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Plans (23) Job Truss Truss Type Qty Ply POLYGON R44o48196 PL15-32 MAINOW F01 Floor 10 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MTek Industries,Inc.Wed Mar 18 10:59:13 2015 Page 1 ID:iivpM Qj6GkNOGG21IMwRLN MEzou9e-fidD9i Lcn5UTJP_idye BwGN V GsAKhujHxoY5Zd27hm C 1 1-0-0 I 1 ,111 1-2-0 II`pMA1 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 16 117 18 1199 //�2.0 21 22 23 N /"\yl'/' • _� 1111 I tr:A\��' �� !_' lir'\ N 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= 13-6-0 12-4-0 1F-11-111 I 21-9-12 I I 12-4-07-0b-7-0 8-3-12 Plate Offsets(X.Y)- l28:0-1-8.Edoe1.129:0-1-8.Edae) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud 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 Weight:110 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=795/0-4-4 (min.0-1-8),36=795/0-4-8 (min.0-1-8) 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=2605/0,19-20=-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 41/0,2-36=-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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)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 c) PR Op - attached to walls at their outer ends or restrained by other means. .' GINE 7/ LOAD CASE(S) Standard 87022Pf 1 I"- , -0 on GQN e,::, C' a44 .....0 BER EXPIRES:06/30/2015 March 18,2015 B e �.. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. mg Design valid for use only with Mitek 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 responsibillity of the Mile erector.Additional permanent bracing of the overall structure is the responsibility of the building demgner.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consu6 ANSI/TP1t groat,/Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Height,('A were Job Truss Truss Type Qty Ply POLYGON R44048197 PL15-32 MAINOW F02 Floor 1 i Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jut 11 2014 MiTek industries,Inc.Wed Mar 18 10:59:14 2015 Page 1 I D:ivpMQj6GkN OGM21 MW R LN M Ezou9e-7vBbM2M EYAcKwZZvAf9Q STweYFYbQ LFQAR IB64zZhm8 I 2-0-0 I I 1-9-12 I I 1-2-0 11 1-5-0 1 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 — o N e e e — 1 13 12 11 10 9 3x4= 3x6= 34= 1.5x3 II 1.5x3 II 3x4= 115-12 I 12-3-12 112-10-121 I 15-1-12 I 12-3-12 0-7-0 0-7-0 1-8-0 Plate Offsets(X.Y)- L6:0-1-8.Edge].[7:0-1-8.Edge) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl L/d 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 (min.0-1-8),9=551/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1822/0,3-4=-1822/0,4-5=-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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard ` PR Ore, C3�� c3[NE ,9 f0 8 • 2PE rpm' 7N OREGO qd �� 0Q,6%�1ER 1 . A. NERx.F EXPIRES:06/30/2015 March 18,2015 a l e mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/I-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek 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 responsibiSity of the MiTek' erector.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/TP11 Qua0ty Criteda,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. Sute 109 came Height,ra 55615 Job Truss Truss Type Qty Ply POLYGON R44048198 PL15-32_MAINOW F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:14 2015 Page 1 I D:ivpM Qj6GkN OGM21 MwRLN M Ezou9e-7vBb M2 M EYAcKw7ZvAf9Q STwgCFckQ PgQAR Ie64zZhm B 1 2-3-0 1 1 1-7-0 1 1C1-5-4 1 2-6-0 1 Scale=1:20.8 1.5x3 11 3x4= 1.5x3 113x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 i ''' ''.------------------------------------ / N Mill — e e .,-e 12 11 10 9 41110 3x4= 1.5x3 11 3x4= 3x6= 3x4= 1 2-6-0 1 3-1-0 1 3-8-0 3-19-6 11-11-12 1 2-6-0 0-7-0 0-7-0 0-1-8 8-2-4 Plate Offsets(X.Y)— [2:0-1-8.Edg&),(10:0-1-8.Edge) LOADING(pst) SPACING- 1-4-0 CSI. DEFL- in (loc) I/deft Ud 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/TP12007 (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 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 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. LOAD CASE(S) Standard �` ° P R ayes 444 -9 ' 87022PE r''" .7 N''* c,,--GREG N (2,c'4�t✓ 9O, ' jBER %AN` C.' A. H # EXPIRES:06/30/2015 March 18,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/15/2015 BEFORE USE. + MT Design valid for use only with Mitek 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 responsibillity of the MiTek' erector.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/TP11 Quality Criteria,558-89 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 C.ihirc Height4CA 95fi1 n Job Truss Truss Type Qty Ply POLYGON PL15-32 MAINOW F04 FLOOR GIRDER R44046199 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7. s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:15 2015 Pa 1 ID:ivpMQj6GkNOGM215MwRLNMEzou9e-b5lzaoNsJ7kAYj85kMgf?hSi6fOZ9vtaP51 CeWzZhmA 1 2-0-12 1 3x4= 5 2 1.5x3 II Scale=1:8.8 O '1' O N ;\ -K K x 1.6 4 3 1.5x3 II 3x4= 2-3-12 2-3-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud 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(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Ina 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 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=385/Mechanical,3=252/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4=-380/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 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)517 lb down at 0-10-8 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). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p8) Vert:3-4-5,1-2=50 Concentrated Loads(Ib) Vert:5=-517(F) /ilk° PRSfits .2 87022PE 91 57 lk-,,, ©REG*NI ti,`;-(\i14/1\1 ` A. NEC\ EXPIRES:06/30/2015 March 18,2015 t ®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 Milek 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 responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mil@k' fabrication,quality control storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 (:itnrs Height,(:A enern Job Truss Truss Type Qty Ply POLYGON R44046200 PL15-32_MAINOW F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:17 2015 Page 1 CW- ID:ivpMQj6GkNOGM21MWRLNMEzou9e-XUsj?4O6r5_un1 HUsni746YD9TbVdgwtsPWli0zZhm8 I 1-0-0 1 -'-"laa t 1-2-O-Q�-D Scale=1:37.3 3x4= 3x4 II 4x4= 4x4= 3x4= 3x4= 4x4= 3x4= 3x4= 3x6 FP= 3x4= 3x5= 3x4 II 1 2 3 4 `375-��5 66 7 8 9 10 11 12 13 14 15 -e e 16 17 1188 19 220 21 22 23 I / WrINF/A16\11,71".w. TIMP` 'N _ / ir\ \. IIA - e 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 4x6= 4x5=3x6 FP=3x5= 3x4= 4x4= 3x5 = 3x5= 3x5= 3x5= 3x6= 3x6= 3x5 SP= 21-9-12 I I 21-9-12 DEFL. in (los I/deft Ud PLATES GRIP 40.0 LOADING SPACING- 1-0-0CSI. ) 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 Ina NO WB 0.61 Horz(TL) 0.08 24 n/a n/a Weight:112 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 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) 36=931/0-5-8 (min.0-1-8),24=720/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-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 10-00=311/14,2-36=1323/0,2-35=0/1193,435=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=1377/0,15-28=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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)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 00 PR Ore attached to walls at their outer ends or restrained by other means. <CG(N C/p� 5)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 �Co down at 6-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 441 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 870 2PE LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 U) f© Uniform Loads(3 Ct; a aEGp _lid Vert:2436=5,1-23=50 ConcentVerta7�360(B)37=-104(8) '''P . ./14 E3ER ads(lb) A. P A. NSR EXPIRES:06/30/2015 March 18,2015 t e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i BiTel�" erector.Additional permanent bracing of the overall structure is the responsibilityIVI of the building designer.For general guidance regarding fabrication.quality controL storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Suite Grr10e Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Sunil tielghtq CA 9581n Job Truss Truss Type Qty Ply POLYGON R44048201 PL15-32_MAINOW F06 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:18 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-?gQ6CQPIc06IPBsgPVDMdJ4Ntt2FMtGd053GsFrzZhm7 2-0-12 1 3x4= 5 2 1.5x3 II Scale=1:8.8 a (4.1 a } K 4 3 1.5x3 II 3x4= 2-3-12 2-3-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 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 No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or2-3-12 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=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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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)108 lb down at 1-5-8 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). 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) \\VD PR OE tGIN4.p O .870 2PE tt? ,A`, OREGON:© 4i A. HE EXPIRES:06/3012015 March 18,2015 i e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERANCE PAGE MII-7473 rev.02H6/2015 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. 1R 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 is the responsibility of the building designer.For general guidance regarding MI@k fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 QuaBty Criteria,856-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Genic Heights.CA 95010 Job Truss Truss Type Qty Ply POLYGON R44048202 PL15-32_MAINOW F07 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:18 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-?gQ6CQP10061PBsgPVDMdJ4QKt1 HMGz053GsFrzZhm7 1 1-2-12 I 2-6.0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II Ill Ili ArylPrAttrIIIIIIIIIII III cfl0 ta,F INN :gm 5 :s1 3x4 = 3x4= 0-1_8i 3-11-12 I 1-8 3-10-4 LOADING(pet) SPACING- 1-4-0 CSI. DEFL. in (Loc) Udefl Lid 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 lncr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a Weight:19 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/rP12007 (Matrix) 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 (min.0-1-8),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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 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. LOAD CASE(S) Standard 04E° PR OF co ti GINEF ©2p 8 • 2PE ( 5. .7' 7.... iNg 17 4OREGO e©,,/ On 418 ER '\.\ ' ' EXPIRES:06/30/2015 March 18,2015 4 -- ®WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2018 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. 