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Plans (43) lt'l STPD .Z6 Nill ?`r3 / S1.) S4.4• (hS MiTek6 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. ��ED P R°Fes, ONGlNEF,9 /0 87022PE 9f us 7 A� OREGON t. Y SER 0s A. Hey,- , EX' ' :06/30/ I 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 IE - ��ry,1�� ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhg1 HMTHTkUyEzqd r--_-1 I""-1 1 1-0-0 I 11-2-0 I I 1-0-2 I 11-0-8 I 1-6-0 Scale=1:36.4 3x4= 5x5= 4x6= 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 "` -iI �iI �iI -i► 1 rwirir N Ij?,_ I ,��►Z11,�Ll e logNi PM. ail Fri 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I I 4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= I 1.1.0 I 18-6-8 I 21-4-0 1-1-0 17-5-8 2-9-8 Plate Offsets(X,V)- [1:Edge,0-1-81,[12:0-1-8,Edqel,[13:0-1-8,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 0.74 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 lncr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:110 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)*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. (lb)-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, 27-28=0/1259,26-27=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. 3)Refer to girder(s)for truss to truss connections. �ka P R Opp, 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'`� s�' at the bearings.Building designer must provide for uplift reactions indicated. ,\ , , G- NEF,9 �p2 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 2P E -Yr- 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. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). - Cl1\ r N y 4j, OREG N ct, O1v LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 0O��BER 11�QC' Uniform Loads(pit) S A HES Vert:22-35=-8,1-21=-80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 1 6 _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Mil 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 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 R45996178 PL15-399_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 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 1 1-0-0 1 1 1-1-10 1 1 1-2-0 1 p-7-211 1-2-0 1 1-2-0 11 1-2-0 1 1-2-0 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 • .. o o_ o_� /\:/\:/ Na O. a a \B G 30 29 28 27 26 25 24 23 22 21 `J2Qp`'oV 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4 = 14-2-2 I 13-0-2 13-7-21 I 19-11-4 13-0-2 0-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,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 0.45 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. 2 44, 9 ' 87022PE r N rN N -7 �'$, OREGON (15' 'A0, AMBER 1\ O OS A. HS?' EXPIRES:06/30/2017 November 30,2015 / I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. 1+ Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 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 R45996179 PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:25 2015 Page 1 p(:}_1.411 ID:zs2ygYHMYIt1_Z1 p9y12t1 yAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEzqa 1 1-10-8 1 1-� 1 1 1-2-0 II 1-0.2 1 1 1-3-12 11-3-0 1 Scale=1:38.1 304= 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 as m D o® �e 0 0 D 0 D /® \ 0 o la' M 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 1 2-1-8 1 12-10-14 13-5-1 1 19-7-0 22-4-12 1 '0 2-1-8 10-9-6 7-o -7-o 5-6-2 7-9-12 Plate Offsets(X,V)- [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 Incr 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. (Ib/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift 22=-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(lb)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. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��`* D PR Qf . 3)Refer to girder(s)for truss to truss connections. s 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �,"s ,,,, I NEF,q v0 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 9 be attached to walls at their outer ends or restrained by other means. ° 870 2 P E c 6)CAUTION,Do not erect truss backwards. / N 1-..4,N, S. U2, CV ti, OREGON -y Q./ l'OnAMBER \� '\- S A. H.# EXPIRES:06/30/2017 November 30,2015 4 P ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 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 R45996180 PL15-399_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Muck Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-n07W08aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 II"-----, Scale=1:37.1 3x4= 1.5x3 II 4x6= 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9)*>l < 3 N o a / \ a Ia a -® IN 23 22 21 20 19 18 17 18 15 4x5= 3x8 = 3x8 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 I 21-3-0 I 2-11-0 18-40 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) I/defl L/d PLATES GRIP TCLL 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 IBC2012/TP12007 (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 Uplift23=-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. c�co� ,\G �Wo 2 cc- 87022P� 9r 4 -7 -0j,OR GON (15'Q�N On MBER 1 , S A. HS?‘ EXPIRES:06/30/2017 November 30,2015 I WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based onlyupon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicabity 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SP11 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 R45996181 PL15-399_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:27 2015 Page 1 ID:zs2ygYHMYIt1_Z1 p9y12t1 yAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY I 1-0-a I W141_1,2=0_1r 7-211 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 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 N N O Thi • O O O e 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 I 14-4-14 11-11-114 1 21-4-0 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,V)- [17:0-1-8,Edqe],[27:0-1-8,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 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber 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 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) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-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. 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 (cQ.EO P R OxFS attached to walls at their outer ends or restrained by other means. ��\Co'\ �NGI NEL- 6> 87022PE r y 't, OREGO rLQ'O1N 'PO EMBER I1 A H�,��P OS EXPIRES:06/30/2017 November 30,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15-399_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:29 2015 Page 1 ��r1.�� ID:zs2ygYHMYIt1_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n 1 H I8ciLmglUJz2ULTayEzgW 1 1-10-8 1 r 11}_1.'1 11-0.0 I 1 1-2-0 1 1 1-0-2 l 1 1-3-8 1 1-6-0 1 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 e • 5'1 - /Ak A' / \Nr \ / \II V\-WI I -V\ O G1:41111111111111 .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=- 305 305= 14-0-14 1 2-1-8 I 12-10-14 l$-5 1� I 19-7-0 I 22-7-8 1 2-1-8 10-9-6 7-0 5-6-2 3-0-8 0-7-0 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 BOLL 0.0 Rep Stress Inc: 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 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 Uplift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-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. �� P R OFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. K� ss 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 �C3 s GI N' /Q be attached to walls at their outer ends or restrained by other means. C? ifj 5)CAUTION,Do not erect truss backwards. �� 870 2 P E v y\ . OREGO r OWN AMBER \\ OS A . HS?' �P EXPIRES:06/30/2017 November 30,2015 t _ t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall A 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/IP11 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 R45996183 PL15-399_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:31 2015 Page 1 ID:zs2ygYHMYIt1_Z1 p9y12t1 yAg??-8_wPRrehVISDpZz0Aj8F6iN RgWxGlmfbQMzSYSyEzgU ^ t 11-2-D 1(`7-1410-9-0 10-9-0 1�0-9-0 I(3-9-13 (3-9-° °-M 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 .a ❑ ❑ _a e - ❑ ❑ ❑ :. m. ❑ .. a 2a a -\e_ ///`kh-e I/ \ 1/+\ /\ /+\M L AT -A -/ACL -1-❑ m_\ 4 /N 1 \❑ N 1 O 0 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 13-2-14 1 -5-141 1 20-2-0 - I I 13-7-14 8-7-0 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/def/ 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 BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF 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. ��p P R 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. �'� =i N s� 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 �. (GN ER o2 be attached to walls at their outer ends or restrained by other means. Gr✓ -y 870 2PE r N '" N -7 ''Oi, OREG•N ti5OLU 9C, c, BER '\1 .� O- A. HS?' S ' Q' EXPIRES:06/30/2017 November 30,2015 4 ' =MN ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tut 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 Milek` 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/IP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 r1.� ID:zs2ygYHMYItL_z1 p9y12t1 yAg??cAUneBfJG3a4RjYbkRfUfwwfswMS 16HIf0i?4vyEzgT 1 1-10-8 1 D-111}_r��d i 11-0-0 I 1 1-2-0 I I 1-0-2 1 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 354= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 ,± -mAi hl 1 r- /Al\e.N r, \II re\NI r. `�-'/i a ```--�// e __ T1III Et Es . 1N ��qSo 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 354 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 I 2-1-8 1 12-10-14 1 -5-1'[ 19-7-0 22-4-11 1 -7-0 0a-8 5.6-2 2-9-11 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) 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 Incr 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=-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(lb)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. _co PROF-. 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 Sn be attached to walls at their outer ends or restrained by other means. \�� NG)N E�R 1J/O 4)CAUTION,Do not erect truss backwards. �C? 2 87022PE 9c' N -7 �'0j, OREGO r]o �N 'PO AMBER '11 •' �`S A. HS?`\AP EXPIRES:06/30/2017 November 30,2015 e t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design void 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 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 "A iTek" 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/TPI1 Qualify 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 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-YZcY3thaoggoglizsshykL?ykjzsV6H26KB69nyEzgR ,D X0.8-4 I I 1-2-0 I Gr1-7-10I 10-9-0 109-0 10-9-0 10-9-0 I 0.9-0 10-9-0 i Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 304= 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 • ,, o .-� a 4 o_ o_ , _ sa a_ A. e - e , a _, e Nl / \ /\ /\ /\ /\ /\ /\ \ /\ / \ / \a 9 o a. e. 11- 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 1 13-5-12 11 I 20-4-13 1 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edqe] 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 Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (lb)-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. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��VO PROF�rs 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 •< NG]NEF .c1 be attached to walls at their outer ends or restrained by other means. �r\� 'V 2f 87022PE r / yN 'NiV �4), OREGON r Otu 'AOn,..., �M8ER N.os � A H� �� EXPIRES:06/30/2017 November 30,2015 a is.. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777109 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 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property Mita offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. h.46‘.. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q�/�6' 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,indirvidual lateral braces themselves p bracing should be considered.gtive Tor I O TAW 00 Ai 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. C7-8 c6-7 c_. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate , designer,erection supervisor,property owner and plates 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 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and by symbolTrusses are designed planein all respects,equal to or better than that le Indicated shown and/or g ed for wind loads in the 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 l0 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. M'- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ) \ ? reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ligiMin size shown is for crushing only. 4° 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(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. IhUIis not sufficient. hi k BCSI: Building Component Safety Information, ile 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 lot MiTek® 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. cv PRot . mac, GINkEz >� 89782PE yr OREGON `" 1,40 =i. ' -, /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 BC: 2x6 KDDF #1&BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. 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)- 126.0 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)+OL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -46/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC 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'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9`- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IS2ND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE 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=1.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads in the plane of the truss only. '( 320# *320# 12 12 6.00M-4x6 .M-6x6 4 6.00 1111101111:11 E _Al rn M O1 ��I Tr * 5 6 ** 4 I 0 M-3x5 M-3x4 M-1.5x3 M-3x5 o 5-08-08 3-10-12 5-06-12 y y c DP.ROPF 1s oz . Ns [N ,7c / 89'782PE c- JOB NAME : 3413-B POLYGON NW - Al • Scale: 0.4009 l�C MIMI,. WARNINGS: GENERAL NOTES, unless otherwise noted: ..y" �°! 