Eh gYfM co963w3o H 9yzy l P MT d ET cC m K H ZI Oyq a?s 2-0-17 1 3x4= 5 2 1.5x3 II Scale=1:8.8 0 N N K r 4 3 1.5x3 II 3x4= 2-3-12 I 2-3-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) 0.00 4 *** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=99/Mechanical,3=129/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)108 lb down at 1-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=-5,1-2=50 Concentrated Loads(Ib) Vert:5=-108(F) <�\\Ea P R Opus �r� G(NFF19 /a 9 CC' 870 2PE �'y SAT OREGO 1.0 On M8ER1� OS A- HECk EXPIRES:06130/2017 August 6,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/1612015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown t is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ,, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i TT ek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quarrfy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Pitres Heighfn OA 956fn Job Truss Truss Type Qty Ply POLYGON R45108974 PL15-261_MAINOW F07 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 10:14:47 2015 Page 1 I D:ivpMQj6GKN OGM21MwRLN M Ezou9e-kOthEhgYfMco963w3o H9yzynQ MSbETyCmKHZIOyga?s I 1-2-12 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 III II Ili pAyyl ,jl.1I 0 VIIM mu AT/ 5 �' 3x4= 3x4 = 9l-1-SI 3-11-12 I 0.1-81 3-10-4 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.08 Vert(TL) -0.03 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=141/0-4-4,5=141/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. (AO PRQFFs ��`�� 04 "6, s/p_, 870 2PE (A N - �Al, OREGO �o �/V -b AMBER �1 �'J OSA HEY' EXPIRES:06/30/2017 August 6,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with',Ariel(connectors.This design is based only upon parameters shown,and is for an individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibSity of the ®R; ��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYE fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quafty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 genic Heights CA 95atn Job Truss Truss Type Qty Ply POLYGON R45108975 PL15-281 MAINOW F10 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.5351s Jul 11 2014 MTek Industries,Inc.Thu Aug 06 10:14:49 2015 Page 1 I D:ivpMQj6GkNOGM21MwRLN MEzou9e-gm?RfMrpBzs WOQDJBDJd1019h99ji MPVEemgNvyga?q 1 1-o-0 1 0f1p 1-2-0 1 Scale=1:36.9 4x4= 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 II 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 o -/ -.\e/\ems\ems \ � \ / ‘e /t1141410 - 4*\ �\a/'\9�\ 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 4x4= 3x5= 355= 34 = 3x6= 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X.Y)— (1:Edge.0-1-8].[28:0-1-8.Edgej,,29:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 25 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(L) -0.00 24-25 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.11 Horz(TL) 0.00 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 21-9-12. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)30 except 36=142(LC 6),29=179(LC 7),28=182(LC 6),24=142(LC 7) Max Gray All reactions 250 lb or less at joint(s)36,29,28,35,34,32,31,30,24,24,25,26 except 27=359(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 10-31=253/236,10-30=-252/237,12-30=286/281,16-27=289/0,15-27=-297/287 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-9-12 for 150.0 plf. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 lb down at 15-3-8,and 66 lb ��cO P ROpp down at 17-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��Co ,CNGI NEMC , /O LOAD CASE(S) Standard 444 �9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 i3 2PE ! r Uniform Loads(plf) Vert:24-36=-7,1-23=-67 Concentrated Loads(Ib) (J) CV Vert:19=-66(B)16=-219(B) O' z '-' -y Aj, OREGO cp <U ^PO FMi3ER .\ Y" OS A. HEpt�P EXPIRES:06/30/2017 August 6,2015 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE. + Mil Design valid for use only with Wel(Wel(connectors.Thu design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ." erector.Additional permanent bracing of the overall structure u M-TQIRR.: the responsibility of the building designer.For general guidance regarding IV! 11 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quaily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely InlormaBon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r`dnra Heights,r:A 95F1 n Symbols ri A General PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. o • Apply plates to both sides of truss 1 and fully embed teeth. 2 3 1. Additional stability bracing for truss system,e.g. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'1/16" IL\IIIIIIII162,00 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _11M 1 bracing should be considered. ■_ r3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building C7: C6-7c5s designer,erection supervisor,propertyowner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties.p plates 0-1/1g'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. etarda t preserva iive treated or gree noted,this ffor use with fire ren lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,If no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 'NEN N reaction section indicates joint ELL.IN IN ENO number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Mdlili4q 18.Use of green or treated lumber may pose unacceptable 0_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MileIC is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-261_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46497320 thru R46497327 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. F E S/O 87022PE of ycC‘Aj OREGON c-P 41.1 'AFMBER 11 _O OS A. He?' E /.! i t February 5,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46497320 PL15-261_UPPER F01 FLOOR 31 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:06 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-XT9AoUdeNtEXXteul1 FiBbtBNM2NjA1 XfphT?Azo9W al-1� 1 d 1 1-2-0 1 0�0-0�� 1I-2-0 1 t-1-6 11-1_0_1-0 1 1-2-0 11 1-2-8 1 1-2-0 1 Scale=1:37.3 3x4=- 304 304 11 4x4 = 304= 3x4 = 3x6 FP= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Nit. •d ",. •I lur 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 4x4 = 3x6= 4x5= 305= �{{-- 11+5-0-14 71071 119-0-12 I 14-2-14 15-7-0 9-7-0 I 12-5742 1 b-7-0 b-7-01 ,2-9-02 14-2-14 Plate Offsets(X,Y)- I1:Edae,0-1-81,115:0-1-8,Edael.117:0-1-8,Edael,118:0-1-8,Edoel 120:0-1-8,Edoeh 125:0-1-8,Edge1,132:0-1-8,Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 31-32 >632 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(11) -0.64 31-32 >405 360 BCLL 0.0 Rep Stress Ina- YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 39=791/0-5-8,24=791/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1285/0,34=-1285/0,45=2293/0,5-6=2293/0,6-7=-3076/0,7-8=3076/0, 8-9=-3634/0,9-10=3634/0,10-11=3634/0,11-12=3970/0,12-13=3970/0, 13-14=4053/0,14-15=4053/0,15-16=3955/0,16-17=3955/0,17-18=3518/0, 18-19=2939/0,19-20=2939/0,20-21=2027/0,21-22=2027/0 BOT CHORD 38-39=0/696,37-38=0/1816,3647=0/1816,35-36=0/2712,34-35=0/3382,33-34=0/3829, 32-33=0/4046,31-32=0/4053,30-31=0/4053,29-30=0/3518,28-29=0/3518,27-28=0/3518, 26-27=0/2027,25-26=0/2027,24-25=0/939 WEBS 17-29=279/0,18-28=0/254,20-26=-419/0,21-25=591/0,2-39=1027/0,2-38=0/903, 438=315/0,4-36=0/731,6-36=643/0,6-35=0/559,845=469/0,8-34=0/386, 11-34=300/0,17-30=0/706,15-30=-402/124,20-27=0/1265,18-27=857/0, 22-24=1206/0,22-25=0/1407 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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 QED P R OFF attached to walls at their outer ends or restrained by other means. S �\�� tiNGiN�FR sip2sa 44, 9� 870 2P l N (NrT A4 5. -y �'o,,, OREGIN cls (/ Q �C' c41BER \�' ' EXPIRES:06/30/2017 February 5,2016 . a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIt•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown.and is for an individual building component.not �+ a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into the overall budding design.Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497321 PL15-261 UPPER F02 FLOOR 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb-05 12:42:07 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-?F)Y?gdG8BN091 D4rkmxjp000IR_SjMguTR 1 Xdzo9VU I 1-3-0 I I 1-2-0 I I 2-5-14 I I 1-2-0 I I 1-0-5 1 1 1-2-0 1 1 1-5-13 I Scale=1:18.1 3x4= 3x4= 3x4= 1 2 3 4 5 6 7 3x4= 8 a e e e o e - o ® o e o 0 i—, i o e o e e o e o e e 16 15 143x4= 13 12 3x4= 11 10 0 3x4 = 3x4= I 1-6-0 1 2-1-0 1 2-8-0 219-p 5-4-13 15-11-13 1 8.6-136 7-10-3 1 8-5-3 1 9-0-3 1 10.9-0 I 1-6-0 0-7-0 0-7-0 0.1 2-7-6 0-7-0 0-7-0 0-1 1-1-13 0-7-0 0-7-0 1-8-13 Plate Offsets(X,Y)— 12:0-1-8,Edve1.14:0-1-8,Edgel,16:0-1-8,Edgel,17:0-1-8,Edae1,f12:0-1.8,Edoel.114:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.13 13-14 >947 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.21 13-14 >601 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=467/Mechanical,9=467/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-767/0,4-5=1221/0,5-6=-1221/0,6-7=770/0 BOT CHORD 15-16=0/767,14-15=0/767,13-14=0/1221,12-13=0/1221,11-12=0/770,10-11=0/770,9-10=0/770 WEBS 2-15=0/259,6-11=264/0,2-16=963/0,4-14=514/0,6-12=0/641,7-9=917/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)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. "\<CQ' .p P R open ��35 �,:i- 9 /a2 87022PE �'r 1 ycP f � ‘.