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Plans (37) /1A s r-)-ace S dtt) S�r� MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-409_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: R46042121 thru R46042159 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <�0AGIIVEF�sio2 83640PE of y OREGON .� 0y4/�q RY 12 92 0 S•ON O Di. ture EXPIRATION a 71,-31-16 December 4,2015 Ong,Choo Soon 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 R46042121 PL15-409_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Dec 03 14:37:57 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-oa5Q8ukLNin0CBHaPgOikYeyjkzbugDS4LsANFyCcwu 1-0-0 1.15x3 I I 1 3x4= 5 2 Scale=1:13.2 _1111111111 E„ III 0 0 I I • L V •-_7 LA 4 =' 3 1.5x3 II 3x4= I 1-3-0 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 **". 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=10,1-2=100 Concentrated Loads(Ib) Vert:5=-277(F) ,--s. tivGN F4s/Q2 r- 8 ,.40PE 9f (1"PrA.ORE �N ,moo 0 0y0 Gq., 12•OtJC? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i _ I MI a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. MN. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual Inns web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane -- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 1 re Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Cilias Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042122 PL15-409_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZANg LpvM EnZkyCd I1-C9mYmwmDgd9b3b094yZPM BF W EyvT570umJ5q_ayC cwr 0-1-8 p-8-7 H 1�� f p I1 1-2-0 II 1-2-0 11 p -11-13j Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 II 5x6 II 4x6 I I 5x6 II 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 42 .., ,,,,,,. H ,.. ,... -I! . L! \ / . .\ /\ /.\_ ; ,/ \ / \ / \ rlr O e a - -1% �� • e B r0 m m d 41 40 '39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 I I 6x8 I I 6x8=3x6 FP= 5x6 I I 5x6 I I 3x6 FP=5x6 I I 6x6= 6x6= 1.5x3 = 6x6= 5x6 II 11-8-7 I 10-0-7 23-8-4 7-01 I 10-6-7 11-11-13 0-7-0 Plate Offsets(X.Y)- 133:0-3-0,0-0-01,135:0-3-0,Edae1,141:0-1-8.0-0-81,142:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.19 34 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.30 34 >944 360 BCLL 0.0 Rep Stress Ina NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 41=1738/0-5-8,26=1460/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2053/0,3-4=2053/0,4-5=3815/0,5-6=-3815/0,6-7=-5351/0,7-8=5351/0, 8-9=-5351/0,9-10=6071/0,10-11=6071/0,11-12=5955/0,12-13=5955/0, 13-14=5690/0,14-15=5690/0,15-16=5173/0,16-17=5173/0,17-18=4311/0, 18-19=4311/0,19-20=-4311/0,20-21=3119/0,21-22=3119/0,22-23=1699/0, 23-24=1699/0 BOT CHORD 40-41=0/1093,39-40=0/2964,38-39=0/4611,37-38=0/4611,36-37=0/6017,35-36=0/6071, 34-35=0/6071,33-34=0/5955,32-33=0/5955,3132=0/5465,30-31=0/4823, 29-30=0/3745,28-29=0/3745,27-28=0/2439,26-27=0/907 WEBS 2-41=2001/0,2-40=0/1849,4-40=1756/0,4-39=0/1640,11-34=-271/0,24-26=1677/0, 24-27=0/1527,22-27=-1426/0,22-28=0/1309,20-28=1207/0,6-09=1535/0, 6-37=0/1425,9-37=1354/0,9-36=0/257,20-30=0/1091,17-30=986/0,17-31=0/674, 15-31=-563/0,15-32=0/434,13-32=-494/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. <(, 0 PROF SIJ 3)Refer to girder(s)for truss to truss connections. Q� 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity SCO �NGI NFFR > of bearing surface. ��j 'V 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 - 8 s 40 P E f be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 7-6-0,and 177 lb ../ down at 16-0-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9 ORE •N '.,p LOAD CASE(S) Standard 1S•„-,fig RY j 2?�„\-\ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O O Uniform Loads(p8) SOON Vert:26-41=8,1-25=-80 Digital Si nature Concentrated Loads(Ib) 9 9 Vert:9=-965(B)17=177(B) [ EXPIRATION DATE: 12-31-16 December 4,2015 er WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. N.. