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Plans (31) NM MN l7Y1c6 341 S'46 r(5 MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-399_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: R45996177 thru R45996185 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2 87022PE 9f y ct%Aj, OREGON tis wN Lb AMBER . A. HO; ( EX"' :06/30/ / November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 ID:z32ygYHMYItI_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FPWgluyrhg1 HMTHTkUyEzgd i -1 f--111-1-4-1 i 1-0-0 I 11 1-2-0 11 1-0-2 1 1 1-0-8 1 1-6-0 Scale=1:36,4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N.2/ 'N'' '/\167e9 ' S- �- \2/ '\ if '\\*.2 if\ -7 m e o 1 I bbbb 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 II 4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= 18-6-8 1 21-4-0 1 1 1-1-0 I 2-9-8 1_1.0 17-5-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[12:0-1-8,Edge],[13:0 1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 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)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=-1449/0,10-11=-1540/0,11-12=-1540/0,12-13=-1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=-1825/0,32-33=440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 0 27-28= /1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=-31/455,8-29=0/255,8-30=-379/0,18-23=1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=-728/0,15-25=0/567,13-25=-725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. CLQ��© P R OF 3)Refer to girder(s)for truss to truss connections. 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement ANG]INE 4.5"/ cS'jO2 at the bearings.Building designer must provide for uplift reactions indicated. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (V -9 be attached to walls at their outer ends or restrained by other means. 870 2 P E 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. CV 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). V0REG N LOAD CASE(S) Standard �OF/(.J$ER �1 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Q` Uniform Loads(Of) s Q. H�� Vert:22-35=-8,1-21=-80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 1 e NOM ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. NA Design valid for use only with M1el&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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BC51 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 PL15-399_UPPER F02 R45996178 Floor 10 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc I 1-0-0 I 1 1-1-10 II 1-2-0 Ir f1 7-211 1-2-0 1 1-20 II 1-2-0 1 1-7-0 I Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e J e 1 e , 30 29 28 27 26 25 24 23 22 21 Ci 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4= 14-2-2 I 13-0-2 13-7-21 I 19-11-4 1141-2 10-7-0 0-741 5-A-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=-4122/0,11-12=-4122/0,12-13=-3586/0, 13-14=3586/0,14-15=-3053/0,15-16=-3053/0,16-17=-1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 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. es c�`����NG EF9 svo (L, -5 Q 87022PE �r y �-'0 OREGON `tip 4N ,ACS ��BER �'` �p OS A. H ERCP EXPIRES:06/30/2017 t November 30,2015 e MEMO mil ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifek®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 info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criierta,DSB-89 and BCSI 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 R45996179 PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:25 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-JgZ8A0awwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEzga 1 1-10-8 1 01 1 1-0-0 1 1 1-2-0 11 1-0-2 1 11-3-12 1 1-3-0 I Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 11 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1‘.'c N / � '-' s " a r i-' `® \e/.•\e/.�e ...�• I a � O a a s 1 2 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4 = 3x5= 14-0-14 1a_5-11 1 19-7-0 22-4-12 1 21-8z-1-8 1 12-10-1419-9-60-7-0h-7-0 5-6-2 I 2-9-12 1 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift22=-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=-1563/0,11-12=-1563/0,12-13=-1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=-1637/0,33-34=1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=-1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. ��D PROF �s 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. �N. ��.N-I N4-4) s/0 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ' 870 2 P E / r 6)CAUTION,Do not erect truss backwards. / , 47, OREGON c-P O� �0 '11BER1\ \' S A. Hec, EXPIRES:06/30/2017 November 30,2015 1 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 11n 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° 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 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/1111 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-399_UPPER F04 FLOOR 3 1 R45996180 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-nO7 W08aYgDgwjo5RoAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 1rD^ Scale=1:37.1 3x4= 1.5x3 I1 4x6 = 3x4 11 3x10 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 4 4 4.4 4,.. .,o- di i tr.•: N Kg Y 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 I I 3x4= 3x6= 3x4= I 2-11-0 I 21-3-0 2-11-0 18-4-0 1 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012TTP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical Max Uplift 23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=-2337/0,10-11=-1912/0,11-12=-1912/0,12-13=1912/0 BOT CHORD 22-23=-1154/0,21-22=-1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=-553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 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. 4)CAUTION,Do not erect truss backwards. `<o 0 PRoFFss '''D tiNG]NE`cR � /_2 87022P: 9r* i 7 �Aj, OR GON ti� <va 9Or)�M$ER \'` �p S A A. H e � P EXPIRES:06/30/2017 November 30,2015 s r. t 4.mi WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI6E. 747J rev.10/03/2015 BEFORE USE Design valid for use only with M7ekEi connectors.This design is based only upon parameters shown,and is for an individual building component,not t 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 MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996181 PL15-399_UPPER F05 Floor 8 1 i Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:27 2015 Page 1 ID:z52ygYHMYItI_Z1 p9y12t__1yAg???77G77ChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY 1-0-0 I °I-4-1111-1-2-2-1- r--'--1 11-2-0 I 1-2-0 I 1-2-0 1 1-2-0 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 0 .• s o o a/\ \0 • e p �. +INI \% / \ + 14\ / \ l N / \ / ``% / \ 1'47 , o 0 - c 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4 1.5x4 SP 15-6-14 I14-4-14 11-11-1r I 21-4-0 I 14-4-14 0-7-110,7-0 5-9-7 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20220/195 TCDL 10.0Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E( at TOP CHORD Structural wood sheathing directly applied or 6-0-0 ocpurlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DFStud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3 4=-1712/0,45=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=-3935/0,16-17=-3935/0,17-18=-3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=-20/270,17-25=-1150/0 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. �� P R OF ! 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 03 attached to walls at their outer ends or restrained by other means. �� 0NGI NEAR s/O29 cz- 87022PE r a y �A�, OREGO O,o 4N O �C0,9 BER 11 ' A. HE��P EXPIRES:06/30/2017 November 30,2015 moans ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11011 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this designminto the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-399_UPPER Foe 845996182 Floor 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:29 2015 Page 1 ID:zs2ygYHMYIti_z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n 1 H I8ciLmglUJz2ULTayEzgW I 1-10-8 I 1-11L1-4-11 1-2-0 11 1-0-2 1 1 1-3-8 1 1-&0 I Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 lifting' _,� El EA XI I I\II IIIA r- 35 34 33 32 31 30 29 28 27 26 25 24 , 21 23 22 4x5= 3x4 II 405= 3x6 FP= 3x5= 3x5= 305= 3x5= 3x6= 3x6= 3x4= 3x5= 14-0-14 2-1-8 $ 2-16 1 1 10-9-6 t b-7-09 1 156-2 I 22,7-8 3-0-8 1 Plate Offsets(X,V)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] 0-7-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift 22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-258/0,5-6=-258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=-1490/0,10-11=1570/0,11-12=-1570/0,12-13=1278/0, 13-14=-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=-1683/0,32-33=-303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=-7/485,8-30=-362/0,18-23=-1021/0,18-24=0/878, 20-22=0/974,20-23=-1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ����D PR OFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. 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 CO �NGI NEER t5'�O be attached to walls at their outer ends or restrained by other means. ( 2 5)CAUTION,Do not erect truss backwards. 870 P E "9 �,p�'oj�REGO 1/(L°QI/ C� M$ER .\ �`s A. H e?`\ P EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. rr Desiga trussnsystedm.Before use,wthe bueld ng designer must vrs.This densign is fyy the applicability only of don esign parameters and anis for d incorporate thisddesign into the ove all 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPJ1 Quality Criteria,DSI-89 and BCSI 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 R45996183 PL15-399_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 ID:zs2ygYHMYItI Z1p9y12t1yAg??-8_wPRrehVISDpZzOAj8F6iNRgWxGlmfbQMzSYSyEzgU a1� ( _.fl 1 1-2-0 1 P-7-19 10-9-0 1 0-9-0 110-9-0 i 0-9-0 I 10-9-010-9-0 Scale=1:34.3 3x4= 4x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 iwwwwwww��wwwwworr>•imwww� p I - K,s slar/A i\vriAl p r/A7 rrifkskr/r41 LI I FAVA I Irill Ira Al 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 1p-9-141 20-2-0 I I 13-2-14 13-2-14 b-7-0 10-7-0 I 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],118:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a Weight:108 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) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=-3881/0,10-11=-4177/0,11-12=-4177/0,12-13=-4200/0, 13-14=-4200/0,14-15=-3978/0,15-16=-3978/0,16-17=-3978/0,17-18=-3617/0, 18-19=-3075/0,19-20=-3075/0,20-21=2299/0,21-22=-2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=-1112/0,2-39=0/1003,4-39=-897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=-277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=-317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. OD PR OF�s 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. 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 C'Z? �NG�NEF9 /0 be attached to walls at their outer ends or restrained by other means. 87022 P E it N co ,� "g• <c` ,c...‘' OREG S N �,� Z/� 'C'Ik'sBER \\ PCO S A. HE04 EXPIRES:06/30/2017 November 30,2015 f rr ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MTeb&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 properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIT Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 rID:zs2ygYHMYlt1_Z1 p9y12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMS 16H1f01?4vyEzgT I 1-10-8 I r��"n,�'11 1-0-0 1 1 1-2-0 II 1-0-2 I 11-3-11 I 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Q /k "' Ia /\/N/N/ 4. } - 9\:/ ' a 1'I'/-N- 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4= 3x5= 14-0-14 I 2-1-8 1 12-10-14 10-9-11 19-7-0 22-4-11 2-1-8 10-9-6 7-0 7-01 5-6-2 I 2-8-11 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012TTP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=-1485/0,10-11=-1563/0,11-12=-1563/0,12-13=-1268/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=-1637/0,33-34=-1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=-1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��D P R OFF 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 G s be attached to walls at their outer ends or restrained by other means. NGj ANG)NEER 6> 4)CAUTION,Do not erect truss backwards. �� 2 cz- 87022PE �r a e �Aj, OREGO cp_sty �Or, FM$ER AN iz.�O �S A. HEV 1/4 06/30/2017 November 30,2015 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criteria,DSB-89 and BCSI 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 R45996185 PL15-399_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 ID:zs2ygYHMYItI_Z1p9y12t1yAg??-YZcY3thaoggoglizsshykL?ykjzsV6H26KB69nyEzgR [1:6-11-°-1 10-8-4 i 1 1-2-0 I I 0l I0-9-0 10-9-0 110-9-0 I0-9-0 110-9-0 10-9-0 I Scale=1:34.8 3x4=- 4x4 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 III �/ w�-W. "7" wwwr_=!� Akinliiiklal 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5= 3x5= 4x5= 3x5= 4x5= 4x5= 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 1 -9 1 20-4-13 I 19-5-12 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:109 lb FT=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=-3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=-4267/0,11-12=-4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=-4116/0,15-16=-4116/0,16-17=-4116/0,17-18=-3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=-2331/0,22-23=-1277/0, 23-24=-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=-1126/0,2-39=0/1017,4-39=-910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=-291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=-713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. A..- 0,c$ P R�FFS 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 K [N sV be attached to walls at their outer ends or restrained by other means. �C,, e e E4 9 qt.. -57 Ct- 87022PE / N N y SAT OREGON ti <v� 'pO 'iii \1 O On A. Hec), EXPIRES:06/30/2017 November 30,2015 fMOM f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mll Design valid for use only with Mirek®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 [Ariel(' 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/IPI1 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y I 6-4-8I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property r�� offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 11,4b, Apply plates to both sides of truss 1 and fully embed teeth. 