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 / OREGON 1, Truss: Al and Warnings before construction commences. buildingooeponenl Applicability of design parameters and proper 2.2z4 compression web bracing must be nstalled where shownincorporation rmmponem is the responsibility of the building designer. � ' �,.. ,�G� y 3.Additional temporary bracing to Insure stability during construction 2.Design assu es the lop and bottom chortle to be laterally braced et ir ` j+ Is the responsibility of the erector.Additional Pennanen[bracing of 2'o c and at td o.c.each as ly unless braced throughout their length by /� oR v continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n'AU1.- '` DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown*+ 1'�' SEQ.: K1561174 4.No load should be applied to any component until after all bracing and 4.Instantionoftruss issthe seeareponsibRlgofthe respective contractor. . fasteners are complete and at no time should any bads greater than 5.Desi 1 t be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and Design areS mescondlnon ofg use. Poowedge i 5.CompuTms hes no control over and assumes no responsibility br the 6.Oefull begun at all supports shown.Shim or f -EXPIRES: XP I RES:.12/31/2016 2/31/2.01.6 necessary. C/1e 1-1 C/J LV V fabrication,handling,shipment and installation ofcomponents. 7.Design assumes adegaare drainage is provided. November 30,2015 forth b 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 TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1G 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 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 153 4-3=(-47) 587 WEBS: 2x4 KDDF STAND • LOADING TC 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"01. UON. DL ON BOTTOM CHORD= 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PIF 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 "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 HORIZ. 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 P 7-10, 7-07 7-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 IIM-4x4 " 6.00 in the plane of the truss only. 4.0" 2 �, • 1.1 o I Imo4 © v.4 1** 4 ** 3 M-3x4 M-1.5x3 M-3x4 0 k > b 7-07 7-07 y 15-02 y tVD PROFcs -5 �G[N4i • • ' 89782P E r- • • JOB NAME :• 3413-B POLYGON NW - A2 „�� --..► Scale: 0.4009 -Waif WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 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 �". Truss: A2 and Warnings before construction boildmg component.Applicability of design parameters and proper f' y . �'` incorporation of Is the responsibility of building designer. 2.2x4 compressionweb bracing must be installed where shown*. 2.Design assumes the lop and bottom horde to 0e laterally bated a 7 4 :J t� R._ 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10 o.c.respectively unless braced throughout their length by �/ `� is the responsibility of the erector.Additional permanent basing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). _ �1 �r } DATE: 11/30/2015 the overall structures the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*e �, ♦- SEQ.: Ki5 6117 5 4.No bad should be applied to any component until after all bracing end 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no Uwe should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for dry condition"of use 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes hill bearing at an supports shown.Shin or wedge it EXP RES: 12/31/2016 ssnry. fabrication,handling,shipment and installation of components. 7.�„gn 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 so their center TP WJTCA 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 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=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 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/ B1BV -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 'COND. 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 10PSF 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" 0 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 '1 T 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=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, IEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 2 `r 0 O f AVIAIIIIIIIMII 11/ N nil 111. 0 5 ** 6 0 M-3x4 M-3x8 M-4x8 y y ♦1210# ♦6378 y 4-00 4-00 y 8-00 y . , ti) PRQkF 86782PE• JOB NAME : 3413-B POLYGON NW - AGIRD / . - - Scale: 0.4610 _►/ - WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Balder and erection contractor should be advised of all General Notes 1.This desgns based only upon the parameters shown and is for an indNidual N. Truss: AGIRD and Warnings before construction commences. baling component Applu:ablty of design parameters and proper 4/L_ rt/Q' 2.2x4 compresson web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. :�„�y� V� _ ` -V 3.Additional temporary bracing to stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 :ot i. Is the responsibility of the erector.Additional permanent bracing of Uo.s.and at10'o.c.respectively unless braced throughout their length by ` '�+ DATE: 11/30/2015 the overall structures the responsibilityf the buildin cont pacts sheathing such as acing required sheath ng(TC)ownand/+tlrywall(BC). PA i ) F{ o B designer. 3.2x Impact.site th or such bracinplywg required where shown++ �+I SEQ.: K15 6117 6 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 baits greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if .EXPIRES. 12/3'112016 fabrication,handling, hl pones ry e shipment to the installation o(com is. 7.DPlates lat shall belced oneothi face is truss, 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 TPWJfCA 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./CompuTrus Software 7.6.7(1 L)-E 1G For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer 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 1-2=( 0) 50 2-4= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-42) 40 (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/ 88V 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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" @ 1'- 1.5" Allowed = 0.145" 1, 1' 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 HORIE. 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,BCSL=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 r1 ,_ ti 0 aNI p 1 2111. 11H'ti..."4-11 11111.-2:17. 1, M-3x4 k > ,1 1-00 PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 • D EQ PRO e- ��5 ;. -- • .� /� `4, 89'782PE �" JOB NAME : -B POLYGON NW - AJ1 , Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted' Truss AJ1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands tor an Individual :$74/6-.0. REGON 11 • and Warnings before construction commence: building component.Applicability of design parameters and proper - v ^ 2.2s4 compression web bracing must be Installed where shown+ Incorporation of component Is the responsibility orthe building designer. 2V 3.Adddwnal temporary bracing to insure stability during construction 2.Design assumes the top and bodom chorda to be laterally brand at �R v• -.R �_p� is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced Throughout their length by /._ 7 _ i . DATE: 11/30/2015 the overall structure Is the responsibility of the buildingcontinuous sheathing later l bracing plywood required sheathing(Tc)s own+tlrywall(BC). T designer. 3.In Impact bridging or lateral e where shown++ SEQ.: K 15 61 17 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 Toads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, - - TRANS I D: LINK design bade be applied to any component. and are for dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or castles if C1�.//[[�� pc�a fabrication,handling,shipment and installation of components. 7ry. CMl-�7-1-C a7• 1 �`�,`.�-' ` 6.This design is furnished subject to the limitations set forth by 5.Pae"halm`bods ed°naothiface'o trussa°. November 30,2015 8.Plates mail be located on both faces of truss,and placed w their center TPIIWfCA 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 70.For bask connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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 #1&BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. ION. 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" -50/ 396V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL - 25 POE 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. 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'- 0.0" 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 - 0.296" 3-11-11 MAX BC PANEL TL DEFL - -0.034" @ 3'- 1.4" Allowed = 0.333" f l' MAX BC PANEL TL DEFL - -0.003" @ 4'- 1.4" 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: 140 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 /- FA T /- 1 ►' 11021014 M-3x9 y b ,k 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 -r Cl PROF li 89782PE r' JOB NAME : 3413-B POLYGON NW - AJ2 _, f/ ' • Scale: 0.6146 /' x1 WARNINGS: GENERAL NOTES, unless otherwise noted: Sr4 +]' 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 anlndi dual -' OREG•ON �, Truss: AJ2 and Wamings before construction commences. building component.Applicability of design parameters and proper s- - 2,2z4 compression web bracing must be installed where shown Y. incorporation of component is the responsibility of the building designer. -7.A.--- (79 fl {� 3,Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to dbt laterally braced at • "] - Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at t 0 o c respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the building desl continuous sheathing such as acing rplywooequired uired n ere s acidic,Orywall(BC). • 41r-All 1"1l �"76 p ry g goer. 3.2s Impact bridging or lateral bracing required where shown+♦ - BAU1-l� SEQ.: Kl561178 4.No load should be applied to any component until after aA bracing and 5.4.Desllat ewion ftruss meuts Is the e onpo onsi ulliytlity fIthe respecctvevcontrractonmant, Bslaners 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. 6.Design assumes NII bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES: 12/31/2016 ssa, 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 shaA be located on both faces of truss,and placed so their center TPPW1 CA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lees. 9.Digits indicate s¢e of plate In inches. MITek USA,Inc./CompuTms Software 7.6.6(1 L)-E 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 1-2=( 0) 50 2-9=(0) 0 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 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" -57/ 902V -22/ IOBH 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 79V 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 10PSE 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" 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" f 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. 0 M m o /- 1 1 o , 1 2 1118M1 a o M-3x4 b b y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 -0) (rj/�A k- Y0 89782-PE mac"'' JOB NAME : 3413-B POLYGON NW - AJ3 • Scale: 0.5762 .....!.../ WARNINGS: GENERAL NOTES, unless otherwise noted' / /A�1/�I Truss AJ3 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 OREGON and warnings before construed.commences. building component.Applicability of design parameters and proper de Q 2.2x4 compression web bracing must be installed where shown 0. Incorporation of component s the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterolty braced at �5'- .�R yi..-, ��_ is Me responsibility of the erector.Additional permanent bracing of enc.and at 10 o c respectively unless braced throughout their length by T DATE: 11/30/2015 the overall structure is the responsibility gImpact srdggior atehasacing requirede et whereayown«drywall(BC). � �� p ly ofthe building designer. 3.2x Impactortruss bridging or lateral Pon ng shown++ SEQ.: K 15 6117 9 4.No load should be applied to any component until alter al 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 lessee are to be used in a non-corrosive environment, - TRANS ID: LINK design bads be applied to any component. and are or dry condition.aruse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If �/[� fabrication,handling,shipment and installation of components. necessary. EX I E". : 12/31/2016 5.This design is furnished subject to the limitations set forth by T.Design assumes b ctled on drainagefis truss, andd. 30,2015 8.Plates shall be located on both feces of trues, placetl so their center TPINSTCA in SCSI,copies of which will be furnished upon request. lines coincide with lois center lines. • MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E S.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-7311,ESR-1500(MITA) 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 #16BTR SPACED 24.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.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 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF 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 = 0.041" @ 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 17"" 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,SCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads CV in the plane of the truss only. ti oer M o f 0 i 1 5 0 M-3x4 y k y 1-00 6-00 1-05-15 {CJI ROVIDE FULL BEARING;Jts:2,5,3,4 I '41•,:V.:' �'" a (:,)`3 JOB NAME : 3413-B POLYGON NW - AJ4 • _1 • Scale: 0.5937 / /', •- j \ �� WARNINGS: GENERAL NOTES, unless otherwise noted: .�. \'� � " 1.Builder end erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and a for an indrvtlual ./O_ REGON ' �. Truss: AJ4 and Warnings before construction commences building component.Applicability of design parameters and proper - V r, a L 2.2x4 compresswn web bracing must be nstahed where shown+, incorporation of component k the responslbllby of the building designer. Cf (� Ya` 3.Additional temporary bating to nears stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at 9R �Ry i\ , 2 os.and at 10 o.c. NeN unless braced throughout their length by s the responsibility 0 the erector.Additionalsash e permanent bracing of continuous sheathing such as plywood sheathing(TC)andlur Erywall(BC). - P + i L. s[ _ DATE: 11/30/2015 the meet structure is the responsibility of the building designer. 3.24 Impact bridging or leteral bracing required where shown++ A_W SEQ. : 5<15 6118 0 4.No load should be applied to any component until after an bracing end 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 busses are to be used in a noncorrosive environment, and TRANS ID• LINK design loads beappledto any component Design for•drysonmbor grata. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if -EXPIpES: 12/31/2016 ,y, CAcT` 77-'lYC�7 fabrication,handling.shipment andlnatallation 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 so their center TPIMRCA 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,lno./CompuTrus Software 7.6.6(1 L)-E 1D.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 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3-10=) -61) 965 206 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1319) 6879 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=(-5910) 1106 12-13=(-1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6698) 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- 3=( 0) 130 BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-9412) 831 6-13=(-2514) 548 8- 9-(-9445) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 NOTE: 2x4 BRACING AT 24"01 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 SEARING 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" 5.90 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 9.0" 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 ICONS. 2: Design checked for net(-5 ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (- 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'- 5.0" 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=l.6, 7-11-11 11-06-10 7-11-11 Truss designed for wind loads f f f 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 4598# T T T T T 12 12 6.00 p M-5x12 M-3x6 M-4x10 M-4x10 4 Q 6.00 6 ka NM PIN M-1.5x3 M-1.5x3 3 +. fn rc�� M .1111111111 O -- O / E2', o 10 11 12 13o M-4x10 M-3x10 0.25" M-4x10 M-3x10 **y I 1 o M18HS-7x14(S) M-1.5x3 2 2 1440# 2 2 ,, Tc() PROP 1-00 7-04-12 5-01 22 0807- 6 4 4-11-04 7-04-12 y _ �SN� � <N1�� ;:9'782 P t JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2244 WARNINGS: GENERAL NOTES, unless otherwise noted , 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an individual p OREGON Truss: B1 and Waco ngs before Cstrucso commences. bedding component.Applicability of design parameters and proper (, • 2.2s4 compression web bracing must be installed where shown+. incorporation of component b the responsibility of the building designer. �+} A� 3.Adrift Dost temporary bracing to Insure stability during construction 2.Desgn assumes the top and bottom chords M be lalaralty braced at j� �• t,� - y�� Is the responsibility of the erector.Additional permanent bradng of 2'oc and a110 o.c.respectively unless braced throughout their length by T y '- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuous sheathing such l b plywood required mg(TC)and/or tlrywell(BC). • • PAUL ...} ('� 3.2a Impact bridging or lateral bracing required resile shown** 3"'r IVI `` SEQ.: K15 6118 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiAty 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 fodry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design cea assumes Nll bearing at all supports shown.Shim or wedge it 1,/[�t �'+S I�jjrj.}JYy/'{.A�^r fabrication,handling,shipment and installation of components. ry EXPIRES. y2/ l/-Ci•/'1 V d. 6.This design isfumishedsubject tothe limiationsset forth by 7.Designessahall sadedon drainageistpruss,an November 30,2015 8.Pies c coincide be with join center lines. B.Digits indicate see of plate In Inches. MTek USA,IncJCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2998) 628 1-5=(-568) 2526 5-2=( -232) 1259 4-7=(-1989) 446 BC: 2x6 KDDF 4$15815 SPACED 29.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x9 KDDF STAND 3-9=(-1408) 392 6-7-( -99) 109 6-3=( -119) 568 LOADING 6-9=( -506) 2308 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. 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) Cl'- 0.0" -394/ 1658V -42/ 1055 5.50" 2.65 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSE 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" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -',- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX 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 = -0.039" @ 3'- 0.0" Allowed - 0.972" 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. lyvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 5" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" ** For hanger specs. - S,me approved plans 6-02-11 1-09-05 T f Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. T 1' 1' Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 load duration factor=1.6, Truss designed for wind loads M-3x5 in the plane of the truss only. 9 -/ �D 1il M-3x6 2 N II o @@ HANGER BY OTHERS TO APPLY CONC. M LOAD(S)EQUALLY TO ALL MEMBERS. _.A111111111111141111G in III co o f l 5 6 +x 7 O M-3x4 M-3x4 M-7x8 M-3x8 y ♦1210# *637# . ♦2330# , 3-00 r 2-09-12 2-02-04 y 8-00 b PR D OFFcS, IP782PE JOB NAME : 3413-B POLYGON NW - BGIRD W/ /�A"/� /{\ ^/ Scale: 0.4699 •- a. .- ---...- WARNINGS: GENERAL NOTES, unless otherwise notetl .y /r'� A' ' 1.Binder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an Individual lr�()REooN ^ s..,� Truss: BGIRD end Warnings before construction commences builengcomponent.Appncabgltyofdeagnparametersandproper /. A 2 �' 2.2x4 compression web bracing mud be Installed where shown 4. incorporationofcomponent Is the responsibility of the building designer. . bb _ 1 v. 2 Design assumes the top and bottom chords to be laterally braced at Sl r�. � 3.Additional temporary bracing 10 insure stability during construction 2•o.c.and at 10'o.c.respectNely unless braced throughout their length by 's the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). BA U} Qi`. DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where shown+a e•• 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. SEQ.: K 15 6118 3 fasteners are complete and al no time should any mads greater than s.Design assumes trusses are to be used In a noncorrosNe environment, TRANS ID: LINK design loads be applied to any component. and are aorrume condition"ea supports gal 5.CompuTrus has no control over and assumes no responsibility for the 6 n0eceseary. hill bearing at Ow ds shown.Shim or wed f EXPIRES 12/31/2016 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015-EXPIRES: 6.This design is furnished subject to the limitations set forth by B.plates shall be located on both faces of truss.and placed so their center TPIIWICA in BCS!.copies of which will be furnished upon request. lines coincide with loll center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc✓CoelpuTnts Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-f 966(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 4WR/DDF/Cg=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2-(-22) _ BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 25 2-9-(0) 0 TC LATERAL SUPPORT <- 12"OC. DON. 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/ 248V -4/ 36H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) 12 LL - 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 p 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 = 0.003" @ -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=19.4ft, TCDL=4.2,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, M Truss designed for wind loads 2 '11'0 ram o in the plane of the truss only. M o , o o o f- 1 /' 119 M-3x9 y 1-00 y 1-00 y -e„E.0 PR Q1 (PROVIDE FULL BEARING;Jts:2,4,4 �� --1N- � S• JOB NAME : 3413-B POLYGON NW - BJ Scale: 1.1073 .� •'y/ WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'f�-- OREGON 'uu Truss: BJ and Warnings before construction commences. building component.Applicability of designtens and parame proper 2.244 compression web bracing must be Installed where shown+. incorporation of component a the responsibility of the building designer. A// 3.Adde onal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be IateralN braced at /k iQ tr:-,1 -:'.4. 7..� is the responsibility of the erector.Additional permanent bracing of 2o.c.and e110 o.c reach as plywood unless braced ihroughd/their length by I'Y/� r i DATE: 11/30/201rJ the overall structure is the responsibility of the building designer continuoussheathing suchilacng re wire where sown+tlrywell(BC). (� R\ � 4.No load should be applied to any3.rat Impact bridging or lateral bracing required where shown++ 1"� SEQ.: K 15 611 B 4pP component until after all bracing and 4.Installation of truss is the responsibility of the respecthm contractor. fasteners aro complete and at no time should any loads greater than 5.Design a es mases are to be used Inc non-corrosive environment. - TRANS I D: LINK design bads be applied to any component. and are for Condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ce ry. EXPIRES: '121311 ifs 8.This design Is furnished subject to the limitations set forth by T.Peds shall beeaadeduoneothi face lotruss,an NOV@filb@r 30,2015 e.Plates strati be locetee on beth feces or trues,and placed so their center TPIAMCA In BCS(,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc./CompUTNs Software 7.6.7(1 L)-E 9.Digits indicate size of plate hr Inches. 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 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL 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 2-15=(-2648) 11304 15- 3-) -758) 3660 11-22=(-269) 1800 2x6 KDDF #168TH T2 2- 3=(-12816) 3050 15-16=(-2302) 9729 3-16-(-1936) 366 22-12-) -92) 390 BC: 209 KDDF #1&BTR LOADING 3- 9=( -8796) 2256 16-17=(-1950) 7802 16- 4=) -12) 599 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x9 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 39'- 0.0" V 5- 6=) 0) 0 18-20=( -108) 904 17- 5=( -330) 2139 2x4 KDDF #168TH B TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7-) -7229) 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"01. UON. 8-10=) -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"OC. UON. TI CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20-(-2058) 7992 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=) -388) 1234 11-12=( -6882) 1862 20- 8=( -729) 422 NOTE: 2x9 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 10PSF 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/ 3B01V -95/ 95H 5.50" 6.08 KDDF ( 625) 39'- 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 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, COND. 2: Design checked for net psf) uplift at 24 "00 spacing. 9" oc in 1 rows) throughout 2x9 bottom chords, 9" oc in 1 row(s) throughout 209 webs. 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" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed = 1.654" j' 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" ,{2-09-12 4-05-08 MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed - 0.133" 2-09 'r 0-0105 2-08-08 � �3-04-02 ,r j f .f ,r-' f f f f . T MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" =M-4x4+ +597.30# M-3X8 ' +597.30# 12 T 12 Design conforms to main windforce-resisting 6.00M-5x6+ Q 6.00 M-3x6eereiiisystem and components and cladding criteria. M-5x6+ .M-3x6 6 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, fee. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x10 M-5x6 load duration factor=l.6, M18HS-5x16 �i/�' n. Truss designed for wind loads ` _ '` in the plane of the truss only. M-3x4 - q M-1.5x3 2 M-2.5x9 or equal at non-structural diagonal inlets. °17 M-3x6 1111 00 M-9x10 -'� 2 ,v' o�I l�jri-15 16 17 19: '' 91 "'K q z M-3x4 M-3x8 0 18 20 �,1 22 `� o o M-1.5x3 14-3x10 0.25 M-3x8 M-3x8 I 0 0 M-7x10 43.75 M-5x8(S) �� ROP' 12 1, 1, 1• 1- 1 1, 1' b y - - 05-0y-09-12 2-11-08 5-02 4-11-08 3-07-10 3-09-06 8-02-12 � twu(nE•67. /0_ , V J, y y yy k 0 05-08 10-09-08 20-09 y 0� - m�9782 v"' E 1-00 34-00 1-00 • , JOB NAME : 3413-B POLYGON NW - Cl "r J Scale: 0.1978 �- WARNINGS: GENERAL NOTES, unless otherose noted. j�_}/''e�le-'EGON(�o I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for anndNidual .,�f� L/' ✓ _ Truss: Cl and Warnings before constructon commences building component Applicability of design parameters and proper ? 5 `IR s 2.St4 compression web bracing must be installed where shown+, incorporal on of component ts the responsibility of the bribing designer. •�T' 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chorda to be laterally braced et is the responsibikty of the erector.Additbnal permanent breclig of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 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. 3.2x Impact bridging or lateral bracing required where shown"" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respecthe contractor. 'EXPIRES: IBJ / ( �+ SEQ.: K1561186 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 12/ 1/ V1V design toads be applied to any component. and are fordry condition"of use. TRANS ID: LINK 5.CompuTmshas nocontrol over and assumes noresponsibility for the 8.Designassumesullbealedraig e ellsupponsshown.Shimorwetlgelf November 30,2015 necessfabrication,handling,shipment and installation of components. Design 7.Plates halll ha assumes one both ce is truss, a 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of antl placed so their center TPWJICA in BCBI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sbe of plate in inches. M7ek USA,Inc./CompuTrus Software 7.6.6(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 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x9 ROOF #16BTR SPACED 29.0" O.C. 2- 3=(-2510) 513 10-11=(-259) 1799 10- 9=( -15) 946 WEBS: 2x9 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1799 4-11=(-692) 235 LOADING 9- 5=(-1611) 937 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 937 11- 6=(-692) 235 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2275) 988 6-12=( -15) 996 TOTAL LOAD= 92.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 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(S) 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/ 1542V -187/ 187H 5.50" 2.97 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) '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 = -0.232" @ 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 T f 'f Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T T T 1' T 1' T Wind: 140 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 -hf in the plane of the truss only. M-5x6(5) N M-5x6(S) 0.25" •0.25" 4 # /\*N/M-1.5x3 M-1.5x3 rnd' 1 = as MN , y 10 11 12 C II -M-4x4 M-3x4 0.25" M-3x4 =M-4x4 ie I D 44 y y M 5x8(S) y y --4<<,:-. " c3 PRO, y y 8-09-04 8-02-12 8-02-12 8-09-04 \ .'