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for on individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042123 PL15-409_UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-C 9mYmwmDgd9b3b094yZPMBFWNyzd53OumJ5rayCcwr I 1-7-0 I I 1-9-0 I Scale=1:17.8 6x6= 3x6 II 3x6 II 3x6 II 3x6 II 3x6 I I 1 11 2 3 4 12 5 13 6 P• e . o 2 d H N e e e --.3 . Ia 10 9 8 6x6= 5x6 II 3x6 II 6x8 I 9-4-0 0 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=1033/0,1-11=770/0,2-11=770/0,2-3=770/0,34=1123/0,4-12=1123/0,5-12=1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=1068/0,5-8=0/476,4-8=311/0,3-9=463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=10,1-6e 100 �t�EO P R OFFS, Concentrated 4 Loads(Ib) ��\CO ANG I N EF9 c) ,.. Vert:4=132(F)3=132(F)2=132(F)11=276(F)12=132(F)13=132(F) -57 8 .40PE r -7 OR SON r.. OO0 �'gy0RY 12- -\ O SOO11 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I a a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE mit Design valid for use only with Mnek®connectors.This design is based only upon parameters shown,and is for an individual building 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 jMiTek° . is atways required.for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the '` fabrication,storage,delivery,erection and bracingof trusses and truss systems,see ANSI PI1 Qu Criteria,056-B9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institte,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042124 PL15-409_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:01 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hLKw_GnrRwHShlbLeg4eu0ogeLBXgTc2?zgNWlyCcwq 1 1-10-4 li 1-9-0 1 0- 48 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 = 5x6 II 4x6 II 5x6 II 1.5x3 = 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 o o N N —1 \--'' a IN// \ ALA / \ / \ 63 e ,`l a `e, 26 o 25 24 23 22 21 20 19 18 17 2x4 II 5x8= 4x6= 3x6 FP= 3x5= 3x5= 4x8= 3x4 = 1.5x4 SP= I 23-11-12 23-11-12 Plate Offsets(X,V)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.18 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.28 20-21 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.74 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=1055/0,1-2=1080/0,2-28=1080/0,3-28=-1080/0,3-4=2500/0,45=2500/0, 5-6=-2500/0,6-7=-3276/0,7-8=3276/0,8-9=3416/0,9-10=3416/0,10-11=2918/0, 11-12=2918/0,12-13=2918/0,13-14=1785/0,1415=1785/0 BOT CHORD 23-24=0/1861,22-23=0/2951,21-22=0/2951,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=1373/0,15-18=0/1151,13-18=894/0,13-19=0/709,10-19=438/0,10-20=0/266, 6-21=0/461,6-23=637/0,3-23=0/904,3-24=1104/0,1-24=0/1464 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 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(0.13V'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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. c4 P R OF 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,clL� --6' tel\ ,,.. EFR /(2-,.. LOAD CASE(S) Standard 2 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 •40 P E 17 r-- Uniform Loads(plf) Vert:17-25=-8,1-16=80 Age Concentrated Loads(Ib) P Vert:28=20(B) Ear 9 ORE . r. o 0 .4V,i RY'12-•ete C, �� SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev.10/01/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek" 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/IPII Quality Criteria,051.89 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 Job Truss Truss Type Qty Ply POLYGON R46042125 PL15-409_UPPER F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 ID:c53f Nt9S8dZANgLpvMEnZkyCdl1-9XuJBcoUCEPJJvAYCNbtRcLt6lgItZ4TBEdax3TyCcwp 1-2-12 1.5x3 I I 1 3x4= 2 I Scale=1:13.2 L 9 4 4 3 1.5x3 II 3x4= I 1-5-12 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 '""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c. A. cco\ AGNEFR`S_ .L 8 e40PE 1v 10 y ORE qN Or.. Oy�GgRYj2? N\ OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 a ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. iiill Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the 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' isalways required for stability ands to prevent cotapse with possible personal injury and property damage.For general guidance regarding the - : - 1- 7777 Greenback Lane-,' ` _. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSS-B9 and ICSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042128 PL15-409_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd I1-9XuJ BcoU C EPJJvAYC NbtRcLr7laiZzZBEdax3TyCcwp 0-1-8 H I- 2-1-12 1 2-6-0 1 Scale=1:35.5 1.5x3 II 1.5x3 = 1.5x3 = 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP=1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 B 9 10 r e e e —e 18 a Z .1441111N. 0 0 V 444N 7 Nit 7 -INS. ry M 17 seee e o 0 16 15 14 13 12 11 3x4= 3x6= 3x6 FP= 3x5= 3x6= 3x4 = I 20-4-12 1 20-4-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.12 13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.20 13-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:101 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=886/0-2-12,16=886/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1750/0,3-4=1750/0,45=2406/0,5-6=2406/0,6-7=-1835/0,7-8=1835/0,8-9=1835/0 BOT CHORD 15-16=0/945,1415=0/2219,13-14=0/2219,12-13=0/2262,11-12=0/1076 WEBS 9-11=-1334/0,9-12=0/940,6-12=-529/0,415=581/0,2-15=0/998,2-16=-1240/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. <osik PROFF�Ss �� NG(NEF9 �u 8, 0PE 9<— (( -7 ORE •N i.