The URL can be used to link to this page

Plans (380) mit 1-T-1, 35 MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-398_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: R45996168 thru R45996176 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. � _0) PRoFFSS ��5 �NGINEF /0 `t' 87022PE r' u) �N <c‘Aj, OREGON � 11v� '20 FMBEa OS A. Heti),- EX' ER-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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45996168 I PL15-396 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 10:55:55 2015 Page 1 ID:zs2ygYHMYItl Z1p9y12t1yAg??-C2lotXC6_hwKV1DU3AVpf6uLN?I8tNil8mFYHYyEzr2 1 1-8-12 1 1 1-4-10 1 2.40 1 1 1-2-0 11 1-1-10 I 1 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5= 1.5x3 II 4x8 = 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6 FP= 3x4 II 3x4= 1.5x3 II 12 3 4 5 6 7 8 9 10 11 12 13 14 I4 s a\\ • • a\\N. \ II ///` N. III • 99 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 I I 1.5x3 II 3x6= 3x8= 3x4= 3x8= 13-0-6 1 1-11-12 1 11-10-625-6 I 18-6-8 I 21-4-0 I 1 1-11-12 9-10-10 1-7-0 t1-7-05-6-2 2-9-8 Plate Offsets(X,Y)— F2:0-3-0,Edge),17:0-1-8,Edge],18:0-1-8,Edgel,124:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.10 19-20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0 kE 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.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) 15=394/Mechanical,24=784/Mechanical,23=1695/0-7-0,16=1348/0-5-8 Max Uplift 15=-480(LC 6),24=-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1551,3_4=-444/0,4-5=-444/0,5-6=-1444/0,6-7=-1444/0,7-8=1245/0, 8-9=-761/0,9-10=-761/0,10-11=-761/0,11-12=0/1306,12-13=0/1302 BOT CHORD 23-24=1551/0,22-23=-598/0,21-22=-598/0,20-21=0/1094,19-20=0/1245, 18-19=0/1245,17-18=0/1245,15-16=-624/0 WEBS 2-23=1010/0,2-24=0/1766,7-20=101/330,5-20=0/393,5-21=728/0,3-21=0/1165, 3-23=-1168/0,11-16=-1367/0,11-17=0/942,8-17=-673/0,13-15=0/796,13-16=-921/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �< GINEq s/0 2 o 87022PE f cv Sy AT OREGOO14 i .'PoO�MsER1� PSA- HO; 'O EXPIRES:06/30/2017 November 30,2015 I _ I a 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 MTekt connectors.This design is based only upon parameters shown,and is for an individual building.component,not . a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qually Criteria,DSI.89 and BCSI Building Component 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996169 PL15-398_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 10:55:57 2015 Page 1 ID:zs2ygYH MYltl_Z1 p9y12t1 yAg??-8RtYIDEM WJA2kLNsBaXHkXzecpMrLNVbc4keMRyEzro 1 1-0.0 1 1 1-1-10 11 1-2-0 1 7-211 1-2-0 I 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 _, _ e a_ e_ o_ e_ a a_ o ■ / \ e / \ /\ / \ / \ / \ \ z / \ : e 30 29 28 27 26 25 24 23 22 21 g. 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4= 14-2-2 13-0-2 13-7-21 1 19-11-4 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- (14:0-1-8,Edge],124:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Lid 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=-1588/0,45=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. txGNS s /° 87022PE 9re w 7 �Aj, OREGO (yam <(// 110 it,/ 1,� r OS A. HE'\-4P EXPIRES:06/30/2017 November 30,2015 1 B Alb, iljuiWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1111-7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mnek®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 verity 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/71.11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Informaion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996170 PL15-398 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 10:55:58 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-cdRxWZF_GclvMVy2112WH1 Wp2Dne4k9lgkTCutyEzf? I 1gs0 1 1-3-4 1 1 1-1-10 11-0-0 1 1 1-2-0 1 Scale=1:38.1 3x4= 4x8= 3x4 II 4x4= 3x5= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 W1e, m e e e - e- e - _ .a pimi35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5= 3x4 = 14-0-14 I 3-0-4 I 12-10-14 1-5-141 i 22-4-12 I 3-0.4 9.15-10 6-7-00-7-0 8-3-14 Plate Offsets(X,Y)- [12:0-1-8,Edgej,[27:0-1-8,Edgel,135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0,35=893/0-2-4 Max Uplift 35=-984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=-574/0,7-8=-574/0,8-9=-1631/0, 9-10=-1631/0,10-11=2296/0,11-12=-2296/0,12-13=-2565/0,13-14=-2565/0, 14-15=2528/0,15-16=2528/0,16-17=2528/0,17-18=2064/0,18-19=2064/0, 19-20=-1227/0,20-21=-1227/0 BOT CHORD 34-35=1498/0,33-34=1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=1780/0,12-29=548/0,10-29=0/396,10-30=537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=1070/0,4-33=0/1208,4-34=1446/0,21-23=-928/0, 21-2400/790,19-24=-649/0,19-25=0/523,17-25=-389/0,17-26=0/261,14-27=-266/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �Q� d P R dF�s 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �'\ 1 jN t$j 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 ,\ �N F9 �2 be attached to walls at their outer ends or restrained by other means. Gr✓ -y 6)CAUTION,Do not erect truss backwards. 87022PE f / N - 'N - GAJ, OREGON (1,;',11.1 'AO ''y8ER \1 EXPIRES:06/30/2017 November 30,2015 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 bung component,not a truss system.Before use,the buiding 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 QuaMy Criteria,DSI-89 and 8CS1 Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996171 PL15-398_UPPER F04 FLOOR 3 1 Job Reference(optional) - Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:59 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-4q_JjvGd1 wQmzfXFl?ZIpy3?Cc7vpDxu3ODIQJyEzr 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 II�ZI Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 I I 3x10 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e e e I A e , - — g / p \ e / e I" 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 1 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— F8:0-1-8,Edgel,(17:0-1-8,Edge),123:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud 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!nor 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 Uplif23=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. <GRv) P R ore. ��5 �NGINEFR /°2 870 2PE /tet yN >CV Co'0),, OREGON 415) 4v/\/ 9C1MBER \\ ‘-‘1OS A. HEck EXPIRES:06/30/2017 November 30,2015 4 r a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. NIT, Design valid for use only with M7ekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Wit GooglyCriteria,058-89 and ICSI Building Component 7777 Greenback Lane Solely 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 R45996172 PL15-398 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:01 2015 Page 1 ID:zs2ygYH MYItI_Zt p9y 12t1 yAg??-00638b HtZXgTDygdQ Q bDuN8H VQikHAIB W isUCyEzgy 1 1-0.0 1 Ont i 1-2-0 P-7-21I 1-2-0 11-2-0 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 92°< > V e e2 /4Na�m\-/ N \ / N 17CY o- -e e 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 1101-71-01-7-0 1-11-1# I 21-4-0 I 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),(27:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud 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 Ina 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(Ib)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 �1��0 PR ope. attached to walls at their outer ends or restrained by other means. ��Cos �kAGI NEc- cS>029� 87022PE N CV ,N N y �Aj, OREG•N fly,t1/9O �M8ER \1 Ola A. HEI EXPIRES:06/30/2017 November 30,2015 1 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. re Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual budding coponent.not a truss system.Before use,the budding designer must verily the applicability of design parameters and properly incorporate this design into the overall / budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek 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/Till Quality Criteria,058-89 and ICS!Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996173 PL15-398 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 10:56:02 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-UPgRLxIVKroKg6Fq_87SRbhVvg7KOYoKIMRPOeyEzgx 1 1-6-0 1 1-34 6 1 1-1-10 1 1-0-0 I 11-2-0 110-11-2 1 Scale=1:38.5 3x4 = 4x8= 3x4 II 4x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 ;.i��"� i" i mai. _. yN/\ /\:/ N 22 1,1, e 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8 = 3x6 FP= 4x5= 3x5= 3x5 = 3x4= 3x5= 3x5 = 3x5= 3x4= 4x6 = 14-0-14 I 3-0-4 I 12-10-14 11-7-0 5-11 22-74 I 3-0-4 9-10-10 8-6-10 0.7-0 Plate Offsets(X,Y)- 112:0-1-8,Edge),127:0-1-8,Edgel,f35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (hoc) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Inc- YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:113 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:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=917/0-2-4 Max Uplift35=1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=-555/0,7-8=-555/0,8-9=-1636/0, 9-10=-1636/0,10-11=-2324/0,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=2578/0,15-16=2578/0,16-17=2578/0,17-18=2096/0,18-19=2096/0, 19-20=1244/0,20-21=1244/0 BOT CHORD 34-35=1534/0,33-34=1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=1820/0,12-29=-579/0,10-29=0/411,10-30=-553/0,8-30=0/694, 8-31=821/0,6-31=0/963,6-33=1086/0,4-33=0/1225,4-34=-1464/0,21-23=-940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=-402/0,17-26=0/273,14-27=-268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. ,0 P R OFFS 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'�� GINENE ci at the bearings.Building designer must provide for uplift reactions indicated. fir\ N FR �2 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 .17 be attached to walls at their outer ends or restrained by other means. CC 870 2 P E r 6)CAUTION,Do not erect truss backwards. N CV '' IV y �AI> OREG N (194i -Ao �'yBER �1 OSA Hca# EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual buildingm coponent,not AT 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 stably 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/OPI1 Quality Criteria,DSS-89 and BCSI Budding Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sras HeiOhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996174 PL15-398_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTekIndustries,Inc..Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1yAg??-RnoCmcJIsS224QPC5Z9wWOmgUdkyUYzdDfwW5XyEzgv 10-10-0 1 9 1 1-2-0 I 11 1 0-9.0 1 0-9-0 110.9-0 1°-94)I 10-9-0 10.9-0] Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4= 1 2 3 4<:) <:) 2 ) A1 .e„ e e e e' e e e e e e 17 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 I 13-2-14 1 p-9-1410. 1 20-2-0 I 13-2-14 7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge],118:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud 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 Ina 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 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0 -4,40=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=0/383,10-05=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. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ill P R QFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'<$ Gi N E ssv 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to C.D. N FR 02 be attached to walls at their outer ends or restrained by other means. kr -9 870 2PE t' Rl yc•OT GREG N ti�O<U� 9O -SER 1. OS A. HECk EXPIRES:06/30/2017 November 30,2015 1 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual binding component,not . a truss system.Before we,the building designer must verity the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milele is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/till QualityCriteria,DS6-B9 and ICS!Building Component 7777 Greenback Lane Safety Informaiton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996175 PL15-398_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 10:56:05 2015 Page 1 ID:zs2ygYHMYIU_Z1 p9y12t1 yAg7?-v_MayKNdmAvia_PfGg93DJ2719nCzgmRJg4dzyEiqu 1 1.6-0 1 1-34 1 1 1-410 1 7-0-0 1 1 1-2-0 11 1-1-10 1 1 1-3-11 1 1-3-0 I Scale=1:39.1 1.5x3 I I 1.5x3 II 3x5= 3x6= 1.5x3 II 1.5x3 II 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e e • I- . . o- e \a,/ Na ,yeN1 _ CO 3i'- 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 I I 1.5x3 II 3x6= 3x8= 14-0-14 I 3-0-4 I 12-15-14 1f-5-11 1 19-7-0 I 22+11 I 3-0-4 9-10-10 11-7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)- 18:0-1-8,Edgel,(9:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 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) 16=371/0-3-12,24=1523/0-7-0,25=-504/0-4-4,17=1310/0-5-8 Max Uplift16=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,4-5=-298/0,5-6=-298/0,6-7=-1358/0,7-8=1358/0, 8-9=-1201/0,9-10=749/0,10-11=-749/0,11-12=-749/0,12-13=0/1257,13-14=0/1254 BOT CHORD 24-25=917/0,23-24=779/0,22-23=-779/0,21-22=0/979,20-21=0/1201,19-20=0/1201, 18-19=0/1201,16-17=597/0 WEBS 2-25=0/1103,2-24=1148/0,8-21=-122/284,6-21=0/426,6-22=-764/0,4-22=0/1198, 12-17=1333/0,12-18=0/910,4-24=1200/0,9-18=-634/0,14-16=0/762,14-17=892/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��cc ) PR Oi �� NGI NEF,y i'4 17 87022PE <' 7 co ,N N �A), OREGO rte Q(l/ 'AOn FABER N\ OS A. HE'i EXPIRES:06/30/2017 November 30,2015 4 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MTek19 connectors.This design is based only upon parameters shown,and is for an individual building component.not . a truss system.Before use,the building designer must verity the oppicabEty of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional Temporary and permanent bracing Mitek^ is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 Qualify Criteria,DSB-89 and BCSI Building Component Suite777 109 G Safety Information available from Truss Plate Institute,218 N.Lee Street:Suite 312,Alexandria,VA 22314. Citrus HeloMs,CA 95610 {Job _ Truss Truss Type Qty Ply POLYGON R45996176 PL15-398 UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:07 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 12tH,.yAg??-rMTKPeMe9NOdxt8nmhidfeOLYrlYguc3vd9AiryEigs 10-10-0 I I -i 1 1-2-0 I l.7= 10-9-0 10-9-0 H0-9-0 10-9-0 I i0-9-0 10-9.0 I Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 e , e e e a_ a e_ _ ° ° _ , OA _ Zr,_ / \ /\ /\l/\ /\ /\ /\ i \ /\ / \. / \e l'-' e s o ,&I a e o e e - e .a e - e 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 1121 1 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),(18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid 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 IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.OE(flat) end verticals. WEBS 2x4 DF StudlStd(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-40 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,34=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. ��(C0 PR°Fen 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to G(NE R > be attached to walls at their outer ends or restrained by other means. N F Q2 �� 870 2PE vt' 7 N rN �Aj, OREG N ti� 4.1 �O F�QER �1 �4 OS A. He?, EXPIRES:06/30/2017 November 30,2015 4 1 aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 'f 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 Cr teria,056-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 1 rY MEEDimensions are in ft-in-sixteenths. iii‘bi, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0 x/16 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I i i i p bracing should be considered. II1 ,Illir 3. Never exceed the design loading shown and never IlL\1111111b _ stack materials on hinadequategly braced trusses. ,c2 4. designer,erection tsu tervisor,property the owner land For 4 x 2 orientation,locate c�e BOTTOM CHORDS csvall other interested parties. p p plates 0-na' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. s,.."., 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. 1 Min size shown is for crushing only. NM al reaction section indicates joint ® ill number where bearings occur. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTeki BCSI: Building Component Safety Information20.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 111113 MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A 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: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��c cO PROFFss �1AGt NEc9 89782PE 4V-41OREGON o�`f' PAUL R‘� /E4E1P171 016 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 ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 4-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-07-02 7-06-14 T T T 12 IIM-4x4 12 10.90 17 3 N 10.90 AlllIlIhIh ., rnrn o I 0 M-3x4 M-3x4 ' � PRopen 1, y y l 1-00 15-02 1-00 ' , EZtS r�• , i9 % � 9 89782PE c` JOBNAME : _. NAME : 3 413—A REV. POLYGON NW — Al Scale: 0.3409NW . �~ WARNINGS: GENERAL NOTES, unless otherwise noted GI�OREGON _J 1.Wider and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters Moven and Is fat an Individual 'a$7 (4"' Truss: Al and Wamings before construction commences. building component.Appal abltly of design parameters and proper / 2 2.2,9 compression web bracing must be Installed where shown+. olr Incorporation of component lathe responsibility of the building designer. .l1 C /f p y.:A G ..v 3.Additional temporary bracbp to Insure stability during construction z Design assumes the top and bosom dards to W islanM braces at 7 'l J h the responsibility of the andor.Additional permanent bracing of 2 o.s.end at l O s.c.respectively unless braced throughout their length by germanecontinuous sheathing such ss pdwvod sheathing(TC)and/or drywal(BC). � 'A U�. �� DATE: 11/30/2015 the overal structure is the responsibility of the building designer. 3.2a Impact bddgleg or lateral bracing required where Mown++ SEQ.: K1560775 4.No bad should be applied toany component until after all bracing and 44..Designed in s ective coorrosive trw or.nent fasteners are complete and at no lima should any loads greater than and are fssumesr'dry truss s reof use. TRANS I D: LINK design loads he applied to any component. S.Oedgn assumes full bearing al al supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsialty forme necessary. EXP I RES:. 12/31/2016. fabrkatisn.handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 30,201 5 S.This design b furnished subject to the limitations set forth by S.Pletes shall be located on both faces of truss,and placed so thele center TPINVECA In SCSI.copies of Mach will be Nmlehed upon request. lines coincide with Joint center lines. 9.Digits Indicate slae of piste In inches. MITek USA.Ina./CotnpuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values tree ESR.t311,ESR-7855(MITek) This design prepared from computer input by Pacific Lumber and Truss-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 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=1-412) 423 2x6 KDDF #1&BTR Ti SPACED 24.0" O.C. 2- 4=( 0) 0 8- 9=(-387) 534 4- 9=(-284) 490 BC: 2x4 KDDF #1&BTR 3- 4=1-545) 308 9- 6=(-185) 448 9- 5=1-164) 138 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-566) 370 LL( 25.0)+51( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF ------- LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 KDDF ( 625) -'-------- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ OH 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, vertical members (con). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed = 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" @ 19'- 11.0" Allowed = 0.950" ' considered for this design. SPECIFICATIONS. MAX LL DEFL = -0.002" @ 28'- 6.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 6.0" Allowed= 0.133" 1-00 27-06 4' '( 1 MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" 19-09 2-06-05 3-07-11 3-08-09 3-10-07 MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" T '1 T TT T 12 2 12 -M-9x9+ �` Design conforms to main windforce-resisting 10.90 7 N 10.90 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 0 •• M-1.5x3 Al1111 0 cow . �i M-3x% 0.25" M-3x9 0 fyI.� M-3x9+ M-5x12(S) C¢�� r11��rSA ' y Neo` GINE, �CVV'g 19-11 7-07 /L,. i-0o 27-06 i oo r 89782PE lAt �<' /. • `„ JOB NAME: 3413-A REV. POLYGON NW - B1 - Scale: 0.1890 OREGON WARNINGS: GENERAL NOTES, urdeesstMrwae noted .t� aj,.ORE�54/AYg9 . Balder end erection mnbador should be advised of el General Notes 1.file design Is based only upon the parameters shown end Is for en Individual ,,,�y��/V'•��: „Li- 1. Truss: B1 and Warnings before construction commences. building wmponeM.Applicability of design parameters and proper 77 2.204 compression web bradng must M Inetalad attire Mown a. Incerporatbn of component le the roaponsibglty of the budding designer. 3.Additional temporary bracing to Inwe stability during construction 2 Design assumes the top end bottom drorbs to M laterally braced et /+y Q� Ie me responsibility of the erector.AtltlAloul permanent bracing of continuous o.A and al ea1 Cf o.c.euah cc sly unless braced throughout their length by f"' i DATE: 11/30/2015 the overall structure Is the recIptsheathing etch:b edng re aired h ere s ea,,as dryweA(BC).responsibility of the buldirp designer. 3.2s Impact bridging or atenl bredng required when shown+• SEQ. : K 15 6 0 7 7 6 4.No toed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time Mould any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, y�]tp 12/31/2016 TRANS ID: LINK design bads M applied to any component. and are for"dycendAlon"oi use. EXPIRES: 5.CompuTrus has no control over and assumes no reeponalbillly for the 8.Design assumes hell hearing at all supports shown.Shim or wedge If November 30,2015 fabrication,handing,shipment and Insalatbn of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design Ised wboed b the limitations set font Mbe by 8.Mates alllocated on both faces of truss,end placed w their center TPVWfCA in BIM, copies of Mach will be furnished upon request. Ines colndde with Joint center lines. M7ek USA,Inc./Com Trus Software 1L 7.6.6 9.Digits indicate We of pate In inches. fw ( Z 18.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 40-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-13563) 3066 1- 6=(-2136) 9789 2- 6=1-1272) 6129 BC: 2x8 KDDF 411&BTR 2- 3=1 -9054) 2199 6- 7=1-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x9 KDDF STAND; LOADING 3- 4=1 -9054) 2199 7- 8=1-2136) 9795 7- 3=1-2814) 11598 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=1-13563) 3066 8- 5-1-2136) 9789 7- 4=(-4539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 477.1)+OL( 344.4)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -314/ 314H 5.50" 19.48 KDDF ( 625) 'I' ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: 1''111 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 oc spacing. 9" oc in 1 row(s) throughout 2x4 webs,. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 20'- 2.0" Allowed = 1.329" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09MAX HORIZ. LL DEFL = 0.032" @ 27'- 0.5" f f l' MAX HORIZ. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 T T T T T 12 12 Design conforms to main windforce-resisting M-4x10 system and components and cladding criteria. 10.90 127 N1 0.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 45f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, l`AiiM3x8 Truss designed for wind loads in the plane of the truss only. M-3x8 M-5x16M-5x16 'e Y 1ou1111111666. N 0 I M-4x10 =M-10x10 M-4x10 M-7x8(5) J, J ), 1 J• stO PROres., 7-04 6-05 6-05 7-04 L y15-06 )' 12-00 y ��.. N,4 .R /Qay:. 27-06 c``' :9782PE T-- JOB NAME : 3413-A REV. POLYGON NW - B2 e► -.ii' Scale: 0.1866 / WARNINGS: GENERAL NOTES, unless otherwise noted ® C/ / �_) 1.Bolder end erection contractor should be advised of al General Notes 1.fl,:.design g component based only upon onl the eor parameters aImeter shown and I.for s,. Individual 1. T' OREGON d Q' Truss: B2 and w.mto.dfan dneoocllan commend.. 2.2.4 compression web bracing must be Installed where shown Incorporation of component Is the roeponsiblB/of the lidding designer. ✓d1 C/I! G vffs 3.AddEtnal temporary biding to Insure Neblly during construction 2 Design and sl iD IM top and bottom ety s ionded throughout their length to be teterely braced et 7 �l '�J 8,1 Is the re.ponsibllly of the erector.Additional permanent bracing of continuous sheathingsuchof Plywood ensething(TCend/or drywall/3C). A/�'+tt DATE: 11/30/2015 the overall stricture la the responsibility of the building deelgner. 3.D i Impact bridging or lateral bracing required where"hour,-is �A"t U L. �� SEQ.: Ki5 60 7 7 7 4.No load should be applied to any component uml after all bracing end 44..Design of assumesssisis the,M.e are.po sIbritya.erre e.pasttoe contractor.v fasteners are complete end at no time should any loads greater than end gn for"dry trusses of use. TRANS I D: LINK design Beds be applied to any component. 8.Design assumes n bearing at al supports Yawn.Shim or wedge If EXPIRES: 5.CompuTrus has no control over and.eaumes no responsibility for the usury. I,� 12/31/2016 fabrication.hendlleg,shipment and Installation of component". 7.Design assumes adequate drainage la provided. N ovem VP.C 30,201 5 5.This design is fumlNsd sub)ed to the limitations set forth by 8.Plate.Mal be looted on both fade atm.,and placed so theft center TPWVTCA B BCSI,copies of which oil be furnished upon request. Ines coincide with joint rimer lines. Wee USA,Inc.(CompuTru.Software 7.6.6(11.)-En FenbDigits eb condicate cof inches. tor plate Nncvelues sea ESR-7377,650-15813(Wok) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 1l1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-00 8-00 T '1 T 12 IIM-4x4 12 10.90 177 2 N 10.90 411iihI . o 111111hIlL Io =M-4x4 =M-4x4 J. y y �Oo PRa1Es 16-00 1-00 �5� �t4G{IVE�cR c1'/0 las I, `t' 89782 PE �c•' JOB NAME : 3413—A REV. POLYGON NW GGE • `1 Scale: 0.3299 _ WARNINGS I.Balder: O.This GENERALNOTES,iunless at theNarmeteted T OREGON Truss• GGE endder andWarnings erection caMnaor Moan be advised of el General Notes This design is based only upon the parameters e r Mown end le for r Markus! ,� • and Warnings before construction commences. building component.Applicability of design parameters end proper (� 2.2r4 campreaalon web bracing must be Installed where shown it. Incorporation of component le the responsibility of the building designer. � G�� . 6.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap end bottom acorea to he laterally braced al is the responsibility of the enact.Additional permanent bracing of 2 cast.and a11R on.roepectivety unless braced throughout their length by UL DATE: 11/30/2015 the overal sWaura Is the responsibility of the baldingde continuous sheathing or ater l b acplyngre requiredsheatwhereg(TC) drywaA(BC). 'A..V L... � signer. 3.In Impact bddging or th lateral Orating where Mown.en SEQ.: K 15 6 0 7 7 8 4.No load should be applied to any component anti ager all bracing and 4.Installation of inns Is the respanstbiNy of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrua hes on control over and assumes no responsibility ler the 6.Design assumes hid bearing et en supports shown.Shim or wedge If EXPIRES: 12/31)2016 fabrication,handling.shipment and Installation of components. 7,Design.sumes adequate drainage Is provided. November 30,2015 8.This design Is furnished eub)ed to the limitations set fodh by 8.Plates Map be located on both feces of truss,end placed an their center TPIM?CA In SCSI,copies of tMkh WI be furnished upon request. Ines coincide with Joint center line. 9.Digits Indicate size of plate M Indies. MRek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values we ESR•1511.ESR-7sae(MITsk) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 0.5" 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PIF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 1 1 1 13-03-01 6-08-07 6-08-07 13-04-09 1 1 1 ,f 1 12 IIM-4x9 12 7.50 411 4 Q 7.50 M-3x5(S) M-3x5(S) 471111 Lo o tl,l` ko o Li3to , M-3x5(S) M-3x5(5) M-3x9 M-3x4 f� 15-09-08 y 8-04 y 15-11 ....93, G, IS�+rp Aor liir 40-00-08 1-O i 782PE -sr_JOB NAME : 3413-A REV. POLYGON NW - Cl Scale: 0.2050 .• ...".... r�! .. /`,t , ' 1111, WARNINGS: GENERAL NOTES, unless otherwise toted C.^' [;} /1/'�I� 1.Builder end erection contractor should be advised of sl General Notes 1.This design is based only upon the parameters slow"and la hr an Individual OREGON V (S.. Truss: Cl and wamkgs before consbuctbn commences. building component.Applicability of dedgn parameters and proper �/. IRO ` 2.244 compression web bracing must be metalled where shown+. Incorporation of component h the raspnnefolly of the budding designer. •e'1 & �G V 3.Additional temporary bracing to more stebllHy during construction 2.Design assumes IM top and bottom chords to be laterally braced at T `7 J Is the rasposdb f the erector.Additional permanent bracing of 2 o.c.and at iG o.c respectively unless braced throughout their length by MKY o continuous sheathing such es plywood sheathing(7C)and/or drywal(BC). '4 UL N DATE: 11/30/2015 the overall structure R the responaiblify of the building designer. 