�'.� �N k/9i l0 1-00 34-00 1-00 • "7`" : 89782(E t--.. JOB NAME : 3413-B POLYGON NW - C2 • Scale: 0.1727 v i% 0101 WARNINGS: GENERAL NOTES, unless otherwise noted. . Truss C2 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 74 OREGON O s • and Warnings before construction commences. budding component.Applicability of design parametere and proper 2.254 compression web bracing must be nstaIled where shown.. incorporation of component k the responsibility of the building ng designer. (,}J' `� �j,� 3.Additional temporary bracing to coeurs stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '�-. `�R 7'. 1 �_ `y.' Is the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 0.5.respectively unless braced throughout their length by ( 7 �_l DATE: 11/30/2015 the overall structure sme responsibility of the building desgner continuoussheathingogaterhl asplywoodrequired,trere shown a tlrywall(BC) R4 V 3.2x Impact bridging or lateral bracing where ++ P SEQ.: K 15 61 18 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibly of the respaotNe 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 be applied to any component. and era o dry condibon of use. 5.CompuTrus has no control over and assumes no responsibility for me fi.Design assumes lull bearing al all supports shown.Shim or wedge if -EXPIRES: P' /3 / 0 fabrication,handling,shipment andInslallalion of components. necessary. 6.This design w furnished subject to the limitations set forth by 8.Pat"hallb assumes adequate tdrainage Page Is trussed. November 30,2015 8.Plates shall be located on born faces of truss,and placed so their center TPIAMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate sifts or 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=(-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 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=( 0) 371 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 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 POE Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOR A 20 PSF 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 REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) '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 = -0.182" @ 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" 11' 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 T T T T T T T T 12 12 Design conforms to main windforce-resisting 6.00 IIM-6X6 Q 6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 .(-41 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .1%, load duration factor=1.6, M-1.5x3 M-5x6(5) Truss designed for wind loads in the plane of the truss only. M-5x6(5) 0.25" 0.25" co 4 Y1 M-1.5x3 e M-3x6 M-3x8 e•-.' ..,....°10 - idiom.-- . \r1:1411111111111,..... r, j ,i1, 12 13: ��m eeI 0 1` M-3x4 0 19 15 6 9 ao ' i M-5x6 o M-5x8 M-4x8 0.25" =M-4x4 - I 0 M-5x6(S) - 3.75 M-1.5X3 12 b J' )' )' b J' b -'��`t} orE Gz- i ' y 2-05-08y 5-03 5-08-04 y 3-07-04 8-02-12 8-09-04 1-00-05-0B 10-09-08 20-09 1-00 'ice` 1� INE.40' L.4,749 - 0, 34-00 4` E . 89782 �'. JOB NAME : 3413-B POLYGON NW - C2-C {/ • Scale: 0.1602 / /'` •- WARNINGS: GENERAL NOTES, unless otherwise noted. �j /"�/`''� 1.Builder and erection contractor Should be advised of all General Notes 1.This design a:based only upon the parameters shown and Is for an individual "1 fO. REGON /r ae„-. Truss C2-C and Warnings before constmctoncommences. betiding component.Hpplloebillty otdes:gn parameters end proper V 2._ 3" 2.2x4 compression web bracing must be installed where shown+ incorporation of component s the responsibilityrda she building designer. • ;(*l� �j V 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at • R 7 is the responsibility of the erector.Additional permanent bracing of 2'o c.and at 10'o c respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sued i^g(TC)antl/or drywall(BC). -. PA U L p ty g 3.2x Impact bridging or lateral bracing required where shown++ n L,J SEQ.: K1561189 4.No load should be applied to any component until after all bracing and 4.Installation allation of truss l the repo sibilbe used in ae respecthre contractor.environmenl, fasteners are complete and al no time should any loads greater than Design assumes tmsses and are for"dry condition"of use. design loads be applied to any component TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lug bearing al al supports shown.Shim or wedge if EXPIRES: 12/31/2016. wary. fabrication,handling,shipment and installation of components. T.Deagn 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 an both faces of Wss,and placed so Meir center TPIAMCA in 8101,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Gigbs Indicate acts of plate in inches. MiTek USA,Inc./ComptTrus Software 7.6.6(7 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 39'- 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 2-10=(-387) 2159 10- 3=( 0) 289 BC: 2x4 KDDF#1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 3- 9=(-1999) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 9- 5=)-1644) 990 12-13=(-920) 2151 11- 5=)-179) 94 TC LATERAL SUPPORT <- 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-1644) 990 13- 8=(-418) 2159 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= 92.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 29"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 BRG5AREA 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/ 15214 5.50" 2.47 KDDF ( 625) 39'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" 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 = -0.119" @ 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" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-09 7-03-09 f fWind: 140 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f f T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=l.6, f f f Truss designed for wind loads 12 M-4x6 M-4x6 12 in the plane of the truss only. 6.00 1„. M-3x4 6 5 Q 6.00 M-3x9 di/////////////////1,AM-3x9 3 7 M o o 0 10 1113 to M-4x4 M-1.5x3 0.25" 0.25"12 M-1.5x3 :=M-4x4 e o oM-5x8(S) M-5y(S) to PR0.4pm •--/ y y y y � • C�N /7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 � . �b y y y 1-00 34-00 1-00 -. s9782PE T- JOB NAME : 3413-B POLYGON NW - C3 • Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwise noted: - N. Truss: C3 1.Builder and erection contractor should be advised stall Ganera Notes Thlsdesign sbased only upon the parameters shown and s for anndNidual l►REGONJ and Warnings before construction commences. building component.Applicability of design parameters and proper r{�.� 11C171/I'H 2.2z4 compression web braGng must be installed where shown+ ncorporation of component is the responsibilM of the building designer. -as � (}y 3.Additional temporary bracing to netts stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at PI1,- S- v V- is the responsibility of the erector.Additional permanent bracing of Y o.c.and at ity o.c respectively sty unless braced throughout thea length by API1,- J('� \ DATE: 11/30/2015 the overall structure is the responsibilitycont pacts sheathing or suchrl as ac plywood required where)ownor tlrywall(BC). �``. of the building designer. 3.In Impact bridging or lateral bracing requ red where shown++ SEQ.: K 15 6119 0 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 in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry oOnditon"Or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: r�J y�Jry/�{ fabrication,handling,shipment and Installation of components. Design C/'k �R GJ� 1L{31IGV1 6.This design is furnished subject to the limitations sal forth by T.Design assumes adequate drainage Is provided. V Cl 8.Plates shat be meatal on both faces of truss,and placed so their cantor November 30,201 5 TPUWfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-Z 9.Digits indicate size of plate In inches. 1o.For basic connector plate design values see ESR-1311,ESR-t988(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 9=(-1944) 494 11-12=(-263) 1708 11- 9=( -98) 542 LOADING 4- 5=(-1644) 990 12-13=(-420) 2151 11- 5=(-174) 99 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-918) 2154 5-12=(-179) 99 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1949) 494 6-12=( -98) 592 TOTAL LOAD = 92.0 PSF 7- B=(-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 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" 2.97 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" • ICONS. 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 DELL = 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 f T Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-09 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, T 1' T 'I' f Truss designed for wind loads 12 12 in the plane of the truss only. M-4x6 M-9x6 -Z:16.00 6.00 4 M-3x4 s • 3x4Ar.: M-3x9 3 7 M o o 1 `e'il� sa ` z ' oM-4x4 M-1105x3 10.25" 0.25"12 M-113 I 5x3 =M-4x4 1 M-5x8(S) M-5x8(S) � cicin R nnpp// i6 • ), ), l ), y l 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 �� WN.e.., ..,( y b1-00 34-00 1-00 --- '. . �' <" • JOB NAME : 3413-B POLYGON NW - C4 ./ '/ . _ __. Scale: 0.1852 . • WARNINGS: GENERAL NOTES, unless otherwise noted: • OpCf'A©wl 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 • OREGON'i VL Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.Zt4 compression web bracing mull be installed where shown+, incorporation of component Is the responsibility of the building designer. Gq(l y-. _, .- 3,Additional temporary bracing to Insure ataNldy during construction 2.Design assumes the top and bottom chorda to be laterally braced at r� 7 s the responsibility of the erector.Additional permanent bracing of 2 o.c and at 10 o c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A,, .� 1 L �'. DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ V 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. '' SEQ.: K 15 61191 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are ase rn tntlbi art 9 a a supports wedge 5.CompuTrus has no control over and assumes no responsibllky for the B.Dee full bearing 1 N su rts shown.Shim or wetl if i EXPIRES: 12f 31{2016 scary. C{c7 l/L'�J L! 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 feces of truss,and placed so their center TPIA1'ICA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate sRe of plate in inches, MITek USA,Inc.ICompuTrus Software 7.6.6(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 34'- 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 2-12=(-611) 2190 3-12=(-179) 159 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-2509) 769 12-13=(-727) 2521 12- 9=(-100) 628 3- 9=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 9- 5=( 0) 0 19-10=(-660) 2140 13- 6=( 0) 291 TI LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-19-(-649) 260 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- B=(-1973) 690 8-19=( -88) 628 TOTAL LOAD = 42.0 PSF 7- 8=( O) 0 19- 9=(-173) 153 8- 9-(-2272) 738 NOTE: 2x9 BRACING AT 24"OC 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 BAG 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) 39'- 0.0" -297/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 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 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-03� 5-00-05 4-02-05 3-01-03 4-07 5-01-08 Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, T f f f f f f f T load duration factor=l.6 Cat.2, Exp.B, MWFRS(Dir), 10-00 10-00 Truss designed for wind loads T i' 7 f l' in the plane of the truss only. 12 5 6.00 M-4x6 M-9x6 12 9 M-3x8 Q 6.00 J, 6 Me M-1.5x3 M-1.5x3 rmo -101111111111111.11.1111.1111111°11111111.,„,' O 0 12 13' , 1 of .M-4x4 M-3x8 0.25" 14 i 1' o M-3x8 :=M-4x4 I o M-5x6(S) b y y y i-oo 9-06-12 7-05-04 7-05-04 9-06-12 -C -t4GIN,�� i34-00 1-00 V s`9782PE r- JOB NAME : 3413-B POLYGON NW - C5 Scale: 0.1852 ` ��'�• , WARNINGS: GENERAL NOTES, unless otherwise noletl /`.. EG Truss C5 1.Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an indrvdual ae and Warnings before construction commences, building component.Applicability of design parameters and proper Q 2.2x4 compression web bracing mus[be installed where shown�, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle m be laterally braced at �y., �. lathe responsibility of the erector.Additional permanent bracing or 2'o.c.and a170 o.c.respectively unless braced throughout their length by aT ! ja. DATE: 11/30/2015 the overall structure s the responsibility of the building designer continuous ridging ng later as plywood re aired sheathing(TC) tlrywell(BC). e A L ' k\ 3 2x Impact bridging or lateral bracing required where shown 4+ SEQ.: K1561192 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 In a noncorrosive environment, -•- . • TRANS I D: LINK design lads be applied to any component. and are ar"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If y �• fabrication,handling,shipment and Installation of components. necessary. EXPIRES: 12/31/2016 6.Thls design is furnished subject to the limitations set forth by 7.Plaesshesign aleladedon othfagelspruss,an November 30,2015 e.Plates be located on both faces of Truss,end placed so Their center TPIM/TCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc./GompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size or plate in Inches. 10.For bask connector plate design values see ESR-1311,ESR-1966(MITak) 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 2-11=(-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 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=( 0) 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"OC 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 ERG 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) !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 = -0.149" @ 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. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 13-02-10 10-09-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRI)Iir), fload 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 1 f 'f 1' 1 f T in the plane of the truss only. 10-00 T T 12 M-4x6 M-3x8 6 M-4x6 12 6.00 9 5 6.00 wow ai -1.5x3 M-1.5x3 3 o } } --1...40111111.1111 � o d' 1 11 S2 13 =-.�9 0 of M-4x4 M-3x8 0.25" M-3x8 =7:14-4x4 to o M-5x6(5) it,S) PRQFE y y y b 9-06-12 7-05-09 7-05-04 9-06-12 '� -� o y y ), y '� -.'