� Ory.vGq�4Y i2•2�� O° SOONO Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MirekN connectors.This design is based only upon parameters shown,and is for an individual building component,not �x 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 b to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is-always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-B9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042127 PL15-409_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:03 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZky Cd 11-dkShOyo6zYXAx31km576zpt2v90_IXCKSH J UbvyCcwo D-k8 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 IS 42 N II ?4,'' - 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= l 1-4-0 i 2-8-0 l 4-0-0 1 5-4-0 1 6$0 l 8-0-0 l 9-40 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 i 21-4-0 i 22-8-0 123-11-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-11-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. ED PR OFF �� \co NGIN4-- `re 'r 8 .40PE f OP 7 ORE •N +.O A. O O/y,&qRY 12? x\ 0 SOON O Digital Signature C EXPIRATION DATE: 12-31-16 December 4,2015 4 __ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/201S BEFORE USE. P111• Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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/Mil Qualify Criteria,D59-89 and BCSI BuBding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042128 PL15-409_UPPER F08 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:04 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5w03clpkkrf1yDKwJoeLW1 QDgZMV1xCUhx327LyCcwn 2-0-0 016-9 1 1-2-12 ?-1{8 Scale=1:42.9 3x6 = 3x4 11 3x4= 3x4= 3x4 = 3x4= 3x6 FP=3x4= 4x4= 1 2 3 4 5 6 7,r8 9 jr13 14 15 d / Nr- \\. / 26 3\._ 0 \ N 24 23 22 21 20 19 18 17 16 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4 = 25-2-0 1 73-6-12 2 23-6-12 0-1-8 1-5-12 1 Plate Offsets(X,Y)— 11:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) 0.00 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.02 23-24 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.24 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 138 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 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. All bearings 23-8-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)18 Max Gray All reactions 250 lb or less at joint(s)24 except 17=768(LC 1),17=768(LC 1),23=392(LC 3), 21=364(LC 3),20=363(LC 3),19=361(LC 3),18=296(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-25=377/0,25-26=377/0,15-26 77/0,13-14=0/286 BOT CHORD 16-17=-286/0 WEBS 1417=579/0,14-16=0/474 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 24-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .\(y,, d PR N E OFfss LOAD CASE(S) Standard CO GIN9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,..- �2 Uniform Loads(plf) y Vert:16-24=-8,1-14=-80,14-15=-180(F=-100) 8 ,40PE f Concentrated Loads(Ib) Vert:15=-272(F) f y ORE .dr r.c) 0 -r(l,i i 2•29 0 OO SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. M,+ 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 budding designer must verify The applicability of design parameters and property incorporate Thu 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 Mitek" f.. is always required for stability and to prevent collapse with possible personal injury and property-damage.For generalguidance regarding the .i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042129 PL15-409_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 I D:c53KNt9S8dZANg LpvMEnZkyCd11-Z6aRpdgM V 9ntAMv7tW9a2EzPgzhTm RidwbobfoyCcwm 004 Scale=1:14.0 1 2 3 4 5 6 7 e e e L 16 • 0 0,1, et Y N O 15 —y — — e e F e • . . • 14 13 12 11 10 9 8 I 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 7-4-0 I 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/ P12007 (Matrix) Weight:38 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 7-4-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)14,8,13,12,11,10,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. PO R Opp C��NG E'6's/Y2 a• 8 40PE v(- -7 OR ON N. 4,,GigRY 