%0/,.. OREGON tic 4ti 13 OS A. HEYxP EXPIRES:06/30/2017 February 5,2016 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. me m* Design valid for use only with WOO connectors.This design is based only upon parameters shown,and is for an individual balding component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ARM/fill Quality Criteria.DSB-89 and SCSI building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sole 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46487322 PL15-261_UPPER F03 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:08 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-TsHwDAeuvWFmBoHPSHBG0yZa9n?B90p77Aa43zo9VT I 2-3-0 I 1 1-4-0 11 t-2-0 11 1-4-12 1 1-6-0 1 Scale=1:26.4 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 N o a e .7 4111114111111111114111111414-- o e 1........ 14 13 12 11 I lir 3x4= 3x5 = 3x5= 1.5x3 I I 3x4 = 3x4= I 10-10-0 01-5-002-0-0 I 15-1-12 I 10-10-0 0-7-0 0-7-0 3-1-12 Plate Offsets(X,Y)- 16:0-1-8,Edge1,111:0-1-8,Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.13 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.21 12-13 >870 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:68 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=551/0-4-8,10=551/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1721/0,3-4=-1721/0,4-5=1929/0,5-6=-1929/0,6-7=-1439/0,7-8=1439/0 BOT CHORD 14-15=0/1053,13-14=0/1987,12-13=0/1439,11-12=0/1439,10-11=0/754 WEBS 7-11=333/0,2-15=1155/0,2-14=0/733,4-14=-292/0,6-13=0/646,8-10=-907/0,8-11=0/842 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. �� NG N '� s/, 2 8 •I 2PE ,9� , co_ / ,�` /V yAT OREGO (-)5).(:)4/ APOM$ER .\1 OS A. B5 EXPIRES:06/30/2017 February 5,2016 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M 11$111 N-7473 rev.10/03/2015 BEFORE USE. + ® Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate the design into the overall '+ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSII-89 and ICS'Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497323 PL15.261 UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:08 2016 Page 1 1D:5u_v3gEKOkyU3yKt6jOVEBzp905-TsHwDAeuvW FmBoHPSH BGOyXh910B8xp77Aa43zo9VT I 2-6-0 I I 2-0-12 1 1 1-2-0 I I 1-5-t2 1 Scale=1:26.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e e 4 H b v v r Alb. O 1 13 12 11 10 9 3x4= 3x6= 3x6= 1.5x3 I I 1.5x3 II 3x4= 13-8-12 I 12-6-12 13-1-17I I 16-5-8 I 12-6-12 0-7-0 0-7-0 1-8-12 Plate Offsets(X,V)- 16:0-1-8,Edge1.17:0-1-8.Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.17 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.27 11-12 >681 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:69 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=562/04-8,9=562/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1878/0,3-4=-1878/0,4-5=1911/0,5-6=1911/0,6-7=1045/0 BOT CHORD 13-14=0/1175,12-13=0/2086,11-12=0/1045,10-11=0/1045,9-10=0/1045 WEBS 6-11=-262/0,7-10=0/300,2-14=1268/0,2-13=0/759,6-12=0/977,7-9=1246/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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. •<cyEO PRQ, X35 .q... FR z ct 8 . 2PE /�� { y �Aj, OREGO ti� / 90 'MBER �\ �4 OS A. Heck EXPIRES:06/30/2017 February 5,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIt-7473 rev,10/03/2015 BEFORE USEMil. . valid for use only with Woke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracingMiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quatily Criteria,DS8-89 and BC51 Building Component Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497324 PL15-261 UPPER F07 FLOOR 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb D5 12:42:10 2016 Page 1 ..�IppD:5u_v3gEKOkyU3yKt6jOVEBzp9O5-PEOhesg9R61z0VyfXsJfLR2uBzSJf?F6aRfh8xzo9VR OO �� 1 1-0-0 1 l-1 1 1-2-0 IF 1-1-6 ii 1-3-0 11 1-2-0 II 1-0-5 I I 1-2-0 II 1-4-5 1 Scale=1:37.3 3x4= 3x4 II 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e o o o e o e IS e 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6= 3x5= 3x6 FP= 3x5 = 3x5 = 3x5= 3x4= 3x5= 454= 3x6 = 3x5= I 21-9-12 1 21-9-12 Plate Offsets(X,Y)- 11:Edge,0-1-81,114:0-1-8,Edge1,[17:0-1-8,Edgel,1.19:0-1-8,Edge1,120:0-1-8,Edge1,125:0-1-8,Edael.F29:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.33 29-30 >788 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.51 29-30 >504 360 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.06 22 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) • end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 36=593/0-5-8,22=593/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-34-1119/0,3-4=-1119/0,4-5=-1959/0,5-6=-1959/0,6-7=-2564/0,7-8=-2564/0, 8-9=-2928/0,9-10=2928/0,10-11=3064/0,11-12=3064/0,12-13=2911/0, 13-14=2911/0,14-15=2642/0,15-16=2642/0,16-17=2642/0,17-18=2090/0, 18-19=-2090/0,19-20=-1076/0 BOT CHORD 35-36=0/608,34-35=0/1567,33-34=0/2290,32-33=0/2290,31-32=0/2774,30-31=0/3025, 29-30=0/3022,28-29=0/2911,27-28=0/2911,26-27=0/2090,25-26=0/2090,24-25=0/1076, 23-24=0/1076,22-23=0/1076 WEBS 17-26=255/0,18-25=-488/0,19-24=-488/0,20-23=0/328,2-36=-829/0,2-35=0/715, 4-35=-628/0,4-34=0/549,6-34=463/0,6-32=0/384,8-32=294/0,12-29=346/1, 17-27=0/734,14-27=-477/0,19-25=0/1377,20-22=-1297/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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. ��(O(} P R OFA, ' G.„- tcNG(N�FR /i9 S7022PE f to y �Aj, OREG N �c;5.\-14\/ 9O, �MSER \�' r� OS A. HECk EXPIRES:06/30/2017 February 5,2016 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1V Design valid for use only with MiTekr connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7I1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497325 PL15-261 UPPER G1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:12 2016 Page 1 I D:5u_v3gEKOky U3yKt6jO V EBzp905-Md W R3YhPzj?hFo52eH M7Qs78dm2_7?MP218oDgzo9VP 1 1-2-13 11 1-2-0 1 1�-0-5 i 1 1-2-0 114-9-0 I Io-10-6 1 1 1-2-0 1 0�-8�4 Scale=1:37.1 3x4= 3x5= 3x4= 5x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4=3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 20 21 22 23 24 25 °®:54 ° '`ee 1\2_ -• o • a e4711.ee - e • o 19\ /\ /\ /\ /\ /\ /\ 1_ oNe ° e ° - e e e - - - e - o 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x10 = 5x5= 4x6= 3x4= 3x5 = 3x5 = 3x5= 3x5= 3x6 FP= 3x6= 3x10= 3x5= 3x5= I 21-9-12 i 21-9-12 Plate Offsets(X,Y)- 12:0-1-8,Edae1,13:0-1-8,Edge1,f5:0-1-8,Edoel,19:0-1-8,Edcie1,125:0-2-0,Edael,(36:0-1-8,Edgel,139:0-1-8,Edael LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in floc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.42 35 >609 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.66 35 >388 360 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF 2400F 2.0E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=686/0-5-8,42=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1517/0,3-4=3106/0,45=3106/0,5-6=-3931/0,6-7=-3931/0,7-8=4071/0, 8-9=4071/0,9-10=-4066/0,10-11=4066/0,11-12=3911/0,12-13=3911/0, 13-14=-3620/0,1415=3620/0,15-16=3191/0,16-17=3191/0,17-18=3191/0, 18-19=2622/0,19-20=2622/0,20-21=1915/0,21-22=1915/0,22-23=1069/0, 23-24=1069/0 BOT CHORD 41-42=0/1517,40-41=0/1517,39-40=0/1517,38-39=0/3106,37-38=0/3106,36-37=0/3979, 35-36=0/4071,34-35=0/4071,33-34=0/4004,32-33=0/3782,31-32=0/3422, 30-31=0/2923,29-30=0/2285,28-29=0/2285,27-28=0/1509,26-27=0/594 WEBS 2-41=0/498,3-40=747/0,439=751/0,5-38=-523/0,2-42=1852/0,3-39=0/2152, 2426=-888/0,24-27=0/773,22-27=715/0,22-28=0/660,20-28=602/0,5-37=0/1324, 647=-69.1/0,20-30=0/548,18-30=-489/0,18-31=0/435,15-31=377/0,15-32=0/322, 13-32=263/0,9-34=256/124 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ., '\((-0.4 GI P R°Fen 3)Required 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. ..C t.4 GI N - . /O 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)359 lb down at 6-2-8 on top chord. C? �' ' 2 The design/selection of such connection device(s)is the responsibility of others. 87022 PE - 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 U) N Uniform Loads(Of) 5" (C0 OREG N <[/ Vert:2642=5,1-25=50 J` Q ConcentratedVert:6 -039(6) �'�'n 8 E R 'N'` � A. HER EXPIRES:06130/2017 February 5,2016 i a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. , Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM1 Quality Criteria,DSII-B9 and SCSI Building Component 7777109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497326 PL15-261_UPPER G2 FLOOR GIRDER 2 1 ,Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:13 2016 Page 1 ID:5u v3gEKOkyU3yKt6jOVEBzp9O5-gp4pGti1jl7YtygEC?tMz4gTEAYDsQ2ZGPuLIGro9VO I 1-6-0 I 1-4-8 I I 1-2-0 I I 2-5-14 I I t-2-0 I I 14-5 11 1-2-0 I I 1-5-13 I Scale=1:21.4 6x8= 5x6 II 5x6 II 4x6 II 1 18 2 3 4 19 5 6 7 8 9 • • • • ei- e e m •/o .....--------"F o N a e e e e e 1., 16 155x6 14 135x6 11 12 11 o 6x8= 4x6 II 4x6 II I 12-6-0 I 12-6-0 Plate Offsets(X,Y)— 14:0-3-0,Edge1,15:0-3-0,Edgel,16:0-3-0,0-0-01,17:0-3-0,Edgel,18:0-3-0,Edgel,111:0-3-0,0-0-01.113:0-3-0,Edoel,115:0-3-0,Edoel,116:0-3-0,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(L) -0.15 14-15 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:87 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=1905/0-3-0,10=721/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=-323/0,2-3=-3248/0,3-4=3248/0,4-19=-3248/0,5-19=-3248/0,5-6=-2890/0,6-7=2890/0,7-8=-1485/0 BOT CHORD 16-17=0/2796,15-16=0/3248,14-15=0/2890,13-14=0/2890,12-13=0/1485,11-12=0/1485,10-11=0/1485 WEBS 3-16=-292/0,5-14=267/0,6-13=-553/0,7-12=-609/0,8-11=0/376,2-17=-3210/0,2-16=0/852,5-15=-270/539, 7-13=0/1819,8-10=-1708/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)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. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1159 lb down at 1-7-0,and 360 lb down at 0-7-4,and 231 lb down at 6-3-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOA SE(S) ndard la 1))DeDad+AF Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,�SCVs P R�Ffi�'9S Uniform VerttllO s 17=7,1-9=-67 �,0 �NGINEFR /029 Concentrated Loads Ib Vert:2=1159(F)18=-360(F)19=-204(B) 87�22PE / N y SAT OREG•N ti�Q<U� 9On AMBER �1 r S A. HE-Ck EXPIRES:06/30/2017 February 5,2016 s ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. KIT. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497327 PL15-261_UPPER G4 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fn Feb 05 12:42:13 2016 Page 1 ID:5u v3gEKOkyU3yKt6jOVEBzp905-gp4pGtilj17YtygEC?tMz4gLnAc?sVwZGPuLIGro9V0 1 1-2-4 1 3x4= 5 2 1.5x3 II { Scale=1:8.8 0 N N 7 4 3 1.5x3 II 3x4= 1-5-4 1-5-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:8 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=364/Mechanical,3=237/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-360/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)529 lb down at 0-6-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) Vert 3-4=5,1-2=50 Concentrated Loads(Ib) Vert:5=-529(F) ��ED PRQp 41../ NGiN�F9 87022P ;7f y c'<"Al OR GON ( P OS A. HE ��P EXPIRES:06130/2017 February 5,2016 s a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiWek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System r PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damageor Personal Injury r��MDimensions are in ft-in-sixteenths. inkApply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onalorX-bracin dia TOP CHORDS g g,is always required. See BCSI. 1 „ 2. Truss bracing must be designed by an engineer.For 0-/16II 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IlL\11011,h1 p bracing should be considered. I .3=11111r r ■_ O 41111* 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building 9 c�e C6-7 C5-6 property 4 x 2 orientation,locatedesigner,erection supervisor,p rop rty owner and plates 0 '/14' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. `....-..., 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ISM 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPIi: National Design Specification for Metal 19.Review all portions of this design(front,back,words 484 Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. miis not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 mit MiTek,„ MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 60-A REVISED ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2838936 thru K2838951 My license renewal date for the state of Oregon is December 31,2017. .D PR 0 -rS , GIN€�� /Q 89200PE -7cc� 4-11(• Ott 1' 14 2-C)0:0- R10- -00'R10 1 EXPIR #_ February 10,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RODE #11BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-08 7-08 '1 'f 1' 12 IIM-4x4 12 14.00 7 3 7,.14.00 RI M-6x6 2:14-6x6 0) PR Qp r, Ok GIVE �'/ 1-01-08 15-04 i-01-oft �:3N t t\GINE‘ ` 1. '�` :9200 P E 1- JOB NAME : 60-A POLYGON - Al Scale: 0.2980 f • (� y WARNINGS: GENERAL NOTES, unless othenslae noted OREGON "K/ 1 Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an individual � "Sl Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper /.0 }J 2.2a4 compression web bradng must be installed where shown 4. incorporation of component Is the reepondbngy of the bonding designer. ,/� Al( 14 2,O 3.Additional temporary bracing to Insure stability during construction 2.Design oosomes the top and bottom chortle to be laterally braced at v lo �. is the responsibility of the erector.Additional permanent bracing of Y continuous and sheathing V hino.crespectively a ph unless braced(TC)and/or r dryeir length by �r DATE: 2/9/2017 the overall structure h the responsibility f the building de continuous sheathing wch as plywood sheathing(TC)endlor tlrywaR(BC). it upon Ry o e algner. 3.1x Impact bridging or lateral bracing required where shown i 4 SEQ.: K2838936 4.Noload should beapplied toany component until after all bradngand 4.IDesign nstallationorloutsisthheee�wbilll»artIn h�o�pdtivecive ntraw�r.. fasteners are complete and at no time should any mads greater than and a a assumes dry Crucons es areion"of use. TRANS ID: LINK design aeabeapptieamanycondeseu. 6.Design assumes fulbearing atall suppuneshown.Shim arwedge if EXPIRES: 12/31/2017 5.CompuTrus hes no control over and assumes no responsibility for the µry. {,,, r� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February IQ,2017 8.This design b furnished added to the limitations set forth by 8.Plates shall be located on both taws of truss,and placed so their center 'J .I TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 75.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-09-00 GIRDER SUPPORTING 29-06-09 FROM 0-00-00 TO 9-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 15-09-00 GIRDER SUPPORTING 52-09-00 FROM 9-00-00 TO 15-04-00 1- 2=(-5992) 1210 1- 6=(-762) 3280 1- 2=(-5942) 1210 9- 8=1 -884) 3898 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3956) 1014 6- 7=(-760) 3269 6- 2=( -920) 2069 9- 5=(-6590) 1502 WEBS: 2x9 KDDF STAND; 3- 4=1-3959) 1012 7- 8=1-848) 3952 2- 7=(-1262) 419 2x6 ROOF #2 A LOADING 9- 5=1-6590) 1502 8- 5=(-854) 3980 7- 3=(-1969) 5662 LL = 25 PSF Ground Snow (Pg) 7- 4=(-2912) 706 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL(, 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 15'- 9.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 394.0)+DL( 253.9)= 597.9 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 9'- 0.0" TO 15'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. BC UNIF LL( 639.9)+01( 431.9)= 1065.8 PLF 9'- 0.0" TO 15'- 9.0" V 0'- 0.0" =1268/ 5659V -237/ 237H 5.50" 9.05 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 15'- 4.0" -1718/ 7580V 0/ OH 5.50" 12.13 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9•' oc in 2 row(s) throughout 2x8 bottom chords, IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.038" @ 11'- 2.9" Allowed = 0.721" MAX TL DEFL = -0.065" @ 11'- 2.9".Allowed = 0.961" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-08 7-08 '1 - '1 1 MAX HORIZ. LL DEFL = 0.010" @ 19'- 10.5" 4-01-02 3-06-14 3-05-02 4-02-14 MAX HORIZ. TL DEFL = 0.016" @ 19'- 10.5" 1' 4' 1' 1' 4' Design conforms to main windforce-resisting 12 12 M-4x6 system and components and cladding criteria. 19.00 \14.00 /// 4.0" Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IA load duration factor=1.6, �� Truss designed for wind loads in the plane of the truss only. M-4x12 M-4x1 I. '' 1 %%\b M-1.5x3 M-1.5x3 M-6x16 M-7x16 162I LT, N O 1- 6 7 8 o o M-3x8 7M-10x10 M-4x10 0 l 1 l y l <C „O PR Of fiS,s 4-01-02 3-06-14 3-06-14 4-01-02 Gj GINS / l 15-04 ,1' <C:3` t'� 9 �' `t" 89200PE r' JOB NAME : 60-A POLYGON - A2 llt ---- ----- Scale: 0.2646 rho Cr WARNINGS: GENERAL NOTES, unless otherwise noted: w OREGON 1. 40 Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual / O•REGON _ Truss: A2 end Wamings before construction commences. building component.Applicability of design parameters and proper f•1 2 204 compression web bracing must be!foraged where shown 0. incorporation of component Is the responsibility of the building dealgner. +�/t Al {4 Q� "'�"_ 3.Additional temporary bracing to Insure stability during construction 2.Desitin assumes me top and bottom cholla to be laterally braced at �/ j 1 la the responsibility of the erector.Additional permanent bracing of 2 ow.end at 10 o c.rsuch as ply unless braced throughout their length by JtA R (0- DATE: 2/9/2017 the overall structure is me respanslbIHy of the buildingdesigner. continuous sheathing such as plywood Maething(TC)enNor tlrywel(BC). sss"'/! S 2x Impact bridging or lateral bracing required where shown++ SEQ.: K2838 9 3 7 4.No load ehoum be applied to any component until after all bracing and 4.Installation of truss Is me responsibility of the respectNe contractor. fasteners are compete and at no time Mould any loads greater than 5.Design assumes trusses are to be used!n a non-corrosive environment. TRANS ID: LINK design loads be applied a any component. and are for"dry conditionof use. 5.CompuTrus hes no control over and assumes no reaponsibitily for the 8.Design assumes NII bearing et ail supports Mown.Shim or wedge It EXPIRES: !3/31)fy Q.4 fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage a provided. February 10,2017 EfJ ff. A 6.This design is furnished subject to the llm8atlnns NI forth by B.Plates shall be bated on both faces of truss,and placed so their center TPUWICA In BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate sloe of plate In Inches. MITek USA,Ino./COnlpuTfue Software 7.6.8(1L)-E 10.For base connector plate design values we ESR-1311,ESR-t988(MTek) This design prepared from computer input by II-" Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 52'— 9.0" FOND. 2: nasion r-herked for not(-5 psf) vnlift at 29 "oc spacing. TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #100TH SPACED 29.0" O.C. Design conforms to main ree-resisting system and components andd cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=24.