- - 1? , 1-00 �g *�®a�p� 1-00 34-00 .. - +L39 82 E r-• • JOB NAME : 3413-B POLYGON NW - C6 Scale: 0.1852 - 1� WARNINGS: GENERAL NOTES, unless otherwise soled • ,e 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 en Individual .' `� Truss: C6 and Warnings before construction commences. buteing component.Applicability of design parameters and proper �s rg5 2 2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. �+ji.R yy,. q$'e", - 3.Additional temporary bracing to Insure stablky during construction 2 Design assumes the top and bottom chortle to be laterally braced at r { „` +_ 's the responsibility of the erector.Additional permanent bracing of c ntin and at 10'hin respectivelyucaspN unless braced throughout they length). rr V continuous sheathing such plywood sheathing(TC)brced throughout hootand/or air length b � --' 1.--- SEQ.: � DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown a a A U L 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. --S EQ.: K 15 6119 3 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 app lied to any component. and are animas condition"beari ofusal I}/� /fig/�{ 5.CompuTrus has no control over and assumes no responsibility for the 8 nDece NII bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/20 1 6 awry. 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 limkations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digks Indicate slue of plate In Inches. MiTek USA,InoiCompuTres 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 and Truss-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 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 440 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-8988) 1824 14-15=(-1508) 7862 14- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17-) -950) 5698 15- 5=( -350) 1906 i TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P5F 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT K- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 P5F 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=1 -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 B- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 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) 382 11-12=(-4012) 688 10-18=( -114) 42 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/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 top chords, 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'- 10.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" @@ HANGER BY OTHERS TO APPLY CONC. 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 = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting 7-11-11 17-02-10 system and components and cladding criteria. 8-09-11 T T T Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-D52-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), T T f f T '( 1' < T '1 1 load duration factor=l.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +598# 1' T in the plane of the truss only. 12 M-5x8 B M-5x8 12 M-3x4 M-3x4 6.00 p M-3x5 5 6 7 9 M-3x5 a 6.00 4 0 M-1.5x3 °It 1 + M-1.5x3 3 1 r+t o o 1000:7' 14 15 16 ,rX +~ 17 18 1 3 o Io M-3x10 M-6x8 0.25" M-3x8' M-3x10 I M-3x8 M-7x8(S) M-6x8 y y 6-02-12 1-04# 9-05-04 y 9-05-04 1-04y 6-02-12 y .,`-- ."G� • �0 1-00 34-00 1-00 as 782PE fir' JOB NAME : 3413-B POLYGON NW - C7 Scale: 0.1852 IV _ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON1.Builder eed erection contractor should be advised stall General Notes 1.This design is based only upon the parameters and is tenon individual • 0 Truss: C7 and Warnings before construction commences bolding component Applicability of des parameters and Incor tion of component Is the res design pareme proper 2.2x4 compression web bracing must be installed where shown+. pore pone responsibility of the building designer. �j 3.Additional temporary bracing[o insure stability dudng construction 2.Design assumes the to end bottom chords to be laterally braced at J�-',./&... �/''"; �,{j � is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c,respectively unless braced Throughout their length by 1 �7+ DATE: 11/30/2015 the overall structure is the nesponsib 6y of the building designer. 20ImpcontinuImpact sheathing such as bracing replywoodquired sheath lne,e a swnand/or tlrywall(BC). A CS 3.In Impa¢t bldg ng or lateral bredng regwretl where shown++ P �` 4.No bad should be applied to any component until after all bracing and 4.Installation of hues is the res b f of the respective contractor. SEQ.: K1561194pone ia 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 debeapplied and are ordo/Is 5.CompuTms has no control over and assumes no responsibility for me B.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES 12/31/2016 fabrication,handln necessary g,shipment and limitations components. 7.Design assumes adequate drainage is prodded. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shill be located on both faces of trues,and placed so their center TPIFMCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ilnes. MiTek USA,Inc./Com uTrus Software 7.6.7 - 9.Digits Indicate sae of plate In Inches. 1 LE F ( ) to.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/DCF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 204 ROOF #l&BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 WEBS: 2x4 KDDF STAND 3-4=( -19) 35 3-7=(-221) 69 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) OVERHANGS: 12.0" 0.0" 0:- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) B'- 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 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" 3-11-11 MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" f I 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" T 1 T 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 windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ') load duration factor=1.6, co o Truss designed for wind loads I in the plane of the truss only. co 0 epipi� o /-rin M-3x4 of 1 z M6-3x4 0 0 M-3x4 M-3x5 b y )' J• 2-03-12 3-11-15 1-08-05 I I I ,I. 1-00 2-05-08 8-00 5-06-08 ��<,,•�•pl N ��561/(2-. • !PROVIDE FULL SEARING;Jts:2,9,7 -� C 1 89782 PE • , - . =e JOB NAME : 3413-B POLYGON NW - CJ2 •• rall Scale: 0.5501 h WARNINGS: GENERAL NOTES, unbssometwssenole8 .-74,..©R EG©N Q^ 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 } -V Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper '�� 41 R y "��A 2.204 compression web bracing must be 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 bosom chords to be laterally braced at hA U•L is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless bated throughout their length by I� DATE: 11/30/2015 the overall structure Is the res onsibi f the buddingcontinuous sheathing or suchrl bs plywood required s and/or drywall(BC). ..• p fdy o designer. 3.2a Impact bridging or lateral bracing required where shown t« SE K1561195 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. 4' fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for dry condition"of use. EXPIRES: 12/31/2016 TRANS ID: LINK 5.CompuTrushasnocontroloverandassumesnoresponsibiliyforthe 8.Des�ssumes ullbeartngalaAsupportsshown.ShimarwedgeH November 30,2015 fabrication,handling.shipment and installation of components. ry 7.Plates assumes adequate ne othifage is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of Wss,and placed so their center TPHWTCA In BCSI,copies of which will be fumishad upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MIT.) 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_ 2-6=(-101) BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-320) 55 5-7=(-211) 977 5-3= 0(-211) 239 5-3-( 0) 69 18 WEBS: 2x9 KDDF STAND 3-9=( -50) 46 3-7=(-483) 213 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 PIP 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 PSF 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 SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 paf) 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" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 9.7" Allowed = 0.270" '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" MAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed - 0.105" f f ,( 12 MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 6.00 9 -/ Design conforms to main windforce-resisting tillsystemand components and cladding criteria. Wind: 14D mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, iiirai000io (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Wo load duration factor=1.6, M-9x6 I Truss designed fox wind loads o in the plane of the truss only. I 3 �� N M ....agiggillOi7M1Nm•.....,_p 7 .-"'_-_All f 11111 ? Mr M-3x9 d o I 1 2 M6-3x9 0 M-3x4 M-3x5 ) b > y 2-03-12 3-11-15 1-08-05 y 1-00 y 2-05-08 y 8-00 5-06-08 y `, ?'b PR QFC PROVIDE FULL BEARING;Sts:2,4,7 G j t4G!N L. (s> / - 9782PE ` JOB NAME : 3413-B POLYGON NW - CJ3 • MINI Scale: 0.5126 •�i .�y /OREGON N WARNINGS: GENERAL NOTES, unlessolhetalsenoted j Truss: CJ3 1.Builder and erection contractor should beadvised ofall General Notes 1.ThsdesignsbasedonlyupontheparametersshownandIstoranindividual � �' and Warnings before construction commences building component.Applicability of design parameters and propert� �s 2.1e4 compression web bracing must be installed where shown+. ncorporebon of component the responsibility or the building designer. �g' . R r j 3.Addflbnal temporary bracing b Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at T P ti i- ‘A` is the responsiblNy of the erector.Additional permanent bracing of 2 o.c.and at 10 o c.respectively unless braced throughout their length by continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 4.Ne load should be live to any3.2x Impact bridging or lateral bracing required where shown+e • SEQ.: K 15 6119 6 PP component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, A 17//� J am+ TRANS ID: LINK design sada be applied to any component. and are for"dry condition"of use. EXPIRES. 12/31/-2016 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.essaign aswmes lull bearing at all supports shown.Shim or wedge If EXPIRES:a7 G fabrication,handling,shipment and installation of components. ry November 30,2015 8.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shall be located on both laces of truss,and placed so their center TPNMCA 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./CompuTrus Software 7.6.6(7 L)-Z 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" 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/ 981V -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. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.596" MAX TC PANEL TL DEFL = -0.357" @ 9'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 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. ro O 0 jn en O f i el i f 1 2►� 4►� o M-3x4 b ,i. J. 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00r l'\ p R•QATe . :'9782PE c" JOB NAME : 3413-B POLYGON NW - CJ7 • it Scale: 0.5126 , WARNINGS: GENERAL NOTES, unless Otherwise rnoted: -7 •REGON 1.Builder and erection contractor should be advised w all General Notes 1.This design k based only upon the parameters shown and is for en Individual EGON Truss: CJ7 and Warnings before construction commences. building component.Applicability of design parameters and proper fl 2.2v4 compression web bracing must be Installed where shown incorporation of component la the responsibility of the buildingdesigner. j� _ v y� 2.Design assumes the top and bottom chords to be laterally braced at � A aT `�s _\(e..;. 3.Additional temporary bracing to Insure stability during construction 7 o.c.and at 10'o.c.respectively unless braced throughout their length by V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaC g(TC)and/or drywall(BC) PAUL 11 C"�1�:. DATE: 11/30/2015 the overall structure is the responsbiliy of the building designer. 3.24 Impact bridging or lateral bracing required where shown i e -l„!1� SEQ.: K1561197 4.No load should be applied to any component until after at bracing and 4.Installation of tru`Nashe0sposibility f the ronpectthee e contractor. rment, fasteners are complete and at no time should any loads greater than and are assumes condition"of use. TRANS ID: LINK design loads be applied o any component. 8.Designoreretumes full bearing at at supports shown.Shim or wedge if 5.CompuTrushas nocontrol over and assumes noresponsibility for the EXPIRES: 12/31/2016 necessary. 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 butted on both faces of truss,and placed so their center TPIIWfCA in BCS(,copies of which vnll 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-7986(MFfek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-492) 122 6-8= WEBS: 2x9 KDDF STAND; (-491) 803 6-3=( 0) 83 3-4=(-127) 105 3-8=(-805) 447 2x9 KDDF #1&BTR A 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. EON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 973V -59/ 144H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 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 10PSF LIVE LOAD. TOPICOND. 2: Desi AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. gn 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 = 0.046" @ 2'- 4.7" Allowed = 0.354" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.510MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 12 4 S -f 6.00 Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 190 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, Truss designed for wind loads rl in the plane of the truss only. co 0 I ro M-4x6 •3 o .PA-m o M-3x4-.111111111101 T 1 =� 0 o M-3x9 M-3x4 M-3x5 J Y y )' 2-03-12 5-02-12 0-05-08 J‘ b y b �• 0� f fi Q -� 1-00 2-05-0e 8-00 5-06-0e _ \ ‹G�GIN 1 89782PE v`°' JOB NAME : 3413-B POLYGON NW - CJ8 =� . • Scale: 0.9751 Sr''' •^' • WARNINGS: GENERAL NOTES, unless otherwise noted: _ ".4?-- ?OREGON 'SP- 1. Truss: CJ8Builder and erection contractor should be advised of all General Notes This tlas gnw based only upon the parametershown and is or an Individual a/ `� • 2O and Wammgs before construction commences. building component.Applicability of design parameters and proper 9� R 7,.-{ '4(2', .,�• _ 2.204 compression web bracing must be instated where shown+. incorporation of component k the responsibility of the building designer. F \�5 . 