12 •OAC? ki osoot Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 41 MIMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. g Design valid for use only with WOO connectors.This design is based only upon parameters shown,and is for an individual bung component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiMek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the -> 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,056-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042130 PL15-409_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCdl1-Z6aRpdgM V9ntAMv7tw9a2EzPfzhSmRhdwbobfoyCcwm 0/141 1 2 3 4 5 6 Scale=1:12.8 F — — e 14 • ..":1 o 0 • F e • — 13 e e 12 11 10 9 8 7 I 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-2-12 I 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/ P12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 6-2-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. -N.. ,,�G NE - S/_?i ct 8 a40PE 9f ilir 9 ORE •N r.� � o SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t 1 ®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 M7ek®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 T '` building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi Aek` is always required for stability and to prevent collapse with possible personal-injury and property damage.:Forgeneral guidance regarding the _.- -- - s, fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qua81y Criteria,058-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042131 PL15-409_UPPER F11 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:06 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-1J8p1zr GTvkoWrJRDgpbSVYXMxCVmGn9FY8CEyCLwI 0-1-8 H I 1-8-12 1 1 1-6-8 1 2-0-0 1 Scale=1:38.0 3x4= 3x4= 3x4 II 4x4 = 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 e e a e e a 1r 0 d a 2 i\ /0A\ / N. / Nta. /I X / N.-11.3mirifi 21 20 19 18 17 16 15 14 3x6= 3x6 FP= 3x5= 3x5= 3x6= 3x4= 4x6= 1 1-11-12 2-I1r4 22-4-12 I 1-11-12 0-7-8 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Weft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.12 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.19 16-17 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.52 Horz(TL) 0.05 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-20. REACTIONS. (Ib/size) 14=856/0-2-12,20=1364/0-5-8 Max Gray 14=880(LC 4),20=1364(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/346,2-3=0/345,3-4=1381/0,45=1381/0,5-6=2237/0,6-7=2237/0,7-8=2294/0,8-9=2294/0, 9-10=2294/0,10-11=1556/0,11-12=1556/0 BOT CHORD 19-20=138/646,18-19=138/646,17-18=0/1900,16-17=0/2357,15-16=0/2017,14-15=0/881 WEBS 1-20=-484/0,12-14=1191/0,12-15=0/912,10-15=-623/0,10-16=0/374,5-17=0/492,5-18=-737/0,3-18=0/1034, 3-20=1116/0 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)14. 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. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). '<o. D P R Ore LOAD CASE(S) Standard �5 ,... E,4 �02� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) 40 P E - Vert:14-21=5,1-13=80 • Concentrated Loads(Ib) (10 Vert:1=272(F) 9 410 p OREG C�yO(ill Ry j 2?OAC? O SOON Digital Signature . C EXPIRATION DATE: 12-31-16 ) December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev.10/03/2015 BEFORE USE. 1f 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 injuryand property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,051-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042132 PL15-409_UPPER F12 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-VVhCEJrc1 m1 bPg2V?wB28f2IEmKXEJawNvHikgyCcwk 0-1-8 H 1 1-2-12 1 l-8-41 2-0-0 1 Scale=1:43.4 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 4x6 II 1 2 3 4WW 5 6 7 8 l9 10 11,11( 12 13 14 15 16 2 ,111/ X / N / N / N 26 -'11 m B > 0 25 24 23 22 21 20 19 18 17 1.5x3 II 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x4 = 1 1-5-12 1-7r4 25-2-0 1-5-12 0-1-8 23-6-12 Plate Offsets(X,Y)— 11:0-1-8,0-0-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.09 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Incl NO WB 0.14 Horz(TL) 0.04 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:167 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:24-25,23-24. REACTIONS. (lb/size) 17=622/Mechanical,24=2401/0-5-8 Max Gray 17=640(LC 4),24=2401(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0/297,2-3=0/293,3-4=839/24,4-5=439/24,5-6=1707/0,6-7=-1707/0, 74=-1707/0,8-9=-2057/0,9-10=2057/0,10-11=1891/0,11-12=1891/0, 12-13=-1891/0,13-14=1210/0,14-15=1210/0 BOT CHORD 22-23=0/1327,21-22=0/1327,20-21=0/1933,19-20=0/2024,18-19=0/1603,17-18=0/668 WEBS 2-24=1393/0,1-24=-465/0,15-17=490/0,15-18=0/720,13-18=-524/0,13-19=0/382, 8-21=-329/0,5-21=0/530,5-23=-678/0,3-23=0/857,3-24=709/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 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. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-1-8,and 1230 lb ��cQ PR 0 " r down at 1-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,.GD tNGl NE. /d 9 O LOAD CASE(S) Standard �� : ,640P E 29r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) 4111, Vert:17-25=5,1-2=150(F=100),2-16=-50 • Concentrated Loads(Ib) Vert:1=-272(F)2=1230(F) O y ORE . 1 .. )4' °4 R 12' ,-,\40. OO SOOIA Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 $ 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.notMil* 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 rand:property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042133 PL15-409 UPPER F13 Floor 5 1 Job Reference(ootjonal) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-zhFaSfsEn49S1gdiYeiHgtbubAh4zno3cZ1FG7yCcwj I "-4 4xd--I 1-2-0 I I 0-8-7 vxd-1 1-2-0 1 1 0b1 I 1 2 3 4 5 4x4 = 6 Scale=1:12.9 . •\i_ 13 1 d N ; t ._\ — • 4x4 = 12 11 10 9 8 4x4= 4x4= I 2-10-11 1 3-5-11 1 4-0-11 1 4-11-4 I 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— 12:0-1-8,Edael.f4:0-1-8,Edgel,15:0-1-8,Edgel,f7:Edae,0-1-81.f10:0-1-8,Edctel,f12:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=-306/0 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)Bearing at joint(s)7 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ,4F5Is PROFFS' ��\� ,cNG{N�F9 ip-7 .40PE r. -57 ORE is O 0yoo sooty 81/4. \C Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t .r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucklingof 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/T111 Quality Criteria,DS8-89 and SCSI Building Component suite 109 Safety Informaiton available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042134 PL15-409_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-zhFaSfsEn49S1 gdiYeiHgtbskAfKzIQ3cZ1 FG7yCcwj I Of-4 I I 1-2-0 I I 0-8-7 I I 1-2-0 I I 1-5-1 I 2-6-0 I Scale=1:16.4 1.5x3 II 4x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 ii 1 2 3 4x4= 4 5 6 7 e 7 _\ — ee e e e e �� 3x4= 13 12 11 10 9 8 1.5x3 II 1.5x3 II 4x4= 4x4= 3x4= I 2-10-11 13-5-11 14-0-11 I 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— [2:0-1-8,Edgef,f3:0-1-8,Edgel,[9:0-1-8,Edgef,[l0:0-1-8,Edgef,I13:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 1 BOLL 0.0 Rep Stress Ina YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(tlat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=380/0,4-5=-380/0,5-6=380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=262/0,2-13=620/0,3-10=0/446,6-8=437/0 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. •\<<.-¢° PROpe. 'C�\c, 8NGIN�F9 /C2 .40PE -r-7t-- y OR •N l.. 0 '4?/,4RY12•`• CI 'SeOO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 $ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. leill 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 s 'r building design.Bracing indicated B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/11.11a I7 Quell*Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042135 PL15-409_UPPER F16 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:38:09 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-Supyf?ttYOHJf Cu6LDWD472uaxoi5cDrDmopZyCcwi 0-1-8 HI 1-2-12 1 D- 1 2-0-0 1 Scale=1:42.8 4x5= 3x4= 3x4 II 3x4= 3x4= 3x4= 3x6 FP=3x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 gc e e 2 7i\ i 11/ \ / N 2// /.. Ns / \ N 2 Q er o_ _ Frit 24 23 22 21 20 19 18 17 16 4x6= 4x6= 3x6 FP= 3x5= 3x5 = 3x5= 4x6= 3x4= 1 1-5-12 1-714 25-2-0 I 1-5-12 0-1-8 23-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.21 19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.33 18-19 >867 360 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:136 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23. REACTIONS. (lb/size) 16=1013/Mechanical,23=1450/0-5-8 Max Gray 16=1028(LC 4),23=1450(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=1350/0,45=1350/0,5-6=2679/0,6-7=-2679/0,7-8=3209/0,8-9=3209/0,9-10=2943/0,10-11=2943/0, 11-12=2943/0,12-13=1881/0,13-14=-1881/0 BOT CHORD 22-23=123/379,21-22=0/2105,20-21=0/2105,19-20=0/3036,18-19=0/3168,17-18=0/2504,16-17=0/1043 WEBS 1416=1410/0,14-17=0/1132,12-17=842/0,12-18=0/593,9-18=-304/0,7-19=0/256,7-20=504/0,5-20=0/797, 5-22=1042/0,1-23=399/0,3-22=0/1335,3-23=1100/0 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. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'S.C.' PR QFec, LOAD CASE(S) Standard �,. <c„. F9 >, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) 8 .4OPE f Vert:16-24=8,1-15=80 Concentrated Loads(Ib) Vert:1=272(F) - OR SON r.� 0yoo�SooN oc'� Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 f _ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 ree.10/03/2015 BEFORE USE. �1+ Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and toprevent 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/IPIl QuaMy Criteria,DSB-B9 and BCS1 Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Sale 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042136 PL15-409_UPPER F17 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:10 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl1-w4NKsLu VJh PAG8n4g3111IgDD_H H RXbM 3tWM L?yCcwh 0-7-41 2-6-0 l 0-.k Scale=1:40.7 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 O a 21 o \ V V V N 7 a N m e `-,, 20 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5 = 3x5= 4x6= 3x4= I °r8 23-11-12 0--8 23-10-4 Plate Offsets(X,Y)- 119:Edcle,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1581/0,3-4=1581/0,4-5=3040/0,5-6=-3040/0,6-7=-3266/0,7-8=3266/0,8-9=-2265/0,9-10=2265/0, 10-11=-2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. PROFF \ �ED ss �5 �NG)NEF,9 >°- �� S >•40PE f OP y ORE -v j11L7 �' SOON�N %- Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 LikMil. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall is design.Bracing indicated s to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MiTek.ek* - always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - ■z- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TMQuatily Criteria,DSI-B9 and ICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042137 PL15-409_UPPER F1B FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-0Gxi4hu74?X1 uHMGEmG_IVDO3NdA_1MXFvtSyCcwg 0-1-8 IM3 2-6i0 I Scale=1:40.1 6x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 2D11 . 'N- Z INS, N,... :?, N ii;....4 Er, 19 18 17 16 15 14 13 6x6= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-8-0 I 23-8-0 Plate Offsets(X,Y)— I19:Edge,0-1-81,119:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.21 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.35 15-16 >803 360 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(TL) 0.07 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1032/Mechanical,19=1027/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1461/0,3-4=-1461/0,4-5=2950/0,5-6=-2950/0,6-7=-3206/0,7-8=3206/0,8-9=-2235/0,9-10=-2235/0, 10-11=-2235/0 BOT CHORD 17-18=0/2345,16-17=0/2345,15-16=0/3219,14-15=0/2862,13-14=0/1276 WEBS 11-13=1581/0,11-14=0/1188,8-14=-777/0,8-15=0/426,6-16=333/0,4-16=0/750,4-18=-1095/0,2-18=0/1511, 2-19=1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. 5)CAUTION,Do not erect truss backwards. co G N so c� A9 2 � ma "� : r640PE c IF 11 Le. ORE41111117..)2.1 Oy �'�RY i 00 SO Digital Signature ` EXPIRATION DATE: 12-31-16 December 4,2015 d i enim ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03/2015BEFORE USE. 'VIII* Design void 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 budding designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' 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 wigs possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042138 PL15409_UPPER F19 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-sSV5H 1 vlrJfu WRxTnUnDrjlbsn27vZNfXB?TPuyCcwf 0-1-8 H I 1-8-12 1 1 2-2-0 1 2-6-0 I Scale=1:38.5 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 5x6 II 4x6 II 1 2 3 4 5 6 7 8 9 10 11 12 -4 e m .... .e m a —O. d \ 9 \ N a 20 e m e e N - 19 18 17 16 15 14 13 1.5x3 II 3x6 FP= 3x8= 3x5= 3x4 = 1 1-11-12 2-114 22-4-12 I 1-11-12 0--8 20-3-8 Plate Offsets(X,Y)— 11:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.05 15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:143 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracjng. REACTIONS. (lb/size) 13=811/0-5-8,18=3148/0-5-8 Max Holz 13=1594(LC 4),18=1594(LC 4) Max Gray 13=868(LC 4),18=3148(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/829,2-3=0/828,3-4=-1649/154,4-5=1649/154,5-6=1649/154,6-7=-2380/0, 7-8=-2380/0,8-9=1842/0,9-10=1842/0,10-11=1842/0 BOT CHORD 17-18=1035/0,16-17=1035/0,15-16=0/575,14-15=0/749,13-14=501/163 WEBS 2-18=1533/0,1-18=-1113/0,11-13=1338/0,11-14=0/917,8-14=-519/1,6-15=0/360, 6-16=731/0,3-16=0/1140,3-18=-1355/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Non Standard bearing condition. Review required. 