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD = 92.0 PIP Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow )Pg) in the plane of the truss only- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UGH. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Ref Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 26-06 26-03 10-10-09 15-07-07 15-07-07 , 10-07-09 12 IIM-9x4 12 5.0017'. ,y "'Q5.00 M-3x5(5) M-3x5(5) r 1111.00:A4%4...° �aav��la■.mss- c `,�+ I M-3x9 M-3x5(S)+ M-3x5+(S) M-3x5(5)+ � 5 o "Y 892o 00 'E v- 1-00 52-09 JOB NAME: 60—A POLYGON — B1r��y Scale: 0.1628 7 ,•OREGON 4, WARNINGS: GENERAL NOTES, unless otherMse noted: "SJ 1.Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual /Jy 14 2_p' �-}.. Truss: B1 and Warnings before construction commences building component.Applicability of design peremelen end proper S l 2 2a4 compression web bredng must be Instelktl where shown+. Incorporation of component la the reaponebg8y of the building designer. ate, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally t their at h,t].{"')'11 b the responsibility of the erector.Additional permanent bracing of 7 continuous and al 10'o.c.respectively unless braced throughout their length by !'�(l L+ DATE: 2/10/2017 the overall structure le the responsibility of the building designer. 2 Impacts Mg ing or suchasb aciplyng re sheathing(TC)hereCham a drywall/BC). g 3.2a bridging or lakral bracing required wren shown++ SEQ.: K2838938 4.N.load should be applied to any component until sitar all bracing and 5,oeth installation the responsibility sspo si alwam.son respective c oactor. t fasteners are complete and at no time should any loads greater than g EXPIRES:' 12/31/2017 TRANS ID: LINK design loads be applied to any component. and are for"tlry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design eeeceesfull bearing ataAsupports shown.Shim 5,wedge lf February 10,2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design hellassumes loadequate both mage is ptrues,a. 8.This design k furnished subject to the limitations set faith by 8.Plates shell be located on both faces of trues,end placed so their caller TPNNTCA In SCSI,copies of which will be mmkhed upon request. Nnes coincide with joint center lines. 9.Digits Indicate alas of plate In Inches. i MiTek USA,Ino,/CompuTrus Software 7.6.8(1L)-E 10,For beak connector plate design values see ESR-1314 ESR-1955(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1767) 778 1-13=(-625) 1634 2-13=1 -279) 375 9-18=(-123) 970 BC: 2x9 ROOF #140TR SPACED 24.0" O.C. 2- 3=(-1508) 630 13-14=(-281) 1272 13- 3=( -149) 405 18-10=(-373) 390 WEBS: 2x9 KDDF STAND 3- 9=( -817) 391 14-15=( -68) 821 3-14=( -608) 329 LOADING 4- 5=1 -191) 199 15-16=(-343) 458 19- 4=( -132) 587 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -113) 367 16-17=(-608) 455 4-15=( -967) 459 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -134) 902 17-18=(-138) 214 5-15=( -370) 912 TOTAL LOAD = 42.0 POE' 7- 8=1 -237) 966 18-11=(-106) 381 15- 6=1 -669) 1301 OVERHANGS: 0.0" 12.0" 8- 9=( -179) 737 6-16=(-1714) 629 LL = 25 POE' Ground Snow (Pg) 9-10=1 -200) 108 16- 7=1 -385) 918 M-3x9 where shown; Jts:1,4,8,11,13,18 10-11=( -477) 241 16- 8=1 -303) 271 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 11-12=1 0) 43 8-17=1 -154) 191 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 17- 9=1 -663) 324 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -139/ 977V -233/ 22814 5.50" 1.56 KDDF ( 625) 29'- 6.2" -379/ 2397V 0/ OH 3.50" 3.75 KDDF ( 625) 36'- 7.0" -79/ 768V 0/ OH 3.50" 1.23 KDDF ( 625) 52'- 9.0" -106/ 594V 0/ OH 5.50" 0.87 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.077" @ 10'- 8.3" Allowed= 1.446" MAX TL DEFL = -0.125" @ 10'- 8.3" Allowed= 1.928" MAX LL DEFL = 0.013" @ 46'- 11.8" Allowed = 0.785" MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.086" @ 33'- 2.7" Allowed = 0.968" MAX TC PANEL TL DEFL = 0.080" @ 33'- 2.7" Allowed = 0.702" MAX BC PANEL TL DEFL = -0.048" @ 48'- 10.0" Allowed = 0.517" SEASONED LUMBER IN DRY SERVICE CONDITIONS 26-03 26-06 f f ,r MAX HORIZ. LL DEFL = 0.022" @ 29'- 6.2" 5-06-14 5-02-01 5-05-09 6-09-04 3-03-043-03-04 6-09-04 5-05-09 5-02-01 5-09-14 MAX HORIZ. TL DEFL = 0.034" @ 29'- 6.2" 'Cr 4 f '1 4 T T T 'Cr T 4 12 12 Design conforms to main windforce-resisting 5.00 " M-9x6 d 5.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 .6( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 '`! 7M-1.5x3 load duration factor=1.6, 5 Truss designed for wind loads '�„ in the plane of the truss only. M-5x6(5) M-5x6(5) 4 0.25" 0.25" +I +i M-1.5x3 + + + M-1.5x3 2� /\*o X 0 0 _ *, Li, 1' 13 147 15 16 17 18 r _ I 0.25" M-4x8 0.25" 0.25" of „ii) PROFFS o y y M-5 6)S) y yM-5x8(S) yM-5x6(S) l y o +l c 8-04-13 7-06-03 7-00-12 6-06-08 7-00-12 7-06-03 8-07-13 <crc " taGlNFLr 'Y8. 17 b y y e pp 52-09 'PROVIDE FULL BEARING;Jts:1,16,17,11 I 1-00 �� JOB NAME : 60-A POLYGON - B2 ,I - .-G-- Scale: 0.1124 ,,sl ' WARNINGS: GENERAL NOTES, union otherwise noted J OREGON izi 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual P. V C V I V Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper �j A�' 2.2x4 compression web bracing must be Installed where shown.. Incorporatbn of component is the responsibility of the building designer. �/Y 7�` 14 2. 3.Additional temporary bracing a insure stability during construction 2.Design emotes the top end bottom chords to be laterally braced at �.( e h L^ Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 on.such as ply unless braced throughout their length by 4 ' It-‘4- DATE: 2/9/2017 the overall structure lethe rc responsibility or building designer. continuous sheathing such as plywood sheethhg(TC)end/ordrywel(BC) e'`{„ spry ity" g 3.2x Impact bddgisg or Filers]bracing required where shown.. SEQ.: K2 8 3 8 9 3 9 4.No load should be applied to any component until erten all bracing and 4.Installation of truss Is the responsibility of respective contractor. fasteners are compete and at no time should any loads greater than R Design assumes trusses eree to to be be used Ina nonroorrosNe environment, anyand are for"drycondition"of use. TRANS ID: LINK design bads bee led toco8.Design assumes Mourn EXPIRES: 12/31/2017 5.ComWTme hes noe control over andndassu.assumes no responsibility for the �O, fabrication,handling.shipment and installation of components. 7.Design assumes sdequete drainage 6 provided. February 10,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIWICA In BCSI,copies of which OOH be furnished upon request. Ines coindde with joint center lines. 9. es. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E /0.For ibats lsic coni nectoe size rHae designlate in igvalue. values see ESR-I311,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -112) 73 14-16=(-155) 1167 19- 1=( -121) 69 21- 7=( -299) 102 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1554) 631 16-17=(-155) 1167 14- 2=(-1341) 571 21- 8=( -443) 1442 WEBS: 2x4 KDDF STAND; 3- 4=(-1543) 627 18-19=( -22) 65 16- 2=( 0) 210 8-22=(-1855) 873 2x6 KDDF #2 A LOADING 4- 5=(-1612) 791 19-20=(-227) 1083 2-17=( -388) 710 22- 9=( -188) 210 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -775) 495 20-21=( -56) 542 18-17=( -198) 0 9-23=1 -264) 163 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 USE 6- 7=( -51) 217 21-22=(-567) 503 17- 3=( -189) 138 23-10=( -666) 317 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 92.0 PSF 7- 8=( -33) 261 22-23=(-501) 406 17-19=( -409) 1685 10-24=( -107) 495 8- 9=( -136) 747 23-29=( -54) 173 17- 4=( -151) 424 24-11=( -383) 350 OVERHANGS: 0.0" 12.0" LL = 25 PIF Ground Snow (Pg) 9-10=( -131) 628 29-12=(-148) 467 19- 4=(-1146) 513 10-11=( -241) 137 19- 5=( -272) 798 M-3x4 where shown; Jts:5-6,9,12,22,24 BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 11-12=( -572) 293 5-20=( -718) 516 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 43 20- 6=( -377) 984 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 6-21=(-1129) 583 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. BEARING MAX VERT MAX HGRZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -156/ 1038V -297/ 189H 5.50" 0.70 KDDF (1485) 29'- 8.0" -332/ 2096V 0/ OH 3.50" 3.03 KDDF ( 625) 36'- 7.0" -100/ 860V 0/ OH 3.50" 1.38 KDDF ( 625) 52'- 9.0" -113/ 588V 0/ OH 5.50" 0.99 KDDF ( 625) kcNn. 2. Design rherked for nett-S psfl uplift at 24 "or snaring 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.095" @ 10'- 2.0" Allowed= 1.446" MAX TL DEFL = -0.151" @ 10'- 2.0" Allowed= 1.928" MAX LL DEFL = 0.015" @ 46'- 11.8" Allowed= 0.785" MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed= 0.100" MAX TL DEFL = 0.003" @ 53'- 9.