3.Additional temporary bracing to insure stability during constructor 2.Design assumes the top and honour chorda to be laterally braces at � L is the responsibility of the erector.Additional permanent bracing of 7o.c.end at 10'o.c.reepectrvely unless braced throughout their length by • DATE: 11 3 2 015 the overall structure is me res onelbill continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p ty of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : El5 6119 8 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 In a non-corrosive environment, �3��J :{ TRANS ID: LINK design meas be applied to any component and are for'My condition.of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the fi.recess assumes full bearing at all supports shown.Shim or wedge if EXPIRES:!-T �7 tC t/-L fabrication,handling,shipment and Installation of components. eery. November 30,2015 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 faces of truss,end placed so their center TPI/IMCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in Tiaras. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 1o.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) Mk 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: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(0) 61 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" -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) 8'- 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. '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 = 0.002" @ 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 T T 12 Design conforms to main n windforce-resisting 6.00 system and componentsand 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=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ 0 ti M /- o Cr o /- 4410 �t4 I 10 M-3x4 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 coca PROFE�• , ��5� • NG1N /Q. z'9'782PE 1- • • JOB NAME : 3413-B POLYGON NW - J1 Scale: 0.6001 W. / 11111 WARNINGS: GENERAL NOTES, unless otherwise noted: 5.��y. p- �' ' 1.Builder and erection contractor should be adv ead of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual /�}_O R EG ON Truss: J1 and Warnings before construction commences. buldingcomponenI Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+ incorporation of component is the responsibility of the building designer. � • Ay ''y'. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unlesschob0 to be laterally braced at a'I IS the responsibility of the erector.Additional permanent bracing of 7 o c and at 10'AA respecthely braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). PA 1 f 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 SEQ.: K15 612 01 4.No load should be applied to any component until after all bracing and 4.Installation of truss is me 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, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibilimcesty for the 8.Design assumes ullbeanngaid supportschose RhimorwedgeIf EXPIRES: 12/31/201 F fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage is provided. November 30,2015 !�T A7 tG/J G4i 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of lass,and placed so their center TPIIN/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Ino./ColnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988 tMRek) 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 2-9= BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PH' 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" -43/ 357V -19/ 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF 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'- 0.0" 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.B" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" f f 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 (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. 0 N M o f aIlio I 1 2�� 11 �9 M-3x4 y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 6g-p PRpf. :91-82PE- - JOB NAME : 3413-B POLYGON NW - J2 • Scale: 0.5751 WARNINGS: GENERAL NOTES, unless otherwise noted. 1, 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 ndrvidual 'W EG ON f1 Truss: J2 and Warnings before construction commences Wilding component Applicability of design parse tens and proper 2 2x4 compression web bracing must be installed where shown+ Incorporation of component la the responsibility of the building designer. ��,,,fff Q 3.Additional temporary bracing to insure stab lily during construction 2 Design assumes the top and bottom chords to be laterally braced at 6)-- .,P yY-.i -'41 is the responsibility of the erector.Additional permanent bracing of 2 o.c,and at 10 o.c.recpectNely unless braced throughout their length by I T { - DATE: 11/30/2015 the overall structure Is the responsibility of the building designercontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3 Impact bridging or lateral bracing required where shown++ RA_�I SEQ.: K15561202 4.No load should be appliedth to any component until alter all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. v 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 I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes mil bearing at all supports shoorn.Shin orwedge it G^PIRES. 12/31/2018 fabrication,handling,shipment and installation of components. ry 8.This design is furnished subkMtothe limitations set forthby T.Pate"aalbeeb otedaonaothifaceio truss,an d. November 30,2015 8.Plates shat be boated on both laces of truss,and placed so their center TPNAICA In SCSI copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate eine 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-1980(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 914575 LOAD DURATION INCREASE = 1.15 1-2=( O) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+10L( 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" -99/ 922V -22/ 108H 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 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 = 0.000" @ 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" MAX BC PANEL TL DEFL - -0.149" @ 4'- 1.4" Allowed - 0.467" 5-11-11 1' T 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: 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. 0 M M o /- , II 1 2 9 0 M-3x4 b 1 b 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 t° PRO. 4- 8*`782PE 1,-' • JOB NAME : 3413-B POLYGON NW - J3 ""1" Scale: 0.5501 Ir/ - WARNINGS: GENERAL NOTES, unless otherwise noted L. Rc}A ^' $!1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and a for an Individual OREGON K• e.�. Truss: J3 and Warnings before mnstructan commences. building component.Applicability of design parameters and proper .,-.40t/_ fa A�1 2.2x4 compression web bracing must be Installed where shown... incorporation of component Is the responsibility of me building designer. 5.f y�y V 3.Additional temporary bracing to insure stab Irty during construction 2 Design assumes the lop and bottom chords to be laterally braced at /J � Is the responsibility erne erector.Additional permanent bracing of 2oc.and at 10 pc.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility f the building continuous edging ngon such as plywood sheathing(TC)and/own.drywell(BC). PAUL 1{ .. Nir* . pons ty o g designer. 3.2x Impact bridging or lateral bracing required where shown*,' �'l-l.I 1� 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. . SEQ.: K 15 612 0 3 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, design loads be applied to any component. and are for"dry condition"of use. �/ p c ms's �j/�y)a'�y� TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Designassumesseumes full lees ng et all supports shown.Shim or wedge if EXPIRES, 12/3 /2018 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to thehelimitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of Mite in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.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 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-127) 92 ( ) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"01. LION. 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/ 4BOV -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 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "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 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" ,r MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 -f 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, MWPRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 4. M o f- , 1 2 4 lisil o M-3x4 b b y 1-00 (PROVIDE FULL BEARING;Jts:2,9,3 I 8-00 4��9 P R OfEs :9782PE <'"• ' JOB NAME : 3413-B POLYGON NW - J4 ,or .,, Scale: 0.5126 ,1.- WARNINGS: GENERAL NOTES, unless otherwse noted ` f /"� 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 lndN dual - OREGON oe Truss: J4 and Warnings be tore construction commences. building component.Applicability of design parameters and f/ pincer incorporation component 2.2v4 compression web bracing must be Installed where shown r ncorpo p k the responsibility of the building designer. .,(� 3.Additional temporary bracing to insure stability during construction 2.Design 10'me top and bottom a be laterally braced ] 4�Y -.A..-:.i.,e .,t,-,- --...-�_ a r is the responsibility of the erector.Additional permanent bracing of 2'o.c and at sheathing.each es ply unless braced throughout their length byFir- DATE: 11/30/2015 the overall structures the responsibility of the building designer. continuous such l b plywood sheathing(TC)110.0sown s drywell(BC). h.j 3.In Impact bridging or lateral bracing required where shown.r lift( SEQ.: K 15 612 0 4 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 busses are to be used in a non-corrosive environment, - TRANS I D: LINK design loads be applied to any component and are ortl r conditionof use. 5.I topuTms hes no control over and assumes no responsibility for the 8.Dee`s eaumea m"bearing at all pportashavm.Shim or wedge a EXPIRES RES 1 2/ 112016' fabrication,handling,shipment and installation of components. ry E.This design is furnished subject to the limitations set forth b 8.Plates haallbelcdedonbouate thfceiepruss, November 30,2015 Y 8.Plates be located (etas of!ruse,and placed so their center TPUWfCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTfus Sofirare 7.6.6 1 L-E B.Digits indicate size of plate In Inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1O88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=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=(-150) 126 3-9=( -99) 37 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 HOOF ( 625) 7'- 11.2" -202/ 991V 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 = -0.199" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 -/ MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" I 12 I%) Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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 O A- 1 JIM 2 51.-..-.41 -/ o M-3x4 y 1-00 y 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,9 y I 1-11-11 Jr {s :r) P R OFE A :'9782PE e. JOB NAME : 3413-B POLYGON NW - J5 Scale: 0.4500 ; WARNINGS: GENERAL NOTES, unless othervnse noted ,{r4. 1.Builder and erection contractor should beadvised ofall General Notes 1.This design cbased only upon the parameters shown and sfor anindividual • Y,,,OREGON N. O Q,. Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper !. () 2.2x4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. Cl�Q 4,P tr V - 3 Additional Temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `R r' 't is the responsibility of the erector.Additional permanent bracing of 2o.c.and al la o.c.respectivelyunless braced throughout ther length by +��i Q DATE: 11/30/2015 the overall structure Is the responsibility of building designer. 25l continuous sheathing such as pywood sheathing(TC)/uttaTC)and/or drywall(BC). AAV L 1`I ponsi ty o g 3.lir Impact bridging or lateral bracing required where shown•••••• 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. SEQ. : K15 612 05 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design nada be applied to any component. and are for"dry condition of use. TRANS ID: LINK 5 Compurrushasnocontroloverandassumesnoresponslbihty sr the 6.Design assumes ullbearing stall suppodsshown.Shim orwedge 6 EXPIRES: 12/31/2016 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 S.Plates shall be located on both faces of truss,and Mooed so their center TPVWICA 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 7.6.6(1 L)-E to.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 11`- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&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=(-191) 128 3-4=( -90) 38 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/ 444V -45/ 202H 5.50" 0.71 KDDF ( 625) LL - 25 P55 Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 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. 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 = 0.147" @ 4'- 5.8" Allowed = 0.546" 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" 4 -f 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 (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) 0 W M Tr O 1 2 5► -/ M-3x4 )' )' 1-00 0-00 y 3-11-11 y �t Ea PRpI�� i' (PROVIDE FULL BEARING;Jts:2,5,3,4 ] tt -04a��"��^�9 /� A�' :9782PE Yr" JOB NAME : 3413-B POLYGON NW - J6 40, i Scale: 0.3858 ,: / , unless oherwise noted GENERAL NOTESlt MOW )A WARNINGS: OREGON ^'I 1.Builder and erection cenirectorsn co be advised of all General Notes 1 This design is based only upon me parametersesignashownmeter and a for an ndWitlual 11 Truss: J6 and Warnings before construction commences. building component.Applicability oIde 6 parameters and 2.Di4 compression web pm Der Q press on we ng must be Installed where shown a. Incorporation of component s the responsibility of the building designer. y� 'A(/ 2 Design assumes the lop and bottom chords to be lateraly brand at � G+q r ' +t ,ej i 3.A th anal temporary bracing to insure stabilitypermanent ng construction r �'�+' - istha responsibility of the erector.Additional permanent brecmg of 2 o.c.and M 10 o.c.respectively unless braced throughout their length by • DATE: 11/30/2015 the overall structures the responsibility of the building designer. continuous sheathing such as plywood aired ing re s and/or tlrywall(BC). 