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 1k R-y erector.Additional permanent bracing of the overall structure is the responsibility ity of the building designer.For general guidance regarding Frei( fabrication,quality control,storage,delivery,erection and bracing,consul ANSI/TPI1 Quality Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 r,itnw Height,,r 95a1d Job Truss Truss TypeQty Ply POLYGON R44048203 PL15-32_MAINOW F10 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:20 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-x3Ysd5Q?80NTeUO3XwGgikAnbgkPg9PJYNIzJjzZhmS 1 1-0-0 I 01-111 1-2-0 Scale=1:36.9 4x4= 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 '1 —1.". Nli Ira.r"7 r\iv/0 r A\I rid in r' •a. NN I I I rill'I Ir"— I el 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x5= 3x6 FP= 3x5= 3x5 = 3x5= 4x4= 3x5= 3x5= 3x5 = 3x6= 3x5= I 21-9-12 71-9-12 I Plate Offsets(X"Q— [1'Edge 0-1-8] [28:0-1-8 Edge].[29:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud 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(TL) -0.00 24-25 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.11 Horz(TL) 0.00 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 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. (lb)- 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(lb)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 is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)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. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)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 �� POp down at 17-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. ,CP -]jU f0 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4i !Q LOAD CASE(S) Standard tri 87022Fr 91 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:24-36=-7,1-23=67 a CV Concentrated Loads(Ib) r,� Vert:19=-66(B)16=-219(B) y �Ai* Gp (30N , -% VillaER 1°" rya ' A. HER EXPIRES:06/30/2015 March 18,2015 } WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0211612015 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 MiTek' fabrication.quality control,storage,delivery,erection and bracing,consul ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Informa8on available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Cifmc Height's CA 85010 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/4joint unless x,y onFailure to Follow Could Cause Property 1 Centerplate6-4-8 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury MallDimensions are in ft-in-sixteenths. liqk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS cr-2 c2-3 -2. Truss bracing must be designed by an engineer.For T „ wide truss spacing,individual lateral braces themselves �'/16 4 may require bracing,or alternative Tor I pbracing should be considered. O = 3. Never exceed the design loading shown and never 1.-Aply /I44 stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building 1— c7-8 C6-7 C5-6designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-1na' 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 .,. ..• This THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green 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 specified. 41111". Indicated by symbol shown and/or by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing 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®Ali Rights Reserved approval of an engineer. ilkini * reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise.11 Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design n Standard for Bracing. i1ek 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 ler MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-32_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: R46497338 thru R46497345 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. PROFS AN2 GIN,E /0. 87022PE 9r y �-0j, OREGON rto 4./m OS A. H - EXPIRES:06/30/ ► 7 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 R46497338 PL15-32 UPPER F01 FLOOR 31 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:52 2016 Page 1 ID:5u v3gEKOkyU3yKt6jOVEBzp905-BJxZSDAVY0102y9k_h3V21n2mu18VzQIEzrvcWzo9Un o-01...I IP"84011 1-2-0 1oI tD�11 1-0-0 11 1-2-0 11 1-1-6 11 1-0-0 11 1-2-0 11 1-2-8 1 1-2-0 I Scale=1:37.3 3x4= 3x4 I I 4x4= 3x4= 3x4 = 3x6 FP= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 230 ii-s- �-lik\oI- _ey/AVA\: i:- - K. 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= 3x5= 15-4-14 19-0-12 14-2-14 1t9;_0146-7_0 1 17-10-12 18-5-12f04_01 71-9-12 I I 14-2-14 2-5 14 b 7-0 2-9-0 Plate Offsets(XX)- 11:Edcie,0-1-81.(15:0-1-8,Edge],117:0-1-8,Edge1,[18:0-1-8,Edge1,120:0-1-8,Edael,125:0-1-8,EdOel.132:0-1-8,Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/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(TL) -0.64 31-32 >405 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.08 24 n/a n/a Weight:112 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF StudlStd(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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1285/0,3-4=-1285/0,4-5=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=0/1816,36-37=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, 4-38=-815/0,436=0/731,6-36=-643/0,6-35=0/559,8-35=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. PROF 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 Sk-D OFF attached to walls at their outer ends or restrained by other means. :;0„, e c I N E��t5'/O21y 87022PE r y N OREGSN �oQ�HcO� BER �,� P� SA. HEp'� EXPIRES:06/30/2017 February 5,2016 1 4 moms ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. mi t Design valid for use only with Mrfek0 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 MiTek- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fill Quarrly Criteria,D5B-89 and SCSI 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 PL15-32_UPPER F02 FLOOR 4 1 R46497339 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:53 2016 Page 1 I D:5u_v3gEKOkyU3yKt6jOVE Bzp905-fWVAZB7J K9tg5kwYObka WKGp181EVNRTdaT8yzo9U m I 1-3-0 I I 1-2-0 I I 2-5-14 I I 1-2-0 I I 1-0-5 I I 1-2-0 1-5-13 II I Scale=1:18.1 3x4= 3x4= 3x4= 1 2 3 e 4 5 6 7 3x4= CV a e e NT 8 ® o e is oo0 ° e° o ° ° 16 15 143x4= 13 12 3x4= 11 10 AAL ' 3x4 = 3x4= I 1-6-0 1 2-1-0 I 2-8-0 21918 5-4-13511-13 6-6-136 8_ 7-10-3 8-5-3 9-0-3 10-9-0 1-6-0 0-7-0 0-7-0 0-1-8 2-7-6 1 0-7-0 I 0-7-0 0-1-8 1-1-13 I 0-7-0 I 0-7-0 I 1-8-13 Plate Offsets(X,V)— f2:0-1-8,Edgel,14:0-1-8,Edgel,(6:0-1-8,Edgel,17:0-1-8,Edgel,112:0-1-8,Edgel,114:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid 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 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(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=767/0,45=-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. <ssED PR°p-6's ANGINEFh? -2 4Z. 87022PE 9r' • cn CV y (‘‘-0), OREG•N cls /1/ �O AMBER .\'\ �4 O1.3' A. He?, EXPIRES:06/30/2017 o February 5,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. r 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 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 k is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the ' A fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/18i1 Quaity 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. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497340 PL15-32_UPPER F03 Floor 1 1 Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:54 2016 Page 1 Pacific Lumber BTruss Co., Beaverton,Oregon ID:Su_v3gEKOkyU3yKt6jOVEBzp905-7i2JtvC14dIkIFJ7566z7jsN7iQU,zuhbiHKOhOzo9U1 2-3-0 1 1-4-0 I I 1-2-0 I I 1-11-14 1 1 1-2-0 I I p 7-10 I I 1 Scale=1:27.6 354= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 o 0000•00000000 v.4/ I -. ..}.),.... ! e e 1 17 16 15 14 13 12 3x4 = 3x6 = 3x5= 3x5= 3x4= 15-4-14 10-10-0 111-5-0 11117-0-0-G- I 14-2-14 14-9-141 1 16-3-8 1 I 10-10-0 0-7-0 0-7-0 2-2-14 0-7-0 0-7-0 0-10-10 Plate Offsets(X,Y)— 16:0-1-8,Edoe1.18:0-1-8,Edoel,19:0-1-8,EdoeL 114:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.20 15-16 >956 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.32 15-16 >614 360 BCLL 0.0 Rep Stress Ina- YES WB 0.66 Horz(TL) 0.03 11 n/a n/a Weight:74 lb FT=0%F,0%E BCDL 5.0 Code IBC2012ITPI2007 (Matrix) 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) 18=593/0-4-8,11=593/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1907/0,3-4=-1907/0,4-5=-2289/0,5-6=-2289/0,6-7=1934/0,7-8=-1934/0,8-9=-764/0 BOT CHORD 17-18=0/1147,16-17=0/2266,15-16=0/1934,14-15=0/1934,13-14=0/764,12-13=0/764,11-12=0/764 WEBS 7-14=-346/0,8-13=-345/0,9-12=0/495,2-18=-1257/0,2-17=0/834,4-17=394/0,6-16=0/534,8-14=0/1308, 9-11=-1296/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 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. . <(' D P R OFFSs ,INE`cR /0-2 87022PE 9t' N to y �A), OREG N rye O<tr� 9O FABER 1'\' P OSA HO\ EXPIRES:06/3012017 February 5,2016 I 4 --. iiik WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 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,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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !Mel( 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 Qualify Criteria,D5B-89 and SCSI 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 PL15-32_UPPER F06 Floor 1 1 846497341 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 5-Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:54 2016 Page 1 ID:Su_v3gEKOkyU3yKt6jOVEBzp905-7i2JtvC14dIkIFJ7566z7jsP4iS9zxJbiH KOhOzo9U1 2-4-0 I I 2-0-12 11 1-2-0 1 1 1-5-12 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 e o114141111111111111111411.1111 - j e e o .T. o 1 13 12 11 10 9 3x4= 3x6 = 3x6= 1.5x3 II 1.5x3 II 3x4= 13-8-12 I 12-6-12 13-1-4" 3 t a z l 1 15-5-8 12-6-12 0-7-0 0.7-0 1-8-12 Plate Offsets(X,Y)— 16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) I/defl Lid 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/TPI2007 (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=562/0-4-8,9=562/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. TOP CHORD 2-3=-1878/0,3-4=-1878/0,45=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. ��° PR°F--So c�5 ..,. R Xc22 87022PE p1-- / N N -7 SAT OREGON c <v 9O ‘,Ii A.'" \- �s A. HERN'?' EXPIRES:06130/2017 B February 5,2016 a __ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not a truss system.Before use,the building designer must verity 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 properly damage. For general guidance regarding the MiTek. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tell Quality Criteria,051-89 end ICSI 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 95810 Job Truss Truss Type Qty Ply POLYGON R46497342 PL15-32_UPPER F07 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:56 2016 Page 1 p SS ID:Su_v3gEKOkyU3yKt6j0VEBzp9O5-35A41aD?bFYRXZTVDX8RC8ylaV94Roeu9bp71Hzo9Uj 11-0-0 I 7-71 1-2-0 II 1-1-6 II 1-3-0 II 1-2-0 II 1-6-5 II 1-2-0 II 1-4-5 1 Scale=1:37.3 3x4= 3x4 11 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 18 190 20 201 0 Aits,aim 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6= 3x5= 3x6 FP= 3x5= 3x5 = 3x5= 3x4= 3x5= 4x4= 3x6 = 3x5= 21-9-12 1 21-9-12 Plate Offsets(X,Y)- (1:Edoe,0-1-81,114:0-1-8,Edgel.117:0-1-8,Edge1,(19:0-1-8,Edge1,(20:0-1-8,Edge1,125:0-1-8,Edgel.