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.102" @ 33'- 1.9" Allowed= 0.468" MAX TC PANEL TL DEFL = 0.095" @ 33'- 1.9" Allowed= 0.702" 10-02 16-01 26-06 MAX BC PANEL TL DEFL = -0.061" @ 48'- 4.1" Allowed= 0.542" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-06 4-04-0400-01-07-13 5-04-05 5-04-05 3-01-08 6-11 5-05-09 5-02-01 5-09-14 1 1' 'I' '( T 1' f 1' f f T 1' MAX HORIZ. LL DEFL = 0.050" @ 29'- 8.0" 12 12 MAX HORIZ. TL DEFL = 0.065" @ 29'- 8.0" 5.00 IIM-4x4 d5.o0 4.0" Design conforms to main windforce-resisting 7 ,fy system and components and cladding criteria. •\ M-4x4 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, _.O\\\\ (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(D1 r), load duration factor=1.6, M-5X6(S) End vertical are exposed to wind, M-5X10 '''''''.%,,,Z.....2.„5" Truss designed for wind loads M-1.5x3 M-3x8 M-1.5x3 +h •25' in the plane of the truss only. f + +r Note: Legdown not checked for any lateral loads. C. . ,///////1111000.14-1.5X3 The design shall be reviewed and approved by rd Project Engineer or qualified building designer o A / 11111k* for lateral load and lateral stability. 0 C . , O 14 M-1.5X3 • 16 0 715 19 20 21 22 z,3 24 2 1 M-5x8 0.25" M-4x8 0.25" 1 y•� M-3x6 oM-1.5x3 {_E1�„V PROk.. M-1.5x4+ M-3x10 �` M-5x6(S) M-5x6(S) Co` GIN, -/ 0-01980-08 4-04-041Y-02 8-06-06 7-08-06 3-05 6-11 7-01-09 9-00-07 y y y 8-08-08 44-00-08 1yop 52-09 IPRnwTnv Fur oral/Tor,Trc•1 a,t2 01,121 1=00r,-^ JOB NAME : 60-A POLYGON - B2C 110 et " /� // Scale: 0.1094 -p OREGON I.t,, WARNINGS: GENERAL NOTES, unless otherwise noted: f•j rt 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end le for an Individual f,/y "7 . 1A 2,0 �" Truss: B2C end Warnings before construction commences building component.Applicability of design parameters end proper �w I 2.254 compression web bradng must be Installed where shown«, incorporation of component is iha reeponsibllity of the building designer. �,�j 3.Addltional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at " 9 . A 1>I V Is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at ee on.respectively unless braced throughout their length by 1-Y 1.• continuous u ging or such es plywood sheathing(TG)and/or drywal(BG). DATE: 2/10/2017 the overall structure is the responsibility of the building designer. 3.20 Impact bddging or lateral bracing required where shown•« S E K2 8 3 8 9 4 0 4.No toed should be applied to any component until eller all bracing and 4.Installation°reuse is the responsibility of the respective contractor. �l C��+ 12/31/2017/ 4 ry 4 4• faetenere are complete and et no time should any loads greater than 5.Design eeeumes busses are to be used In.noncorrosive environment EXPIRES: 1 L/. IILo I7 design loads be applied to any component. and are for"dry condtten"of use. TRANS ID: LINK8.Design supports own.Shim February 10,2017 5.GompuTms has no control over and assumes no reeponslblllty for Me necessary. fabrication.handling.shipment and Installation of components. 7,Design assumes adequate drainage le provided. lI 8.This design is furnished subject to the limitations set forth by 8.Plates shed be located on both faces of truss,and placed so their center ! TPIANTCA in BG51,copes of which MI be furnished upon request. Ines coincide with joint center lines. 8.Digits Indicate size of plate le inches. MiTek USA,Ino./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(Wok) 411111 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -112) 73 14-16=( -694) 2408 14- 1=( -121) 68 21- 7=( -980) 1959 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4187) 1768 16-17=( -694) 2408 14- 2=(-3091) 1323 21- 8=(-1037) 613 WEBS: 2x4 KDDF STAND; 3- 4=(-4165) 1759 18-19=( -52) 131 16- 2=( 0) 208 8-22=( -246) 778 2x4 KDDF #16BTR A; LOADING 4- 5=(-4442) 1963 19-20=(-1378) 3613 2-17=(-1145) 2466 22- 9=( -951) 433 2x4 KDDF STUD B; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3648) 1749 20-21=(-1075) 3103 18-17=( -151) 0 9-23=( -107) 569 2x6 KDDF #2 C DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2869) 1466 21-22=( -987) 2896 17- 3=( -146) 119 23-10=( -570) 279 TOTAL LOAD = 42.0 PSF 7- 8=(-2851) 1485 22-23=(-1295) 3561 17-19=(-1635) 4381 10-24=( -55) 359 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-3245) 1525 23-24=(-1492) 4008 17- 4=( -209) 582 24-11=( -193) 276 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-3937) 1702 24-12=(-1696) 4282 19- 4=(-2423) 1062 10-11=(-4536) 1820 19- 5=( -236) 716 OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-4773) 1923 5-20=( -685) 502 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 43 20- 6=( -359) 946 M-3x9 where shown; Jts:5-6,8-9,22,29 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 6-21=(-1092) 568 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -330/ 2196V -297/ 189H 5.50" 1.98 KDDF (1485) MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 52'-- 9.0" -370/ 2341V 0/ OH 5.50" 3.75 KDDF ( 625) I kONn. 2• Design rherked for net(-5 psf) uplift of 24 'or sparing, 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.437" @ 29'- 8.0" Allowed= 2.592" MAX TL DEFL = -0.658" @ 29'- 8.0" Allowed= 3.456" MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed= 0.100" MAX TL DEFL= 0.003" @ 53'- 9.0" Allowed= 0.133" SEASONED :::::::nifORIeS-Erelil:Al:DITIONS CONDITIONS MAX HORIZ. LL DEFL " @52 .5"MAX HORIZ. TL DEFL " 52 .5"10-02 16-01 26-06 Design conformstoting 1' 1' ' 1' system and components and cladding criteria. 4-06 L 1- 0''04 15-04-05 5-04-05 3-01-08 6-11 5-05-09 5-02-01 5-09-14 I l 1 ' '( f f T 'f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-04-04 5-07-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5.00 M-9x6 d 5.00 load duration factor=1.6, End vertical(s) are exposed to wind, 4.0" Truss designed for wind loads 7 'f'r in the plane of the truss only. `• Note: Legdown not checked for any lateral loads- The design shall be reviewed and approved by M-5x6(5) Project Engineer or qualified building designer for lateral load and lateral stability, M-5x10 M-1.5x3 M-4x12 M-1.5x3 T5' 0.25" e o /If\*M-1.5x3 A�1o C 0 c 15 ,_ter � 14 O M-1.5x3 16 0 • 18 19 20 21 22 2 24 M-4x6 0 0.25" M-4x8 0.25" M-3x10 01 M-7x10 4+ o VF�Mx M-1.5x3 ' k.61-Nle � i$ 50/(M-7x12 M-5x8(S) M-5x8(S)O1OS�08 y , ) l Y 1 1 44 ,9 ,�4-00-08 4-04-04102 8-06-06 7-08-06 3-05 6-11 7-01-09 9-00-07 t417y - l l 8-08-08 44-00-08 1-00 89200PE y 4011,400e0 52-09 1-00 �. . i _..... JOB NAME : 60-A POLYGON - B3C Scale: 0.1077 OREGON ,4; ... WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end b for en individual <6 Al), A cOO +. Truss: B3C and Warnings before construction commences. building component.Applicability of design parameters end proper �/ 4 f+ O's 2,2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the balding designer. 11"17:11R ♦/,� y7 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at - ! ` IV- vY. Is the responsibility of the eredor,Additional permanent bracing of 2co'n.c.end at 10'o,c.respectively unless each n throughout their length by L• vinous sheathing such as plywood eheel where and/or drywall(BC), DATE: 2/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact badging or lateral bracing required where shown++ SEQ. : K2 8 3 8 9 41 4.No load should be applied to any component untd after all bracing and 4.Installation etion of truss Is the responsibHlty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosiveenvironment, EXPIRES: 12/31/2017 TRANS ID• LINK design loads be applied to any component, and are for"dry condition.of use, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If February 10,2017 fabrication,handling,shipment and Installation of components. sn ass 6.This design Is furnished subied to the Imitations set forth byT.Metes assumes adequate toothi reus to prodded.s B.InelseMede ith(slo oenerfaces of Wes,and placed so their center TPNNfCA In SCSI,copies of which will be furnished upon request. Inas coincide with Joint center lines. s. MiTek USA,Inc./Com uTrus Software 7.6.81L E S ForbDigits IndicateelunecoopplebIngnbal P ( 1. bask casive pleb design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DD£/Cg=1.00 TC: 2x9 KDDF #105TR LOAD DURATION INCREASE = 1.15 1- 2=(-4604) 1970 1-13=(-1698) 4094 2-13=( -91) 298 9-18=( -67) 366 BC: 2x4 KDDF #lunTR SPACED 24.0" O.C. 2- 3=(-4424) 1855 13-14=(-1429) 3911 13- 3=( -92) 317 18-10=(-186) 267 WEBS: 2x9 KDDF STAND 3- 4=(-3879) 1678 14-15=(-1211) 3509 3-14=(-513) 284 LOADING 4- 5=(-3207) 1492 15-16=( -752) 2543 19- 4=(-105) 527 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3180) 1621 16-17=(-1246) 3539 9-15=(-908) 433 BC LATERAL SUPPORT <= 12"00. CON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-3188) 1636 17-18=(-1499) 3981 5-15=(-369) 412 TOTAL LOAD = 92.0 POP 7- 8=(-3214) 1479 18-11=(-1646) 4269 15- 6=(-653) 1263 OVERHANGS: 0.0" 12.0" 8- 9=(-3912) 1665 6-16=(-662) 1286 LL = 25 PSF Ground Snow (Pg) 9-10=(-4535) 1824 16- 7=(-369) 412 10-11=(-4759) 1924 16- 8=(-938) 930 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 11-12=( 0) 43 8-17=(-107) 558 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 17- 9=(-564) 285 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -329/ 2215V -233/ 228H 5.50" 3.54 KDDF ( 625) 52'- 9.0" -371/ 2332V 0/ OH 5.50" 3.73 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.419" @ 29'- 6.9" Allowed = 2.592" MAX TL DEFL = -0.636" @ 29'- 6.9" Allowed = 3.456" MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 53'- 9.0" Allowed= 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.149" @ 52'- 3.5" MAX HORIZ. TL DEFL = 0.295" @ 52'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. 