3.24 Impact bridging or lateral bracing required where Mown++ SEQ.: K 15 6 0 7 7 9 4.No bad Mould be eppled to any component ural after al bradng and 5.4.Designltion of truss is the assumrs bums r e onto e lbillytof the n sspsnfhve•.mlrvomnent, fgsteners era complete and et no time should any loads greater than TRANS I D: LINK design hada be applied to any component. and are for 6.Design assudmes ry bearing at all support shown.Shim or wedge if y�]{p �A 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES:RES:: 12/31/2016 fabrication,handling.shipment end mslaltetion of components. 7.Design ssumes adequate drainage is prodded. November 30,2015 6.This design is furnished subject to the limitations eat forth by 8.Plates Mel be located on both faces of truss,and placed so their center TPI,TCA In BCSI,wpbs of which oil be furnished upon request. Ines coindde ash Joint center linea 0.Digits indicate etre of plate in inches. MITek USA,lnc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design vaiuea sea ESR-1311,ESR-1988)Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF HI&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2032) 1105 10-11=(-195) 1990 3-10=(-674) 563 LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 4-11=(-476) 1090 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- B=( O) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 90'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.135" @ 26'- 7.0" Allowed= 1.956" MAX TL CREEP DEFL= -0.250" @ 15'- 9.5" Allowed= 2.608" MAX LL DEFL= -0.008" @ 41'- 5.0" Allowed= 0.138" MAX TL CREEP DEFL= -0.010" @ 91'- 5.0" Allowed= 0.183" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 1 ,f ,( Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. T T T ' T 1' T 12 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 Q 7.50 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, f q Tf Truss designed for wind loads (6\ in the plane of the truss only. M-5x6(5) M-5x6(5) 0.25" 25" >15x3flá4X< • )r1 0 0 0 1.-.. 9 10 11 12 ` -Y0 � •�1 1-R OF ,.,, of -3x6 M-3x4 0.25" 0.25" M-3x4 6 0 Vtil M-5x6(S) M-5x6(S) +`� .4G114Ek. /Q 8-02 y 7-07-08 y 8-04 y 7-07-08 >L 8-03-08 y l .. ®97g2PE X17 40-00-08 1-04-08 JOB NAME: 3413-A REV. POLYGON NW - C2 v Scale: 0.1555 Cr WARNINGS: GENERAL NOTES, unless otherwdaa noted: . ,,. �IP +`EGON��N !. 1.Builder end erodfon conhador should be advised of all General Notes 1.This design S based only upon the parameters shown and is for an Individual Truss: C2 and War/�Warnings before canwrudlon commences. building component.Applicability of design parameters end proper V 2.2s4 compression web bredna must be matalletl where mown+ incorporation of component Is the raaponeiblily of the building designer. 3.Additional temporary Peeing to Beare daddy during construction2.Design assumes the top and bosom chords to be laterally lensed at '{. PA U L '; Is the responsibility of ms arodor.AdMaonai permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length bycontinuL+ DATE: 11/30/2015 the overall structure is the responsibility of the balding designer. 2f helped bddg)ng or such as plywood resheathing(TC)air whereshown•dryvnl(BC). 3.In tmptct hoftus 5r lateralbredrgly oft he where shown S EQ.: K1560780 4.Nobads should be compete appiad to any component unty after loads greater ng 5.Deg an.or"dry onds.=aretub.u.edIn.no�rrrodweenmronment, EXPIRES: 12/31/2016 design pads be applied to any component. and aro for"dry condition"of use. TRANS I D: LINK 5.Compurnn has no control over and assumes no responsibility for the 8.Design o5.s,ssumes fel bearing at el supports shown.Shim or wedge if " ry. November 30,2015 fabrication,handling,shipment and InsteMlhn of components. 7.Design assumes adequate drainage le provided. 8.The design is furnished subject to the limitations set forth by 8.Plates sill be located on both faces of truss,and placed so their center TPIWTCA In BCa copies of which PI be famished upon request. lines coincide with joint center Ines. 9.Digits Indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.6SP2(1L}E /O.For bade connector plate design Values Ma E58-1311,ESR-1908(MITel0 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS - TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF 919BTR LOAD DURATION INCREASE = 1.15 1- 2=1-4162) 1836 1-11=1-1458) 3621 11- 2=1 -905) 1158 6-16=1-473) 1050 BC: 2x9 KDDF 916BTR SPACED 24.0" O.C. 2- 3=1-2777) 1172 11-12=1-1311) 3229 2-12=1 -791) 555 16- 7=(-686) 568 WEBS: 2x9 KDDF STAND 3- 4=1-2251) 1067 12-14=1 -766) 2940 12- 3=1 -28) 349 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=1 -26) 64 3-14=1 -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POP 5- 6=1-1929) 1166 15-16=1 -196) 1380 13-14=1 -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1969) 1088 16-17=1 -504) 1759 19- 4=1 -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=1-2474) 1157 17- 9=1 -728) 2080 14- 5=1 -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=1-2607) 1035 14-15=( -358) 1722 LI. = 25 PSF Ground Snow (Pg) 9-10=1 0) 83 5-15=(-1103) 733 15- 6=( -587) 996 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" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) . 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 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 = 0.197" @ 13'- 4.0" Allowed= 1.956" MAX TL CREEP DEFL = -0.344" @ 13'- 4.0" Allowed= 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL =-0.010" @ 91'- 5.0" Allowed= 0.183" 19-11-08 20-01 1' 1' 1' MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 6-11-13MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" T ' T 1' 1' T 1' ' 1' 12 12 Design conforms to main windforce-resisting 7.50 M-4x6 ' 7.50 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 6 .h( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 i ` load duration factor=l.6, M-5x6(5) E M-5x6(0) End verticals) are exposed to wind, Truss designed for wind loads .25" 0. 5" in the plane of the truss only. '� M-3x4 N 3 M-1.5x3 M-3x5 z .0 M-3" ��a.- / ..iiiii.66... o 0 0 :fl,M- x. 12 r 4�_`.x. o o 1 M-3x4 . 13 15 16 17 \0 'fo 1 I M-3x9+ I M-1.5x3 0.25" M-3x4 6 oI o 0 M-3x4+ M-5x8 M-4x10 M-Sx6(S) �c\cO PR/1c. 0� d 3.75 PROFk, 12 1 l l l J. l l J. tAGINE - /p 2-05-12 5-05 5-05 2-04 8-05-12 7-07-08 8-03-08 y y •) y2-04y 10-10 y 26-10-08 1-04-081 '� :9782PE �1- 40-00-08 JOB NAME : 3413-A REV. POLYGON NW - C3 Scale: 0.1297 ►� v / 47 WARNINGS: GENERAL NOTES, ureasolherwlsenoted, =4EGONtip 1.Binder and erection eentrador should be advised del General Notes 1,Thle design Is based only upon the parameters shown end Is for en individual .a? AlA^�. -4,6 V Truss: C3 and Warnings before wnahuctfon commences. budding component.Applicability of design parameters and proper 7 `Al R { k 2.284 compreeston web brednp muni be installed where ahovm+. incorporation of component b me responsibility of the bo:dlnp designer. `i ,+� 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top and bottom chords is be lalerelly braced a1 LU Is the ro Nbi f the erector.Additional m bracing f 2 oh,and a1 10 o.c.respectively unless braced throughout their langur by agora Aly o hemme nig o continuous'heading such es plywood sheathing(TC)andfor dowal(BC). DATE: 11/30/2015 the overall structure 1s the responWbRty of the building designer. 3.2,4 Impact bddgirp ar lateral bredng required where shown++ SEQ.: K 15 6 0 7 81 4.No load aheod be applied to cry component until alter all bracing end 4.Installation of howls the responsibility of the respective contractor. yn cc 12/31/2016!1/q A ry 4 c fasteners aro complete end at no time should any dads greater than 5.Design assumes Ironware to be used Ina nonconoede environment, I_XP I RJ. i G/.7 I ILQ k R!. TRANS I D• LINK de.lgn dada be applied to any component. elle are for fol blare'of an. 5.CompuTrus hair no control over end assumes no responsibility for the B.Deea'paasumes NI bearing et ail supports Maven.Shim or wedge If ry. November 30,2015 fabnotfon.handling,shipment and Installation of components. 7.Design assumes adequate dreinege Is provided. 6.This design A famished hided to the limitations set forth by 8.Plates shal be located en both faces of tons,and placed w their center TPI NTCA In SCSI.copies of which hill be furnished upon request. Anes coincide with dint center lines. 9.Digits Indlhete else of plate In inches. MiTek USA,Ino./CompuTruS Software+7.6.RSP2(1L(-E 10.For bead connector plate design values see ESR-1311,EBR-f95B(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1,00 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-9154) 1835 1-10=(-1458) 3603 10- 2=1 -405) 1153 14- 6=(-586) 996 BC: 204 KDDF #16BTR SPACED 29.0" D.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11= WEBS: 2x4 KDDF STAND ( -787) 555 6-15=(-973) 1053 3- 4=(-2252) 1066 11-13=1 -766) 2427 11- 3=( -28) 349 15- 7=(-688) 568 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2169) 1170 12-14=1 -26) 63 3-13=1 -617) 363 7-16=(-322) 583 LL(.25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-1929) 1165 14=15=1 -202) 1369 12-13=1 -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. DDH. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1972) 1106 15-16=1 -503) 1748 13- 4=( -197) 180 TOTAL LOAD = 92.0 PSF 7- 8=(-2485) 1229 16- 9=( -769) 2083 13- 5=( -503) 1033 ** For hanger specs. - See approved plans 8- 9=(-2610) 1087 LL = 25 POP Ground Snow (Pg) 13-19=1 -396) 1711 5-14=(-1100) 744 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" -266/ 1682V -297/ 29811 5.50" 2.69 ROOF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL= -0.343" @ 13'- 4.0" Allowed = 2.608" MAX HORDE. LL DEFL = 0.098" @ 39'- 7.0" 19-11-08 20-01 MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 T f 12 T f f f f f f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 17' M-4x6 Q 7.50 4.0" Wind: 140 mph, h=25.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 6 .0y (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=1.6, M-3X5 End vertical(s) are exposed to wind, M-Sx6(S) M-Sx6(S) Truss designed for wind loads .25" in the plane of the truss only, 0.25" M-3x9 M-1.5x3 M-3x5 z N M-3x8 �00� o N ..-:' r M-5x6 11 13•o.`T ;' too 0 1 M-3x4+ M-3x9 0 12 14 is -ic I M-1.5x3 0.25" M-3x4 0l o M-3x4+ o *M-3x6 M-5x8 0 d 3,75 M-4x10 M-5x6(S) y12 y y y y y y y top PR 0Fr 2-04 5-05 5-06-12 y 2-04 8-05-12 7-07-08 8-03-08 `cJ�., GINEE` �r27 y2-04 10-10 26-10-08 ,I' �� 40-00-08 y :97$2PE �� JOB NAME: 3413-A REV. POLYGON NW - C4 ,"' -I' BMW Scale: 0.1347 �� / /,., WARNINGS: GENERAL NOTES, unless otherwise noted y 1>//_:OREGON ,z,' TrussC 9 1.Builder and erection contractor should be advised oral General Notes 1.Tbis design Is based only upon the parameters shown and Is for an Individual j� G and Warnings before construction commences. building component.Applicability of design parameters and proper "y� 4p Y A Irl I (JV. 2.214 compression wale bracing must be installed where shown*. Incorporation or component Is the responsibility of the building designer J eisi 3,Add6oe.l temporary bracing to In euro alability during construction 2 Design assumes the lop and bottom chords to be hteraAy braced al ` DATE: 11/30/2015 is the reapo"dwllty or the erector.Additional permanent bracing or 7 ntlnuouswe.and sehesthln roapnty amass braced throughout their length by PAUL.. the overall structure 5 the responsibility of the building designer, 3,2o Impact bridging o totarel bradng as required whsro shown 00rywaA(BC). SEQ.: K1560782 4.No load should be applied to any component all after ail bracing and 4.Installation of truss is the responsibility or the respeotNe contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK aestgnfoaabeappleafo.nraampomnt. and are fordbcondilfon..ofuse. EXPIRES: 12/31/2016 5.Compun.has no control over and assumes no responsibility forme 8.Design assumes AAI bearing at ail supports shown.Shim ar wedge if fabrication,handling,shipment and[Intonation of components. 7.Designseaseumsa.degase drainage is prodded November 30,2015 6.This design is furnished subject to the Iimitabens set forth by 8.Plates shell be located on both faces of buss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request. Anes coincide with Joint center Ines. Mu cid USA,Inc.ICompuTras Software 7.0.7(1 L)-E 9.Digits Indicate sire of plate In Inches. f 0.For basic connector plata design values see 106.1311.ES12.19B8 MATO) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=(-304) 399 BC: 2x4 KDDF 01iBTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1941 8- 3=(-309) 550 3- 4=(-2033) 1105 9-10=(-202) 1429 3- 9=(-674) 563 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2038) 1107 10-11=1-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=1-476) 1043 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2659) 1087 10- 5=1-688) 567 TOTAL LOAD = 42.0 PSF 5-11=1-321) 583 ** For hanger specs. - See approved plans LL = 25 POE' Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. ---.7 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" Design conforms to main windforce-resisting 19-11-08 20-01 system and components and cladding criteria. f f Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( 1' load duration factor=l.6, 12 End vertical(s) are exposed to wind, 12 M-4x6 Truss designed for wind loads Q 750. 7.50 in the plane of the truss only. 4.0" 4 uhf i`\ M-5x6(5) M-5x6(5) , 0.25" 0.25" ,,7 • eT `e M-1.5x3 M-1"5x3 z • ui ...IIIIIIIIIIIA iallillillik, v:, N oo 8 3 ryry .. I 1-.M-3x6 M-3x4 8.25" bo.25" M-3x4 M-3x6 0 �� (' 1opLr M-5x6(S) M-5x6(S) y $9 ,,`Gila ' / y 8-02 y 7-07-08 8-04 y 7-07-08 y 8-03-08 y ��, ' `v p� O'!• y 40-00-08 _'s 9782PE r JOB NAME : 3413-A REV. POLYGON NW - C5 Scale: 0.1533 WARMNGS: GENERAL NOTES, udessotMrwiaenoted lir 9�OREGON ©'�40 4`.. 1.Balder and median contractor should be advised of al General Notes 1.This dedgn Is bard only upon the parameters shown and is for an Individual Truss: C5 and Warnings before conetrudlon commences. balding tampons.Applicability of design parameters and proper i/ (}s 2.2M compression web bracing mad be installed where shown*. incorpoess n of component Is the rospondbliry of the building designer, �" `rq C:f Y A 6 4(e„ 3.Additional temporary bracing to Insure staNlity during connection 2.7 o.c.neat 12es the top and bottom drama c d t reaghaerely bremd et al I Y� Is me responsibility 1 the erector.Additional permanent bracing of T ntin and a 1 s hin.such as ply eed a braced throughout their al(B).ngth by h b o continuous sheathing seen as pyvnad sheathing(TC)enaror arywel(Bc). � �A UL. �� DATE: 11/30/2015 Me overall dnxiure lathe reaponeblity of the balding deelgn.. 3.2a Impact bridging or lateral br.dng required where Mown a SEQ.: K 15 6 0 7 8 3 4.No bad should be eppled to erg component until after al bracing and 4.Installation of truss Is the respondblty of the respective contredor. fasteners are complete end at no ems should any bads greater than 5.Dedgn assumes trusses ere to be used Ina non-corrosive environment, destpn loads be applied to any component. end are for"dry condition"of use. yV c�r .l fy//�tj�.l ry/'{.l c TRANS ID: LINK8.Design assumes full bearing at al supports Mown.Shim or wedge 11 EXPIRES: 1G/r7/ GV IV 5.CompuTrw has no control over end assumes no respomiblllty for the necessary. fabrication,handling,Mlpment 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 Mel be located on both fame of truss,and placed so their center TPIh/ICA in SCSI,copies of which will be furnished upon request. 9.Ines Digit.inrule filmwith ointcee in inches. MiTek USA,Inc./CompuTras Software 7.6.7(1L)"E 10.For baste connector plate design mattes see ESR-1371,ESR-1988(MITek) This design prepared from computer input by PacifiC Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=1-766) (766 2369 2- 9=(-303) 399 BC: 2x4 KDDF #160TR SPACED 29.0" 0.0. 2- 3=(-2560) 1227 9-10= 9771968 9- 3= 321 582 WEBS: 2x9 KDDF STAND 3- 9=1-2097) 1110 10-11=(-198) 1499 3-10=1-688) 568 LOADING 9- 5=(-2095) 1092 11-12=(-507) 1824 10- 9=(-976) 1043 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-2549) 1160 12- 7=(-730) 2114 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-2659) 1038 11- 5=(-686) 568 TOTAL LOAD= 92.0 PIP 7- 8=( 0) 83 5-12=1-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 396 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -269/ 1711V -313/ 309H 5.50" 2.79 ROOF ( 625) THE,BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LI. DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5^ MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to mlwindforce-resisting f '1 f f ' ' system and components and cladding criteria. 12 7.50 2 M-9x6 12 Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 9 4S( End vertical(s) are exposed to wind, 11% Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-S6(S) 0.25" 0.25" 3 eras>15X3iAYAY15x3 0 o 0 1** 9 . 12 .N of M-3x6 M-3x4 K25" 125" M-3x4 `M- 6 �t o � ,voPR op..M-Sx6(S) M-5x6(3) �` sy y y y y � �GINE� °8-03-08 7-07-08 8-04 7-07-08 8-03-08 49 °.47 y ).• ,I• 40-02 1-04-08 '4' 89782PE -7 89782PE JOB NAME : 3413-A REV. POLYGON NW - C6 , Scale: 0.1516 ,..,-.0 -^r WARNINGS: GENERAL NOTES, unless otherwise noted Truss: C6 I.Builder and erection contradorehould be advised of at General Notes 1.This design b based only upon the parameters shown end is for an indtvlduel "9 OREGON �' and Warnings before cansrudion commence.. building component.Applicability of design parameters and proper /1Y♦ 2.2s1 compression web bracing must be installed where shown�. incorporation of component Is me responsibility of the building daalgner. /�� 1 (]� 3 Addtenal temporary bracing to Insure siabilty dunng construction 2 Design assumes the lop and bottom chords to be laterally braced al A 5 `� Is the roapomlbllity of the erector.Atldtbnel permanent bracing of Y o.c.and at 10 c.c.respectively unless Mced throughout their length by /,r DATE: 11/30/2015 the Quem structure is me responsibility of the building designer. contlnuou.sheathing or each as plywood required sheathing(TC)ere s and/or drywaA(BC>. • �" lam. 3.2a Impel bodging or lateral bracing roqulrewhere shown*• r- `, SEQ.: K 15 6 0 7 8 4 4.No load should be applied to any component until after el bracing and 4.Installation of Inns lama responsibility of the respective contractor. Wieners an compels end at no time should any bads greater than 5.Design assumes trusses ere to be used in.noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTros has no control over and ermines no responsibility for the 6.Design assumes lull bearing al sig supports shown.Shim or wedge If EXPIRES: 12/3112016 febricaten,handling,shipment end Installation of components. necessary. 7.Desiged. 