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0�/�6' 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 6171 I iii rv, may require bracing,or alternative Tor I pbracing should be considered. rYII-� U O 3. Never exceed the design loading shown and never x OO stack materials on inadequately braced trusses. c�-e O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ c�� cs-e designer,erection supervisor,property owner and ill plates 0 ''u' 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 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 Trusses are designedin all respects,equal to or better than that /� �� Indicated by symbol shown and/or for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. 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 reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1 ` Min size shown is for crushing only. ll fG 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, M ile I 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 __I mii. MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. R0 P R oFF cc 89782PE v�2 OREGON '1/4 Q.. 17,5;$'CRY15 'kms AAUL R 4. - /2016 November 30,2015 Rivera,Mark 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 ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5-(-451) 1772 5- 2=( 0) 289 2- 3=(-1772) 530 5- 6-(-456) 1767 5- 3=(-30) 49 BC: 2x4 KDDF ST&NDR LOADING 3- 4=(-2065) 558 6- 4-(-450) 1777 3- 6=( 0) 2B5 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2T9 OPACIOR AT E4SOC UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 2.0" TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 ** For hanger specs. - See approved plans ANDTBM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, d ind 5-11-11 3-02-10 5-11-11 inuthess dplaneeoffthewtrussoonly. I 320# $320# 1212 6.00 M-6x6 Q 6.00 M-4x6 11110 4� m ® M o P 6 ** 4 I 0 1** M-3x5 M-3x4 M-1.5x3 M-3x5 0 b * * * 5-08-08 3-10-12 5-06-12 • y y q ..RQF 15-02 • 6, ��Gtiv _ Sj -:(t:; -- eQf -57 4:- �9782PE f JOB NAME : 3413-B POLYGON NW - Al Scale: 0.4009r. . % `. WARNINGS: GENERAL NOTES, unless otherwise noted: 17. OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an lndNidual �(� Truss: Al and Warnings before construction commences. building component.Applicability of des gn parameters and proper s' 2 ()� 2 2x4 compression web bracing must be Installed where shown i Design incorporation of component Is the responds to of the building tlesigner. 3.Additional temporary bracing to Insure stability during construction 2 Design nd at 1C/the top and bottom chords braced c de throughout braced atAli ;� Is the responsibility of the erector.Additional t bracing f T oc.and at 70 o c respectively unless brecetl throughout their length by /+y Pennanen g o continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). PA 1 L DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ v SEK1561174 4.No load should be applkd to any component until after ell bracing end 4.Installation of truss is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, mads be applied to anycomponent. and are for"dry condition"of use. c�v C / /� TRANS ID• LINK design pPrenda58.Design assumes full bearing at apsupports shown.Shim orwedge if chP�RE 12/31/2' 1 5.CompuTms has no control over antl assumes no responsibility der the necessary, C h Cal L J fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by e.Plates shell be located on both faces of truss,and placed so their center TPVWTCA In BCSI,copies of which vrill be furnished upon request. lines coinGde with joint center lines. 9.Digits indicate awe of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-774) 153 1-9=(-47) 587 4-2=(0) 353 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 153 9-3=(-47) 587 • • WEBS: 2x9 KDDF STAND • • LOADING TI 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 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" -80/ 637V -66/ 66H 5.50" 1.02 RODE ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL - 0.006" @ 14'- 8.5" MAX BORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 7-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 4' 'I load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 7 IM-4X4 Q 6.00 in the plane of the truss only. 4.0" z ,..,t-,......( 1.1 M ® M 0 1 1** 4 ** 3 I o M-3x4 M-1.5x3 M-3x4 J' )' y 7-07 7-07 y 15-02 y � PR. -n 0F£. -:` ..' : - - N �9 .�0 ' `t 89'782PE JOB NAME : 3413-B POLYGON NW - A2 ..--_,Ar ''. -.ow. Scale: 0.9009NW WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an indry dual -�I Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper r ' A� 2.2x4 compression web bracing must be nstalled where shown+, incorporation of component k the responsibility of Me building designer. ,(y '` f}. 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at '7�- � �C'"� "+ � '- •- s the responsibility of the erector.Additional permanent bracing of 7 o c and at 70 o.c respectively unless braced throughout their length by ` --- DATE: 11/30/2015 the overall structure is the responsibility of building continuous sheathing such as plywood sheatmng(TC)and/or drywall(BC), - Ji i i (�r 4 P ty o g designer. 3.25 Impact bridging or lateral bracing required where shown++ l.l SEQ. : K15 6117 5 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry of use. 5.CompuTrus has no control over and assumes no responsibility ler the 6.Design assumes full bearing at all supports shown.Shim or wedge if E` PI RES' 12/31/2016 2/31/2016 fabrication,handling,shipment and installation of components. cesna s 7.Design ahesames adequateoer. d.moss of truss,and placed as their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate see of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values sea ESR-1311,ESR-1985(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5-(-303) 1341 5-2=( -216) 1310 BC: 206 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -116) 107 5-6-(-295) 1292 2-6=(-1494) 350 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ B18V -57/ 144H 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) B'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed - 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.041" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 f f I T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-1.5x3 4 -/ Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), P load duration factor=1.6, g End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 0 C3 0 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII o f ® ���I Ili , 1 5 6 o M-3x4 M-3x8 M-4x8 • • • y ,i' +12108 +6378 :I- 4-00 4-00 4-00 y 8-00 b '��Q PRO -t..- • ,of -t4WN , `/0 - 8.'782PE . • ,e. • JOB NAME : 3413-B POLYGON NW - AGIRD Scale: 0.4610 / �•/ WARNINGS: G. hRAedesign bNOTES, unless o the pare mete '?A OREGON t.Binder and erection contractor should be advised of all General Notes 1.This design la traced only upon the parameters shown and c for an Intlry dual <�^ M1� Truss: AGIRD and wamings before construction commences building component.Applicability of design parameters and proper s(-- 24. 2.2t4 compression web bracing must be Installed where shown+. incorporation of component is the responsib liN of the building designer. e Cf� • ,Ny 3.Addkmnal temporary bracing to insure stabiny during construction 2.Design and at1 assumes the top and bottom chortle to be laterally braced at �>;j'•i- s the responsibility of the erector Add hovel permanent bracing of 2 o c. at 10'o c.respectsely unless braced throughout their length by V� DATE: 11/30/2015 the overall structure is the responsibility of the building des+ continuous ri ging or suchrl bs apcvg requiredood ia where shown 0 tlrywall(eC). PAUL +' p ty g goer. 3.co Impact bridging or lateral bracing where and/or d SEQ.: K15 6117 6 4.No load should be applied to any component until after all bracing and 44.. allation of truss sthes r o used responsibility sibilnh non-corrosive the speotNe environment, fasteners are complete and et no time should any loads greater than Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.IompuTrus has no control ocerand essumes no respeneibil:ty for the 6.Design assumes illbearing etall supports shown.Shim orwedge:f EXPIRES: 12/31/20'16 fabrication,handling, teary. �-(�^ edisujnchodIelimiatio limitations by 7.Peres assumes adequat e othirae is truss, November 30,2015 6.This design Is furnished subject to the limitations set forth by e.Plates shell be located on both faces of truss,and placed so their center TPWVTCA In BCSI,copies of whkh will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in Inches. MiTek USA,Ina/CotnpuTms Software 7.6.7(TL)-E 10.For basic connector plate design values see ESR-1311,ESR-7980(MiTek) This designre ared from computer P P p input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&8TR SPACED 24.0" O.C. 2-3=�-92) 40 2- 9=(0) 0 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) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ B8V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed - 0.145" T T MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL - -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 m 0 nu O 1111 2 1111 4 - M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 D PR QFE ' •-(�5 �c';IN �c- l� 89782PE • JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6771 � ♦, S WARNINGS: GENERAL NOTES, unless otherwise noted , �'A/'� �,} Truss AJ1 1.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual ff�A- 0REGON ^tel and warnings before construction commences. building component.Applicability of design parameters and proper T!/ V 2.2v4 compression web bracing must be installed where shown.. incorporation of component s the responsibility of the building designer. aT (`� �j'° 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords be laterally braced lengthat 'J , `,f�R t!'"-{�Ar `4- is the responsibility of the erector.Additional permanent bracing of 2 o.c and at sheathing1I7 o.c.ras plywoodly unless braced throughout their by /T_ T DATE: 11/30/2015 the overall structure Is the responsibility or the building designer. continuous inr suchrl b sheathing(TC)required hes and/or tlrywall(BC). h (R 3.2o Impact bridging or lateral bracing requlretl where shown++ P C SEQ.: K15 6117 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design mads be applied to any component. end are for dry condion of use. EDceign 5.CompuTrus has no control over and aesumes no responsibility for the 8 oncoses assumes NII bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ry' XRS: 12/31/2016 T.Design slassumes adequate drainage lo trussed. November 30,2015 6.This design is furnished subject to the 11 be t ions sat forth by B.Plates lnol be located on both faces of Truss,end placed so their center TP WJfCA In BCS(,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 - 9.Digits indicate sae of plate in inches. 1 LE P ( ) 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 346V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" '( f MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.9" Allowed = 0.333" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=20.2ft, TCDL=9.2,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 in the plane of the truss only. 0 N M /- T "-- , Iiii,1,--- O M-3x4 1' 1' b 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 •liQD p R OF \5� GIN• S.f.Ski/ . - .'� Z9782PE cam' JOB NAME : 3413-B POLYGON NW - AJ2 . Sale, 0.6146 - WARNINGS: GENERAL NOTES, unless otherwise noted: 'ItOREGON t Builder and erection contractor should be advised of all General Notes 7 This designs based only upon the parameters shown and is for an individual OREG 'V ^ Truss: AJ2 and Warnings before construction commences building component Applicability of design parameters and proper V 2.2x4 compression web bracing must be InataU d where drown+. incorporation of component is the responsibility of the building designer. *19:4.-Gd4 y . �. 3 Additional temporary bracing to insure stab lity tludng construction 2 Design nd at 10'the lop and ly un chs br c de laterally braced at r is the res pons lb Ity of the erector.Additional permanent bracing of 2ntinand at10'hin respectivelyucasuoless braced throughout theirlength) /� l continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) k jrA.i�'i j C,�:' DATE: 11/30/2015 the overall structure Is the responsiblfly of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ V a.. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is Me responsibility of the respectNe contractor. SEQ.: KI rJ 6I I7 8 fasteners are complete and at no time should any loads greater than 8.Design assumes busses are to be used in a non.nortosive environment, design loads be applied to any component. and are for dry condition.'of use. TRANS I D: LINK S.CompuTrus has no control over and assumes no responsibility for the 8.Decease assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3'1 1201 6 necessary. I,� G//c7 ICV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed se their center TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate in inches. MiTek USA,Ino./CompuTnos Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 23c4 KDDF 919BTR IBC 2012 MAX MEMBER FORCES F/Cq=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=)0 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-97) 68 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 HORZBRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 402V -22/ 1O8H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" 1' MAX HORIZ. LL DEFL - -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. a 0 M M O f cri M. 0 2 iiiii 4 illiii -/ M-3x4 y y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,9,3 0 „S R O- 89782 P E re JOB NAME : 3413-B POLYGON NW - AJ3 Scale: 0.5762 • WARNINGS, GENERAL NOTES, unless otherwise noted, / t-f L- Truss• AJ3 Builder and erection contractor should be advised of all General Notes This design abased only upon the parameters hown ands or an Individual OREGON l and Warnings be lore construction commences bolding component.Applicability a(design parameters and proper - �I 17,1_, flGl7ll1V 9 2.2a4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of Me building designer. a'"�ga `{f��f/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 17;9- "A R t,e, ' b:�.