26-03 26-06 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-06-14 5-02-01 5-05-09 6-09-04 3-03-043- 03-04 6-09-04 5-05-09 5-02-01 5-09-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 4 ' f f ,( '1 1 4 1 f load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 5.00 M-4x6 ''Z:75.00 4.0" 6 43( M-1.5x3 IN... M-1.5x3 5 k..0" 7 M-5x6(5) M-3x4 .M-3x4 M-5x6(5) a • 0.25" 0.25" +t M-1.5x3 V",,,/ M=1.5x3=1.5x3 o1/N. 1 13 14 15 16 17 18 1 p A�^� p I�/� I M-4x8 M-3x4 0.25" M-4x8 0.25" 0.25" M-3x4 M-3x10 I r�.J' Etj P n�r$' M-5x6(5) M-5x8(S) M-5x8(S) �J`i��`y� IN r� �f�+.. ), ), ), y ), y y ) l`� L -Y y 8-04-13 7-06-03 7-00-12 6-06-08 7-00-12 7-06-03 8-07-13 y y 52-09 1-00 'AC =920OPE r JOB NAME : 60-A POLYGON - B4 , Scale: 0.1238 . WARNINGS: GENERAL NOTES, unless on the p e noted. ' �OREGON fa, 1.Budder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown end is ler an Individual ,y OREGON�V *_ v(( Truss: B4 and Warnings before construction commences building component.Applicability of design parameters and proper ,g AN 2.204 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. <0 "7 14 2 4 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bodom chorda to be leterelty braced at V "i', Is the reeponsibgty of the erector.Additional permanent bracing of 2'eta.end at 10'o.c.`such as ly unless braced throughoutand/or length b/ 47E•1 rl l 1.-� continuous shg inti or such l b ednplywood re requsheatired yore show, drywaA(BC). d,4 DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing requlretl where,Hewn++ SEQ. : K2 8 3 8 9 4 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the reeponsibMty of the reepedhe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used h e non-corrosive environment. TRANS ID: LINK design loads be applied to any component. end are for"dry onanion'or use. • 5.CompuTrus has no control over and assumes no responsibility for the 8.Dg assumes full bearing at a0 supports shown.Shim or wedge:t EXPIRES: V f]i R C[+.. l�/f] 201?. fabrication,handling,shipment end Installation of components. necessary. [._J�f_1(l L t3 G J /! 1 7 S.This design is furnished subject to the limitations set form 7.Pesignaall be as ted on bete h'face"pfuss,anovided. February 10,2017 1 by B.plates innt be located on beth faces of trues,and placed so their center TPbWICA In SCSI,copies of which will be famished upon request. Anes coincide with joint center nche g.Digits eIsic con size of plate a Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 70.For basic connector plate tlesign values see ESR-1377.ESR-1988(MITek) 4411 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 53'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 93 2-14=(-1658) 4291 3-14=(-185) 266 19-11=(-185) 266 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4783) 1933 14-15=(-1927) 9009 14- 9=( -66) 365 WEBS: 2x4 RODE' STAND 3- 4=(-4560) 1833 15-16=(-1223) 3562 4-15=(-569) 285 LOADING 4- 5=(-3938) 1675 16-17=( -751) 2567 15- 5=(-106) 557 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-3240) 1489 17-18=(-1244) 3562 5-16=(-938) 430 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3214) 1634 18-19=(-1448) 9009 6-16=(-369) 912 TOTAL LOAD = 42.0 PSF 7- 8=(-3214) 1634 19-12=(-1645) 4291 16- 7=(-662) 1286 OVERHANGS: 12.0" 12.0" 8- 9=(-3240) 1489 7-17=(-662) 1286 LL = 25 PSF Ground Snow (Pg) 9-10=(-3938) 1675 17- 8=(-369) 912 10-11=(-4560) 1833 17- 9=(-938) 930 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-4783) 1933 9-18=(-106) 558 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 93 18-10=(-564) 285 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10-19=( -66) 365 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -371/ 2390V -236/ 236H 5.50" 3.74 KDDF ( 625) 53'- 0.0" -371/ 2340V 0/ OH 5.50" 3.79 KDDF ( 625) 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.927" @ 29'- 9.9" Allowed = 2.604" MAX TL DEFL = -0.655" @ 23'- 2.1" Allowed = 3.972" MAX LL DEFL = 0.003" @ 59'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 54'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.150" @ 52'- 6.5" MAX HORIZ. TL DEFL = 0.251" @ 52'- 6.5" 26-06 26-06 Design conforms to main windforce-resisting '( '( '( system and components and cladding criteria. 5-09-14 5-02-01 5-05-09 6-09-04 3-03-043-03-04 6-09-04 5-05-09 5-02-01 5-09-14 '( T '1' Q '( '( T 'f 1' '( Q Wind: 140 mph, h=24.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), 5.00 17 M-4x6 '''ZI 5.00 load duration factor=1.6, Truss designed for wind loads . 4.0" in the plane of the truss only. M-1.5x3 (;! M-1.5x3 c,0" M-5x6(5) M-3x9 • M-3x4 M-5x6(5) 5 0.25" + 0. +� + 25" 0 ilk\Np ..._ M-1.5x3 1411,7 M-1.5x3 3 1 o .41111111111k \ ,Ir 14 151 16 17'' 18'f 19 \ CD r! PR�h'r I M-3x10 M-3x4 0.25" M-4x8 0.25" 0.25" M-3x4 M-3x10 I 4 1�' OP. M-5x8(5) M-5x8(S) M-5x8(S) C`�� GINE . S�/© J• l l l l l i l ,. y 1� 8-07-13 7-06-03 7-00-12 6-06-08 7-00-12 7-06-03 8-07-13 ra p 1-00 53-00 ly 0 �' 89200 E JOB NAME: 60-A POLYGON - B5 Scale: 0.1199 ...VW •. Cr WARNINGS: GENERAL NOTES, unless otherwise noted. M rvA 1.Builder end erection contractor should be advised or all General Notes I.This design la based only upon the parameters shown and Is for en Individual J.. A. OREGON, t / Truss: 135 and Warnings before construction commences. building component.Applicability of design parameters and proper Y' -a+f�} ilk A. 2 3x4 compression web bracing must be installed where shown 0. Incorporation of component Is the responsibility or the buckling designer. ./TO ) T�` 2.Q "�'_ 3.Addd goal temporary bracing to insure stability during construction 2.Design assumes the tap and bottom cholla to be laterally braced at fir( 14 �. Is the responsibGty of the erector.Additional permanent bracing of 2'continuous and et sheathing hint mph as Arely unless braced(TC)an/their length by R R.I L�- DATE: 2/9/2 017 the overall structure Is the re sibs the des)ner. 26 bipeds ddginglatera as acing re uir a whir s own+dryweA(BC). sport fty ofbuilding g 3.2x Impact brttlging or lateral bracing required tuners shown++ SEQ.: K2 8 3 8 9 4 3 4.No load should be applied to any component enol after all bracing and 4.Installation of truss Is the responsibility Mille respective contractor. festenern are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component end are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design�aswmes NII bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31/2017 ]/�S 4/R(li? faboation,handling,shipment end installation of components. 7.Design assume.adequate drainage is provided. February 10,2017 lLl7 I/L11 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIA TCA m BCSI,copies of which Mil be furnished upon request. lines coincide with joint center Ices. es. MiTek USA,Inc./Com uTrus Software 7.6.81L E o DigitsIsis coneoeoflakedeign values P ( )• 7 S. For taint connecter plate din inc values see ESR-1311,ESR-7888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 53'- 0.0" kOND. 7: Doetgn rherked for net(-5 paf) uplift at 24 "on soacing. 1 TC: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=24.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), Unbalanced live loads have been TOTAL LOAD= 92.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 26-06 26-06 10-10-09 , 15-07-07 15-07-07 , 10-10-09 12 11M-4x9 12 5.00 -'715.00 0. M-3x5(5) M-3x5(5) AbP 111111 ,.. ^ �ePRpF 0,00're..°77°°°°°°°.°°°. . , i Al 1 1, o M-3x9 M-3x5(5)+ M-3x5(5)+ M-3x5(5)+ O 1-4 8920' 1-00 53-00 -00 JOB NAME : 60-A POLYGON - B6 *"'� ,01r [^}MO" Scale: 0.1611 "9/ OREGON 40 WARNINGS: GENERAL NOTES, chess otherwise noted. W Truss: B 6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual Y,6 14 ry Q� �4 and Warnings before construction commences. building component Applicability of design parameters and proper +�./ 6- 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. A� w, 3.44001 hal temporary bracing to nsure stability during mnsonuction 2 Design assumes the top and bo8am chords to be laterally braced al �1�Ilt 1?�•j t Is the responsibility of the erector.Atltlftlonel permanent bracing of 2 o.c.and at 10 o.c.respecteety unless braced throughout their length by I'�f� l..v. DATE: 2/10/2017 the overall structure is the reWbllti of building designer. 20 Impact rhging or latehaspdng e iwhere shu) n+drywall(BC). span v o e g 3,zx Imp.a bndgme or lateral bracing required whore mown+. SEQ.: K2 8 3 8 9 4 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respadNe contractor. ijq7 CC{��+ .q Jirf�q//��i fasteners are complete and at no time should any bads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31fLU17 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK8.Design assumes MI bearing al all supports shown.Shim or wedge 0 5.CompuTrus has no control over and assumes no responsibility for the a„„ry, February 10,2017 fabrication,handling.shipment and Installation of components. 7,Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by H.Plates shall be located on both faces of truss,and placed so their center TPI/WICA In SCSI,copies of which will be furnished upon request. lines colndde with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(1L E S.Digits indicate size of plate in inches. p )- 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)tDL) 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=19.Bft, TCDL=4.