(29:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud 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 BOLL 0.0 Rep Stress Ina- YES WB 0.70 Horz(TL) 0.06 22 n/a n/a Weight:109 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=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, 435=-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 �� P OFFS attached to walls at their outer ends or restrained by other means. 14 <<- G(NE ,, wo 87022PE f cv y SAT OREGON rye (i O �COF�$ER -V P\ SA HOk EXPIRES:06/30/2017 February 5,2016 m 6 ��• ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rec.10/03/2015 BEFORE USE. Design void for use only with MiTek®connectors.This design is based only upon parameters shown,and B for an individual building component,not a truss system.Before use,the butding 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 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/9911 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 PL15-32_UPPER G1 FLOOR GIRDER 1 1 R46497343 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:58 2016 Page 1 ID:Su v3gEKOkyU3yKt6jOVEBzp905-?TIgiGFG7so9mtcuKyAvHZ1?OJIIvplAdvlEgOzo9Uh 1 1-2-13 ii 1-2-0 i141_1_1-51 1-2-0 1�� 0I' 10-6-11 1-2-0 1lo-_-I Scale s 1:37.1 354= 355= 354= 5x5= 454= 3x4= 354= 3x4= 354= 354= 356 FP= 354= 3x4= 354=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 ® • • e 1 e e e • e _ - - • 1,.,, 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x10 = 555= 456= 354= 355= 355 = 355= 3x5= 356 FP= 3x6= 3x10= 355= 3x5= I 21-9-12 21-9-12 I Plate Offsets(X,Y)- f2:0-1-8,Edgel,[3:0-1-8,Edge1,15:0-1-8,Edgel,!9:0-1-8,Edge1,[25:0-2-0,Edgel,136:0-1-8,Edgel,f39:0-1-8,Edge1 LOADING(psf) SPACING- 1-0-0 CS!. DEFL. in (loc) 1/defl L/d 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 lncr NO WB 0.21 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF 2400F 2.OE(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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=3106/0,4-5=-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=3620/0,14-15=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=747/0,4-39=751/0,5-38=-523/0,2-42=-1852/0,3-39=0/2152, 24-26=-888/0,24-27=0/773,22-27=715/0,22-28=0/660,20-28=-602/0,5-37=0/1324, 6-37=-691/0,20-30=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. �� r J PR OF c5' 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 F attached to walls at their outer ends or restrained by other means. �Cj �NGI NEAR s/p 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. /Z. 2 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). Q $70 2 P E / (" f LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 N Uniform Loads(plf) Vert:26-42=5,1-25=50 y� Aj, OREGON cyc:``itiN Concentrated Loads(Ib) &ER � � \O � �' 1 Vert:6=-339(B) OSA Hec; EXPIRES:06/30/2017 4 February 5,2016 ®WARNING-Ve desi n .eer Verify g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Welder 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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing JVtiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSR-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 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497344 PL15-32_UPPER G2 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:59 2016 Pagel ID:5u_v3gEK0kyU3yKt6j0VEBzp905-UfsCwcGuuAw001B4ufi8gnaKdjF eERKrZ1nMczo9Ug I 1-6-0 1 1-4-8 1 1 1-2-0 1 1 2-5-14 1 1 1-2-0 I I 1-0-5 1 1 1-2-0 1 I 1-5-13 1 Scale=1:21.4 6x8= 5x6 II 5x6 II 4x6 11 6 1 18 2 3 4• 19 5 7 8 9 • e • • • • • o • Z7' e`e clr o N • e ° j is 16 a155x6 II 14 135x6 11 12 11 o 4x6 II 6x8= 4x6 1 12-6-0 I I 12-6-0 Plate Offsets(X,Y)— 14:0-3-0,Edoe1.15:0_3-0,Edoel,(6:0-3-0,0-0-01,17:0-3-0.Edge1,18:0-3-0,Edoe1,111:0-3-0,0-0-0j,113:0-3-0,Edoel,115:0-3-0,Edoel,116:0-3-0,Edoe1 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) l/defl Ud 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(TL) -0.15 14-15 >986 360 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 10 n/a n/a Weight:87 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(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=1896/0-3-0,10=720/05-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=-317/0,2-3=-3245/0,3-4=3245/0,4-19=-3245/0,5-19=3245/0,5-6=2888/0,6-7=2888/0,7-8=-1484/0 BOT CHORD 16-17=0/2791,15-16=0/3245,14-15=0/2888,13-14=0/2888,12-13=0/1484,11-12=0/1484,10-11=0/1484 WEBS 3-16=292/0,5-14=-267/0,6-13=-553/0,7-12=-60910,8-11=0/376,2-17=3204/0,2-16=0/853,5-15=-270/537, 7-13=0/1818,8-10=1707/0 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 350 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). LOAD CASE(S) Standard REQ P R OFFS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��"\C°N�(NE�� S'jO9 Uniform Loads(plf) Vert:10-17=-7,1-9=-67 Concentrated Loads(Ib) C 870, 2PE Vert 2=1159(F)18=-350(F)19=204(B) NN y �A1, OREGO 1q, 11/ "Po �'�BER AN O OSA HERS EXPIRES:06/30/2017 February 5,2016 rommi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. lil t 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 properly incorporate this design into the overall MiTek'design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent colapse 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Solely Intormallon 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 PL15-32_UPPER G4 FLOOR GIRDER 1 1 R46497345 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:59 2016 Page 1 ID:Su_v3gEKOkyU3yKt6jOVEBzp905-UfsCwcGuuAw001 B4ufi8gnaCAjJmeJJKrZInMczo9Ug 1-2-4 1 3x4= 5 2 1.5x3 I I Scale=1:8.8 0 c N � N v\/ 4 3 1.5x3 I I 3x4= I 1-54 I 1-5-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) I/deft 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/TPI2007 (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(lb)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(plf) Vert:3-4=-5,1-2=-50 Concentrated Loads(lb) Vert:5=-529(F) tiNG�NEF-y �a 2v 870 2PE - cc‘37 'oj, OREGO ti WN AMBER \1, O S A. HER4P EXPIRES:06/30/2017 February 5,2016 ®WARNING-Verifydesign �.� g parameter and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M/F7473 rev.10/032015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not �F 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 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 n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/T811 Quality Criteria,051-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Symbols Numbering System eneral Safety of s PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 34 Centerplate onjoint unless x, 6-4-8 dimensions shown int ft-in-sixteenths / y I (Drawings not to scale) Damage or Personal Injury offsets are indicated. NMI Dimensions are in ft-in-sixteenths. 1114046,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS C1-2 c2-3 2. Truss bracing must be designed by an engineer.For O 1/1 6„ IL\IIIMIlt wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I o bracing should be considered. lirtallor � O = O 3. stack Never exceedmaterials theon design inadequately loadingbraced shown andtrusses. never U O , 4. Provide copies of this truss design to the building C7-8 co-? c5-6 designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-1na' 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 an d mrebedulalt d by ANSKnots UTPwane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green 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 4,-.A4,-.ATrusses are designed for wind loads in the plane of the specified. Indicated by symbol shown and/or truss unless otherwise shown. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing 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 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. n. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. 11 IIII =1 number where bearings occur. MI° Min size shown is for crushing only. z. 18.Use of green or treated lumber may pose unacceptable z Industry Standards: environmental,health or performance risks.Consult with project engineer before use. 19.Review all portions of this design(front,back,words ANSI/TPII: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. t[A 20.Design assumes manufacture in accordance with BCS-: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, 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-B 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: K2838966 thru 1(2838983 My license renewal date for the state of Oregon is December 31,2017. s\4p PR6FF GI NFA6i w ` 89200PE vr- in CC' ,,OREGON b, AtU 'o 4' 74O\ �4 RRi0- R' 41011"—" t"-----". 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. TPAChisIdesFICign preparedLUMBERBC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2X9 KDDF #liBTR LOAD DUSPTIED I2CR0ASE C 1.15 SPACED 29.0" O.C. Design conforms to main windforce-resisting BC: 2x4 KDDF #1fiBTR system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=21.9ft, 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=l.6, TOTAL LOAD = 92.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. RIMIIRD STORAGE DOES 015 APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 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. 8-00 8-00 1 1' 12 I IM-9 x9 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES). 8.00 A HINGE TYPE CONNECTION IMLL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OFT E 3 GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE'TYPE CONNECTION All RDESIGUNO RETY FOR ESILATERAL ACING TNONNECTITHETUSSESSIONALNERASSMES ADVICE MUSTSPONSIBILIBIE OBTAINEDTHE RELATDGN IVEOF TO THETHE DESIGN OFBRTHE ADEQUATETOHEHILATERALGE CONONNECTION. Q 8.00 i4lIil11hlh:8 o M-3x4 M-3x4 PRp �s l 1-06 y is-00 ,C° MN .. ' /a 17 cc' , :9200P JOB NAME : 60-B POLYGON - Al "� Scale: 0.4209 WARNINGS: GENERAL NOTES, unless otherwise noted QREGON /4, I.Bolder and erection contractor should be edvhed of al General Notes 1.This design is based onty upon IM shown and is for an Individual parameters sIret 4 y f 4 ` � Truss: Al end Wamingaheron,een.wdbncommence.. building componentApplicability of design parameters and proper 2.254 compression web bracing must be Installed where shorn e. incorporation of component Is me responsibility of the building designer. '0 4 � • construction 2.Design assumes the top end bottom dards to ba laterally braced at /(,. 3.Additional lemponery booing to Mune stability during co T o.c.and al ig a.c.roepedhaly uMeee brand ihrouphoN their langur by �`.L'7,(y L �,.. tli le the mepoeV SAty of the erector.Additional permenem ba log of continuous sheathing each as plywood sheathing(TC)end/or tlrywal(BC). i-1{1-Y L• DATE: 2/9/2017 the overall structure I,M roeponeroBly of he burbling designer. 3.Z4 Impact bridging or lateral bracing required where shown*. 