} s the responsib ry of the erector.Additional permanent bracing of o.c.and at 10 o.c.respectHely unless braced throughout their length by T i �(�/ SEQ. :DATE: 11/30/2015 the overall structure is the responsibilitympact sheath ng such as plywood required here shown drywall BC. PA U L of the building deal racy. 3.2a Impact bridging or lateral bracing where shown♦a ( ) K15 6117 9 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and aremr^dryaondnion oraee. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: /v� a� fabrication,handling,shipment and Installation of components. ry' f4F-'�RL•. '. `I2/J"i�G/�1 6.This design is furnished subject to the limdatbns set forth by 7.Designassumesbe oneoth face is trusls,ded. November 30,2015 i1 8.Plates shall be located on both faces of truss,and placed so their center TPIIW/CA In 13C51,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate sae of plate In Inches. 70.For basic connector plate design values see E5R-1311,556-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-116) 93 3-4-( -70) 27 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL - -0.050" @ 2'- 11.9" Allowed - 0.596" 12 4 " MAX HORIZ. LL DEFL - -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL - -0.001" @ 5'- 11.2" 3 '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. , o r1 o f I 0O , 1 6►1 -/ o M-3x4 y 1-00 y y 6-00 * 1-05-15 P R r (PROVIDE FULL BEARING;Jts:2,5,3,4 I �0� Qp - '782PE 89 t- JOB NAME : 3413-B POLYGON NW - AJ4 • • =-/ Scale: 0.5437 / f' WARNINGS: GENERAL NOTES, unless olheratsenoted: pRE dN '�' f Builder and erection contractor should be advised of all General Notes 7 This design Is based only upon the parameters shown and Is for an Indtu dual ,,, Q Truss: AJ4 and Warnings be foreconstructoncommences. buildingcomponent.Appliabillryofdesign parameters and proper �, incorporation of component Is the responsibility of the ballairg designer. 11':- �i4 f?y .\ 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at r _{ : 3 Additional temporary bracing to Insure stability during construction Y o.c and at 1 Cr o.c.respectveN unless braced throughout their length byPAUL is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (i \ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 155 611 8 0 4 No load should be applied to any component until eller all bracing and 4 Installation of truss is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, des/ loads be led to t. and are for"dry condition"of use TRANS ID: LINK design PP any componen 6.Design assumes full bearing at all supports shown.Shim or wedge if 'EXPIFt[',S: 12/3 /2016" • 5.CompuTrus has no control over and assumes no responsibility for the necessary. C./k IZLv G fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIAVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In Inches. MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E to.For bask connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #141310; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3-10=( -61) 465 2x6 KDDF #1400R T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1314) 6874 10- 4=( -231) 1443 BC: 2x6 KDDF #1&BTR 3- 4=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5410) 1106 12-13=(-1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -412/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7-11-11 11-06-10 7-11-11 Truss designed for wind loads T f T f in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T f 459814 T f f T T 12 12 6.00 p M-5x12 M-4x10 M-3x6 M-4x10 Q 6.00 4 5 6 7 co Ill T2 _ _ M-1.5x3 M-1.5x3 3 + rn n ,ollIllggggillr o o 0 2 10 11 12 13 **9 0 M-4x10 M-3x10 0.25" M-4x10 M-3x10 M18HS-7x14(S) M-1.5x3 b ,, 1440# , ,, ,, t�tD PRQFF 7-04-12 5-01 2-08-04 4-11-04 7-04-12 - ` • l 4 s y y 4 y f'. .. • 1-00 27-06 ®7.!82PE r JOB NAME : 3413-B POLYGON NW - Bi Scale: 0.2249 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B1 and Warnings before construction commences building component Applicability of design parameters and proper Q 2.254 compression web bracing must be Installed where shown*. incorporation of component is the responsibility of the building designer. /� �}. 3.Addd onal temporary bracing to insure stadlily dunng construct on 2.Desgn assumes the lop and bottom chords to be laterally braced at 'V� - AR "'�5 Z r ea' is the responsibility of the erector.Additional permanent bracing of 2oc.and at 10 o.c.respectively unless braced throughout thea length by 1i` �`� DATE: 11/30/2015 the overall structures the responsibilityf the buildin des 2x Impact sheathing such as plywood re uired here s end/or tlrywall(BC). ,t R >� y o e ener. 3.2s Impact br dg ng or lateral bracing required where shown SEQ.: K1561182 4.No load should be applied to any component until atter ell bracing and 4.Installation of buss is the responsibility of the respective contractor. Y fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"muse. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports sheen Shim or wedge i1 EXPIRES. 12/31/2016 fabr cat on,handling,shipment lnsfalfat on of necessary. pmen components. T.Plates assumes adequate donbodrainage isprovided. November 30,2015 6.This design s fum shed subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIAN1CA in BC SI,copies of which w111 be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTekUSA,lnc./CompUTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2-(-2948) 628 1-5=(-568) 2526 5-2-( -232) 1254 4-7=(-1984) 446 BC: 206 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x4 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-1,/180MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" 9" o in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" o n 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL - 0.005" @ 7'- 10.3" *0 For hanger specs. - Se approved plans 6-02-11 1-09-05 Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. T f f f 12 Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B,' MWFRS(Dir), M-4x6 load duration factor=l.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 9 _,D r e 14 M-3x6 2 N C 1i oin @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. 1 ISIIIIIIIIIEllilli Ill. _Pill -/ 1 5 6 7 o M-3x4 M-3x4 M-7x8 M-3x8 y ♦1210# +637# , +2330# y 3-00 7 2-09-12 2-02-04 y 8-00 y9,, D PROft -. -� ��CatN��� lQ� -17 8 82PE JOB NAME : 3413-B POLYGON NW - BGIRD ";e . • . Scale: 0.4649 / ' WARNINGS: GENERAL NOTES, unless otherwise noted: ©R.E^f3N 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual • Truss: BGIRD and Warnings before construction commences. building component.Applicability ofdesign parameters and proper • A '+�4F 92 Q' 2.204 compression web bracing must beinstalled where shown*. incorporation of component s the resporisibllity of the building designer. ___fff 3.Addle onel temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 41Fi -. 1 q 2.o.ri.and at ea o c.respectively unless braced throughout their length by `� is the responsibility of the erector.Add/tonal permanent bracing of continuous sheathing such as plywood gained ng(TC)and/or drywall(BC). Ai41 L ' ♦ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.23(Impact bridging or lateral braung required where shown++ -1✓ SEQ.: K1561183 4.No load should be applied to any component until after all bracing and 4.4.Instllationof ofttruisIs sthhe eareposibility be usyditIn anen<ocreeivennive �torment, fasteners are complete and at no time should any loads greater than g TRANS ID: LINK design loads beapplied toany component. 6 and are for an IuldEeermfunilw daahown.smmord 5.CompuTrus has no control oserand assamosno,esporsisitty for the �6 assumes bearing at supports wedgeEXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry smen prh by 7.DesigneShall be lc ted on bath face Is provided. November 30,2015 8.This design is(umishetl subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digts indicate size of plate In Inches. MiTek USA,Ino./CompuTnus Software 7.6.6(1 L)-E IS.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1-2=(-22) 50 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-37) 25 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) OVERHANGS: 12.0" 0.0'• TOTAL LOAD = 92.0 PSF 0'- 0.0" -74/ 298V -4/ 36H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 1'- 0.0. -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.9f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, rh Truss designed for wind loads 2 P the in lane of the truss only. , 2 ".I o iridiri o f 1 6 A4 M-3x4 y y y PROF1-0o 1-0o • • -!PROVIDE FULL BEARING;Jts:2,4,4 I H:-.,-Ca' 4Yi 07. i': .: JOB NAME : 3413-B POLYGON NW - BJi�$/P/`�) � Scale: 1.1073 / .'y.72\ ,/ WARNINGS: GENERAL NOTES, unless otherwise noted Truss: B J I.Builder and erection contractor should be adv sed of all General Notes This design Is based only upon the parameters shown and Is for an ndbitlual OREGON 's and Warnings before construction commences. building componentApplicability of design parameters and proper 9 2.2z4 compression web bracing must be installed where shown 0. -A- incorporation of component h the responsibility of the building designer. �- 3.Additional temporary bracing to insure stab idy during construction 2.Design assumes the top and bottom chords to be laterally braced at "7vs q11?),--A-6`. is the responsibility of the erector.Additional permanent bracing of 2'nti and at 10'o.c.suchrespectively as plywoodly unless braced throughout thea IengM by \� DATE: 11/30/2015 the overall structure sins responsibility of the building designer. continuous sheathing tas sheathing(TC)and/or drywall(BC). /+s 3.2z Impact bot rue or lateral bracing required where shown++ A.1"17. SEQ. : K15 61 1 8 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reeponsibifiry of the respective contractor. -W l- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, - - TRANS ID: LINK design loads be applied to any component and are o-dm condition"eruse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge if 12/31/2016 J /� (,, fabdcetion,handling,shipment and installation of components. ry' 'EXPIRES: 12F�+`i�l"�4•I V". 6.This design is fumishetl subject to the limitations set loch by 7.Design assumes adequate drainage Is provided. 8.Plates shallbe bested both faces oftmss,and placed so their center November 30,2015 TPINJfCA in BCSl,copies of which will be furnished upon request. lines coincideewith joint center lines. MiTek USA,IncJCompuTrus Software 7.6.7(1 L)-E 5.Diggs indicate size of plate in Inches. 10.For basic connector plate design values see ESR-7371,ESR-1588(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-D0 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12-( -92) 390 2x4 KDDF #1&13TR T2 BC: 2x4 KDDF #16 BTR LOADING 3- 9=( -8796) 2256 16-17=(-1950) 7802 16- 9=( -12j 599 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 DF 2400F A; TC UNI£ LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6-) 0) 0 18-20=) -108) 404 17- 5=( -330) 2134 2x4 KDDF #16BTR B TC UNI£ LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 8=) -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"00. UON. 8-10=) -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 966.7)+DL( 130.7)- 597.3 LBS @ 6'- 0.0" L 0-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 966.7)+DL( 130.7)- 597.3 LBS @ 26'- 0.0" L 11-12=) -6138) 1702 19- 8=( -388) 1234 11-12=( -6882) 1862 20- 8=( -724) 422 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13-) -6844) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 0) 50 21-10-) -146) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3601V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 204 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed = 1.654" f '( 1' MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" 2-09 -09-12� 0-06105 -08-08� �3-09-02 4-05-08 i' i' 1 f 'f'( .( 1' ,( f f f MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" 8-10 -M-4x4+ .' T +597.30# +597.30# 12M-3x8 12 Design conforms to main windforce-resisting 6.00 M-3x6 Q 6.00 system and components and cladding criteria. M-5x6+ M-5x6+ .M-3x6 6 Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ca-t.. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x10 M-5x6 Truss designed for wind loads M18HS-5x16 ''f, 1` 1 in the plane of the truss only. M-3x9 M-1.5x3 4 2 M-2.5x4 or equal at non-structural diagonal inlets. M-3x8 M M-4x10 .•:g. �- .. m B o v J- 1 r'/i��5 16 17 0 19: - - 1 - -7' 4 /-= M-3x9 M-3x8 1 of 2 1M-1.5x3 M-3x10 0.25Z'1 M-3x8 M-3x8 0 M-7x10 M-5x8(S) • - V PROF d 3.75 12 y y y b y y y l y tcrC�� '.N-- . >Q 2-05-082-09-122-11-08 5-02 4-11-08 3-07-10 3-09-06 8-02-12 y y 1 l l b �ryr� y 02D-05-08 10-09-08 20-09 y 00. 918 PE !�`' 1-00 34-00 1-00 • JOB NAME : 3413-B POLYGON NW - Cl Scale: 0.1478 ✓ / i MN unless athervnse noted I/ 0-EGON �'.. Q'• - WARNINGS: GENERALNOTES, .t- I.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for an Indhldual wf7' L(e9 { Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper T ^i S 2 204 compression web bracing must be installed where shown i. incorporation of component s the responsibility of the building designer. 4o. 3.Additional temporary bracing to lnaure stability during constructor 2.Design assumes the top and bottom chortle to be lalaralty braced at '. R lAtIL fa.;..,‘ 2'o.c.and at 10'o.c.respectNely unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryxall(BC). DATE: 11/30/2015 the overall structure is the responslblbty of the building designer. 3.24 Impact bridging or lateral bracing required where shown.. SEQ.: K15 6118 6 4.No load should be applied to any component until after all bracing and 5.4.Installation of truss istheare responsi usity of ed ytl In henonpectha ve environment,tator. fasteners are complete and at no toe should any boas greater thansign assumesEXPIRES: 12/31/2016 design beds be applied to any component. and are for dry condition"i of use. TRANS ID: LINK 6.DesignessumesNllbearingetall supports shown.Shim orwedge lf November 30,2015 5.CompuTrus has no control over and assumes no responsibilityfor the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPINJ1CA In SCSI,copies of which Mil be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg21.