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed fox wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 4.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 —/ u 0 to f fh 4 M-3x4 l l y 1-00 9-00 i\t0 PRQp;Cc, ' 89200PE �" JOB NAME : 60—A POLYGON — Cl j,�./ Scale: 0.8842 i '* . somame 111.WARNINGS: GENERAL NOTES, unless otherwise noted 9L ,�OREG©IV � id 1.Budder and erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters Mown and Is for an Individual Y V fl �.7 1 V Truss: Cl and Warnings before construction commences building component Applicability of design parameters and proper �}}� 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer f1 t. �7 j 1 4 �O� '�'" 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced et �.l is me responsibility of the erector.Additional permanent bracing of 7 ntin end et UT o.c.respectively unless braced throughout their length by ..4 .11:1 10' DATE: 2/9/2017 the overall structure is Mere responsibility of build) designer. continuous sheathing such ib plywood sheathing(TC)whereshownor drywal(BC). (C epon y o ng3.20 Impact brtdging or lateral bracing required where ehovm++ SEQ.: K2 8 3 8 9 4 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responebttity of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNa environment, TRANS I D' LINK design toads be applied to any component. and are for'dry osndition•of use. 5.CompuTrus hes no control over and assumes no responsibility for the 5 Design assumes full bearing at all supports sheen.Shim or wedge It C YI]'RES d 2I�1 201 7 fabrication,handling,shipment and Installation of components, ry. EX ffl RCt7 f L/ 1(C: 1 6.This design is furnished subject m the limitations set forth 7.PlDates sign esaEed on both face to tpruss.d. February 10,2017 9 H by B.Plels c into be with Join oebeth faces of Wsa,and planed so their center TPINJTCA In SCSI,copies of which villi be furnished upon request. lines coincide with Jo1M center lines. MiTek USA Inc./Com UTNE Software 7.6.8 1 L E 9.Digits Indicate size of plete In Inches. P ( )• to.For basic connector piste design values see ESR-1311,ESR-1988 WO) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0,0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg-1.00 TC: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-5=(-29) 27 3-5=(-120) 101 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 36 WEBS: 2x9 RODE STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+IL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -60/ 325V -15/ 98H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR SO PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.014" @ 2'- 3.3" Allowed = 0.192" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" 'r' 'f '( SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 4.00 D MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 4 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. i r 0 I N ti [ m M of 1 2111E0101 O�^ 0 M-3x4 M-1.5x3 1 ,i ). 3-08-04 0-03-12 l k ,L 1-00 4-00 �cy �O P R o/ 1 • t •9200PE r' JOB NAME : 60-A POLYGON - C2 /Ale • AP,, Scale: 0.6389 ' to . • /�.. WARNINGS: GENERAL NOTES, unless otherwise noted: ORE('III ON a`r.. 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Ia for an individual '. OREGON LLi7z VW ^_ ,)' Truss: C2 and Waminga before construction commence.. building component.Applicability of design parameters and proper L _I iM1 7y 2.2x4 compression web bracing must be Installed where shown 4. Incorporation of component Is the responsibility of the building designer. "1 {�( /�O �"!+ 3.Additional temporary bracing to insure stability dunng conNructbn 2.Design assumes iha top and bottom chords to be laterally braced at 1 r"I' le the responsibility of the erector.Addn'onal permanent bracing of 2 o.c.end et 1 fT a.c.respectively unless braced throughout length by .`` �\r • DATE: 2/9/2017 me overall structure M the responsibility of the building desrener continuous sheathing such as plywood shealhng(TC)and/or drywall(BC). z.F rFI spoil Y 3.2x Impact bridging or lateral bracing required where Mown++ SEQ.: K2 8 3 8 9 4 6 4.No load should be applied to any component until aver all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a ron<orrostoe environment, TRANS ID' LINK dealgn loads be applied to coy component end are for"dry endnlon of use. 5.Compultus has no control over and assumes no responsibility for the S neesign cessary. ease assumes full bearing at all supports shown.Shim or wedge if EXPIRES: .4 ry( (lT 01? fabrication,handling,shipment end installation of cont ry' I L/ (L ll pmen components. 7.Designassumesbe on edrainage lopress,an February 10,2017 6.This design is furnished subject m Be limitations set forth by S.Plates shag located on both faces of trues,and placed so their center TPBWICA In SCSI,copies of which will be furnished upon request. lines coincide 04th joint canter lines. S.Digits indicate size of plate in Inches. MITek USA,Ino./COmpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR41311.ESR41888(MITek) L This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1LBTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. 4.00 D AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 -! , , , N I [ MIM 4 M-3x4 l l y 1-00 5-00 'r' 89200PE JOB NAME : 60—A POLYGON — Dl /, 1� ' -tr----.. Scale: 0.8051 WARNINGS: GENERAL NOTES, unless otherwise noted: .�y OREGON A' A I.Builder and erection contractor should be advised of a0 General Notes 1.This design Is based only upon the parameters shown and is Br an individual 7/ lit, f "'•' "'^�,` 4i/, Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper �i^' -a��} rtA 1.204 compression web bracing must be installed where Mown+, Incorporation of component Is the responsibility of the building designer, f/+v 'T y' { �v t "','_ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �.l 1 ,4z5CSA 0-DATIs the responsibility of the erector.Additional permanent bracing of c ntlno.and et ea1fr o n respectively ply unless braced throughout their dry length by 41E'1�10- DATE: E: 2/9/2017 the overall structure is the responsibility of the building designer. continuous sheathing or such as plywood sheathing(TC)and/or tlryweA(BC). 3.2«Impact bridging or lateral bracing required where shown w• SEQ. : 1(2838947 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than E.Design assumes trusses are to be used Ina non-corrosIve environment, design loads be led to an M. and are for"dry condition of use. TRANS I D: LINK grapp y component. 6.Design assumes Nil beanng at all supports shown.Shim or wedge if EXPIRES. 12/31/2017 5.CompuTrus hes no control over and assumes no responsibility for the neceassry. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the limitations set fort by 8.Plates shall be located on both faces of truss,and placed so their center TPIMy1CA in BC81,copies of which will be furnished upon request. lines ceindde with Joint center lines. MITek USA,Inc./Com uTms Software 7.6. 1 L E 9.Digits indicate sire of plate In Inches. P )• 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ,, TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-31) 34 3-5=(-152) 122 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-66) 47 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 358V -19/ 60H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -23/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.031" @ 2'- 8.4" Allowed = 0.262" 4-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.032" @ 2'- 6.6" Allowed = 0.393" I ,r ' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, I SI 11 1 i End vertical(s) are exposed to wind, _, Truss designed for wind loads in the plane of the truss only. .a ti 1 '-I u1 14 11 ti I 2�� 5 III 0 M-3x9 M-1.5x3 l l l 4-08-04 0-03-12 l l J. 1-00 5-00 , `c1p P R op-e, <C' c�� t. �GIN E9 o-fir. 89200PE JOB NAME : 60-A POLYGON - D2 /�! Scale: 0.61830 127 F' WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON ice I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual t). Truss: D2 and Warnings before construction commences building component.Applicability of design parameters end proper p N 2.2a4 compreselon web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer, �/� 7 ` i it 2-O �"'�" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at S.� 1 W Is the responsibility of the erector,Malone!permanent bracing of T nt:and at 10 hin rsuch as wood s braced throughout their length by EA R.I O' continuous sheathing such l b acing re aired where s and/or drywall(BC). (V DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.Dc Impact bridging or lateral bracing required where shown+ S E K2 8 3 8 9 4 8 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non.00rroeye environment, TRANS ID: LINK desgnloads beapplied toany compponent. B and are or dry condition" o e: of use. supports wedge 5.Compurros has no control over and assumes no responsibility for the nece8sdrysumea g atppo a p q EXPIRES: 12/31/2017. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, February 10,2017 B.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be fumlahed upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1iBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. 