4.Ne bad should be applied to any component until,Sar all bracing and 4.Installation of truss Is the reeponsibely of the reapedie contractor.SEQ.: K2 8 3 8 9 6 6 fasteners are complete and at no tine should any loads greater men 5.Design,mimes trusses ere to be used In a non-corrosive environment, and are te,•drycondeon"ofuse. EXPIRES:' 12/31/7017 TRANS I D: LINK design bads be polled to any component. 6.Design assumes full bearing et all supports arrow.Shim or wedge g 5.DompuTrus has no control over and assumes no responsibility for the neasrry. fabrication,handling.shipment and Installation of components. T.Design amines adequate drainage is provided. February 10,2017 6.This design le furnished subject to me limitations cel forth by 6.Plats shill be loctrent n bothenter feces e a of truss,and placed r their center TPUWfCA In SCSI copies of which will be furnished lehetl upon request. rim9.Dlp8s Inflate sloe of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L}E 10.For bask connector plate design values re ESR-1371,ENR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1TBTR TRUSS SPAN 16'- 0.0" BC: LOAD DURATION INCREASE = 1.15 IBC 2015 MAX MEMBER FORCES 7WR/DDF/Cq=1.00 2x4 KDDF #16BTR 1- 2=( 0) 94 2- 8=(-343) 1177 3- 8=(-262) 283 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1936) 427 8- 9=(-240) 941 8- 4=(-122) 833 LOADING 3- 4=(-1129) 226 9- 7=(-198) 572 8- 5=(-229) 237 TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 5=( -935) 215 BC LATERAL SUPPORT <= 12"OC. ION. 5- 9=(-430) 174 DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( -740) 252 9- 6=( -15) 128 OVERHANGS: 18.0" TOTAL LOAD = 42.0 PSF 6- 7=( -845) 236 0.0" LL = 25 PSF Ground Snow (Pg) BEARING ** For hanger specs. - See approved plans MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -153/ 858V1 -120/ 131H 5.50" 1.37 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 0.0" -82/ 671V 0/ OH 5.50" 1.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-00 8-00 T MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" 3-09-14 f MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" 4-02-02 4-04-11 2-01-01 1-06-04 MAX LL DEFL = -0.038" @ 7'- 4.7" Allowed = 0.754" 12 f f f f fMAX TL DEFL = -0.062" @ 7'- 4.7" Allowed = 1.006" 8.00 F7' M-4x6 Q 8.00 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.036" @ 15'- 6.5" 4 4.0" MAX HORIZ. TL DEFL = 0.057" @ 15'- 6.5" e`T �� Design conforms to main windforce-resisting t\ system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.5X3 in the plane of the truss only. 4j _3x4 a M-5x8 M-3x9 II oN{m_1.5x3 r _ �0 1 e-gr l 9 * 7 0 M-3x4 0 M-5x6 ..4.00 12 4.00 2 12 i' 7-06-07 y 6-09-09 y y J' y 1-08 1-06 y 7-04-12 y 6-11-09 y yrt1 �? /'S�rry: 1-08 GV V k, 16-00 �� ,NE.sq S<2 "t 89200PE 41 �r JOB NAME : 60-B POLYGON - A2 /V �^+ Scale: 0.3198 -M4/,'"."0". Y`^^" WARNINGS: GENERAL NOTES, whs.etherwbe noted. >� ,.. Truss: A2 1.Builder and ereoson eontrador should be advised of a8 General Notes 1.Thle design b based only upon the OREGON t1(i t ry" and Warnings before construction commences. building component.Applicability parameters Shawn and h br an individual ORE VOI V 'V 2.2x4 co incorporation of corn el design parameter and proper4. mprossion web bndng must be Installed where shown+. Incocomponent la the reeponsibbly of the building designer. i0 tf r 14 2. 3.Addabnel temporary bracing to Insure stability during construction 2.Design assumes Me top end bottom chords to be laterally braced at -7 DATE: 2/9/2017 Is the responsibility of erector.Additional permanent bracing of ro.c.and al iP o.e respectively or.5.braced throughout mry length by /�a/� b. the overall structure Is the responsibility of Me building design.r. contped sheathing or etch as plywood it.Mlt re s mnr*drywaN(BC) •'l ��. �� SEQ.: K2838967 4.No bad should be applied to any component until after e6 brad 3.Installation Mf Mose beretpradngty of the represhown++ fastener.ere complete and at no time should a loads end 4.Design of es o la e.he responsibilityto ..of the en-ne rno contractor. TRANS I D' LINK design bade be applied to any component. greater than 5.Design aor"drys bosses are a be used In a non-corrosive environment, and are for"dry contlabn"of use. 5.Compaine has no control owr and sesames no rnponelbllNy for the 8.Design assumes hI bearing et el supports Mown.Shim or wedge if fabrication.handling.shipment and insialletion of components. necesaery. EXPIRES:. 12/31/2017/3 1 I Q 1 8,This design is furnished caged to the limitations eel forth by 7.Design assume.adequate dreInege Is prodded. F TP WWICA m SCSI.copes of which will be furnished upon request. 8.cenPlats colnddes shall se N joint centelocated on r llineae olbws,and placed so their center February 10,2017 Wee USA,Inc./CompuTrus Software 7.6.8(114-E 8.Digit.Indicate Me of pee In inches. 10.For barb connector pbte design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC Inc 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 22'- 0.0" 1- 2=( 0) 94 2- 9=(-177) 2230 9- 3=( -77) 702 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) TC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2832) 346 9-10=(-175) 2220 3-10=(-819) 102 BC: 2x4 KDDF #16BTR; 3- 4=(-2003) 314 10-11=(-134) 1262 10- 4=(-306) 191 2x6 KDDF STANDR B1 LOADING 4- 5=(-1952) 415 11- 7=(-323) 2517 10- 5=(-271) 931 LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF WEBS: 2x9 KDDF STAND 5- 6=(-2766) 328 5-11=(-112) 1775 6- 7=(-3017) 390 11- 6=(-253) 260 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 7- 7=( 0) 94 TOTAL LOAD = 42.0 PSI' BC LATERAL SUPPORT <= 12"OC. CON. OVERHANGS: 18.0" 18.0" +0 = 25 4.0 Ground '- 0.0" TO 6'- 0.0" V Snow .0") BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: TC UNIF LL+OL= 69.0 PLF 4' OCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L ADDL: BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 6'- 0.0" V Or_ 0.0" -310/ 2017V -183/ 183H 5.50" 3.23 KDDF ( 625) M-1.5x9 or equal at non-structural vertical members (uon). ADDL: TC CONC LL+DL= 128.0 LBS @ 4'- 0.0" 22'- 0.0" -229/ 1363V 0/ OH 5.50" 2.18 KDDF ( 6 25) ADDL: BC CONC LL+DL= 729.0 LBS @ 6'- 0.0" !C OND. STORAGE DOES NOT APPLY DUE TO THE SPATIAL (..OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed= 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.085" @ 14'- 7.3" Allowed = 1.054" MAX TL DEFL = -0.203" @ 14'- 7.3" Allowed= 1.406" MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed = 0.150" 11-00 11-00 MAX TL DEFL = -0.013" @ 23'- 6.0" Allowed= 0.200" ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-00 3-09-12 3-02-09 5-03-09 5-08-07 MAX HORI Z. LL DEFL = 0.057" @ 21'- 6.5" 128# MAX HORIZ. Ti DEFL = 0.135" @ 21'- 6.5" 12 12 M-5x6 'C,18.00 8.00Design conforms to main windforce-resisting M-1.5x9 6.0" system and components and cladding criteria. M-3x9 � M-3x5 Wind: 190 mph, 1=22.9ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, M-3x5 �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 / M-1.5x9 Truss designed for wind loads M-3x5 ,A `; M-3x5 in the plane of the truss only. M-1.5x4 fill I , M1.5x3 M-2.5x4 or equal at non-structural diagonal inlets. '. ' Truss designed for 9x2 outgrade as kstr tun let-ins M-35 �� of the same size and grade as structural top M-3X6 chord. Insure tight fit at each end of let-in. IMMM. Eir) ell 111111 Outloo ke xs must be cut with care and axe permissible at inlet board areas only. r, 11 ,,,, .M-6x6 M-3x6 r eeo 0 9 10 0 I - M-3x6 M-1.5x3 M-6x10 0 d 4.00 4.00 D 12 12 y y +729# . 1. 9_00 3-08 6-11-04 7-04-12 .Q+`y' p��c y y j y 7-09-12 1-06 L.49l l ,� 1�+ ` � ��.. 1-06 7-08 6-11-04 V l 22-00 l Q 89200PE. P' NAME : 60-B POLYGON - B1 d ' B „ �,..: eco... le CC' JOBScale: 0.2283 ( j� WARNINGS: GENERAL NOTES, unieae otherwise noted' "57�� OREGON 40 �(40 1.Builder end mutton c=Mreder should be advised of a1 General Notes 1.This Wising design to beled.onlyAn ,mentihe of parameters dam parameters ands proper individual Q N '"� Truss: B1 and Warnings before consi action be commences. 44. - Incorporation of component h the responsibl8y of the Wilding designer. 14 4 2.244 compression web bradng mut be Imaged where shown+. 2.Dedgn assumes the by and bottom chords to be Moray braced et J� 1y+ 3.Additional temporary bracing b insure stabl1M9 during construction 7 o.c and at tit o.c.respectNeN unless bread throughout tttek length by slFf �.j Cl 1��,,. 1 .. lathe reeponsibilly of the erector.Additional permanent bracing of continuous sheathing such ae phywood sheathing(TC)endlor dryWel(BC). r[ I DATE: 2/9/2017 the overall erructure is the responsibility of the bolding designer. 3.24 Impact bridging or lateral bradng required where shovel++ 4.No load should be applied to any component until atter all bracing end 4.Installation of hug Is the responsibility of the respedive contractor. SEQ.: K2838966 fasteners.rc complete end at noses should any loads gnoelsr than 5.Design assumes trusses ere tobeused banon-corrosive environment and are for'dry condition"of use. EXPIRES: 12/31/2fl17 TRANS I D: LINK design bN ads be applied to any component. 8.Design assumes 1 bearing at al supports shown stare or wedge If 5.CompuTnn has no control over and assumes no responsibility for the neamm Madan,handing.shipment end installation of components. 7.Design assumes adequate drainage is prodded. February 10,2017 8.This design is furnished sabred to the limitations set forth by 8.Mates shall be bated on both faces of truss,end plead so their center TPWOTCA in SCSI,copies of which al be furnished upon request. Ines caindde with joint anter lines. 9.Digin mdlcen size of plate in Was. MiTek USA,Inc./CornpuTrus Software 7.6.8(1L)-E to.For batt connector plete design values see ESR-1311.ESR.1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1,15 BC: 2x9 KDDF #lb BTR 1- 2=( 0) 94 2- 8=(-126) 875 3- 8=(-396) 327 WEBS: 2x4 KDDF STAND4 SPACED 24.0" O.C. 2- 3=(-1185) 269 8- 9=(-134) 784 8- 9=(-285) 389 3- 4=(-1136) 441 9- 6=(-355) 1818 4- 9=(-226) 1360 LOADING 4- 5=(-1931) 425 9- 5=(-265) 249 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 5- 6=(-2193) 966 6- 7=( 0) 94 OVERHANGS: 18.0" 18.0" TOTAL LOAD = 92.0 PSF LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -184/ 1095V -184/ 184H 5.50" 1.75 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -184/ 1095V 0/ OH 5.50^ 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5(- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.085" @ 14'- 7.3" Allowed = 1.054" MAX TL DEFL = -0.141" @ 14'- 7.3" Allowed= 1.406" 11-00 11-00 MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed = 0.150" f MAX TL DEFL = -0.013" @ 23'- 6.0" Allowed = 0.200" 7-06-04 3-05-12 5-03-09 5-08-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f f f T MAX HORIZ. LL DEFL = 0.059" @ 21'- 6.5" 12 M-9x6 8.00 12 MAX HORIZ, TL DEFL = 0.097" @ 21'- 6.5" Q 8.00 4.0" Design conforms to main windforce-resisting 4f,f system and components and cladding criteria. Jb\ Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 Truss designed for wind loads in the plane of the truss only. M-1.5x3 9 Allil ra M-5x6 e/'7.r co , M- x9 r oo �r I ep o 8 O M-3x4 M-5x6 �� o I 0 a 4.00 4.00 . 