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( DJ 50 2-10=(-376) 2138 3-10=(-253) 175 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2- 3=(-2510) 513 10-11=(-259) 1794 10- 4=( -15) 446 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-692) 235 LOADING 4- 5=(-1611) 937 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"00. 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=(-1611) 437 11- 6=(-692) 235 6- 7=(-2275) 488 6-12=( -15) 446 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 7- 6=(-2510) 513 12- 7=(-253) 175 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1592V -187/ 187H 5.50" 2.97 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 T Design conforms to main windforce-resisting ,� ,� 6-00-05 system and components and cladding criteria. Wind: 190 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 6.00 M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 9.0' Truss designed for wind loads 5 451' M-5x6(S) in the plane of the truss only. M-5x6(5) 0.25" 1111111444411114444440„.25" 9 M-1.5x3 3 M-1.5x3 m m o a. 1 1 o 0 o of M-4x4 M-3x4 70 12 B.25" _ M-3x4 =M-4x4 I M-5x8(5) y O L �� PROF�c • J. 1 Il 4/ y y )' y 8-09-04 8-02-12 8-02-12 8-09-04 y y • `� . GAN / 1-00 34-00 1-00 897-82PE fit"" JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727 . 011111 js WARNINGS: GENERAL NOTES, unless otherwise noted Truss C2 mce 1.BUlderanderectioncontractorshouldbeadvsedofallGeneralNotes 1.This design is based only span the parameters shsan and:s for an Individual -7 OREGON '� and Warnings before construction meens. building component.Applicability oI des gn parameters and proper t� 2 2v4 compression web bracing must De Installed where shown+. incorporation of component s the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally bread at R ,t • 's the responsibility of the erect or.Additional t bracing f 2 o.c.and al o c respectively unless braced throughout their length by �� " 'In .� {T'�j+� DATE: 11/30/2015 permanen g o continuous sheathing the overall structure is the respnnsibikty of the building designer. r such as plywood aired here)and/or drywell(BC). 3.2z Impact bridging or lateral bracing required where shown++ AUL `_ SEQ.: K 15 6118 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK deign bads be applied to any component. and are or"dry condition"of use. 5.CumpuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing et all supports shown.Shim or wedge if v pc IyJ�j� fabrication,handling,shipment and installation of components. 6 necessary. EA P'RC�• �,C/J1� �� 6.This design Is famished subject to the limitation set fodh by I.Designassumesbesaded on eoth face is truss,andd. 30,2015 C�7 1 e.Plates shall be boated on both tams of truss,and placed m their center TPIAN/CA In BCSI,copies of which viii be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of Mate In inches. MiTek USA,Inc./CompuTtus Software 7.6.6(1 L)-E 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=) 0) 371 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2106) 491 14-15=( -8) 54 4-13-) -754) 176 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 TOTAL LOAD = 42.0 PSF 7- 8=(-2278) 486 13-15=( -144) 1319 8- 9=(-2501) 506 13- 6=( -301) 1073 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 15- 7-( 690) 238 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOR A 20 POE'LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS- 0.0" -235/AC 1542V -186/TIONS ACT 188H 5.50" 2.47IONS SZE N (SPECIES)KDDF ) 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" ,r MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 f 12 Design conforms to main windforce-resisting 12 HM-6x6system and components and cladding criteria. 6.00 ' ]6 .00 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCSL=6.0, ASCE 7-10, 6 ,1'-,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(S) Truss designed for wind loads M-1.5x3 in the plane of the truss only. 5 M-5x6(S) 0.25" 0.25" 00 4 vt /1100,„M-1.5x3 B M-3x6 3 M-3x8 ;!t o iCli 0 ��1' 12 r 13? ... ...... e€ • 0C 16 '9 0 o M-5x8 M-3x4 of 1 15 M-5x8 M-4x8 0.25" =M-4x4 0 0 o M-5x6(0) - 13.75 M-1.5x3 ,1"12 y y y y -,-- i)+ 1'R E�� y 2-05-08y 5-03 5-08-04 y 3-07-04 8-02-12 y 8-09-04 y �� j OFE.6,- 2-05-08 1-oy-os-08 10-09-08 20-09 i oo '( t -- p " .. 34-00 y ' 89782PE JOB NAME : 3413-B POLYGON NW - C2-C Scale: D.1602 -_ WARNINGS: GENERAL NOTES, unless otherwise noted: / -OREGON CX'�f"k f>" t Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an individual '_OF EGO �� �. Truss: C 2-C and Warnings before construction commences building component.Applicability of design parameters and proper 'ill?' 2 2x4 compression web bracing must be installed where shown+. Incorporation or component Is the responsibility of Me building designer. /Q Ry -1 CZ' 2 Design assumes the top and bottom chords to be laterally braced at i -l 3 Additional temporary bracing to Insure stability during construction 2'o.c and at 10'o.c respectively unless braced throughout their length by V Is the responsibility of the erector.Additional permanent bracing or continuous sheath ng such as plywood sheathing(TC)and/or drywall(BC) - -' RA U L ``u' --- DATE: 11/30/2015 the overall structures the responsibility or the building designer. 3.2x Impact bridging or lateral bracing required where shown e o SE K 15 6118 9 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respectNe connector. Q• fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, deli loads bee lied to a t. and are for"dry wnditlon"of use. EXPIRES-. � TRANS ID: LINK design PP any B.Design assumes full bearing at all supports shown.Shim or wedge if GXP�AL�G IA� lr� ,If • 5.CompuTrus has no control over and assumes no responsibility for the necessary. GAY- f[Ca7 C v V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of lass,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate see of plate in Inches. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2-10=(-387) 2159 10- 3=) 0) 289 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-2528) 537 10-11=(-369) 2151 3-11=(-570) 209 3- 4=(-1949) 999 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 9- 5=(-1694) 990 12-13=(-420) 2151 11- 5=(-179) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-1644) 490 13- 8=(-41B) 2159 5-12=)-174) 94 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=)-1944) 994 6-12-) -9B) 592 TOTAL LOAD = 42.0 POP 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ST 2, 8: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.119" @ 17'- 0.0" Allowed - 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting T fsystem and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 ff f f , Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=l.6, T f f Truss designed for wind loads 12 M-4x6 M-9x6 12 in the plane of the truss only. 6.00 4 M-3x9 6 5 Q 6.00 I le M-3x4 M-3x4 3 r'1 O co . o 1 A' Eai 10 11 12 13 4 0 I M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 :I'M-4x4 o M-5x6(S) M-5x8(5) y l l y ), y � �D PRpFS 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y y , ,r���N 's ,/0 1-00 34-00 1-00 y -4. Z9782.PE JOB NAME : 3413-B POLYGON NW - C3 Scale: 0.1852 . WARNINGS: GENERAL NOTES, unless otherwise noted: ,. �: Truss: C3 1.Balder and erection contractor should be advised stall General Notes 1.This designs based only upon the parameters shown and is for an individual -7 •-.EG©N •' • and Warnings before construction commences building component.Applicability of design Parameters and proper °It 2.254 compression web bracing must be petalled where shown+ incorporation of component is the responsibility of the bathing designer. bt1,9 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be throughout braced at J� s the responsibility of the erector.Additional permanent bracing of continuous o c.and at 10 hip respectively unless braced thea kngm by �.+ �`�' DATE: 11/30/2015 the overall structures the responsblty of the bultlng designer °hgoraterh°°actng resheathheresand/or tlrywall(BC). 'L !S v 3.2z Impactoftr bridging or lateral bracing requires where shown.. 1"� SEQ.: K 15 6119 0 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied b any component and are for"dry conditionor use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assume`full bearing at al supports shown.Shim or wedge H EXPIRES: 'R 12/31/2016/ 0 fabrication,handling.shipment and installation of components. °58ry 6.This design is furnished subject to the limitations set forth by0.Plates s assumes b es atled on drainagehPis truce,provided. November 30,2015 8.Plates shell be located on both feces of truss,and placed so their center TPVWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTNs Software 7.6.6(1 L)-2 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-7980(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( O) 289 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11-(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1699) 490 12-13=(-420) 2151 11- 5=(-179) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD= 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL - 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 T . f f Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, f fTruss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 M-3x4 M-4x6 Q 6.00 4 5 M-3x4 M-3x4 3 M M no ,JI 1 " ee ' I M-4x4 M-1105x3 10.25" 0.25"12 M-1135x3 =M-4x4 i B of - rS M-5x8(S) M-5x8(S) o �_ 01N -. ....44 r R OFe y y y ), b y ��, / 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y y --r1. '�t� , Q� 1-00 34-00 1-00 -- 8 782 PE JOB NAME : 3413-B POLYGON NW - C4 .40/ 4.-X:::)' • . ... Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwise notedyy p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an mdsdual FA OREGON 's, �. Truss: C4 and Warnings be/ore construct on commences. budding component.Applicab hh/of design parameters and proper /�`• y� {�s�, 22x4 compression web bracing must beinstalledwhere shown+. incorporation of component s the responsibility of the building designer. vjg�Pr \`� �.at. 3.Additonaltemporary bracing to insure stability during construction 2.Design assumes the top and bottom anechobrids o be lalerelty braced at r \ �i . s the responsibility f the erector.Add tonal t bracing of 2'o c and at 1 O o.c.respecisply unless braced throughout their length by p ty o pennanen continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) � AA.1 1 L �\ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l L:/ SE K1561191 4.No load should be applied to any component until after all bracing and 4.Installation of trussrmissthe es areponsibility of the respective contractor. 4•• fasteners are complete and at no time should any loads greater than 5.Desibe used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. eMgnassuare for drymndbaringataI 5.CompuTrus has no control over and assumes no responsibility for the a 5ecel ssa ssumes NII bearing al all supports shown.Shim or wedge if -EXPIRES: 1 2/31 1201 0,, EXPIRES: G/J t/GV V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces Ohms,and placed m their center TPI'MCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.for basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4-(-100) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.5)50L( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8-14=( -88) 628 TOTAL LOAD - 42.0 PSF 7- 8=( 0) 0 14- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed - 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0'.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to mai n windforce-resisting 11-11-11 9-02-10 12-09-11 system and components cladding criteria. 5-01-08 4-07 2-03-03� 5-00-05 4-02-05 3-01-03 4-07 5-01-08 T Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "l'--- f T T T f f T 5 load duration factor=l.6, 10-00 10-00 Truss designed for wind loads T < 7 'r ,( in the plane of the truss only. 12 5 12 6.0o p M-4x6 M-3x8 M-4x6 Q 6.00 4 6 ease • M-1.5x3 M-1.5x3 3 + + m m O O 1 e. 1 0 oem 1 14 i le 1 to M-4x4 M-3x8 0.25" M-3x8 1114-4x4 Io M-5x6(S) 4 ,t,10 •PRQp�. k 9-06-12 y 7-05-04 y 7-05-04 y 9-06-12 y �� ���N � ,, .. 1-00 34-00 1-00 _ E a9'782PE r° JOB NAME : 3413-B POLYGON NW - C5 ' Scale: 0.1852 .� ." WARNINGS: GENERALNOTES, unless otherwise noted' 4-.'c��F �EGdN 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for en individual • fA� Truss: C5 and Warnings before construction commences. bu Idmg component.Applicability of design parameters and proper r4// (*Q '' 2.2x4 compression web bracing must be Installed where shown+. incorporation o/component is the responsibility of Me building designer. � y 1 -V y' 2.Design assumes the top and bottom chords to be laterally braced at �' "+ v 3.Additional temporary bracing to insure stability during construction 2 o.c.and at 10 o.c.respectivey unless braced throughout their length by ir - ` V Is the responsibility of the erector.Additional permanent bracing of continuous sheeting such as plywood sheething(TC)and/ordrywall(BC). �4 i.iL +V' DATE: 11/30/2015 the overall structure Is the responslb lily of the building designer. 