11�., L 3.tri Impact bridging or lateral bracing required where shown a a P -U SEQ.: K15 6I 2 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibifty 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 ID: LINK design loads be applied to any component. and are eruary conditionof use. 5.Dcmpulrus hasno control Overeed assumes no responsibility for the 6 Design assumes full bearing atall supports shown.Shim orwedge:1 EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. B.This bydesign isfurnished subject tothe limitations set forth 7.Designlasall be laded on drainageis provided. November 30,2015 8.plates shell a located both faces pitons,end placed so their center TFIMICA In BCS(,copies of whlch will be furnished upon request. lines coincide with joint center lines. MiTek USA,InciCom uTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate In inches. P ( ) 10.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 19-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( O) 253 BC: 2x6 KDDF #1&BTR 2- 3=(-1837) 935 7- 8=(-323) 1567 7- 4=(-67) 80 WEBS: 2x9 WOOF STAND LOADING 3- 4=1-1572) 913 B- 5=(-317) 1575 9- 8=) 0) 246 LL = 25 PSF Ground Snow (Pg) 9- 5=(-1841) 933 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( O) 50 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 8'- 0.0" TO 19'- 0.0" V BC UNIF LL( 0.0)+DL( 90.0)= 90.0 PLF 0'- 0.0" TO 19'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"0C 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 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" MAX LL DEFL = -0.041" @ 6'- 0.0" Allowed = 0.659" 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 HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. T $3200 $3200 121 12 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 q End Vertical(s) are exposed to wind, 101".1111.1 �� Trusns designed for wind loads the plane of the truss only. m I Tr 1,i Aril iti j o 7 8 5 6 o I II o M-3x4 M-3x4 M-1.5x3 M-3x4 5-08-08 2-08-12 5-06-12 y 1-00 y 14-00 y 1-00 y \�� s• it e9182PB r':"'. • JOB NAME : 3413-B POLYGON NW - P1 . Scale: 0.3991 , Builder GENERAL NOTES, unyuponthe aramete. • • OREGON 1.Bu Itler antl 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 C. Truss: P1 and Wammgs before construction commences. building component.Applicability of design parameters and proper / (' 2.2z4 compression web bracing must be installed where shown« incorporation of component is the responNblllty of the building designer. • 74. I.I V - . 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at w� •�. � �4 Is the responsibility of the erector.Additional permanent bracing of co2'oc.and at l0 o.c.respectively unless braced throughout their length by • ry�T DATE: 11/30/2015 the overall structure is the responsibility of buildingdesigner. Z4 Impact sshging or suehasalcng re uire v/Were shown) 4r tlrywall(BC). +"i1 ♦: P N o 3.2z Impact bridging or lateral bracing required where shown++ PAUL S E K 15 612 0 7 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. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. and are for'tlry condition.of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES.: 12/31/2016 Weary. fabrication,handling,shipment and installation components. 7.Designassumes adequate drainageisprovided. November 30,2015 6.This design k furnished forth ished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP W✓TCA In SCSI,copies of which will be furnished upon request. Ines coincide whh Joint center lines. 9.Digits indicate s¢e of plate In Inches. MiTek USA,Ine/CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7311,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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 329 WEBS: 2x9 KDDF STAND 2-3=(-705) 133 6-9=(-28) 531 3-9-(-705) 133 LOADING 9-5=( 0) 50 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 TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" 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) 19'- 0.0" -89/ 7D2V 0/ OH 5.50" 1.12 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "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 - 0.099" @ 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 Design conforms to main windforce-resisting 12 12 6.00 M-9x4 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3T (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. 'i'' M S O a Io 6 y 5 M-3x9 M-1.5x3 M-3x9 O y y y 7-00 7-00 y ). y 1�pnl- 1-00 14-00 1-00 y • `�,tQ P-- - _ e9782PE JOB NAME : 3413-B POLYGON NW - P2 • Scale: 0.3991 1007WARNINGS: GENERAL NOTES, unless otherwise sated 11/. Truss: P2 1.Builder end erection contractor should be advised of all General Notes This design is based only upon me parameters shown and Is for an individual •ae EG©AI N and Wammgs before construction commences. building component.Applicability of design parameters and proper - /�. '-l' t'4 2.2v4 compression web bracing must be Installed where shown+ Incorporation of component w the responsibility of the building designer. s --Mu''• 3.Additional tem bracing to insure stabil during 2.Design assumes me top and bottom chords to be laterally braced at /al- .rl Rti,/<: x, temporary B M 9consimct on "'} 7t2.5� _ Ira the respona b Gy of the erector.Additional permanent brae ng of 2'o c and at id o.c.respeGrvety unless braced throughout then length by DATE: 11/30/2015 the overall structure la me responsibility of the building designer. 2yImcontinaousshgingogwchasacing rduiredheresand/or tlrywall(BC). PAUL 3.2v Impact bridging or lateral bracing required where shown++ SEQ.: K 15 612 0 8 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 mads greater man 5.Design assumes non-corrosive are to be used in anon-corrosive environment, - • TRANS ID: LINK design mads be applied to any component. and are or"dry condition.ofuse. 5.CompuTrus has no control over and assumes no responsibility for the S Designaassumes full bearing at a4 supports shown.Shim or wedge I! Cyy c�r fabdcalon handling shipment and installation of components. m.-, 'EXPIRES: �e-})+�-}�yy h-�. ` 6.This design is mmished subject to the limitations set forth by T.Designassumesbesaded neth drainage iotrussa and 30,20015 1-T l� G{ I L'V e.Plates shell be located on bent hcosaftmas,and placed so Meir center TPIA'WCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. M7ek USA,IncJCompuTrus Software 7.6.7(11..)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 113 WEBS: 2x9 KDDF STAND 3-9=( 0) 50 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 99H 5.50" 0.94 KDDF ( 625) 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. '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" @ 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 DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 MAX HORIZ. LL DEFL _ 6'-'� MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 12 Q 6.00 1 M-1.5x3 /- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,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. rh 0 r 0 00 M m J'- 3 9 0 M-1.5x3 M-3x4 * * i, 0-05-12 6-00-04 y b b 6-06 1-00 • �1„40D PR pF¢�s A 89782PE JOB NAME : 3413-B POLYGON NW - P3 • Scale: 0.5233 / • '" WARNINGS: GENERAL NOTES, unless otherwise noted: 4,loF OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an IndNldual A -7,o REGON rt s� Truss: P3 and Warnings before construction commences. buldng component.Appyloablity of design parameters and proper { ! f t A4 �(- 2.9c4 compression web bracing must be installed where shown*. Incorporation of component is the responsibility of the building designer. G�[�i V 3.Additional temporary bracing to Insure stability during constructor 2.Design assumes the top and bottom chords to be laterally braced al Ft s the responsibtbry of the erector.Additional permanent bracing of 2 o c and at 10 o c respectively unless braced throughout their length byk h y. continuous sheathing such as plywood sheathing(TC)and/or d ywall(BC). •, PA U L -- DATE: 11/30/2015 the overall structure is Me responsibibly of the building designer. S.2x Impact bridging or lateral bracing required where shown.. • t" 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. SEQ.: K 15 612 0 9 fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are ssumecondition" nditio�•of use.supports gel 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearingtell su ris shown.Shim or wed f EXPIRES: 12/31/2016 scary. EXPIRES:�7 C/ / V 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 Meir center TPIM/1CA 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,Ina./CompuTrus Software 7.6.7(1 L)-E ID.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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 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=(-42) 90 TC LATERAL SUPPORT <= 12"OC. LION. 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.19 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 '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, IL=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 = 0.195" 'I 'r 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 BORIS. 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=15ft, 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. oI o I I� M-3x4 y b y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 p PRQFF :9782PE e JOB NAME : 3413-B POLYGON NW - PJ1 �� / Scale: 0.6771 . WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an indmtlual OREG©N Q". Truss: PJ1 and Warnings before construction commences building component.Applicability of design parameters and proper OREGON�7 1V (�. 2.2x4 compression web bracing incorporation assumes of component s the responsibility/the bu ldin goer. l comp g musi be installed where shown+. o g desk ,-,.(e;;,,,,,.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bodom chortle to be laterally braced 4. `ry" Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by A UL e` DATE: 11/30/2015 the overall structure is the respona b ly of the building designer. 2x Impact sheathing such as plywood required sheathing(TC)snot tlrywall(BC) t`s 3.2xlm ioofutheerelbredn P SEQ.: K 155 61210 4.No load should be applied to any component until ager all bracing hbridging is ponNbily of the respective contractor. p gond 4.Installation of truss is res fasteners are complete and at no bee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, " c TRANS ID: LINK design loads be applied to any component and aro or'dryoonainon of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Ell bearing at all supports shown.Shim or wedge if 'EXPIRES: 12/31/2018 fabrication,handl) hi panen necessary. its shipment and Installation of components.ts. 8.Design s assumes b es acted on both is provided. and November 30,201 5 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath(aces of truss,and pkced so their center TP VWTEA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate 590 of plate in inches. MITA USA,Inc./CompuTnls Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,558-1988(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/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-65) 48 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" -91/ 346V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KIDS ( 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 29 "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 DE FL = -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 = -0.039" @ 3'- 1.4" Allowed = 0.333" 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 7' Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=l5ft, TCDL=4.2,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. x_ I /- 1 2 4 -/ M-3x4 l y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,9 1 • (T TPR(TI Y, lJ671 89782PE JOB NAME : 3413-B POLYGON NW - PJ2 • -= s/ Scale: 0.6196 /'• •• WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Ea..... 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parametersshawn and is for an Individuale. rt' Truss: PJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper } A4 - 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the bolding designer. *' Lf Ft y- 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at r 1-j y- Is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10.o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility f the building continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). . 11 p ty o designer. 3.2x Impact bridging or Iateral bracing required where shown++ 1.J SEQ.: K1561211 4.No load should be applied to any component until after all bracing and 4.InstallationInof truss itrus the s are be ulliyd nty ot the h noncorrosive enNe vironment, fasteners are complete and at no time should any mads greater than andDesign a asfor sumes thy sous nen-of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes mil bearing at all supports shown.Shim or wedge if 5.CompuTnushas nocontrol over and assumes noresponsibility for the ssery. EXPIRES: 12/31/2018 fabrication,handling,shipment and installation of components. 7.Desgn assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/13/ICA 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./CompuTms Software 7.6.7(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 and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #166TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 RIDE #16BTR SPACED 24.0" O.C. 2-3=(-97) 47 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" -46/ 902V -20/ 99H 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" -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. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/29D, 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" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 p 3 Design conforms to main windforce-resisting system and components and cladding criteria. ''0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 lin o f i Elo I 1 2► 4► 0 M-3x4 l b y 1-00 6-00 !PROVIDE FULL BEARING;Jts:2,4,3 .iikty P. pp Q/- JOB NAME : 3413-B POLYGON NW - PJ3 • �. Scale: 0.5762 _ WARNINGS: GENERAL NOTES, unless otherwise noted .. .752 '' 1.Balder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an individual • -V i REGC)N O� • Truss: PJ3 and Warn ngs before construction commences. bu Idng component.Applicability ofdesign parameters and proper 15', 2.24 compression web bracing must be installed where shown t, incorporation or component s the responsibility or the bulldlig designer. .s,"(� � _ 2 ('}�` 3.Additional temporary bracing to Insure stab Ny during construction 2.Design assumes the top and bottom chorda to be laterally braced at J '� `,�y Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and a110 oA.rsuch as plywoodly unless braced throughout their length by - DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 20 Imps continuous sheathing such as sheathing(TC)shownand/or tlrywnll(SC). - pq Li L �� 3.2x Impact bridging or lateral bracing required where shown t+ - `i SEQ. : K1561212 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 in a non-corrosive environment, end are for"dry condition"of use. TRANS I D: LINK design Bade be applied 5.CompuTrus has noceMto any rol over ands no responaibiley for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: EIRE 1 / 1/ 01 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is famished subject to the limitations set forth by B.Plates shall be located on both faces&truss,and placed so their center TPIM/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate sue of plate In Inches. MITek USA,Ins./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see 556-1311,ESR-19813(MRek) 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=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR 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/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 RODE ( 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 1OPSF LIVE LOAD. TOP 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" 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 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. o � NI o 1 /- 2:=.1 M-3x4 Y b 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 e,0D PR• OpF @9782PE JOB NAME : 3413-B POLYGON NW - SJ1 . Scale: 0.6957 , MOO �/ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �� N. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters ameters shown and is for en Intlry tluel -74„.'^ Truss: SJ1 and Warnings before construction commences. building component.Applcabtldy of design parameters and properq5)wJ �( 2.2x4 compression web bracing must be installed where shown i. incorporation of component Is the responsibility of the building designer. [� 3.Additional temporary bracing to Insure stability during construction 2 Des gn assumes the top and bottom chords to be laterally braced at � 1'j is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 1n o.c.respectNely unless braced throughout their length by st' DATE: 11/30/2015 the overall structure Is the res onsibiGof the building des continuous sheathing such as plywood required sheathing(TC)ng(TC)andlor tlrywall(BC). �� p M g igner. 3.2x Impact bridging or lateral bracing required where shown++ -l„7 SEQ.: K1561214 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is thhe are to sibilllced(nty of the respective h noncortoe vo contractor. tractenviramen( fasteners are complete and at no time should any b 5. ads greater than Design assumes design bads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK 5.CompuTrus has no control over end assumes no responsibility for the 6.DesMn assumes toll beefing at all supports shown.Shim or wedge 11 � EX IRES: 12/31/2016 fabrication,handling,shipment o Installation of components. 7.Design assumes adequate otfa is provided. November 30,20156.This design is fumished subject to the limitations set forth by e.Plates shall be boated on both faces of truss,and placed so their center TPIONTCA 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 to.For basic connector plate design values see ESR-1311,ESR-7988(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: 2x9 EDGE' #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x9 EDGE' #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORS ERG REQUIRED BAG 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 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) 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 24 "oc spacing. 1-11-11 ,BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '' 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 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=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. 2 -/ '' o 14.' o ss I3 0 1 WWII Illisi M-3x4 b b 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 I JOB NAME : 3413-B POLYGON NW - SJ1X Scale: 0.7901 WARNINGS: GENERAL NOTES, unless otherwise noted: ©��©". 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown end is for an individual _ Truss: SJ1X and Warnings before construction commences bu Idng component.Applicability of design parameters and proper `,( N(?V 2.2x4 compression web bracing must be Installed where shown.. corporal of component a the responsibility of the building designer. Cf <f -V � 3.Additional temporary bracing to insure stability during construction 2 Design and at15umes the top and botlom chords braced be laterally braced at :Ir.I.51:- ��• .�J s the responsibility of the erector.Additional permanent bracing of 2'o continuous 1G o c.reepectsply unless braced throughout their length by ,T A ` DATE: 11/30/2015 the overall structures theresonsbm rthedesi xImctridemmorg ateh asacgreoyedmoesangordrywan(Bc>. !"'/i '1 `l�l P N o building goer. 3.2x Impact bridging or lateral bracing required where shown++ �^i 1J L SEQ.: K1 rJ 6121 cJ 4.No load should be applied to any component until after all bracing and 4.Installation oftru sisthe re to responsibility ftp non-corrosive tNe contractor. environment, in fasteners are complete and at no Bee should any loads greater M 5.Design gn assumestrusses design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK B.Design assumes tllbearing elall supports shown.Shim orwedge lf EXPIRES: 12/3112016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is proxlded. November 30,2015 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMyfCA in BC SI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate eine of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For bask connector plate design values see ESR-1311,ESR-0988(MiTek) 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 KDIF#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=(-69) 30 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= l2"OC. UON. LL( 25.0)+DL1 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" -62/ 322V -13/ 71H 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" -44/ 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 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 1 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), d, load duration factor=l.6, o Truss designed for wind loads iin the plane of the truss only. r f oI El o 1 2/ 4' M-3x4 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 ` 97882/P�E �'• • JOB NAME •. 3413-B POLYGON NW - S J2 Scale: 0.7890 �✓�.// / y WARNINGS: GENERAL NOTES, unless otherwise noted: • - ed/ OREGON- 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for anindlidual ^" Truss: SJ2 and Warnings before construction commencea buildingoomponentApplicabilityofdesgnparametersandproper 4 2.2x4 compression web bracing must be installed where shown+, incorporation or component la the responsibility of the building designer. °T' 3.AddPoonal temporary bracing to meats stability during construction 2 Design assumes the top and bottom unless to be laterally braced at 'J - -Apo,""t 1 ,t;....- Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure Is the responsbGly of the building designer. continuousxImpatsheathinginaterlbh as acng resheathagues)awnstlrywall(BC). �' tL ��_ 3.2x Impact bridging or lateral bracing required rvalueespective shown•♦ Jsj UL SEQ.: K 15 61216 4.No load should be applied to any component until after WI bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are cemplele and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied In eny component. and are for dry condition.o use. 5.CompuTrus has no control over and assumes no responsibitey for the 8.Design assumes fun bearing at all supports shown.Shim or wedge a EXPIRES:ES: 12/31/2016 fabrication,handling,shipmentcomponents. necessary.um antl the of cam S.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates aha/be located on both faces of truss,and placed so their center TPIN,'lCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTms Software 1 L 7.6.6 -E 9.Digits indicate sore of plate in Inches. P ( ) 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 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. 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" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD= 42.0 PSF 1'- 9.2" -15/ 6BV 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 [7' 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 10PSF 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" 2 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 M /- O i o 1►EM 3 ' -7 M-3x4 y y b '. ,�7 PR-0 r t:1,c. 2-00 1-11-11 F (PROVIDE FULL BEARING;Sts:1,3,2 yvPs�� "'jt��g��ryNa p"` /C/}_ JOB NAME : 3413-B POLYGON NW - SJ2X • Scale: 0.8965 • WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Binder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and Is ler an individual pmol Cll..�7 rt Truss: SJ2X and Warnings before constructor commences. building component Applicability of design parameters and proper 4 2.2x4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. 'T-65-�i�R y,;� .t�.t 4 - 3.Additional temporary bracing to Insure stability during construct on 2.Design assumes the lop and bottom chords to be lateraly braced at � J T is the responsibility et the erector.Additional permanent bracing of sot.and a[neICY o.c rsapectNey unless braced throughout their length by 10t.-\'' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Ay U 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++ 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. - SEQ. K15 61217 fasteners are complete and at no time should any mads greater than 5.Design assumes busses are to be used in a noncorrosive environment design bads be applied to any component. and are for'dry condition"of use. C�/ TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes es ullbce ng etagsupportsshown.Shimorwedgeit -EXPIRES: 12/31/2016 C�#F- fiG�7 C J /LV V fabrication, furnished ed subject end theinFri talion of components. 7.Design assumes adequate both fete is provided. November 30,2015 8.This design is furnished subject to limitations set forth by 8.Pates shall be located on both faces of truss.and placed so their center ' TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DD F/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RODE #1&BTR 1-2=( 0) 50 2-4=(Oj 0 SPACED 24.0" O.C. 2-3=(-102) 47 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" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 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" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 6.00 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 0 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, Truss designed for wind loads in the plane of the truss only. 0 m M /- all I /- 1 2iTomm 4 0 M-3x4 i' b y l 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,3 @-0) P R oF4 �� N iN k.7.4.„..0_� - `t-` :9'782P fie" JOB NAME : 3413-B POLYGON NW - SJ3 . �� Scale: 0.6303 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss SJ3 1.Builder and erection contractor should be advised of all General Notes 1.This design sbased onyupon the parameters shown and s for anlndWitlual •7 OREGON " and Warnings before construction commences. building component.Applicability of design parameters and proper - !t • 2.2z4 compression web bracing must be Installed where shown s, incorporation of component is the responsibility of the building designer. �{ V 3.Additional[emporery bracing to nears sfab'Itty tlunng construction 2.Design assumes the top and bottom chords to be laterally braced at ' 1�Pre-. .--1 . is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at is o.c.respectively unless braced throughout their length by -it- 4 „j DATE: 11/30/2015 the overall structure Is the responsibility of the balding ng designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 'k ��V 4.No load should beapplied m an 3.2s to eR,Impact bridgingft or lateral bracing where shown«+ L SEQ.: K 15 6121 By component until after a®bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 'EX6 necessary. esseassumea full beating at all supports shown.Shim or wedge if y�) fabrication,handling,shipment and installation of components. ry' '� � 'I 2f3172�1 6.This designs Sumished subject to the limitations set forth by 8.Designsshall be es adequted ate drainage Is trusise n tel 30,2015 V V TPIAM1TCA in SCSI,copies of which will be furnished upon request. 8.lines coincide with joint centerhllnes.faces of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E B.Digits indicate size of plate In inches. 1o.For basic connector plate design values see ESR-1311,ESR-1888(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MEMDimensions are in ft-in-sixteenths. 114k. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0_f/ �� 2. Truss bracing must be designed by an engineer.For 6 611111211 4 wide truss spacing,individual lateral braces themselves ilt, may require bracing,or alternative Tor I MIIIM .. p bracing should be considered. �-, 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ng For 4 x 2 orientation,locate ~ a" c6-7 cs. O4. Provide this , designer,erection supervisor,sproperty ownerign to the and plates 0 '/i ' 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 111111 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-1 397,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 i� Indicated by symbol shown and/or SYR represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS 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. V..- 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 approval ©2012 MiTek®All Rights Reservedontcof an engineer. reaction section indicates joint iii0 number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. �� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 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. BCSI: Building Component Safety Information, I\1 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.01/29/2013