8.This design is Nmished509edtothe limitations aetforth by 8.Plaesnahag55 no.8edassusuate onbomhusdraelolbuuprovitland placed sotheir center November 30,2015 TPNNTCA In SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTfUe Software 7.6.7(1L}E 8.Digits indicate alae of pets in inches. W.For basic connector piste design values see ESR-1711,658-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windfozce—resisting BC: 2x4 KDDF 01KBTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. - LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 ' f 13-04-09 6-08-07 6-08-07 13-04-09 T 1' 12 HM-4x4 12 2 ' 7.50 7.50 V vM35s13TIT5) I . , 1 1111111111111111111111111111 ....do M-3x4 M-3x4 y 15-11 8-04 15-11 y90-02 1-0:,47 82PE °"� ^ �, • JOB NAME : 3413—A REV. POLYGON NW :-- C7 Scale: 0.1993 ��rp ' WARNINGS: GENERAL NOTES, unless etharosa noted' Ilir1.Bulkier and eredan connector should be advised of all General Notes 1.Ibis design Is based only upon the parameters shown end Is for en Middle' . '4/4/OREGON2Q'��`' .... Truss: C 7 and%aming,before construction commences. bolding component.Applicability of design parameters and proper 2.Tel compression web bracing must be installed where shown•. Incorporation of component Is the responsibility of the building destpnel. .1;45). 4 p V A 5 1� 3.Additional temporary bracing a Imre stability during construction 2 Design amines the top and bottom chords to be laterally braced at ! 1 �f� 'tithe reeponsibllly of me endo!.Additional permanent bracing of T o.c.and al 10 o.c.respectively unless braced throughout their length by j+) Q. DATE: 11/30/2015continuous sheamin,such as plywood required mg(TC)endlor drywel(BC). PA, UL {s� the overall structure Is the responsiblly of the building designer. 3.2a Impert bridging or lateral bracing where shown•• 4.No load should be applied to any component untl alter al bracing and 4.Installation of truss Is the reaponslbilty of the respedNe contractor. SEQ.: K 1 S 6 0 7 8 5 fasteners are sample).and at no time should any loads greater than 8.Design assumes m,ws are to be used In s nen-corrosive environment, assign Gads be applied to any component. and are for"dry condition^of use. TRANS I D: LINK s.Dominants has no control over a assumes no responsibility forth. N.Designassumes full bearing et c supports chess.Shim or wage g EXPIRES; 12/31/2016 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design la furnished aA)ed a the Ilmf.Bons set forth by 8.Plates shall be located on both face of truss,and placed so their center TPUWICA In BCSI,copies of which wet be furnished upon request. linea coincide with Joint center linea. 9.Digits indicate etre of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.7(14-E to.for basic connector plate design values see ENR-1311,ENR-1988(MITek) This design prepared from computer input by I Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x9 or equal at non—structural TOTAL LOAD = 42.0 POP load duration factor=l.6, End vertical(s) are exposed to wind, vertical members (ton). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Note:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12-06-08 1 q 12 4.00 v 2 0 ko 0 or ,_� 1 o ANIIMMEMMEMMIIMMEMEMMEMOMMOMMMEMEMMEMMEMMEMEMOMMEMEMMEM I /I o M-3x4 3 4 l l 1' 1-00 11-06-08 l y 12-06-08 � V PF{Qi•Fss c`cs� tN �ii9 GIN /0* ` ` 89782PE <` JOB NAME : 3413—A REV. POLYGON NW — Dl . ' • Scale: 0.4806 \ _ ... r. WARNINGS: GENERAL NOTES, unless othenvise noted E.A. 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is toren Individual try T".� Truss: 01 and Warnings before construction commences. building component Appfcabllity of design parameters and proper "�/OREGON y�Q Q 2.D/4 compression web bracing must be Installed where shown+ incorporation assumes of component Is me responsibility of the bolding designer. yA� �� r A+ 3.Additional temporary bracing to insure stability during construction 2 Deal Ms to and bottom dons to be bore bated at 7 J Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'oto reepadwely unless bread throughout their length by ` continuous ening or sten as plywood uiredmng(e al and/or dryweq(BC). , y t �\ DATE: 11/30/2015 the avereA structure lathe rosponemilM/of the building designer. 3.2a Impact bridging or bbrol bracing required where shown++ U L SEQ.: K 15 6 0 7 8 6 4.No load should be applied to any component until after al bracing and 4.Installation of inns Is 0o responsibility of the respective contractor. fasteners are complete end at no Bine should any loads greater than 6.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTruehas nocontrolover and assumes noresponsibility lorthe B.Deignaaatmeahatbeanngallogaappon.ana,.n.shimerw<tlgea EXPIRES: 12/31/2016 fabrication,handling,shlpmeM and inWlbtlon of componame, nedass ee '.Design tesab be eeb loadcated othface"prus,anded. November 30,2015 e.This design is SCSI,copies off tometaletiono set roomfor S.PlatenshallbebatedanbornfadeofWss,antl placed so their center TPEWMA in SCSI,copies which will be furnished upon request. Anes coincide with join drier linea, MlTek USA,Inc./Com Tfue Soflwafe 7.6.7 iL E 9.Digits Indicate lobe of plate In inches. PU ( 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 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=1 0) 234 BC: 2x4 KDDF #1LBTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 WEBS: 2x4 KDDF STAND; 3-4=( -7) 3 6-3=(-165) 128 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'-. 0.0" -66/ 559V -56/ 15211 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL = -0.008" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.042" @ 6'- 8.1" Allowed = 0.708" 6-09-14 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" f 1 ,r ,r MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 4.00 D M-1.5x3 4 Design conforms to main windforce-resisting 3 � system Inlinlol°1111 ts andcladdingcriteria.Wind: 140 mph = fTCDL=4.2,BCDL=6.0, ASCE 7-10, (All HegtEosed, Cat.2, Exp.B, MWFRS(Dir), load duaiaor=l.6,End veriae exposed to wind, Truss dsgfwind loadsM-3x9inthe e truss only. 2ir o I uP o 0 7►matai 5 6 I o M-3x8 M-1.5x3 M-3x4 1 1 1 6-08-02 5-10-06 1 , 1 1 1-00 11-06-08 1 12-06-08 1 ,Nc ` CPRE xELk,f c.� N kd9 e2 1 1 " 89782PE JOB NAME : 3413-A REV. POLYGON NW - D2 • ,f • • Scale: 0.4181 /• •• WARNINGS: GENERAL NOTES, unless otherwise noted: to* � _-^ 1.Builder and erection ontndor should be advised of all General Note. 1.This design Is based only upon the parameters show„and I.for an Individual „4:51:171,6104 REGONI,'"•-(e„Q,., Truss: D2 and Waning.before conetrudlon commences. building component.Apglcemllty of design parameters and proper 2.284 compression web bradng must be Inslelled whore shown v. Inorpon8on of component Is me reapetrelbAlty of the building designer. Y ,�GJ 3.AddMlonal temporary bracing to Insure*ability during construction2.Design assumes the top and bottom chards to W lelently ir eghe braced at d their Is the respondbiBy of the eredor.Additional permanent freeing of continuous sheathing such as plywood sheathing(TC)and/or drywadBhC)bY DATE: 11/30/2015 the ousel structure Is me responsibility of the building deelgner. 3.28 Impact bridging or lateral br.dng required where shown v v ,4 UL �\ r SEQ.: K1560787 4.Na Iced eheald be eppg.d Ic erg eempenent yell.05,44 bredrrg end 4.Installation al a.uom...leteher..ion bRtyusedo eem�tivecontractor.tra�n.n I.denere an complete and at no lime should any teed,greeter than t. and are for"dry condemn"of use. TRANS ID: LINK aedgn locule be applied to any component. 6.Design attunes full bearing at all shown.Shim or wedges 6.CompnTrue Ms no control over end/teatimes no responsibility fm the nece.ssry. EXPIRES: 12/31/2016 fabrication.handling,ampment and installation of components. 7.Design assumes adequate drainage is prodded. November 30,2015 8.This design is furnished wilted to the limitations set forth by 8.Pales shall be located on both faces of truss,and placed so their center TPBWTCA kr BC81,opies of which AAA be mnlehed upon request. Inn coincide with)old center lines. 0.Digits Indicate.5a of plate kr Indra.. MITek USA,Inc./COmpuTrus Software 7.6.7(1L)-E 10.For bees connector plate de.lgnvalue.see ESR-1311.En12•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x9 KDDF STAND; 3-4=( 0) 0 2x9 DF STAND A LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF - LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 440V -93/ 114H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP a. For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL= 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-02 4-01-10 0-03-12 ' .( MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 12 4.00 •' M-1.5x3 Design conforms to main windforce-resisting 3 4 -f system and components and cladding criteria. I Wind: 190 mph, h=20.8ft, 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-1.5x3 Truss designed for wind loads in the plane of the truss only. mi .-I 'M p 0 Or in I OG 0 6 lit.=.