3.2x impact bridging or lateral bracing required where shown++ �,7 SEQ.: Ki5 6119 2 4.No load should be spoiled to any component until after all bracing and 4.Installation or 15551s the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design bads be applied to any component and are for dry condition.or use. 5.CompuTrus has no control over and assumes no responsibility for the 8 Design assumes full bearing at at supports shown.Shim or wedge If a�XP'RES, 12/31/2016 2/31//301 6 fabrication,handling,shipment and Installation of components. ry. �-'A f°4 �7 C /eLV 1 V phey 7.Designassumesbesaded on both face to provided. November 30,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 4=( -83) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9-(-544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POE' 5- 7=(-1973) 566 5-13-(-649) 208 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 POE 6- 7=( O) 0 7-13-) -66) 628 TOTAL LOAD - 42.0 PSF 7- 8=(-2272) 590 13- 8-(-174) 176 8- 9-(-2509) 665 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed - 1.654" MAX TL CREEP DEFL - -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=21.9ft, TCDL-4.2,BCOL-6.0, ASCE 7-10, 9-11-11 13-02-10 10-09-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads f T T T T T T 1' in the plane of the truss only. 10-00 T f 12 M-4x6 M-3x8 6 M-4x6 12 6.00 4 5 ' 6.00 MS NI::1 M-1.5x3 M-1.5x3 3 + + ro tin o O d' 1 0 NM ® Roo -_9 0 7g, 11 12 13 oIIM-9x4 M-3x8 0.25" M-3x8 i4-4x4 0 M-5x6(S) ^tip PR°FFs y b 1 k y e� yG F 9-06-12 7-05-04 7-05-04 9-06-12 � . -- �IP• l� 1-00 34-00 1-00 si 89782pE r`', JOB NAME : 3413-B POLYGON NW - C6 l ,� - • • Scale: 0.1852 -may 4111, WARNINGS: GENERAL NOTES, unless otherwise noted: seOREGON 1.Builder and erection contractorshould be advised of all General Notes 1.This design Is bad only upon the parameters shown and for an Individual "1 ' Truss: C6 and Warnings before construction commences building component.Applicability of design parameters and proper fp 2.2a4 compress on web brae ng must be installed where shown 0, mcofporatan of component Is the responsiblllty of the building designer. ,,[}' /� V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al T�• ,PY "� T. -- Y o c and at 10'o.c.respecisly unless braced throughout their length by `� ' Is the responsibility of the erector.Additional plywood permanent bracing of continuous sheathing such as plywood sheathng(TC)and/or drywall(BC). P• A-( ♦ DATE: 11/30/2015 the overall structures the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ L +� SEQ.: K1561193 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonconosive environment, TRANS ID: LINK design loads be applied to any component aware or ary oandinon of use. y[] p • 5.CompuTrushas nocontrol over and assumes noresponsibility for Ne 8 nDecessaesign assumeslullbeadngetatisupporhshown.Shimorw�dgei( EXPIRES. 12/31/2016 fabrication,handling, ry shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set fodh by S.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 490 BC: 2x6 RIDE #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-8988) 1824 19-15=(-1508) 7862 19- 4=( -670) 2884 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 972 LOADING 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17-18=) -508) 3480 15- 6=) -590) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 16-12-) -549) 3958 6-16=( -838) 310 TOTAL LOAD = 92.0 POP 7- 9=(-3556) 646 16- 7=( -196) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 POP Ground Snow (Pg) 9-10=(-3856) 694 9-17=) -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10=) -68) 362 11-12=(-4012) 688 10-18=( -114) 92 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 50 18-11=( -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 870 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 39'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \^/ 9" oc in 1 row(s) throughout 2x4 top chords, /x\/X\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 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 = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.B" Allowed = 1.654" @@ HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.910" @ 13'- 10.8" Allowed = 2.206" MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.039" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1 O11-0C32-042-11-10 3-06-10 T Wind: 140 mph, h=21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f - ,r f f T T f f load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +59811 '1 T in the plane of the truss only. 12 M-5x8 e M-5x8 12 6.00 p M-3x5 6 M-3x4 M-3x4 9 6 7 M G -3x5 Q 6.00 9 w as o M-1.5x3 M-1.5x3 3 1 rn ro0 �� •I ant m o 1 ..`) 1_11 16Yprsj�3 I 14 15 16 � 27 18 1 d' 0 M-3x10 M-6x8 0.25" M-3x8`" M-3x10 0 3193#8 M-7x8(S) M-6x8 LR- PRO- nP 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 y b ., - '�Aai[N 4 9 sli 1-00 34-00 1-00 + $°782PE r"'i JOB NAME : 3413-B POLYGON NW - C7 ,� /�\\// • Scale: 0.1652 ••y/' 1. .� WARNINGS: GENERAL NOTES, unless otherwise noted: • Truss C7 1.Builder and erection contractor should beadvised ofall General Notes This desgnis based only upon the parameters shown and sfor anindividual -7' OREGON '" and Warnings before construction commences. building component.Applicability of design parameters and proper Q 2.2s4 compression web bracing must be installed where shown incorporation of component s the responsibility or the building designer. V `"'&�R 2 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atjwc `e4-•_ e the responsibility of the erector.Additional permanent bracing of 2 o c.and at 70 o.c.respectively unless braced throughout their length by /r • - ��`{ DATE: 11/30/2015 the overall structure is the responsibility continuous sheathing such as plywood sneatnmg(rc)amror drywall(BC). PAUL i L V p ty of the building designer. 3.rax Impact bridging Sr lateral bracing required where shown 4. t a -lJ SEQ.: K 15 6119 4 4.No load should be applied to any component until after all bracing and 4.Installation&truss is the responsibility of the nape ctNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are rerarycondition"Druse. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes Nll bearing et all supports shown.Shim or wedge if EXPIRE 12/31/2016/ 1/ 01 fabrication,handling,shipment and installation of components. necessary. 6.This design is mmished subject to the limitations set by 7.Design be lc ed onate both Crusidea. November 30,2015 8.Plates shall be located oe faces of truss,and placed so their cantor TPIMRCA M BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,IncJCompuTrus Software 7.6.7(1 L}E 6.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5-( 0) 18 BC: 2x4 NODE #1&BTR SPACED 24.0" 0.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 3-4=( -19) 35 3-7=(-221) 69 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <- 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL - 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 155SF LIVE LOAD. TOPICONS. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" 3-11-11 MAX TL CREEP DEFL - -0.019" @ 2'- 3.8" Allowed - 0.226" f f MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed = 0.173" l MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 6.00 Design conforms to main indforce-resisting system and components and cladding criteria. 4 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 ' load duration factor=1.6, /� o Truss designed fox wind loads I in the plane of the truss only. coo I e 1100 ego7 o f I M-3x4 o c f 1 2► 146.3X40 0 M-3x4 M-3x5 b y b 3- 2-03-12 3-11-15 1-08-05 y 1-00 y 2-05-08 y 8-00 5-06-08 y 5 ��p •PROcF. , IPROVIDE FULL REARING;Its:2,4,7 I ', �j j''` ��a�+. / 8 82[ E r-: • i•v-.� - JOB NAME : 3413-B POLYGON NW - CJ2Sale: 0.5501 _ mirili unless otherwise noted: OREG•O•N pS Q' WARNINGS: GENERAL NOTES, '` f fy,e 1.Builder and erection contractor should be advised of all General Notes I This design Is based only upon the parameters shown and Is bran Individual ' �/� { �` '4 Truss: CJ2 and Warnings before construction commences building component.Applicability of design parameters and proper { V caperal on of component s the responsibility of the building designer. 2.234 compression web bracing must be installed where shown+ 2.Design assumes the top and bottom chords to be laterally braced at � p)I. '�V./.4 :. 3.Additional temporary bracing to Insure stability during construction 2'oh.and at 10'o.c.respectbety unless braced throughout their length by r'{ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.23 Impact bridging or lateral bracing required where shown++ SEK1561195 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trussed are to be used in a non-corrosive environment, EXPIRES-. 12/31/2016 tlesign loads be applied to any component. and are asor sumdryes full bearing of use. C h[` f[GJ TRANS ID LINK 8.DesgnessumeaNllbeatlngaleAsuppodsshown.Shim orwedge g November 30,2015 • 5.CompuTrus has no control over and assumes no responsibilitykr ssary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so theft center TPWJfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in Inches. MiTek USA,InNJCofnpuTrus Software 7.6.6(1 L)-Z 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2x4 KDDF #15BTR SPACED 24.0. O.C. WEBS: 2x9 KDDF STAND 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 3-4=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT <= 12"0C. 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 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0'• 0'- 0.0" -57/ 411V -22/ 108H 5.50" 0.66 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 sf uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. P ) P patio VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" f f MAX TL CREEP DEFL = -0.039" @ 2'- 4.7" Allowed = 0.359" 2-03-12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" ,r MAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" 12 MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" 6.00 MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 4 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, M-4x6 I Truss designed for wind loads o in the plane of the truss only. 3 cw M ,.... 10111.11111111.§.......... _.....1 Itwll� �� O 7 O f AI m 01 M-3x9 0 1 2�� M6-3x4 0 M-3x4 M-3x5 I .6 I I 2-03-12 3-11-15 1-08-05 p/� k 1-00 k 2-05-08 y 8-00 5-06-08 k �t..�`D rPROA:t. 'PROVIDE FULL BEARING;Jts:2,4,7 ,?�� ,0AGI y~2� (, ..t e--9782(E -.Y(1".. JOB NAME : 3413-B POLYGON NW - CJ3 IMO Scale: 0.5126 �/ R/ jA�^k WARNINGS: GENERAL NOTES, unlace otherwise noted -7. OREGON rt.. Truss CJ3 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an Individual 9,- V y and Warnings before construction commences. building component.Applicability ofdesIgn parameters and proper .11: -11e,.'qR f 1 •'..+!(k� 2.204 compression web bracing mutt be Metalled where shown a Incorporation of component Is the responsibility of the building designer. � { 3.Additional temporary bracing to Insure stability during construct on 2.Design assumes the top and bosom chords to be lataralty braced al PA is the responsibility of the erector.Additional permanent bracing of 2 o c.and at sheath101 ing reepectdely unless braced throughout theft length by DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 20 lm continuous sheathing auch as plywood required ng(TC)and/or drywall(BC). 4.No load should be applied to anycomponentbracing a 3.In Impact boil Crusng is lateral bracing yof the where showncl a SEQ. : K1561196 pp ieuntilaRerellM 4.InatellationofimesislhereaponsibiBtyofiherespeIXlveconlrector. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �/ �j .t ) y /'� TRANS ID: LINK design loads be applied to any compone . and are for'dry condition.'of use. EXPIRES. 12/31/2016 5.CompuTnishas nocontrol over and assumes noresponsibiltiyfor the 8.neslg assumes full bearing etall supports shown.Shim orwedge i! November 30,2015 fabrication,handling,shipment and installation of components. ce ry 6.This design Is fumished subject to the limitations set forth by T.Design assumes adequate drainage Is provided. B.Plates shall be located on both faces of truss,and placed so Rein center TPIMTCA In BCS',copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(10-2 8.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #160TH SPACED 29.0" O.C. 2-3=(-127) 93 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) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -58/ 4B1V -30/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 0.0" -99/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed - 0.546" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed - 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" -V 12 Design conforms to main windforce-resisting 6.00 ' system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. ri 0 0 4. ru o f o /- 2 q O M-3x4 b y 1-00 y (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 ._0, -00 [} p p . . . c�� GINE �l'c At., s'9782PE <`e JOB NAME : 3413-B POLYGON NW - CJ7 Scale: 0.5126 • r. • WARNINGS: GENERAL NOTES, unless otherwsenoted • *'-p •�E �7N '� Q,. 1 Builder and erection contractor should be advised of all General Notes I.This design k based only upon the parameters shown and Is for an individual � • Truss: CJ7 and Warnings before constructioncommences. building component.Applicability of desgn parameters and proper 2 2 2v4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of Me building designer. bj t,� _ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at r.�rl.7 is the responsibility of erector.Additional tbracl 2o.c.and at 10'0.C.respectively unless braced throughout their length by ('� V spores ty opermanent ng ofcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC) BA i i `{\: DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2k Impact bridging or lateral bracing required where shown++ lW SEQ.: K15 6119 7 4.No load should be applied to any component until after all bracing and 4.InstalWtion of Kusa is the responsibiBty of the respective contmctor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, end are for"dry condition"of use. TRANS I D• LINK design loads be applied to any component. y S.CompuTmshas nocontrol over and assumesnoresponsibility for the 6.Design assumes full bearing supports shown.nhimorwedgeIf -EXPIRES: 12/31/ 016 ry.m EXP S-SGJ L c7 1L'V V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 302015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both laces of truss, , sa,and placed their canter I TPVWTCA in BCS(,copies of which MD be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sole of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 901 7-6=( 0) 18 BC: 2x9 KDDF #15BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND; 2-3=(-492) 122 6-8=(-991) 803 6-3=( 0) 83 2x9 KDDF #16BTR A 3-9=(-127) 105 3-8=(-805) 997 LOADING 9-5=( -10) 5 4-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. CON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POP Ground Snow (Pg) 0'- 0.0" -80/ 473V -59/ 199H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -96/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.096" @ 2'- 4.7" Allowed = 0.359'• 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5X3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 12 4 5 6.00 f Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, H Truss designed for wind loads H in the plane of the truss only. I 0 I au M-4x6 3 0D . „__ IAN 7 o -m o M-3x4 1 2 11.