12 12 y 1-06 l 7-08 1 6-11-04 y 7-04-12 y 1-06 l ACC. Op?0.0 l 22 -00 y �" +` ELCp. -C� 89200PE c JOB NAME : 60-B POLYGON - B2 WARNINGS, Scale: 0.2533 GENERAL NOTES, unless otherwise noted: OREGON to Truss: B2 1.Buldat and erection contractor should be advised of ail General Notes I.This d=eign b based only upon the peremalero shown end h for en Individual QR C1.7v 1 andWemings before construction commences. building component AppllcabNMy of d=eign parameters and proper �/.. AlG( t1(. /� 2.2,4 compression web bracing mut be Installed where shown+, incorporation of component Is the responsibility of the building designer. r %%% 14 Bt 3.AddBWnet temporary bracing to insure stability during construction2-Design assumes me lop and bosom chords to be laterally braced al I.the responsibility of the erector.Addgbnt permanent bracing of Y o c and at 1G o.c.raspectNaly unless braced throughout their length byOIS DATE: 2/9/2017 the scores structure Is the responsibility of me building designer. continuous sheathing such as*wood shed shore a and/or drywall(BC). `a'//..FIR �t l SEQ. : K2838969 4.No load should be applied to any component until after all bract d 3.2v Impact bodging or blerolbracing required where shown++ 1f'E 4ir ng an 4.Installation of truss Is the responsibility of the roepedlve contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes buesee are to be used Ina non-conceive environment, TRANS I D: LINK design Wads be applied to any component. and are for"city condition^of use. 5.Compuinn hes no control over end wanes no responsibility for the 8.Design^assumes NA bosons at all show,supportsshow,Shim or wedge If EXPIRES: 12/31/2017 febrkation,handling,shipment and Installation of components. wry' q d. 6.This design Is furnished eub)ect to the limitations set forth by 7.Design assumes adequate drainagefI.truss, an February 1 0,2017 TPIMTCA In SCSI,w 6,InesPlates Meg be located on both faces of buss,and placed b their carder plus of Mkt x1A be furnished upon!equal. lama coincide with)DIM center lines. MiTek USA Inc./CompuTrus Software 7.6.8(1 L}E 0.Digits radiate size of plate In Inches. 10.For basic connector plate design values we ESR-1311,ES19-1050(MITek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2- 8=(-138) 1006 3- 8=(-291) 251 SPACED 24.0" O.C. 2- 3=(-1258) 273 8- 9=( -77) 656 8- 4=(-147) 519 WE: 2x4 KDDF STANDR 3- 4=(-1107) 334 9- 6=(-166) 952 9- 9=(-146) 519 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1107) 334 9- 5=(-291) 251 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1258) 273 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 94 TOTAL LOAD = 92.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1095V -184/ 184H 5.50" 1.75 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -184/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.030" @ 14'- 6.4" Allowed= 1.054" MAX TL DEFL = -0.050" @ 19'- 6.4" Allowed = 1.406" 11-00 11-00 MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ 23'- 6.0" Allowed= 0.200" 1' ,( '1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-08-07 5-03-09 5-03-09 5-08-07ffffMAX HORI2. LL DEFL = 0.014" @ 21'- 6.5" fMAX HORIZ. TL DEFL = 0.023" @ 21'- 6.5" 12 12 8.00 M-4x6 Q 8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 ,(-( Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, JL\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 14-1-5X3111111111111111111111111111:-1-5X3 3 o r t` AIL\ /A16 ra yN ±_ 9 0 M-3x4 M-3x9 M-3x5(5) M-3x4 M-3x4 0 0 1 1 1 7-05-10 7-00-12 7-05-10 co PR yfe y ). <C� V lz-oo to-oo ; �SC % y y l l tia 1-06 17 22-00 1-06 89200PE c' JOB NAME : 60-B POLYGON - B3 Scale: 0.2533 .L � .. }y� WARNINGS: GENERAL NOTES, unless otherwise noted OREGON a •a'4.. 1.Bolder and erection wMrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and is bran individual L's . Truss: B3 and Wsmbgs before conNmdlon commences. building component.Applicability of design parameters and proper A? .<� ry 01\ 2.204 campro Wen web bracing must be Installed where shown•. Design incorporation of component b the responsibility sine bolding designer. 4 14 2- v., 3.Addbnel temporary bra lag b Mauro stoMey during conArucibn 2.Design and at 10' the top end bottom chords to be laterally brsoed al {('`'�y \ - is the responsibiity of the erector.Additional permanent bracing of T ntlnuousrishinglingrosuch as plywood sheathing(TC)and/or drywall(BCN unless braced throughout thek length). E R fl 1=^ , DATE: 2/9/2017 the overall structure is the rospondbtlty of the building designer. 3.Do!mired bridging or lateral brae ng required where Mown s o SE K2 8 3 8 9 7 0 4.No load should be rippled to any component until after all bracing and 4.Installation of buss Is to rsapor b411y of the respedNe contractor. 4• • /adaners are complete and M no time Mould any loads greater than 5.Design assumes busses ere to be used It a non-corroWe environment, dsdgn bad.be applied to any oomponen. endgnassuare ryfull bearintion.of g at EXPIRES: 12/31/2017 TRANS ID: LINK e.Destens.wmesmnb.,dngdelsuppotadnwn.Blueorwedge0 £ J 20 5.CvmWTfus hes no control over and assumes no roaponsibllty for IM necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design la furnished subject to me limitations set forth by B.Plates shall be located on both faces of tens,and placed so their center TPWWTCA in BCS.copies of which vol be(umished upon request. S.Inca o lndd.04th of Mint center lines. tebdts MITek USA,Ino./CompUTrus Software 7.6.8(1L)-E W.For bask connector plate design values see ESR-1311,E5R-IB916(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 22'— 0.0" ICONDDesignchecked. 2: for net(-5 psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (— SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSI' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 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 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP Refer to CompuT rue gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 'l' 11-00 12 f 8.00 IIM-4x9 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), 3 A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS.THIS IS DUE TO THE LACK THE LATEN_M PONT.THE TRUSS DESIGNER A SU ES NOF RESPONSIBI�LITBY FOR THER ES GOVIDED N OF THEBYID LATEIRAL BRAC NGG AT THEHINGE TO THE HINGETYPE CONNECTION CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 11111111111 Ill III II 12 8.00 NIo c :R0 M-3x5(5)M-3x9 M-3x9 llLL12-0010-00 y �� 1-06 22-00 . - GiNe6` 19,/o T ,s_44 89200PE ter' JOB NAME : 60-B POLYGON - B4 9// Scale: 0.3158 ..7111.' WARNINGand : * �, GENERAL NOTES, adieu n otherwise notmete 4e1(''gyp f-y'nIt Truss: B9 1.Bolder nderodlon contractor should be advised or al General rotes 1.This design is based only upon the parameters ehovm and is for an individual y OR G©N *_ j and Warnings before construction commences building component.Applicability of design parameters and proper 1's J4 2.204 compression web bradng musi be installed where shown s, incorporation of component la Me responsibility of me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be latently braced at / i A �V �"+� DATE: 2/9/2 017 Is the responsibility of the erector.Additional permanent bracing of 7 o.e.and m 10 o.c.respectively unless braced throughout their length by 1 Y^ '3 the overall structure la me responsibility of the budding designer. continuousIa sheathing r ateh as plywood re�ir emntrere)and/or drywel(BC). ��..IO- DATE: O- V. SEQ. : K2 8 3 8 9 7 1 4.No load should be applied to any component unlit after all bracing end 4.ntstalaationf bridgingnes.la the rc:pobn sibility required respective win edor. fasteners are somphte and at no time should any roads greater than S.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'.of use. 6.Compurms hes no control over and assumes no responslNllry far the 6.Design resumes oft bearing at as supporta shown.Shim or wedge If fabdcetbn handling,shipment and Installation of components. necossery. EXPIRES:... 1n 11,so17 6.This design I.furnished subject to the limitation set forth by 7.Design lla a nassumes hag be(oadequate led on b drainage laces gIs o provided. trues,and placed so their center I. `lll�l flL L %! TPIMTCA in BCS(,copies of whbh will be Furnished upon request. lines coincide with)cart center lines. February 10r2�17 MiTek USA,Inc./COmpuTrae Software 7.6.8(1L)-E 9.Digits indicate size of plate In Inches. to.For basic connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC TRUSS SPAN 6'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. LUMBER SPECIFICATIONS BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE C 1.15 Design conforms to main windforce—resisting SPACED 29.0" O.C. system and components and cladding criteria. BC: 2x9 KDDF #14BTR LOADING Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. 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= 12.0 PSF load duration factor=l.6, TOTAL LOAD 92.0 PSF Truss designed fox wind loads in the plane of the truss only. LL = 25 PIP Ground Snow (Pg) Gable end truss on continuous bearing wall UON. LIMITEDSTORAGEDOES NOT APPLY DUE TO THE BENIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OFF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-04-04 3-04-04 T ' T 12 12 8.00 7 Q 8.00 IIM-4x4 3 Ire M-3x4 ,4i -3x9. y 1 0o y 6-08-08 ,i,`c,O PROF wc 89200PE• c' JOB NAME : 60—B POLYGON — ClScale: 0.5968 WARNINGS: GENERAL NOTES, untass otherwise noted' ON ,4,`'` 1.Builder and erection controller should be advised or all General Notes 1.This building Is bash only upon Applicability the derameters shown and is for an sgn parameters and proper HO OSI �.. '��d' f1 Q "A Truss: Cl and Warnings berore construction commences. ng eompofc fr 2.x14 compression web badng must be Installed where a. Design of the sopa n is me rospondstfty of the allldina designer. 2.Desitin assumes the tell and bosom chords to be laterally Traced al _A. 3,Additional temporary bracing b Insure stability during construction 2.o,c and at 1Q o,c,respectively unless braced throughout their length by �w 1"°1 A"!1 1��,,, lathe reeponalblIty of the erecter.Additional permanent bracing of continuous sheathing such as plywood aheeming(TC)andror drywel(BC), A"Z F'l 1 DATE: 2/9/2017 the overall structure is the responsibility of the building designer. s,x<Impact bridging or lateral bracing requbed wher..hewn e a Ne load.hotdd be applied to any component until after all bradn9 and 4.Installation al Buss Is he responsibility of the respedIS contractor, SEQ.: K2 8 3 8 9 7 2 4.fasteners are complete and at no Me should any load greater than B.Design assumes hums are lobe used k a noncorrosive environment, end are for"dry cond8bn"of use. EXPIRES: �r1/•]11r1[t1'7 TRANS I D: LINK design bads be appNed to any component, 8.Design assumes NI beefing at ale supports shown.Shim or wedge 11 EX I RES 2/31 201 s,compurrushas nocontrol over and assumes noresponsibility for the memo. WJFebruary 10,2017 hbealkn,handling,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. s. 