12 Refer to Com Trus pu gable end detail for 4.00 D BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 —, u7 , r O N f In _111 4 M-3x4 y l l 1-00 4-00 4<(.. PRO�fi06) 444 "7 4' 89200PE r' JOB NAME : 60-A POLYGON - D3 / lr ''Scale: 0.8842 0.8892 WARNINGS: GENERAL NOTES, unless otherwise noted 7 ,OREGON /a, 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and la for an Individual p OREGON ._ �'(/ Truss: D3 and Warnings before conehudion commences. building component.Applicability of design parameters and proper ' 14 2.2a4 compression web bracing must be installed where shown o. incorporation of component la the roeponsibAAy of the building designer. .'1 ` 1 A o1Q �'� 3.Additional temporary bracing to insure atablllly during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 r"I' Is the responsibility of the erector.Addtbonal permanent bracing of T continuous and at hes hino.crs such as ply unless braced throughout r dryeir length by 11.9 " DATE: 2/9/2017 the overall structure la the responsibility of the building designer. conllnuoua sheathing cosh as plywood sheathing(TC)and/or tlrywaN(BC). (.w rl,.[7 t. 3.94 Impact bridging or lateral bracing required where shown • •SEQ.: K2 8 3 8 9 4 9 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.ctor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, and era for"drycondition"of use. TRANS ID: LINK design loads be applied to any component. 6.Design assumes fug bearing at all supports shown.Shim or wedge if y[] (�C� 12/31/2017 5.CompuTrus has no control over and assumes no respanslbiltiy for the necessary. EXPIRES: fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. February1 0,201 7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their cellar TPINWCA In SCSI.copies of which wig be furnished upon request. lines coincide vdth Joint center linea. 9.Digits indicate size of plate in inches. Mick USA IDC./CcmpuTrus Software 7.6.B(1L)-E t0.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-125) 125 3-5=(-280) 280 3-9=(-1342) 1329 1-6=(-627) 625 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 4-1=( -587) 566 5-6=(-640) 618 WEBS: 2x4 KDDF STAND 4-5=( -771) 768 6-2=( -59) 25 LOADING 9-6=( -284) 286 TC LATERAL SUPPORT <= 12"0C. USE. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:1-6 0'- 0.0" -1319/ 1360V -278/ 278H 3.50" 2.18 KDDF ( 625) 1 2 -/ LL = 25 POE Ground Snow (Pg) 1'- 10.3" -1311/ 1366V -278/ 278H 3.50" 2.19 KDDF ( 625) IIMMEMME MI El m LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'C OND.OF INC 2015 AND IRC 2015 NOT BEING MET. AND. 2: Design checked for net(-5 ps£) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.009" @ 0'- 3.5" Allowed = 0.064" MAX TL DEFL = -0.009" @ 0'- 3.5" Allowed = 0.085" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 1'- 6.8" MAX HORIZ. TL DEFL = 0.001" @ 1'- 6.8" ICOND. 3: 150.00 PLF SEISMIC LOAD. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. c c I �� 6 I Note: Attachments as stated above must account 0 4 o 11111111111 for the component overturning moment. r r II 1M I0 Illiallillillianal f 3�� ((MI5 1 1-10-09 l � �0) } Q ass 89200PE v.- JOB NAME : 60-A POLYGON - SP1 ►,/ i .w- Scale: 0.5369 4;0 Cr" WARNINGS: GENERAL NOTES, unieup otherwise noted. 71 ,OREGON /a1 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an Individual �[''' OREGON V'�1 w �'G7 Truss: SP1 and Warnings before construction commences building component.Applicability of design parameters and proper �} ATA 2.2s4 compression web bradng must be instated where shown o. incorporation of component Is the responsibility of the building designer. ' /\ '7�` 4.. Z©! �" 3.Additional temporary bracing to insure ability during construction 2.Design assumes the lop and bosom chores la be laterally braced at �✓ la the responsibility of the erector.Additional permanent bracing of T continuous and al ea10'hino.crespectively as ply unless braced(TC)and/or their all(Bngth). �. �� DATE: 2/9/2017 he overall structure Is the responsibility f the building designer. 20 hop ua sheathing such as plywood ahealhing(TC)and/or dryweq(BC). • epon y o ng g S 2a Impact bridging or lateral bracing required where shown<< SEQ.: K2 8 3 8 9 5 0 4.No load should be applied to any component until alter all bracing and 4.Installatlon of truss is the responsibility of the respedNe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes Trusses are to be used Ina noncorroene environment, TRANS ID: LINK design loads be applied to any component. and ars or'ary andnlan°Drees. B.CompuTrva has no control over and as umac no reaponslbillty for the 8.Deenecessary.gn assumes NA bearing at aft supports shown.Shim or wedge If EX Pl EXPIRES: 1 2131 J2(11 7 fabrication,handling,shipment and installation of components. ry I-. RLt7 1! �7I fL-Yll ,.Design meleoneothl face is trussed.r February 10,2017 8.This design is furnished subject to the limitations eel forth by S.Plates shall be located on both faces of trues,and placed so their center TPiMTCA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. Digits9.MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.Frindicate basicconnector of late in inches. ate de sign values see ESR-1311,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 1-2=(-125) 125 3-5=(-280) 280 3-4=(-1908) 1889 1-6=(-864) 862 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 4-1=( -839) 818 5-6=(-892) 870 WEBS: 2x9 KDDF STAND 4-5=(-1065) 1063 6-2=( -54) 25 LOADING 4-6=( -289) 285 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:l-6 0'- 0.0" -1880/ 1925V -278/ 278H 3.50" 3.08 KDDF ( 625) /- 1 2 LL = 25 PSF Ground Snow (Pg) 1'- 10.3" -1876/ 1931V -278/ 278H 3.50" 3.09 KDDF ( 625) mirliMIME LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. }CO"' 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.018" @ 0'- 3.5" Allowed = 0.069" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.018" @ 0'- 3.5" Allowed= 0.085" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 1'- 6.8" MAX HORIZ. TL DEFL = 0.001" @ 1'- 6.8" ICOND. 3: 150.00 ELF SEISMIC LOAD. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account � 6 ro for the component overturning moment. 4111 1 ti I of cn OG f3�1 rm., 1 y l <Gkt,0 P R(pFs 1-10-04 cc„N, 04 N ')• `ri0v 89200PE r JOB NAME : 60-A POLYGON - SP2 Scale: 0.9022 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON /a 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,,/ A /�W Truss: SP2 and Warnings before construction commences building oomponenl Applicability of design parameters and proper I1! ��` 2.2v4 compression web bracing must bemauled where shown+, incorporation of component is the responsibility of the building dealgner. -7 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at Is the responsibility f the erector.Additional M bracing f 2'o.o.end et 10 a.c.reepeGNely unless braced throughout melt length by • [�11 R,4�r Spon lity o permana g o continuous sheathing such as plywood sheathing(7C)and/or tlryweg(SC) A; L. DATE: 2/9/2017 me overall structure Is the responsibility of the building designer. 3.2a Impact bedgmg or lateral bracing required where shown a 4 SEQ.: K2 8 3 8 9 51 4.No wad should be applied to any component until seer all bracing and 4.Installation of tiNisthhe ere responsibility sibuiatyya of e respective contractor. fasteners are complete and at no time should any loads greater then tin assumes design loads be applied to any component. end are for"dry condition•of use. TRANS I D: LINK 5.CampuTrus has no control over and assumes no responsibility for the 8.Design assumes hI bearing at all supports shown.Shim or wedge If 12/31/2017 J20 A 7 neceasary. EXPJ RES: L J /L 1! fabrication,handling,shipment end installation of components. 7.Designaasumelo adequate drainage Is provided. February 10,2017 8,Thla design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIA TCA in BC51,copies of which wig be furnished upon request. Pones coincide 04th Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7,6.8(IL)-E 10.For beak connector plate design values see ESR-1311,ESR-7988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4' Center plate on joint unless x,y P Y offsets are indicated. (Drawings not to scale) Damage or Personal Injury IMRE Dimensions are in ft-in-sixteenths. •� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �'�1fi 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves _ p 4 may require bracing,or alternative Tor I O 16111111t4" bracing should be considered. Illumiliv O l d 3. ackr exceed the design loading shown and never d O stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e c6-7 C5-6 F designer,erection supervisor,property owner and plates 0- 'he from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel t0 slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that it Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports)occur. Icons vary but16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ■11M0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �)� 1.-=_--44p 18.Use of green or treated lumber may pose unacceptable .= environmental,health or performance risks.Consult with Industry Standards: project engineer before use. Mil ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. M ix Tek BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013