-=.111 7 o 1,113X4 0 M-3x4 M-3x5 y l- y b 2-03-12 5-02-12 0-05-08 .p PROF 1-00 y 2-05-08 y y 8-00 5-06-08 �� �1N* -6� • 89 82 P E JOB NAME : 3413-B POLYGON NW - CJ8 -=� Scale: 0.4751 / OREGON c� WARNINGS: GENERAL NOTES, unless otherwise noted: _ • �}� hN (�. Truss• CJ8 Builder and erection contractor should be advised of all General Notes This design is based only upon the parametersshown and is for an individual `f/L. AV and Warnings before construction commences. building component Appllcabhty of design parameters and proper 4• ,8101/s�1... r 4-,V 2.204 compression web bracing must be Installed where shown Incorporetlon ofthetop component Is the responsibility of the building designer. "1 f�' :J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top antl bottom chords to be laterally beltlat en lir ��U� a-0 is the responsibility of the erector.Additional permanent bracing of c o.c.and at l0 o.c.reuoh as plywoodly unless braced throughout the wsll(B by 1 DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as �heet when()and/or drywall(BC). 3.2x Impact bridging or lateral bracing required where shown.. SEQ. • K1561198 4.No bad should be applied to any component until after all bracing and 4.Installation of Was Is the responsibility of the respective contractor. fasteners are complete and at no Bee should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK desgnloatlabeaPPled oanycomponent and are for"dry conddmn of use EXPIRES: 12/31/201e 5.CompuTrus has no control over and assumes no responsibility for the 6.Design -aseumas full bearing at all supporta shown.Shim or wedge d fabrication,handling,shipment and installation of components. ry November 30,2015 6.This design is famished subject to the limitations set forth by T.Design assumes adequate drainage Is provided. 8.Plates shall be located on both faces of truss,and placed so their center TM/97CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 9.Digits indicate sRe of gate in inches. 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"01. 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 ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 2B6V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 '( f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=19.7ft, TCUL=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 in the plane of the truss only. 3 -/ ' o ti M /- o 1 - - J. ><: o M-3x4 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 <,�,EO P R OFEs ���� ttI l :9'82PE IIIre: JOB NAME : 3413-B POLYGON NW - J140 Scale: 0.6001 .:/ / Milli WARNINGS: GENERAL NOTES, unlessotherwsenotetl 41r" pREG�7. N. 47 Q.. I.Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown and Is bran Individual Truss: Jl and Warnings before construction commences building component.Applicability of design parameters and proper FJ. • 2 2 2x4 compression web bracing must be Installed where shown v. resign assumes t the top an Is the reeponslbildy of the bI dbr ed at r. 1 � 1 F y "' 3 Additonal temporary bracing to inears stability during constructor 2 Des gn ridalI the lop and bottom chords braced be laterally braced an • rl 7 S la the responsibility of the erector.Additional permanent bracing of Yo.c,and at ICY o.c,respectively unless throughout their length byI. _k ` wninuo.sheathing such as plywood sheaming(TC)and/or drywall(BC) P;;r{tit R -- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown"a SE : K 15 612 01 4.No load should be applied to any component until after aft bracing and 4.Installation or truss Is the responsibility of the respective contractor. - 4• fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, and are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK 5.CompuTrushasSc nooloverandassumesnoresponslbilMforthe 8.Decry g aasube ball bearing at all supports shownShim orwedge ll •EXPIRES: 1213112016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3Or 2� 5 S.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces Oben, trues,antl placed so their center TPIANICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc/CornpuTtus Software 7.6.6(1 L)-E 1o.For basic connector plate design values see ESP-1311,ESR-7986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 (0) 0 I 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) OVERHANGS: 12.0" 0.5' TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" A MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 3-11-11 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 3 if (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. a 0 N O f PLIO , , 1 2� I•�4 M-3x4 ), b y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 .9782PE JOB NAME : 3413-B POLYGON NW - J2 Scale: 0.5751 WARNINGS: GENERAL NOTES, unless otherwise noted . ��� ©� M. 1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and Is for an individual 17 j ^ Truss: J2 and Wammgsbefore construction commences building component.A iloabilfv ' 4 Applicability of design parameters and proper 2.2s4 compression web bracing must be Installed where shown a, incorporation of component Is the responsibilityof Me building designer. (� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at � '���" -'-t9.... ,fj�iv is the responsibility of the erector.Additional permanent bracing ofcontin2oc.and al ea oc.respectively unless braced throughout theiringth by191:6:4lir "(�+ DATE: 11/30/2015 the overall structures the responsbilyofthe building designer. Osimuousrhgingoreuehasaywgeewhereshownrdrywall(BC). tA,q •t 3.2x Impact bridging or lateral bracing required where shown a••• A ` SEQ.: K1561202 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reaponsbillyofthe respective so tractor. fasteners are complete and at no time should any loads greater than s.Design assumes trusses are m be used m a noncorrosive environment, TRANS ID: LINK design bads be appnedtoany component. and are for dry conditionorusa. 5.CempuTrus has no control over and assumes no respons byty for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: pc Y!y�3 /t�/{ fabrication,handling,shipment and installation of components. 6 nesgnas Gh P'!-lG �G{3`I12U1 7.Design b assumes adequate drainage is provided.. November 30,2015 6.This design Is famished subject to the limitations set forth by 8.Plates shall be boated on both(aces of truss,end placed so their center TPIANTCA In SCSI,copies of with will be furnished upon request.• lines coincide with Joint center lines. 9.Digits indicate sloe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #10070 SPACED 29.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"01. 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) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ lOOH 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 9'- 1.4" Allowed = 0.967" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, 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 in the plane of the truss only. ; F oI 2�� IMEN, M-3 x 9 y y b 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 Hca PR OFE•S 8'782PE • JOB NAME : 3413-B POLYGON NW - J3 Scale: 0.5501 ild08: G. hRAeNOIEb, unless otherwisetee. u OREGON '^+� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Chown and s for an ntlry dual • ^I ^�' Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2x4 compresslon web bracing must be nalaned where shown+. incorporation of component lathe responsibility of the building designer. Lf �j tom:. 2 Design assumes the top and bottom chords to be laterally braced at al 7 3.Adtld coal temporary bracing to Insure stability during construction 2'o.c.and 010 o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). i i DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � -�+� �` SEQ. : K 15 612 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of suss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design made be applied to any component. Designand for condition"ansa. 5.CompuTms has no control over and assumes no responsibility forme 8.Design assumes mil bearing at a0 supports shown.Shim or wetlge if necessary. EXPIRES: 12f3fi/201 f fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. November 30,2015 8.This design Is furnished subject to the Imitations set form by 8.Plates shall be located on both faces of truss,and placed so thelr center TPIIWTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate eke of plate in Inches. MiTek USA,Ino./CompaTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR431 1,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 RIDE #l&BTR SPACED 24.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 12 Design conforms to main indforce-resisting 6.00 ' system and componentsand cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. c 0 jr • M O f of -, I 1 2�� 4 0 M-3x4 J, b 1, 1-00 PROVIDE FULL BEARING;Jts:2,4,3 1 8-00 '- • <r.�`0q PROF4C e 9'782 P ' • JOB NAME : 3413-B POLYGON NW - J4 -a, -.0' Scale: 0.5126 ,:/ / AINNI unless otherwise noted WARNINGS: GENERAL NOTES, Se.1Py OREGON �I ��' 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown ands for an lndildual +r7 OREGON ry �, Truss: J4 and Warnings before construction commences. building component Applicability of design parameters and proper V 2.2x4 compressor web bracing must be nstalled where shown+ Incorporation of component Is the responsibility of the bulMing designer. _• • t� 3.Additional temporary bracing to Insure stability during constructor 2.Design assumes the toed and bottom chords to be laterally braced at �R r' j+_ s the responsibility ofthe erector.Additional permanent bracing of 2o.c.and at 1Voc.rspectvey unless braced throughout theirlength byll. V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL I I '�' _ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.W Impact bridging or lateral bracing required where shown++ - /^1-l.!L. SEQ.: K1561204 4.No load should be applied to any component until after all bracing and 5.Installation of trusIsthhe aretosibifity of be usetlnta nrespective ctor.environment, fasteners are complete and at no time should any loads greater than gn assumes TRANS ID: LINK design made be app rad fo any component. S. and si re assumor"dryes condition" ull)beadnf at alw supports shown.Shim or wedgef y[[�� R rr�J/� /Iy(� 5.CompuTrus has no control over and assumes no responsibility for the e assumes ga ppot EXPIRES: iL/31/2.016 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNMCA in BCSI,copies of which will he furnished upon request. lines coincide with joint centerlines. 9.Digits indicate s9e of plate in inches. MTek USA,Inc.ICompuTrus Software 7.6.6(1LYE 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-9=( -99) 37 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFT, = -0.002" @ 7'- 11.2" 4 -/ MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 ') Design conforms to main windforce-resisting 6.00 7 3 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f� (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. ut O ,� O f 1 2►1 5►� O M-3x4 y y p 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-11-11 P R()/ JOB NAME : 3413-B POLYGON NW - J5 Scale: 0.9500 WARNINGS: GENERAL NOTES, unless othenvse noted' .. OREGON 1.Builder and erection contractor should be advised stall Genorol Notes 1.This design S based snip upon the parameters shown and is tsr en individual -7OREGON ^ Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and properV 2.2x4 tom b brat incorporation r t Is the res ty g gner. press on we ng must be nsNINd where shown rpora ono component ponsbil of the building deal �(} /I �J� 3.Additional temporary bracing to insure stability during construction 2 Design and at the top and bottom chords to be laterally braced at j.�(f; .^f tI'•'� ��-\{j`� is the responsibility of the erector.Additional permanent bracing of 2o.c. at 10'o.c.respectively unless braced throughout their length by - V DATE: 11/30/2015 the overall structure is the responsibility of the buildingdeal cold continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p ty designer. 3.2x Impact bridging or lateral bracing required where shown aa SEQ.: K15 612 0 5 4.No load should be applied to any component until after etl bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and arerordryoontlgion oraae. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppods shown.Shim or wedge If EXPIRES. 12/31/2016 fabrication,handling,shipmentcomponents. s and Installation of tom 7.Designn assumes adequate drainage is provided. November 30,201 5 6.This design Is furnished subject to the limhatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWFCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sloe of plate in inches. MITek USA,IDC./CompuTras Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1968(Weft) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=0) 0 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-191) 128 TC LATERAL SUPPORT <= 12"00. UON. 3-9=( -90) 38 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -95/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -209/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-.L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.197" @ 4'- 5.8" Allowed = 0.596" MAX TC PANEL TL DEFL - -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" a -/ Design conforms to main windforce-resisting 0 system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 l ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. j 0 1 M O 1 O I 1 2 1.-=.16►� -/ M-3x4 1-00 6-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,9 '� �� e. l0 ,...._41..(r :9782 PE JOB NAME : 3413-B POLYGON NW - J6 i Scale: 0.3858 MIMI WARNINGS: GENERAL NOTES, unless otherwise noted:1 �i .cf Truss: J6 Builder and erection contractor should be advised of all General Notes This design is based only upon the parametershown and is for an Individual -v. OREGON 1 and Waminas before construction commences building component.Applicability of design parameters and proper - F'!