-41 I M-3x8 M-3x4 l . l 9-03 0-05-08 l l y 1-00 8-08-08 1 y 9-08-08 o} PRQF Os 9782PE -yj JOB NAME : 3413-A REV. POLYGON NW - D3 ,,, ..i Scale: 0.9704 , , WARNINGS: GENERAL NOTES, unless otherwise noted. Cor' 1 Balder erection contractor Truss: D 3 Warnings before constructtaann commenoould be .Mtl of al General Notes s. building comsbased only upon the parameters shown and pan component.Applicability of design perimeters andlproper individual � N( t.. 2.andM compression web bracing must be Installed where ahovm+. Incorporation of component is the responsibility of the building designer. "ar)�.. ..4j %(t.. 3.Additional temporary bracing to Insure alebll during construction Z.Design assumes IM top and bottom chords to be laterally braced al T Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'c.c.respectively unless braced throughout Meir length by /,,. ` DATE: 11/30/2015 the overalstructure lathe re responsibility of da ner. DvImpatcontinuouggingor.aebpinremeathmersaan•drywal(Bc). '1. �(+y�, u �` Won N o ng elg 3.2e Impact hrltlging or lateral bracing required Where shown.. SEQ. : K 15 6 0 7 8 8 4.No load should be applied to any component until ager el bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners aro complete and et no time should any pada greater than 5.Design assumes trusses era to be used m a non-corrosive environment, TRANS ID: LINK deign bade be applied to any component. end are for'idly condition"of use. 5.CompuTrus Ms no control over and assumes no responelbllfy for the 5.Design..same.160 bearing at et supports Sheen.shim or Wedge If EXPIRES: 12/31/2016 edge ary. fabrbatlon.handling,sidpment andbetalktbn ofcomponents. T Design assumes adequate drainage is prodded. November 30,201.I 5 6.Thk design Is famished subject to the limitations set font by 8.Melee shall be located on both faces of truss,and placed so their center TPIANICA In BOB).ooplee of Which oIl be furnished upon request. lines colndde 000 joint center lines. 9.Digits indicate size of pled In inches. MTak USA,Ina./CompuTrus Software 7.6.7(1/)-E 10.For basic connector plate design values see ESR-1311,ESR•1985(MITek) N. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. - LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, EL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, M-1.529 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads only. the plane of the truss Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous ". For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-08-08 1' T 12 4.00 v u; 0 1111111111111111 CA 01 InI 0 3 9 M-3x4 l y y 1-00 8-08-08 l l 9-08-08 0) P'iQF4t- 0,0 89782PE r JOB NAME : 3413—A REV. POLYGON NW — D4 ' Scale: 0.5079 V •��IG✓ NNW WARNINGS: GENERAL NOTES, unless otherwise noted V OREGON 1.Binder 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 7 -O REGO A V Off' �.. Truss: D4 and Warnings before constnration commences. building component.Applk•bSty of design parameters and proper (//V 2.Dia compreabn web bracing must be installed where shown ocorponibn of component I.the responsibility of the bulking designer. 1,,./5, ,q Y ,��J 3.Additional temporary bracing to heure stability during construction 2 Design sig et tO the lop end bottom chords to be througaterallyhout braced al ‘s4 4 Is the responsibility of IM erector.Additional permanent bracing of 22 o.c.and et iG o c respectively udess braced throughout their length by `sl continuous sheathing such es plywood sheathkg(TC)and/or drywel(BC). PA..1 A 1 '• DATE: 11/30/2015 the overall strvcMe Is the responsibility of IM bulking designer. 3.2s Impart bridging or Were!bracing required where Mown.n t.i L- SEQ.: K1560789 4.Noload should beapplied toany component untleller all bracing and 4.�tagatk�ofm sstrlathheaebMklity of the respective snttseemctor.environment. footmen are complete and al no time should any loads greater than gn design toads M epplbtl o eny component. and are or"dry condbion^of use. ,Ary(t].A !�/{{ TRANS I D: LINK N.CompuTrue has no control over end assumes no responsibility for the S.Destgn assumes NI bearing.t ail supports Mown.Shim or wedge If EXPIRES:I12/3 1/20 16 fabrication,handling,shipnem end instalttion of components. 7.Design assumes adequate drainage is provided. November 30,20 1 5 S.Tiro design o banished subject o the limitations set forth by 5.Plates shag be bo•ted on both faces of truss,and pond a their comer TPIW4TCA in SCSI,copies of which WA be furnished upon request. Anes coincide with joint center Ines. 9.Diggs indicate sirs of pole In inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1988(MUM) 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/Cq=1.00 PC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. - 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4-DL( 7.0) ON TOP CHORD = 32.0 POP 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 POP 0'- 0.0" -73/ 248V 0/ 24H 1.50" 0.90 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" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 9.00 D 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/1B0 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 indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -/ End vertical(s) are exposed to wind, Truss designed forwind loads N in the plane of the truss only. , It --t, 14, M-3x5 l 1-00 l 1-00 1 � [)rPR(�p�s (PROVIDE FULL BEARING;Jts:2,9,4 I ' GINE.I((A Yry/�kr SS! �' :9782(-E,41 �` JOB NAME : 3413-A REV. POLYGON NW - El • Scale: 1.1020 NAV WARNINGS: GENERAL NOTES, unless otherwise noted: 5,...1 " - E 1 1.Buller and erection contractor should be advised of a1 General Notes I.TMs design h based only upon the parameters shown and Is for an individual -7 •s>EGON Truss: and Warnings before construction commences building component.Applicability of design parameters and proper IP 4Z�� y10 �" 2.2x4 compression nab bracing must he Installed where shown 5. Incorporation of component la the rospondbidty of the building designer. C/ .y V 3.Additional lemporary bracing to Insure stability during construction 2 Design assumes the top and bosom Mohs m he lateralty dinbraat *Y ` �d✓: Is the responsibility of the erector.Additional permanent bracing of T o c and at 10'os respeclNeh/unless braced throughout(hair length by ` `✓ DATE: 11/30/2015 the overall structure la the responsibility continuous sheathing soh as plyvgod sheathing(TC)andlor drywad(BC). � P/(t'` +- eponsibMlty of the building designer, 3.2v Impact bridging or lateral bracing required where shown+v. �'1 V 1+. SEQ. : Ki5 6 0 7 9 0 4.No load should be applied to any component until after all bracing and 4.Installation of true Is the responsibility of the respective contractor. listeners aro complete and at no time should any bade greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and ere for"dry condition"of was8.Design assumes NII bearing at all supports shown.Shim or wedge If 5.Comp/True has no control over and assumes no responsibility for the necessary. EXPIRES:. 12/31/2016 fabrlugon.handling,shipment and instaingonofcomponents. 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 as their center TPBWTCA In SCSI.copies of wlkh 0.45 be furnished upon request. Ines coincide with Joint center lines. B.Digitslcote she ofplate Ininches. MITeUSA,Inc.iCom uTrus Software 7.6.7(11.)-E 10. For basic connectorplate design values sea ESR•1311,ESR•7 BBB(MITek) Symbols Numbering System il General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 Failure to Follow Could Cause Property 1 /aI dimensions I (Drawingsshown notint toft-in-sixteenths scale) Dama e or PersonalInjury offsets are indicated. g1 rY in= Dimensions are in ft-in-sixteenths. 114046. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by aln engineer.For 0'1/1g1 1 0 /lib widetrussspacing,individuallateralbracesthemselvesmay require bracing,or alternative Tor I � cibracing should be considered. ■_ r3. Neverexceedthedesignloadingshown andnver stack materials on inadequately braced trussese. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 s cs 7 cs. designer,erection supervisor,property owner and plates 0 'na 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC E5 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 200pro012 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, or less,If no ceiling is installed,unless otherwise noted. BEARING vs.' 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 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(frontback,words 1111111. 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, 20.Design assumes manufacture In accordance with MiTek 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are ed I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1111446, 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. n Cl-2 C23 0'/16 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. x IMItl%r U z0 ILIIIIIII MI 3. Never exceed the design loading shown and never OU stack materials on inadequately braced trusses. `- C6-7 c�-ap 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate IC5-6 ,_ designer,erection supervisor,property owner and plates 0-1/1a.from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. plates a each face of truss at each joointint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured er endicular ESR-131 1 10.Camber is anon-structural consideration and is the p P ,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as Follows: in all respects,equal to or better than that �/� Indicated by symbol shown and/or SYP 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. • •••• 15.Connections not shown are the responsibility of others. ••• I • Indicates location where bearings (supginr9ccur. Icons vary but 16.Do not cut or alter truss member or plate without prior ••••• i■� •• r*e reaclioection indicates joint ©2012 Mitek®All Rights Reserved approval of an engineer. ••• numl4pryikere bearings occur. 