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located ith third centerboth acesof buss,and pieced so their center TPfCA m BOBI,copies of which will be furnished upon request. g Digit.indicate die of plate in inches, MITek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E 10,For bask connector plate design values see EBR-1311,EBR•1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR TRUSS SPAN 9'- 0.0" 'COND. 2: Design checked for net(-5 BC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 psf) uplift at 29 ^oc spacing. SPACED 29.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. DON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.2ft, TCDL=9.2,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. 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON.' 6.00 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 3 7O I O N 2 M f- O T O If"00011111 f 1 M-3x4 9 l y 1-04 4-00 y 4,f\tD I'RA56 ' vAGINEfi,9 `S'/0, kt `c• 11_.. 89200PE fir' JOB NAME : 60—B POLYGON — D1 Scale: 0.8719 -)?111 �� WARNINGS: GENERAL NOTES, uNeas otherwise noted OREGON [�"' • Truss: D 1 1.Balder ars erection contractor shouts be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CJf1 CGO� '+�" end Warnings bonroreweconstructionbracing imcommences. buildinIrwerpp componentApplicability of design panmeten and proper 9,�� 0��.�L�+ 2.Pal compression web bredng must be stability where shown.. Incorporalfon or component Is the responsibility of the bunting designer. 14 A. 3.Adtlttbnsl temporary bracing to insure snbMly durkp construction Z Design assumes the top and bottom chords to be latently bneed at DATE: 2/9/2017 lath.nsponsiNWy or the erector.Additional permanent br.ung of P o,c and at 10 c.c.respectively unless breud throughout their length by the overt structure k the responsibility of the building designer. continuous,Imp ridging or neral such l b pongod she"where now dryWaA(BC). l•`ry�.�10 Q.: K28389734.IntmptNbodi.therelpndngtyefthewhprenovo•a ( ('� 4 S E 4.Ne load should be applied to any component until atter all bndnA and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any load.greater than 5.Design assumes Innes are to be used In a non-corrosive environment, TRANS ID: LINK design leads be applied te any neepenerrt and are for drycondition.onuse. S.ComWTnn has no control over and assumes no neponsibgty for the 6.De&erinrinnwmes full bearing of ail supports shown.Shim or wedge If EXPIRES: 12/31/2017 2/31/L O1 fabrication,handling,sMpment and installation of components, ry' 6.This design le furnished subject to the limitation ret forth by 7.Design assumes adequate drainage is provided. February O,2017 TP W/ICA In 8051,copies of which WA be furnished u8.plans nbe baled both lana of bun end placed so their centerpore request. Arts coindde with joint center lines. MITek USA Inc./CompuTrus Software 7.6.8(1L}E 3.Digits indicate size of piste in inches. 18.For bask connector plate design values see ESR-7311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF kliBTR LOAD DUSPTIED I24R0ASE = 1.15 1-2=( 0) 67 2-4=(0) 02-3=(-73) 31 SPACED 24.0" O.C. BC: 2x9 KDDF Rli BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PUP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 PSF 0'- 0.0" -68/ 389V -13/ 78H 5.50^ 0.62 KDDF ( 625) OVERHANGS: 16.0" 0.0" 3'- 9.2" 0/ 97V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. N ii..OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/SBO 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed = 0.178" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.372" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" /' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oTruss designed for wind loads I ,cD in the plane of the truss only. I N O r lig IP gfr-'a I I I I 1.I I 1 I I I I ll I I I I I rAll -e 0 2►=' 4 M-3x9 1-04 LL 9-00 (ry IrROVIDE FULL BEARING;Jts:2,9,3I lila P R QpE61 AO,:9200PE r' JOB NAME : 60-B POLYGON - D2 Scale: 0.7946 /�� WARNINGS: GENERAL NOTES, unless etherise noted. .4' 4/ OREGON�A_,�� 1.Buller and erodbn contractor Mould be advised of al General Notes 1.Mn dp component.based only lllpa ofn the ammeters noonand proper individual 1l� Truss: D2 and aeemna•before wnMaawn commences. design pate 2.204 eompneabn web bndng must be Installed where Mown*. mcorporonon of companant is the reply of the building deelgner. 14 i.. 3.Additional temporary bndng b Insure stability during construction Z.Design assumes the by and bottom Morbs to be througatentlyhout braced el r a.c and et la o.c.respectively unless braced mrorghorl lhak length by ILI [�,Fit�\,,,: h5u responsibility of Be erector.Additional permanent baring of continuous sheathing arch se plywood sheathing(TC)and/or drywel(BC). F'7 I'1 1 DATE: 2/9/2017 the overall Madura Is the responsibility ether building designer. 3.Z.Impact badging or lateral basing required where shown*• 4.No bad should be applied to any component until after en hafting and 4.Installation of truss lame responsibility .of the reopen contractor.REQ.: K2 8 3 8 9 7 4 fasteners are compete and at no lime should any loads greater than S.Design eawmes Waves are to be used In s noneo rosi s emkonmant, and aro for"dry condlbn"of use. EXPIRES: 12131/2017 TRANS ID: LINK design bads be applied to any component, B.Design assumes full bearing at al suppers shown.Shim or wedge if !lir RES 5.CompuTrus has no control over and assumes no responsibility forme nsseessry. hbdeatbn,handling,shipment and installation of components. 7.Design assumes adequate drainage N provided. February 10,2017 5.This design is furnished subject to aro limitations set forth by S.Plates shall be Iodated on both faces of truss,end placed so their center TPUVJTCA in SCSI.copies of which MI be furnished upon request. lines coindde joint center Ines. 9.Digits indicate with e al plate In inches. MITek USA Inc./CompulnUs Software 7.6.8(1L)-E 10.For bells connector plate design values see ESR-131t,ESR-1985(Mink) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-106) 77 1-9=(-98) 51 2-9=(-152) 152 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEBS: 204 KDDF STAND 2-3=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)011,( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD BEARING MAX VERT MAX TIOZ SIG REQUIRED SPG ES 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -25/ 210V -35/ 88H 5.50" 0.39 KDDF ( 625) ** For hanger specs. - See approved plans 9'- 10.5" -32/ 199V 0/ OH 5.50" 0.32 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.040" @ 2'- 7.5" Allowed = 0.298" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.035" @ 2'- 7.5" Allowed = 0.996" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-06=12 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 6.8" T f f MAX HORIZ. TL DEFL = 0.000" @ 4'- 6.8" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads :1111 in the plane of the truss only. rn 0 0 N N .'till`.- I� I *�4 -I O M-3x4 M-1.5x3 l 1 ), 4-06-12 0-03-12 1 y 4-10-08 4c 64, 444, 89200PE r JOB NAME : 60-B POLYGON - D3 / ` "/ � Scale: 0.5645 -6'-� WARNINGS: GENERAL NOTES, unless othenNae noted OREGON ` Truss: D3 I.Solder and erection contra for should be advised of al General Notes This design Is based only upon the parameters anown and iso an lndvtla ©RE C]01V and Warnings before consnMlon commences. building component.Applicability of design parameters and proper '�7f }� 2.2s4 complexion web bracing must be installed when Mown+. Incorporation of component Is the responsibility of me building designer. �< "+l .. 14 2 tx 4 3.Additional temporary bracing to Insure stability dodos construction 2.Design assumes the top and bottom chortle to be laterally dec.at ! f+ �y Is the responsibility of the erector.Asiatic s permanent bracing of 7 Data and al IV Data respectively urease braced throughout melt length by `_ DATE: 2/9/2017 the overall gradate is the responsibility of the bulltli ea continuous sheathing wish as pyeood sheathing(7C)andbr drywell(BC). 'V/E7:11110.' ' F-1 R 4.11 rp signer. 3.2a Impact bridging or lateral bracing requhed where show++ v SEQ. : K2 8 3 8 9 7 5 4.N41444 should be applied to ern/component unlit ager all bnane and 4.InstaMibn of buss is the responsibility of the respedNe contractor. fasteners are complete and at no time should any loads greater men 5.Design assumes trusses are to be used Ina non-corroslve environment, TRANS ID: LINK design loads be applied to any component. and are for•drycondition.ofwe. 5.CompuTrus has no control over end assumes no reaponelbyly for the 6.Design assumes ml bearing slap supporta shows Shim or..este If EXPIRES:. 12/31/2017 fabrication,handling,shipment andcomponentstion of components neapery' 6.TIN design is furnished subject to the Nitagons set forth by 7.Design aawimebeted onate oth face tomes andd. 10,2017 S.Plates anal be bested both laces of truss,and plautl so their comer TP WvfCA In SCSI,copies of which pall be fumlehed upon request. las colndde v41h joint center lines. MiTek USA Inc./CompuTrue Software 7.6.8(1 L}E 0.Digits Inmate gee of plate in Inches. 10.For bask connector plate design values ria ESR-1311,ESR-10e5(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 RODE #14BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF STANTR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC 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), BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, M-1.504 or equal at non-structuralTruss designed for wind loads vertical members (uon). LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-06-12 0-03-12 4 T T 12 6.00 M-1.5x3 ro0 -41111111111111111111111111111 —/ 0 i NN ' c .11111111.11.111.1111111.11.1111111111.61111 o II /— -. Art/ ��AFA1//2/Ar/�� -/ O 4 4 5 M-3x4 M-1.5x3 ) l 4-10-0eV'O PRoFEst5' '" :9200P <` /" JOB NAME : 60-B POLYGON - D4 400 • Scale: 0.6010 WARNINGS: GENERAL NOTES, unless otherwise noted. -7 OREGON A# � 1.Builder and erection contractor should be advised of Al General Notes 1.This design Is based only upon the parameters shown end is for an Mdvldus 7 t Truss: D4 and beaming.before construction commences. building component.Applicability of design parameter.and proper 14 2- (� 2.2.4 compression web bradng must be Installed where shown•. incorporation amu of component b the mrechords of be betiding ed et er. 3.Additional lam bracing to Insure stability during consinutinn 2.Design n at la the top end bottom ehsrds b be throughout booed et 4/(,� s- temporary the 2'ntinand atla respectively as plyunladelanced throughoutmryeir length). !Yf�."RRIO- DATE: is the responsibility of ills Broder.Additional permanent bracing of continuous sheathing such a plywood sheathing(TC)and/or dryweA(BC). '�•. 