/e I'l 1.71J 2.1 4 compressor web bracing must be installed where shown+. incorporation of component lythe responsibility of the building designer. 2 - 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at ngth by pkv..�.1 . is the respons blbly of the erector.Additional permanent bracing of cot and at 10 o.c.re eseGrvely unless braced throughout thea length by ii.Y.1:3-.:2-4.S \� DATE: 11/30/2015 the overall structure Is the res onalblb continuous sheathing such as plywood required ing(TC)andlor drywall(BC). BA �L V p h of the building designer. 3.2x Impact bridging or lateral bracing where shown++ /"r `a SEQ.: K1561206 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at n time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, . TRANS ID: LINK design loads be applied to any component. and are for ondnion^oruse. 5.CompuTms has no control over and assumes no responsibility for the 6.Oe�g assumes full bearing at all supports shown.shim or wedge if fabrication, ssa handling,shipment and installation ofcomponents ^' EXPIRES: 12/31/2016 76.This design a furnished subject to the limitations set forth by B.Design onate othlfage is provided. November 30,2015 8.Plates located both faces of truss,and placed so their center TPNWICA In BCS(,copies of which will be furnished upon request. lees coincide with joint center lines. MiTek USA,Inc./Com uTlus Software iLE 7.6.6 - 9.Digits indicate site or plate in inches. p ( ) to.For basic connector plate design values see ES12-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-) 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 2- 3=(-1837) 935 7- 8-(-323) 1567 7- 4=(-67) 80 BC: 2x6 KDDF S15NTR WEBS: 2x9 KDDF STAND LOADING 3- 9=(-1572) 913 B- 5=(-317) 1575 4- 8=( 0) 296 LL = 25 PSF Ground Snow (Pg) 9- 5=(-1891) 433 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 OPACIOR AT E4SOC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.091" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX BORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL - 0.017" @ 13'- 6.5" 5-11-11 Design conforms to main windforce-resisting 5-11-11 2-00-10 system and components and cladding criteria. 1' $320# $320# 1212 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-6x6 ' 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 4 End Verticals) are exposed to wind, Truss designed for wind loads filialMiMilhAp in the plane of the truss only. o o rn I 1 7 B of 6 0 Oo M-3x9 M-1.5x3 M-3x4 M-3x9 5-08-08 2-08-12 5-06-12 { •PR y 1-00 y 14-00 y 1-00 y • - • GI• . :9782 P E JOB NAME : 3413-B POLYGON NW - P1 Scale: 0.3991 MO WARNINGS: GENERAL NOTES, unless otherwise noted: ' / • 1 re Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an lnddual I'uO R EG ON O Q, Truss: P1 and Wammgs before construction commences building component.Applcabiley of design parameters and proper 2.2x4 compression web bradng must be installed where shows+. • incorporation of component h the responsibility of the building designer. - � at 3.Additional temporary bradng to insure stability during construction 2.Design assumes the lop and bottom unlchoess bac be lateralty braced en rT by Is the responsibility of the erector.Additional permanent bracing of 2nti and at 10hin.respectivelysucwosbraced(TC)and/hroughout rhealength). continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) k P,t{.��1� 'i;k". DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ V SEQ.: K 15 612 0 7 4.No load should be applied to any component until after aft bracing and 4.Installation of truss is the responsibility of the respective contractor. 5.Design assumes trusses are to be used in a noncorrosive environment, fasteners are complete and at no time should any loads greater than and are for'dry condition"of use. TRANS I D: LINK design loads be applied to any component.5.CompuTrus has no control over and assumes no responsibility for the 8 necessary. fabrication, assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 ry fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./COmpuTrus Software 7.6.7(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29-0" O.C. 1-2=( 0) 50 2-6=(-26) 531 6-3=(0) 324 WEBS: 2x4 KDDF STAND 2-3=(-705) 133 6-4=(-28) 531 LOADING 3-9=(-705) 133 TC LATERAL SUPPORT <- 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9-5=( 0) 50 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 63H 5.50" 1.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 12 12 Design conforms to main windforce-resisting 6.00 IIM-4x4 = 6.00 system and components and cladding criteria. 3 4.0" Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 'fes (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1.1 rn O M "1 ® 0 1 ., 0 6 i 4 5 p M-3x4 M-1.5x3 M-3x4 O l ), 1 7-00 7-00 y .1 1-00 14-00 y 1-00 y Q,E PROFE .. :9782PE JOB NAME : 3413-B POLYGON NW - P2 • Scale: 0.3991 ,704 WARNINGS: GENERAL NOTES, unless otherwise noted _ -, Truss P2 1.Builder and erection contractor should beadvised ofall General Notes This design is based only upon the parameters shown ands for an individual 2 1 N. X7 •`EGON and Warnings before consirudlan commences. building component.Applkab lay of design parameters and proper 2.2x4 compression web bracing must be installed where ehown4 mtwrpatalon of component Is the responsibility of the building designer. A q Q 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom unless braced to be laterally braced at �_Y� 7 �, Is the responsibility of the erector.Additional permanent bracing of 2 o c and at ea c.c.eush cc sly unless throughout their length by [, IT :3 DATE: 11/30/2015 the overall structure s the responsibility of the building designer. continuous2xI sheathing such l b acng requirede Erste s and/or drywall(BC). [ �� 3. tmptof isor itemsbradnglof whereshe co•ca {.�"ii SEQ. : K 15 612 0 8 4.No load should be applied to any component until after all bracing and 4.Installation o!truss is the responsibikly of the respective contractor. ,a l+!1.. fasteners are complete end at na time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for ary condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NA bearing at all supports shown.Shim or wedge if cV p �w A��Jq� z� fabrication.handling,shipment and installation of components. 7. 16 ne ry' 'CAP�'Tt� J� 1'G/J1G/5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locaassumes teeduon bold facesate lof trus ss,andplaced so their center G J t I-GV TPkWICA in SCSI.copies of which will be famished upon request. lines coincide with Joint center lines. d. November 30,2015 9.Digits indicate she or plate in inches. MiTek USA,Inc./CompuTrus Software 7.8,7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1986(MiTek) ThisPacifidesLumberign preparedand fromTruss-BC computer input by c TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 TC: 2x4 KDDF #16BTR LOAD DUSAAIED I2CR0ASE C 1.15 2-3=(-139) 113 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 3-9=( 0) 50 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 273V -119/ 49H 5.50" 0.94 KDDF ( 625) OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 907V 0/ OH 5.50" 0.65 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DE FL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 ,r MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" ,r fMAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 12 Q 6.00 1 M-1.5x3 Designesisting conforms ystem and components and cladding criteria. Wind: 140 mph, h=15f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, Iliiiii..... 401s (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 r 0 el 'T 5-mMi. 3 9 0 M-1.5x3 M-3x9 0-05-12 6-00-04 6-06 1-00 ���to PROF S'�1 ��� �NG`N .0 •-47...- 89782P1: ' • JOB NAME : 3413-B POLYGON NW - P3 • Sale, D.5233 =� �' WARNINGS: GENERAL NOTES, unless otherwise noted / y pRE OREGON .` 1.Builder and erection contractor should be advised of all General Notes 1 This design s based only upon the parameters shown and s for an ndsidual Fi}.. Q Truss• P3 and Warnings before construction commences. building component.Applicability of design parameters and proper /I` b 0, incorporation of component is the responsibility of the building designer. "' ��T'F� ^, t� mf 2.2x4 compression web bracing must be Installed where shown*. 2.Design assumes Me top and bottom chords to be laterally breeed at R 3.Additional temporary bracing to Insure stability during construction 2'o c.and at 1P o.c respectively unless braced throughout the r length by am,yry Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). � PAUL '* :-- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown." No load should be applied to any component until after el bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 15 612 0 9 4 fasteners are complete and al no time should any loads greater than 5.Design assumes trussesare to be used n a non-corrosive environment, and are for•dry condition.'of use. v ' fT TRANS ID• LINK design loads be applied to any component. 8,Design assumes full bearing at all supports shown.shim or wedge if EXPIRES: 2/31/201�' 8.CompuTms has no control over and assumes no responsibility for the necessary. CC�ACAP" J fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Inc./CompuTnts Software 7.6.7(1 L)-E 10.For basic mnneotor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cg=1.00 TC: 2x4 KDDF #165TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-42) 40 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) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" 0 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" . 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical (s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M L ~ o V I 111 o O 1 2► �/4 M-3x4 b b y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 . PRQ1 _ _u�` . ,star IN67R /02 `t :9'782 PE JOB NAME : 3413-B POLYGON NW - PJ1 Scale: 0.6771 . WARNINGS: GENERAL NOTES, unless otherwise noted . - Truss PJ1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and for an Individual 'FI • P • and Warnings before construction commences. building component.Applicability or design parameters and proper 2.2x4 compression web bracing must be nstalled where shown 0. incorporation or component k the reaponsibgey of the building designer. '47 9'7. /"}� 3.Addltanal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � �+ "1 r4- is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at f Cr o c respectively unless braced throughout their length by ` DATE: 11/30/2015 the overall structure is the responsibltly of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f" �L �'y- 3. Impact bodging or lateral bracing required where shown«a SEQ.: K15 61'21 0 4.No load should be applied to any componentIn until alter all bracing and 4.Installatbn of truss is the responsibility of the reaped*.contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. and are for dry conditionor use. 5.Com Trus has no control over and assumes no re B.Design assumes full bearing et alsnpportsahown.Shimormedgei( EXPIRES 12/31/2016 pu responsibility for necessary. fabrication,handling,shipment and installation of components. 7. ign assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitation set forth by 6.Plates shag be boated on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sbe of plate In Inches. MiTek USA,IncJCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4-(0) 0 BC: 2x9 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-65) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"00. 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) OVERHANGS: 12.0" 0.0•• TOTAL LOAD = 92.0 PSF 0'- 0.0" -41/ 346V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.D" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.039" @ 3'- 1.4" Allowed - 0.333" MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed - 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" 6.00 I/ Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. /- T - o1 2 T).4 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 89782 PE r" JOB NAME : 3413-B POLYGON NW - PJ2 • Scale: 0.6146 • 7 •- WARNINGS: GENERAL NOTES, unless otherwise noted: F.Raider and mention contracla,should be advised of all General Sates 1.ThIs design Is based only apon the parametets s8oan and Is Ion on lndbodvol • OREGON• o • Q'. Truss: PJ2 and Warnings before construction commences bolding component Applicability of Applicability design parameters and proper {? 2.2o4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. w') �t G t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at .tea •"'i R'�! J ��j• s the responsibility of the erector.Additional permanent bracing of oN.and at 10'o c respectsely unless braced throughout their length by ��]T' A V` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 2x Impact sheathing suchrl bracings plywood re uir et whereC)ownand/ar tlrywall(BC). PAUL f j p H g 3.2t Impact bridging or lateral required shown++ r1-l„A{�. SEQ.: K 15 61211 4.No load should be applied to any component until after all bracing and 4.4. tallation of truss Isthe are po si ullitty of yd ntlanon-corrosiveepecNecenvironment, , fasteners are complete and at no time should any loads greater thanDesign assumes s tlesign meas be applied to any component. and are for"dry conation of use. EXPIRES: v Ac J �i TRANS ID: LINK 5.CompuTms has no control over and assumes no responsibility for the 8 Design assumes full bearing at all supportsshown.Shim or wedge if CAPiRE 12/31/2 1 scary. C ITC G C fabrication,handling,shipment and installation of components. 7:Design assumes adequate drainage is provided. November 30,2015 0.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPVWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MTek USA,Inc./CornpuTms Software 7.6.7(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <- 12"OC. CON. 