17.Install and load vertically unless indicated otherwise. • • Mint'i �S iwn is for crushing only. MEM • o 18.Use of► •••• green or treated lumber may pose unacceptable •••• • environmental,health or performance risks.Consult with G>Idustry Standards: •••••• project engineer before use. •'••ANSI/TPI1;;agonal Driipg•Specification for Metal Mil 19.Review all portions of this design(front,back,words a Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone I. DSB-89: • Qt;sjgn StancS&r'd for Bracing. is not sufficient. •••t3�`Sl: ,building Component Safety Information, ri iTe k 20.Design assumes manufacture in accordance with •••• Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate I Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 • ••• •• •• • • • • •• • • • • • • • •• •• • • • • • • • • •• •• • • • • • • •• •• ••• • •• •• • . • •• • • • • • ••• • • • •• • • •• • • • ••• • • • • • • • • • ••• • •• • • • • •• •• • • • • • ••• •• ••• • ••• ••• • • IS •• • • • • • • • ••• ••• •• • • • • • ••• • • This design prepared from c:mpute[ input by Pacific Lumber and Trues-BC TRUSS SPAN 12'-10.0" IBC 002 MAXNENEES FORCES 14R/DDF/Cq 1 07 ECT-IIk:k SPECIFICATIONS'41PBTR1-2=( 0) - 2-6=1-224) 1074 6-3=1 0) 29- LGF DURATION I 2CREASE-1.15 TC: 2x4 PROF qI SBTR SPACED 24.0"G.C. 2-2=1-1163) 1.9 6"!=(-230) 1 6 3-7=(-11311 205 BC: 214 KDD'STN. - 3-1=1 -82) 74 7-4=1-155) '104 I^fEBS: 29 KDDF STAND LOADING 4-5-( 2 TC LATERA( SUPPORT 7=12"011. SON LI( 25 01[02( 10.0) ON TOP CHORD 35.0 PSI' SC LATERAL SUPPORT C 0ON. DL ON 500004'5 CHORD 10.0 PSF TOTAL LOAD- 43.0 PSE BEARING MAX VERS MAX HURT 5RC REQUIRED BRG ARES LOCATIONS REACTIONS REACTIONS SIZE S)2.IN. (SPECIES) ✓ERFFN�S: 12.➢" 1.5" 0'_ 0.0" 105. 07V 1254 1.1 K 'F) 625) LL 25 aSF Ground Snow (Fq) ) C.9 YD'F (£=`_) 1.'.'-10.0" 79. r83V off .. � - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.524 o equal a -structural REQUIREFIENTS OF IBC 2012 AND IRC 2C12 NOT BEING NET. membersvertical ) BOTTOM C4`.RD CHECKED FCR 10PSF L-VE LOT . TOO ICOSS : Designhewed for net(-5 psf) uplift a 24spacing. I For hal g=: 'pec_ -See acp reeved plans HISS BC"TOM CPORD LIVE LOADS ACT NJN COKC1IRFEKi LS. / 60 VERTICAL DEFLECTION LIMITS: -LL-2/240, T t-VtX EL DEFL 0.003"4 -1'- 0.0" Allowed= 0.102" MAX TL CREEP DEFL=-0.034"rt -I'- 1.5" Allowed- 0,13"6" MAXR LL DEFL=-0.075" @ -11.5" AlloweSISsosd 794" ..tix-TE CREEP De FL=-0.075^@ - 11.5" Allowed= .794^ FOSS LL DEFL- 0.000"R - 0.0" Allowed- 0.013" MAX IL CREEP DEFL- 0.000" h 0'- 0.0" Allowed- 0.012" MAX BORIS. LL REEL- 0.009"4 12'- 1AX SORIZ. TL DEFL- 7.^16"B 12'- 4.5" 7-01-09 5-08-12 7 1Design conforas to main wir.dferce-resisting 12 system and cemponentsand cladding criteria. 3.00 c> Wind: 140 mph, 1,20.8ft, TC111=6.0,BCDL=6.0,ASCE 7-10, M-1.5x3 (All Heights),Enclosed, Cat.2, Exp.B, M'n<RS(Dlr), load dura5255 factor=1.£, M-3x5 4 51 End vertical(s) are exposed to wind, Trues designed for wind loads in the plane of the truss only. M-3x5 M-1,5x_41_____------ 100 M-3x4 y Truss designed for 442 outlooker s. ^-x.4 let-ins tural MM-3x' --25-1____/1--- of the sum must and grade care sand are -p chord. Insure site fit each d let-in. Outlookers m t be cut with c and a permissible u inlet board e only. M-1.5x9 j _ m M-3x5 44,-------- i _-------- ---__ \� L------ - M-3x4 M-1.5x3 M-3x4 Y J 6-11-08 5-10-08 t?°) PROp 1_00 z-lo o-ol-oe ,t.-` ONGINEF9 6 /O2r ' :9200P r se JOB NAME: NRT LOT 23 PATIO COVER - P1 0.3946 ; jAP MMMGs: oel�wuMOM. unleasahem.noted 0 OREGON D ��Q w.ender erecbonnonmomr shoal be advised man canal Note. na ;ed er upon theairw admit"Ane w d anindivima Truss: Pl _ ode°nn°ofwaonnent.berespongo-t'no,th.bula�ngdes�gner 71....• Ip�'9y 14 L�, + �sb bracing construction where shown.. 2 o.s m.top end bottom Morro m te laterally braced at RP- mt. 1Q' gUNN donna oonstrSNo^ respectively unless braced throup�om them Nn 95+7 MERRILY- V temporary of me motor Additional permanent eating or a2x Kona bridping or lateral s plywood sheaMtOnrnt ng(TC)ander dnweN5.) DATE: 3/16/2016 reapongp,cydthe bmlpng designer a nsu of Me reapxbw�wnbe., SEQ.: 1<1815511fasteners4 No load shouldbe lana tno n�mmdany loads greater tand s:lou. this .mof w a 'e a nonce environment TRANS ID: LINK o teO�edmmgcrnanap. Baa ;yroumesfunb.am0atall suppabrshown.Bbrmo,w.d9ed EXPIRES: 12/31!2017 5. puTashas noconbelover and assumes noaap^nsittityfor.° installationw of mpanenb. I Design assumes adequate drainage is pro*.. March 16,2016 s.This design is furnished subject to thmerione eetfonn by 8 Rates shall Se boated on mm taws of o-uae,and paced w their center TFM1NCA'nBCS,copes of which On l»furnished upon request lines coincide with Dip�i�Kate M'ples Mi nnt unbar ches ines Mr*USA,Ine4CornpuTrus Software 7.8.74114-5 roe For sic connector pate design values sea ESR-13I1,Es11.19828511) .. . . . . .. .. .. . • . . • . . . . . . . . . . . . . . . •.. • .. . . • . • . .. . . ••S • . • . . . • . .. .•. • . S •• • S ... • • . • .. .• • .. . . . . . .• . ... . . • . .. . ... •. •. • . .. . •• • ... •.. ... • • .. .. • . ... ... • . 5 • .. ... . . • . • . •.. • This design prepared from computer input.by Pacific Lumber and Truss-BC DOOMED SPECIFICATIONS TRUSS SPTS9 12' 11.0" IBC 2012 MAX MEMBER FORCES 4070/DUE/C70).00 C 29,4 KLDF#11800 LOAD DURATION INCREASE-1.13 I-2 0) 2; 2-66(6224) 1074 6-3- 0) 290 _04 KDDF Nl 4808 SPACvr 2q,0"C.C. 2-3=(-1i003) 146 6-7=(-,'.30) 1066 7=1- 80) 2 NESS: 2s1 .EDF STAND 3-4=I -E2 74 7-4- -1-085) 109 LOADING 1-5=1 -31 2 TC LATER,5-OTT<=12.0C. LION. LLI 25.0)+DL( 10. 011 TOP CFCND 0 PSF BC LATERAI.5.0554,855.0554,85<=12"OC. DO, EL OS BOTTOM CHORD= 10.0 PSF TOTAL LOAD- 15.0 PST) NEARING 01122 VERT MAX 8002 BA, REQUIRED 820 AREA ✓ENE8805: ._., _._ LOCATIONS REAST20K5 REACTIONS 0220 SQ.IN. (SPECIES) LL=25 PSF Ground c„_,,, (Pal 01- -105/ - -42/ 1_SH 5.50" 1.10 SODS ( E 0;6' 22) 12'-10.0" _. 636, D/ OB 6.9, 0.93 IDDF I 625) LIMITED STORAGE ISE 0 T".PPI E 50. SPATIAL For hangerspec_. -_ Apr r:.rei plan, REQUIREMENTS OF IB ._2 ANG ITC NOT BEING MET. B075051 CH RL.:RECITED F '10550 LIVE MUG TDP -- -COVC Design cl AND BOTTOM CHORD l LIARS ACTT ,.]CONCURRENTLY. checked_ e (-5 psf) 'lift at 24 spacing. J VERTICAL DEFLECTION LI,I TS( 11,L/2C 0, Sr,L,.90. MA,LL[EFL4 -1'- 0.0" Allowed= 1.100" .002"° MAA IL MAP; DEF:.--0.034" -11- 0.5" Allowed= 0x.533" MCX EL DEFL_-0.035"L< - 11.5" Allowed= MPJ:TL CREED pEFL--0.015"@ -11.5" A.1_coved '4q" 6' n 4180 LL DEED= 0.000"4 0'- 0.0" Allowed- 0.112" N-631 20 CREEP DEFT.- 0.010"5 „- 0.D" 011 owed- 0.017" MPJ HORI, LL DEFL1.'- t"0a„2 0402)BOR.. TL 5541.- 0.016"@ 101- 42 7-01-09 5-08-12 - conforms _ indforce-ees'st eg T _ onto I - -' - 9 and components a.. cladding criteria. ^0 v Mind: 140 mph, 1.20.8ft, 0,1,2, ,0,2,I�6.0,ASCE 7-10, M-1.5x3 (AL1 Heights), Enclosed, Cat.2, Esp.B, M'FRS1Dir), load duration fact cr-1.6, y End, -- cal(s) a exposed tc Hind, Trusse designed For-wind load= ��__---17444)__ in the plane US the truss 04.10. M-3x4 �j 100 . __LEJ_ -------_ .....-,..1 o 1 M-3x9 M-1.5x3 M-3x4 1 6-11-08 5-10-08 J,1-00 y- -- 12-30 -- - 0-01-08 ��ED PROFFS,d' �C'�5 A‘...101N6-,..' io2 89200PE r- JOB NAME: NRT LOT 23 PATIO COVER - P2 .scale: 0.4093 1 Builder a.erect.] 091199.41.MOM, rr OREGON Truss: Pzand Warnings before constr..commences Am w p only upon the .,dwa 77L A � z:2.1 corwession web bracing °°'stability to insure 2 Desig°'°° a M Mr <O qy 14 2°�p�' rete ander n MRRit-� DATE: 3/16/2016 the oven slma 'z the responsdgy of the hu ong designer. 3.Timpbridging or lroduring construction re bracinrequired where sheathing(TC) evely unless Mem..roughout.e ��(�p SEQ.: K1815510 a.No bad should m amtied to any pomPenent°nM after au bream em <Installationo ruse is me responsibility or me respective contractor. Mgeners are complete and at n°time should any loads greater than 5.Design aaumes Miss.are be used In a noncorrosive environment TRANS ID: LINK .apples m ant compenem are for condioo�saes. 5...Tr.has no control over and assumes no the °"a' at all`app shownShim wedge d EXPIRES: 12/31/2017 febraration,handling 6 This hp0" ) edsuopieso and installation drainage is and placed so Meldmnter March 16,2016 MITek USA,Inc4Compor,us Software 767410)-E� 10 For basic connector plate design values see ESR.1311.ESP-1988 MT.) __ • •• •• •• • • • • •• Mir • • • • • • • • • • • • • • • • •• •• • • • • • • ••• • • •• • • • • • • • • • • • • • • • • • • • • • •• M iTe k6 • ' ' • •• •"' . . . .. . . .. . • • ••• • • • • • • • . . ••• • •• • • • • •• • • • • ' MiTek LISA,Inc. "' • 250 Klug Circle ••Corona,CA.02880. •• .• 951-$45-9325' • • ••• •.• •• • • • • Re: NRT LOT 23 PATIO COVER ' "' • ' 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: K1815510 thru K1815511 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. c7,0 PR 0 pre ��5 �NGINEF9 /0 89200PE 9r 7 ,�OREGON�� lV� /D -9y 14 20 P} MRR11-k-0 March 16,2016 Baxter,David 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. • .. . .• . • . • .• ••. ••• •• ••• • • •• • • • • . •..• • . •. • •• • •• .•. • •• • • • • C T ENGINEERING • • • • • • • • • INC 180 Nickerson St. Suite 302 • • • • • ••• •• • 5lItt1e,'WA 9$109• •• (26)2831512(v): : • . ... .. •.• • (206)285-0618(F) asolomon@ctengineering.com •.• • • • • •• •• OO • • BULLETIN • • • •.. ••• •. • . Date: April 6,2016 Number:CT-02 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Lots 18 & 23—Patio Roof Truss Connection Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace Single-Family' project located in Tigard, Oregon. The patio roof trusses shall be attached to the home using a 2x6 ledger with (3) 0.131"x3" nails to each wall stud. This application applies to all of the plan types in the River Terrace single-family development. Ec PRS' 11.1 tREG O 9A files T. GRAN 04/06/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: April 6, 2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company Maggie Gordon Polygon Northwest Company Rick Tolleshaug Milbrandt Architects Alexia Fukui Milbrandt Architects R:\15238 River Terrace\Bulletins\15238_2016.04.06 CT02 Lots 18&23(Patio Roof Truss Connection).doc Structural Engineers