1-'Y L. DATE: 2/9/2017 the overall structure is the re.panelbfty Pete building designer. 3.2a Impact bridging or lateral bracing respired where shown•• SE K2 8 3 8 9 7 6 4.No bad should be applied to any component until after all bracing and O.Installation of truss is the responsibility of the respective contractor. Q• fasteners are complete end at no time should any bads greater than 5.Design swum.trusses ere to be used b.non-corrosive environment, design bads be tippled to any component. end are lar"dry condition"of use TRANS ID: LINK 6.Design seaumeafuNbearing ataNsupped.shown.Shim orwedge If EXPIRES:. 1 2131/201 7 5.Com WTrue Ms no control over and assumes no responsibility for the rucemmy. I.bricatbn.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design to furnished subject to Me Imitation set fold by B.Plates shag be bated on both faces of thus.and placed so their center TPNNfCA in SCSI,copies of which all be furnished upon request. nter Pres. 9 Digi indicate with off plate lin inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basis semester pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 4'— 0.0" OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BC: 2x9 KC/DE #1S BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON, system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"0c. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.8ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 92.0 POP load duration factor=l.6, Truss designed for wind loads LL = 25 PIF 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 q ual t ypical at stud verticals. 4.00 D BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Re complete to specifrus gable end detail for pecifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 —1 , I 0 2 , , i m M-3x9 4 1 l y 1-00 4-00 ...\ � ,a PR�peSs 2 89200PE 17r JOB NAME : 60-B POLYGON - El Scale: 0.8892 -4A40111111.000.7;-.7 . . --� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ", Truss: E1 7.SUAderand erodbn nenaador Mena be advlaetl 01 ail General Notes 1.This tlespn la based only upon ms parameters.hawse end is for an Mmvkluet 'S7 1i and Warnings before contraction commence.. building component.Applicability of design parameters and proper •,Ayf '"'�J 2.204 compression web bracing must be installed where shoos+, McorpomMn of component Is the reaponsibffy of the building designer. ,� !.ri� 14. A 2.° '4-Ai ' 3.Additional temporary bracing to Insure stability during wnwuctbn 2.Design assumes the top and bottom Morrie to be laterally braced et DATE: 2/9/2017 Is IM respomiNlity of the erector.Additional permanent bracing of 7 0.0.end en 10'a.c.respectively unless braced throughout their length by the overall structure Is the responsibility of me building designer. continuous sheathing or win l b plywood Meed where sow,, dryweA(BC). �f{/r„li�.j \ \ Q.: K2838977 3.Zximp.dbndgbgorlenr.IbradngragalretlwhereMown«+ W f'Y L•L" S E 4.No bad should be implied to any component until alter all bradng and 4.Installation of Was la the reeponalbAAy of the respective contractor. fasteners are complete and at no rime should any bads greater than 5.Design assumes trusses are n be used Ina noncorrosive envlmnment, TRANS ID: LINK design loads beappBadtoany component. and Cr.for"dry 000dtlan eta,.. 5.Compalrne Ms no control over and alms.no neponsldlAy for the 9.Design assumes MI bearing at sit supports Mown.Shim or wedge if EXPIRES: 12/31/2017 nevw fabrication handling,shipment end installation of components. wry' S.This design Is furnished subject to the limitation set forth by 7.MDatss halmloes adedoneothfagela buss, February 10,2017 8.lines coincide located on bar taus of buss,and placed semob comer TPI/WICA M SCSI,wins of which all be NmlMed upon request. Anes coincide wlm)Dint center lines. Wee USA,Inc./CompuTrus Software 7.8.8(1 L}E 8.Digits inmate sire of plata in inches. 10.For bank connector plan design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR LOAD DUSPAIED I24R0ASE C 1.15 2-3=(-49) 22 SPACED 24.0" O.C. BC: 2x9 KDDF #1fiBTR 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -57/ 333V 0/ 970 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -43/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 4.00 I7 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.015" @ 2'- 5.4" Allowed= 0.215" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.322" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 -I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lOr (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=1.6, Truss designed for wind loads uy in the plane of the truss only. r+ r 0 1-1 o f j 2 4/\/ O \ M-3x4 y y l """`_ 1-00 (PROVIDE FULL BEARING;Jts:2,9,314 00 �ckCO PR OFF 8/922/00PE r JOB NAME : 60-B POLYGON - E2 Scale: 0.8895 . ' CC WARNINGS: GENERAL NOTES, unless otherosenoted: 10OREGON *� <U I.Builder and median contractor should be advised of al General Notes I.This design la based only upon the parameters Moven and N bran individualVs' Truss: E2 and Warnings before anetrudbn commences. building component.Applicability of design parameters end proper �/ /'� incorporation of component is the responsibIity of the building designer. L/O. 41" 14 = ,may 2.2r4 compro.sion web bracing must be installed where shown•. J.Additional temporary bracing to blare stability during construction L Design ndat I6 the top and bottom dards to be roughly bread H A � is the respensiMAty of the erector.Additional permanent brochg of T o d and at iP Dasa raspadNety unless breed ihrouphoul Ihelr Nnpth by �r`'L"1,R IO- DATE: L - " continuous MeatMng such as plywood sheathing(TC)and/or drywal(BC). L•• DATE: 2/9/2017 the overall etructure Is the reeponeiblity of the budding designer. 3.Ds lisped bridging or lateral bracing required whoa Mown.. S E o2 8 3 8 9 7 8 4.No load should be applied to any component orad after all bracing and 4.InsisAation of truss is the responeiblity of the reaped!.conlrador. 4. • fasteners are complete and at no time should any roads greater than 5.Design."ansa(rums are to be used in e noncorrosive environment, deaign loads be applied to any component. andarofor"dry full riof as e. EXPIRES: 12/31/2017 TRANS ID: LINK 6.Design assumes NA bearing at el supports Mown.Shim or wedge if s.Compass has no control over and no responsibility kr the ned fabrication,h.ndibg,shipment and installation of components. T.Design assume.adequate drainage la provided. February 1 0,201 7 6.This design Is banished subject to the limitations set form by S.Plates shall be located on both faces of tons,and placed so Meir anter TPINWCA in SCSI,copies of Mitch will be furnished upon request. Ines coinele with)obs anter linea. 0.Digit.Indicate sire of plate in inches. MITek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 1o.Far bask connector plate design value,sea ESR-1311.ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF C1TIOR TRUSS SPAN 3'- 11.9" LOAD DURATION INCREASE = 1.15 IBC 2015 MAX MEMBER FORCES 2-4=(DF/Cq=1.00 BC: 2x4 KDDF #16BTR2-3=( 0) 94 2-9=(0) 0 SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-88) 32 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING DL ON BOTTOM CHORD = 10.0 PSF MAX VERT MAX TIOZ BIG REQUIRED SPE AREA) OVERHANGS: 18.0" 0.0^ LOC-TIONS REACTIONS REACTIONS SIZE 0.6IN. TOTAL LOAD = 42.0 PSF (SPECIES) 0'- 0.0" -100/ 904V -18/ 79H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -49/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.9" 0/ 34V 0/ OH 5.50" 0.05 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 24 "oc spacing. BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" 1-11-11 MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.8" Allowed = 0.114" 'fMAX BC PANEL TL DEFL = 0.005" @ 1'- 9.1" Allowed = 0.205" MAX BC PANEL TL DEFL = -0.005" @ 1'- 11.9" Allowed = 0.205" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 8.00 17 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 1 in the plane of the truss only, M-3x4 l y 1-06 3-11-15 !PROVIDE FULL BEARING;Jts:2,3,4 � :ik. pR p�Fs �t kGiN4. -%U 444 `t` 8920OPE JOB NAME : 60-B POLYGON - J1 4t- WARNINGS: Scale: 0.7016 : •( iaL.+^" -• t.Builder and eredbn wMrador should be advised of ail General Notes GENERAL NOTES, unless otherwise noted. • p /'�• /1+. Truss: J 1 ark Waminpe before conslrudbn commences. i.buil ig Is kneed only pl ca upon the padrameters parameters Mein end la or en individual "57� 1 V l©N "/raw hulorpo component Applicability I. responsibility poof uM proper L'� °°k✓ 7.7x4 comproe po web bradng must be tabilittl where mown 0ti Incorporolbn of.the tsp n Is the moherdetoof the building designer. ,�} �� 3.Additional temporary bracing id Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et ` i A DATE: 2/9/2017 le the responsibility of the erector.Additional permanent bracing of 2'sale and at 10 o,c.reepedrvery unless braced throughout their length by 1 r•1' Me overall Mnlcture Is the responsibility of the building designer. continuous sheathing or etch as plywood required whore s and/or t.tlrywap(BC) �� SEQ.: K2838979 4.No load should be applied to any component until after ail bred d 4.Intmptobridging a therelpradngty of whereMown ♦ fasteners ere compete and at no time Mould anyloadsen 5.D edge as ul m tr is ms reto be selity df inn roepe,ree contractor.niron TRANS ID. LINK design bads be applied to an greater than 5.Dedgn "are ofwe.eussab.wnconoMeen.Donm.M. • y component. end Cr.for"dry condition"of we. 5.c 4nTnn teed no control over and assumes no responsibility for the B.Deign assumes fui besdng at all suppode Moves.Shim or wedge if ❑C�+ fabrication hendling,shipment end inetellation of components. nece'nese EXPIRES: 12/31/2017 8.This design la Nmlsirod.mpd to the IhnNatbns est forth by 7.Design assumes adequate drainage Is prodded. TPINMTCA m 8051,copies of which MI be furnished upon request. 8.8,,.,sol Plates doe we ith Joint°cent both faces Ohms,end placed.d their center February 10,2017 MiTek USA,Inc./CompUTN6 Software 7.6.8(1 L}E 9.Digits Indbate size of plate In Inches. 