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 PST LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -46/ 902V -20/ 99H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL - -0.092" @ 3'- 4.8" Allowed = 0.593" T 'r MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 3 Design conforms to main indforce-resisting system and components and cladding criteria. '' Wind: 190 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. c 0 r1 re o f re 0 Io /- 1 2�� 9� M-3x9 1 1 1 1-00 6-00 nn (PROVIDE FULL BEARING;Jts:2,4 3 flt,t) P R.Q/`� _-,:... "0-,--,,04pIIV ,�91Q2 `9782PE re JOB NAME : 3413-B POLYGON NW - PJ3 Scale: 0.5762 WARNINGS: GENERAL NOTES, unless otherwise noted: / -i-� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual F EG ON PJ3 and Warnings before construction commences. building compenenIApplicability Idesignparamotarsandproper . ZQ Q 2.204 compression web bracing must be installed where shown.. incorporation of component a the responsibility Orme building designer. �) ` �.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords m d throe ally braced at 7� �� "� s the responsibility of the erector.Additional permanent bracing of co c and at IT o.c.respectively unless braced throughout their length by ` 1 mous sheathing such as plywood sheathhate a antllor tlrywall(BC). P'd" j i+ 1 .--:--- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a* {,J SEQ.: K 15 61212 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for 10(condition.of use. S.CompuTrushasnocontroloverantassumesnoresponsblityforthe 8.D�sg assumes lull bearing at all supponsshown.Shim orwedge if EXPIRES: 12/31/201e fabrication,handling, nem., at shipment and almitatio s components. 7.Design shall adequate tondrainage Is truss, . November 30,2015 8.This design is fumished subject to the limitations set fold by 8.Plates be located on both faces of truss,and placed so their canter TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. M)Tek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2-3=(-50) 15 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) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -68/ 301V -6/ 93H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -19/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" T f MAX BC PANEL TL DEFL - -0.001" @ 1'- 0.1" Allowed - 0.067" 12 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" 6.00 F7' 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=1.6, Truss designed for wind loads 3 in the plane of the truss only. 0 o ti re 0 oPA0 o 1 2 41111.--- M-3x9 b ), 1' 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4,3 1 -' e9782PE r JOB NAME : 3413-B POLYGON NW - SJ1 ,... i Scale: 0.6957 ,:/ MIMI WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be edoised era::General Notes 1.This design Nbased onyupon the parameters shown and Isfor anIndividual ' OREGON '� • Truss: SJ1 and Wammggbefore congtnt ommenea buIdmgcomponent.Applcabl6yotdesgnparametersandproper r, Q• 2.2v4 compression web bracing must be Installed where shown+. incorporation of component re the responsibility of the building designer. �(} 3.Additional temporary bracing to neuro stability donne construction z Deign assumes the top and bottom chorda to be throughout braced at T� A --A•6--,,,#..- is the responsibility of the erector.Additional permanent bracing of continuous c and at 1 V o c respectively asrvey unless braced their length by ` • DATE: 11/30/2015 the overall structure Is the responsibility f the buildingt nous sheathing such plywood sheath ng(TC)and/or drywan(BC). J'�iti 7 l� p y o designer. 3.2v Impact bridging or lateral bracing required where shown++ 47 PI'1 {� I SEQ.: K 15 61214 4.No load should be applied to any component until alter all bracing end 4.Installation of truss Is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design a non- corrosive trusses are to be used in a nonorrosive environment, TRANS I D• LINK design loads be applied to any component. and are or'd y conditionof use. 5.ten puTrus has no control over and assumes no responsibility for the 6 Designs Design assumes full bearing at al supports shown.Shim or wedge If I fabrication,handl) shipment and installation or cora ^'s EXPIRES: 12l3�11201-Fs rise smen components. 7.Design shall belcded oneothi ageNoe i&tprovided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both mesa of trues,end placed so(heir center TPIIWTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. ION. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 '1 lAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 12 MAX HDRIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 7.. 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=19.7ft, 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 in the plane of the truss only. 2 -/ '' o o F o i1 3 0 M-3x4 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 �tq P PROF-E- .: :9'782 P -• JOB NAME : 3413-B POLYGON NW - SJ1X Scale: 0.7401 F� WARNINGS: GENERAL NOTES, unless otherwise noted " �t' 1.Builder and erection contractor should be advised stall General Notes 1.This design is based only upon the parameters shown and Is for en Individual • 9r OREGON O Truss: SJ1X and Warnings beton construction commences WINNg component Applicability of deergn parameters and proper 2.2v4 compression web bracing must be Installed where shown v. incorporation of component la the responsibility of the building designer. ��j.F'. h� _ 3.Additional temporary bracing to insure stability during construction 2.Design sesames the lop and bottom chords to be laterally bracetlen �[+y T7`( • ,,,,e,,,,2,7,../ rs the responsibility of the erector.Additional permanent bracing of 7 o c.and at ea o c reupectNe y unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility f the building continuous sheathing such as plywood required where)and/or tlrywall(BC). -.74.- 7� PA.1-' 7 ��. pone ty o g designer. 3.2x Impact bridging or lateral bracing shown.. 1,.1 L SEQ.: K15 61215 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK deNgnloads beapplied toany camponent and are of supports gel 5.CompuTrus has no control over and assumes no responsibility for the 8.Design full bearing tall su ns shown.shim or wedge f EXPIRES: 12/(,31/I!016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 TI rG/J IGl! 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss.and placed so their center TPINJTCA in SCSI.copies of which still be furnished upon request. lines coincide wfh joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,InoJCornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weld This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= ( ) BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 2-4= 0 0 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) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 92.0 PSF 0'- 0.0" -62/ 322V -13/ 710 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -49/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 F7, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 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-1.6, o Truss designed for wind loads in the plane of the truss only. f o o 2' 4► -/ M-3x4 l y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.7890 WARNINGS: GENERAL NOTES, unless otherwise noted: .T1.Balder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual • '+OREGON russ: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper `/�` 2.2x4 compression web bracing must be Instated where shown+ ncorporotwn of component Is the recponab Ilty of the building designer. bracing Insurestability during construction z.Design assumes me top and bottom tiaras to be lateral braced al 3.Additional temporaryto Y si and at ip the rep and bott unless bated throughout their length by �� is the responsibility of the erector.Addtonal permanent bracing of continuous sheathing such as plywood sheathing(TE)and/or cftywa(II BC DATE: 11/30/2015 the overall structures the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s a ) PAi I L ;Y SEQ.: K 15 61216 4.No load should be applied to any component until after al bracing and 4.Installation of truss B the responsibility of the respective contactor. 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for°eryantlinomofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes(all bearing et all supports shown.Shim or wedge H EE��// C .1 fy 3.{/�7(� fabrication,handling.shipment and inselletlon of components. necessary. GAP�R�ES. 1fC/J 11'GV1 '.Design haa„mel adequateonPathifa es Is truss, November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center TPgvICA in SCSI.copies of which will be famished upon request. lines coincide with)olnl center Tines. 9.Digits indicate sae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basis connector plate design values see ESR-1311,EBR-t988(MiTek) I • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 POP 0'- 0.0" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -96/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Itiii _,, Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. 0 N rn /- o I o o1► 1111 M-3x4 y y y �cp PRQ, 6 2-00 1-11-11 PROVIDE FULL BEARING;Jts:1,3,2 .' ‹.0.._ . . 00.17\14,. ,f0dF_ :9782PE P" JOB NAME : 3413-B POLYGON NW - SJ2XScale: 0.8965 • WARNINGS: GENERAL NOTES, unless otherwlee noted 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an indWidual -7 OREGON ' Q'. Truss: SJ2X and Warnings be fore construction commences. building component Applicability of design parameters and proper �"� 2.2x4 compression web bracing must beinstalled where shown+ Incorporation of components the responsibility of the building designer. e. �+�[y 4� 1 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom chores to be throughoutty braced at ti r IS the responsibility of the erector.Additional permanent bracing of Inc..and at l V o.c.respectively unless braced their length by a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '' 'AUL '. ' DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K15 61217 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respeONe contractor. fasteners are complete and at no gee should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. sedan esign assumeor"dry s ondbearing use. �/ p�C�'s 5.CompuTrus has no control over and assumes no responsibility for the a necessary. fabrication, ssumes full beefing at all supports shown.Shim or wedge it -ERN' NRE& 12/31/2016 ,y. AF 1-[G fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be beefed on both faces of truss,and placed so their center TPINJTCA In SCSI,copies of which will be furnished upon request. g lines sc iincidde size ojoint center lines. plata in Inches. Mitek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E I0.For baste connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-102) 47 2-9=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -96/ 152V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 199V 0/ OH 1.50" 0.23 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 6.00 MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.067" -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL - -0.001" @ 5'- 10.9" 0Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (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. 0 m m )- o111 0 1 2►� 9►� -/ M-3x9 b )- ) y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 c;; ��GIN �A >Q 782 ;9PE JOB NAME : 3413-B POLYGON NW - SJ3 Scale: 0.6303 IrWARNINGS: GENERAL NOTES, unless otherwise noted: ^ . Truss: SJ3 1.Builder and erection contractor should beadvised ofall General Notes This design sbased only upon the parameters shown and isfor anndiidual OREGON ^rl and Warnings before construct on commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of Na building designer. (01I m y 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced al17.',<4,%i• `�R +i1 3..}" Yy� is the responsibility of the erector.Additional permanent bracing of 2'o c and at l0'o.c.ng respectively plywood unless braced throughout their length by y F �� DATE: 11/30/2015 the overall structures the responsibility of the building designer. 2e Imp continuous sheathing such as adng re used where shownand/or tlrywell(BC>. R L. 3.In Impact bridging or lateral bracing required ++ P SEQ.: K1561218 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 5.Design assumes trusses are to be used in a non-corrosive environment, fasteners are complete and at no time should cry loads greaten than . TRANS ID: LINK design loads be applied to any component. and are for condition. use. S CompuTms has no control over and assumes no responsibility for the 6.Design� n.assumes full bearing al all supports showShim or wedge d v p c fabrication,handling,shipment end Installation of components. ry �'h��!-lEJ; 12/31120.1 ided. 6.This design:sfamished subject tothe limitations set forth by 8.Plates uate tpruss, November 30,2015 8. cbe located Ce bent faces of(rues,and paced so their center TPIM?CA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MTek USA,Inc✓CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-Igoe(MiTek) 1 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y (6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury rM� Dimensions are in ft-in-sixteenths. iiiiik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS „ 2. Truss bracing must be designed by an engineer.For 0-1/1 6 4 wide truss spacing,individual lateral braces themselves c may require bracing,or alternative Tor I ., a bracing should be considered. r O O 3. Never exceed the design loading shown and never �� stack materials on inadequately braced trusses. i2 I O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate pr 7-8 c.a c5.6 designer,erection supervisor,property owner and plates 0-1/0 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 AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use 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-131I,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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. i� Indicated by symbol shown and/or by AWC in the 2005/2012 NDS 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. Ws"' 15.Connections not shown are the responsibility of others. Indicates location where bearings)supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINN o 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with A 10, project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. ,11 BCSI: Building Component Safety Information, I\il j"Fe 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Qualify Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013