10,For beak connector plate design values see ESR-1311,ESR-7085(MI7ek) This FIC designLUMBER-BC prepared from computer input by PACI IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: SPECIFICATIONS TRUSS SPAN 3'- 11.1" 1-2=( 0) 94 2-4=(0) 0 LOAD DURATION INCREASE = 1.15 2-3=(-91) 57 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. BC: 2x4 KDDF #1fiBTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -81/ 918V -33/ 120H 5.50" 0.67 KDDF ( 625) OVERHANGS: 18.0" 0.0" 3'- 9.2" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) o LL = 25 PSF Ground Snow (Pg) 3'- 11.9" -47/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 c spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011^ @ -1'- 6.0" Allowed= 0.150" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DELL = -0.013" @ -1'- 6.0" Allowed = 0.200" 8.00 17, 3 MAX TC PANEL LL DEFL = 0.029" @ 2'- 5.9" Allowed= 0.277" MAX TC PANEL TL DEFL = 0.028" @ 2'- 5.4" Allowed = 0.415" 11111 SEASONED LUMBER IN DRY SERVICE CONDITIONS /411//11..111111111.:11 MAX HORIE. LL DEFL " -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" Design conforms to main windfome-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL"4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, oTruss designed for wind loads m o in the plane of the truss only. I Io [ 4 -1 o M-3x4 l l l 1-06 3-11-15 (PROVIDE FULL BEARING;Jts:2,4,31 %c O Pity 0,FE ' ' 89200PE r . JOB NAME : 60-B POLYGON - J2Scale: 0.7197 - �' !'� 90 tt WARNINGS: GENERAL NOTES, unless othence noted OREGON w� 'e'C/ 1.Bolder and erection canlradar should be advised of all General Notes 1.This design Is based only upon the parameters stow end Is for an Individual 44, t4 A Truss: J2 and Warnings before coneBodlon commences. building component.Applicability of design parameters and proper A n 2.b1 compression web bredng must be Installed where show+. incorporation of component M the responsibility of the building dealgnef. / 4 �'"�� 2.Design assumes the top end bottom drords to be btere@/braced et /( C S.Additional temporary bracing to Insure stability during...Mao, Z c.c and at 10 a.e.reepectNely unless braced throughout Meir length by : f7 11.-‘,- DATE: l 4.. Nth.roeponslbNty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweMBC). R S.- DATE: 2/9/2017 the overall struolure la the reepondbiny of the building designer. 3.W Impact bridging or Ntersl bracing required were shown++ 4.Na bad should be applied to any component Lei after all bracing and 4.Inetaletbdhotis n es Is the responsiblity of the respedNe contfador. SEQ.: K2 8 3 8 9 8 0 fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, and are for"dry condition"of see. EXPIRES: 19J31/2017 TRANS I D: LINK deign bads be applied to any component. S.Design assumes NA bearing at al supports show Shim or wedge if 5.Command has no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and installation of components. 7.Desigsumes adequate drainage Is provided. February 10,2017 S.This design A furnished sub)ed to the Imitations set forth by S.Anse coincide be located Minnb both r lfeee s of truss,and placed so their center TPNMCA in SCSI.copies of which wit be furnished upon request. 9.Digits Indicate size of plate In inches. MiTek USA,lnc./CampuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-fy11,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #16BTR 9-00-00 GIRDER SUPPORTING 16-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1,00 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-129) 119 1-9=(-97) 51 2-9=(-152) 158 WEBS: 204 KDDF STAND 2-3=( -13) 6 LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 9'- 0.0" V BEARING BC LATERAL SUPPORT <= 12"OC, UON. BC UNIF LL( 175.0)+DL( 139.0)= 319.0 PLF 0'- 0.0" TO 9'- 0.0" V REX VERT MAX TIO2 SIG REQUIRED SPG ES LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -155/ 783V -46/ 91H 5.50" 1.25 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND Inc 2015 NOT BEING MET. q�- 0.0" -173/ 729V 0/ OH 5.50" 1.17 KDDF ( 625) will have 1.5" max. nail penetration. For hen BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 3-08-09 0-03-12 MAX TC PANEL LL DEFL = 0.026" @ 2'- 1.7" Allowed = 0.231" 'I ,r ,1 MAX TC PANEL TL DEFL = 0.029" @ 2'- 1.7" Allowed = 0.346" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 8.00 12 MAX HORIZ. LL DEFL = 0,000" @ 3'- 8,2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting M-1.5x3 3 system and components and cladding criteria. Wind: 140 mph, h=20,5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), jI load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r 0 0 o rh �' 0 1 L® I/'11 I limm4 0 M-5x10 M-3x8 J. 1, l 3-08-04 0-03-12 J• y 4-00 4, ��U pRQ�Fss o.C, ��GINE .#9 `t` 89200PE mac' JOB NAME : 60-B POLYGON - JGIRD Scale: 0.5977 i ( .' WARNINGS: GENERAL NOTES, unless otherwise noted [''�(y I.BuIder and erection contractor should be advised en General Notes 1.Thls design is based only upon the perimeters shown and is for an indiindividualindividualTruss: JGIRD Warnings �R t/e.✓N enWarnings before conebuc tocomponent.n commence.. buildingcomponent.Applicablltty of design parameters and proper r/ 2.2a4 compression web bredng moat be installed where shown+, incorporation of component is the responsibility of the Wilding designer. <0 Y 14 V 4 Additional temporary bracing to insure siaNlMy during construction2.Design assumes the top end bottom drams to be Nterapy braced et 3.AddV DATE: 2/9/2017 is the responsibility of the erodor.Additional permanent bracing of 2'Ac.and at 10 o.c.respectively unless braced throughout their length by the overall structure Is the responsibility of the building designer. continuous.5Impctsheathing er etch l b adng plywood uired where a shessrend/ora tlrywaA(BC). �""L.j�'�{ ,. SEQ^ : K2838981 4.No load should be applied to any consg 4.In Impact of truss is to ralbndngty etthe reedkewn+a iti(� {s component any after than 4.Design ofwaristhe ere to be used eoncorrosi contractor. lasienele are compete andeat no timempe ant. any loads greater than H.Design assumes busses ere to be used is a noncorrosive environment, TRANS ID: LINK deagnle.a.b.,pplealo any componem. end are for'dry cenanron^or we. 5.Compares has no control over and assumes no responsibility for the 8.Design assumes NII bearing at ail supports shown.Shim or wedge 11 EXPIRES:. 12/31/2017 robncetlon handling shipment and malenetion of components. necessary. 8.This design is furnished subject to the limitations set form by 7.Design tao l ehinted on bdoth is provided. February 1 0,2017 TPIANICA in SCSI,copies of whic1,will be furnished u 8.Plates c inel be hinted on beth/aces el flue,,and pissed se their center Pon request. nose coincide wtth joint center nose. MRek USA,Inc./CompUTfUs Software 7.6.8(1 LSE 9.Dlgils indk,te 4r,el piste In inches. 10.For basic cermedor plate de,lgn values see ESR-1311,808-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN E'S 11.9" 1-2=( 0) 99 2-4=(0) 0 BC: 2x9 KDDF #16BTR LOAD DUSPTIED I24R0ASE C 1.15 2-3=(-78) 25 SPACED 29.0" O.C. BC: 2x9 KDDF #1&BTR TC LATERAL SUPPORT <= 12"01. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -124/ 930V -18/ 79H 5.50" 0.69 KDDF ( 625) OVERHANGS: 18.0" 0.0" 1'- 9.2" -73/ 96V 0/ OH 5.50" 0.07 (DIP ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.6" -19/ 41V 0/ OH 1.50" 0.07 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 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.013^ @ -1'- 6.0" Allowed= 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.054" 1-11-10 MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.0" Allowed= 0.171" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000^ @ 1'- 10.9" 8.00 1,77 Design conforms to main windfozce-res fisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 --J load duration factor=l.6, Truss designed for wind loads 11 in the plane of the truss only. In 0 0 1 M-3x9 y l l 1-06 1-11-15 _ PROVIDE FULL BEARING{Jts:2,9,31 l o PR 0F.e ,,, t.NA N $. c5/9 ¢` 89200PE {' JOB NAME : 60-B POLYGON - SJ1 Scale: 0.7100 40 4t` WARNINGS: GENERAL NOTES, unlessdherwteerated OREGON 40 1.Buller end erection contractor should be edvlssd of all General Notes 1.This design Is bead only upon the parameters shown end b for en individual 'A/ �� Truss: SJ1 end Warnings before construction commences. bugling component.ApplIccomponent bgty of designnperamaters end paper 1' 1 Q 2.204 compression web bracing must be installed where chosen a Design incorporation of neepopa n Is me responsibility of the building edegner. 3.Additional temporary bracing to insure etablllty during consbudlon 2.Design and neat 10 the lop end bottom ely unless brwed throughout their to be ateraM braced et ,��+w,[��y 10- DATE: la the roeporMMIN of the erector.Additional permeant broeing of continuous ash sheathing such eli plywood sheathing(TC)eMror drywai(BC "f'7 R 10- DATE: 2/9/2017 the overall structure Is tin responsibility of the building designer. 3.20 impact bridging or lateral bracing required where shown•a 4.Na bad should be tippled to any component untl eller all bruins end 4.Installation of true is the responsibility of the respective contractor. SEQ.: K2 8 3 8 9 8 3 fasteners aro compete end el no time should any bads greater man 5.Design eesumee trusses are b be used a e noncorrosive environment, design keds be applied to any component. end an assumesor"dry full bearing e n^of useEXPIRES: 1 2/.31/rs/117. TRANS ID LINK e.mDesign messa e0eee NA bead pat all supports shown.Shim or wedge if Jif RE t7 LL7 PG II / • 5.comlwTrue has no control over and no responsibility for me as fabrication,handling.elpment and installation of components. 7.Design ssumes adequate drainage Is provided. February 10,2017 8.This design 6 furnished abed to gra Imitations set forth by 8.Pleasshall be coincide tenith ded onbothr faces of trues,and placed so their center TPNNfCA In SCSI,capes of NSW wig be furnished upon request. 9.Digits Indicate Ya of plate In inches. MITek USA,Inc./CanlpuTrus Software 7.6.8(1L)-E IO.Far basic connector pate design volae sea ESR-1311,158-1988(MITak) Symbols Numbering System a General SafetyNotes PLATE LOCATION AND ORIENTATION " 4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) WM Dimensions are in ft-in-sixteenths. Damage or Personal Injury rolk 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. C2-3 0' 16 C1-2 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I a bracing should be considered. iiilliparill 1.11Mir _ U 3. Never exceed the design loading shown and never d stack materials on inadequately braced trusses. O a C7-8 ce- cs s For 4 x 2 orientation,locate O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0- 'rrA'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 *Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.Camber is a non-structuralfabconsideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: i� SYP represents values as published in all respects,equal to or better than that . Indicated by symbol shown and/or by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents ALSC 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings / y (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior If/ ©2012 MiTek®All Rights Reserved approval of an engineer. 11111111111. reaction section indicates joint ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1 ` Min size shown is for crushing only. 40 Mil18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Igdustry Standards: project engineer before use. 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. miTeke isnot sufficient. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013