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. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)608 lb down at 0-1-8,and 1200 lb a, P R OFR. cS down at 2-3-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. s 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). els. ANG(N EF9 /o LOAD CASE(S) Standard �� 9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 COPOPE Uniform Loads(plf) / Vert:13-19=8,1-2=180(F=100),2-12=-80 Concentrated Loads(Ib) Vert:1=608(F)2=1200(F) 7,ORE •N O,y (igRY 12 `L�.�C? e° SOON o Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 if 4 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE P.111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and'a for an individual building component,not » a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the . fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Quality CrNeria,D55-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042139 PL15-409_UPPER F20 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-sSV5H1 vIrJfuWRxTnUnDrjlcun45vcOfXB?TPuyCcwf Scale=1:18.7 1 2 3 I 4 5 6 7 8 9 10 0 o J o 0 0 0 0 0 0 d a N N ^ 20 19 18 17 16 15 14 13 12 11 I 11-4-8 I 11-4-8 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 11-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. ��co- xAG• NE`f:R 5,o2 �� 8 •40PE of -v OR SON r.. 0 C�,y, RY i 2 O\C? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 1 Design valid for use only with MTea 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 properlyincorporate 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 - MITekC is always required for stability and to-prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7T/YGreenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and SCSI Iuitding Component Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042140 PL15-409 UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 I D:c53 KNt9S8dZANgLpvM EnZkyCdl1-Kf3TVNwNccol7bW fLB I SNwI kj BQZe3VpmrkOyKyCcwe 1.5x� Ij o-7 12 I 2-6-0 1 J5x3 I I 1 2 4x4= 3 Scale=1:13.0 J L 5 4 4x4= 3x4= 0013-4-12 Q1 3-3-4 Plate Offsets(X,Y1— (5:Edge,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 '•" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P R()Fess N`N �NGiNEE9 O 2 �� ' .40PE 9r' y ORE 'Q, AN2 � soo Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 ®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 MiTekm 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' ,c_is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me -- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QualIfy Criteria,DSI-89 and BC51 Building Component 7777 Greenback Lane Safety Informalon 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 R46642141 PL15-409_UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 I D:c53KNt9S8dZAN gLpvMEnZkyCdl1-Kf3TVNwNccol7b W FLBISNwIkeBNge_npmrkOyKyCcwe 1 1-3-12 1 2-6-0 Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 .AN. 7_Noolt. 0 cid 2, N N �f O y�nJ, 1t� 10 9 3x4= 3x5= 3x5= 3x4 = 0-� 143-12 I 0-1_88 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-977/0,3-4=-977/0,4-5=1120/0,5-6=1120/0 BOT CHORD 10-11=0/427,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/497,4-10=264/0,2-10=0/682,2-11=721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �\co v� GP Efi,4 sot �� 8 ,,,,.40 P E �v O y ORE ,N ro O 6,„0gRY 12-Q\-\ O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 1,. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and's 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 ,l 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 -;*- fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,058-89 and SCSI Building Component 7777 Greenback Lane Safely Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042142 PL15-409_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1 ordriix?Nwwdl5rvvphw8rul bgwNOAy_VUZUmyCcwd 0-03_1-4 1 2-60 1 0-1H8 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 i i k t-..0 7,, „N N414_9I.7..i N N E 0,-7 0,,.:diN 4: • ".-4E,NN•. - E 20 • \ N a ii 'o m a v 19. 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5= 3x8 = 3x4= I 21-6-12 21-e-12 Plate Offsets(X,Y)— f1:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-949/0,1-2=-414/0,2-3=-414/0,3-4=2170/0,4-5=2170/0,5-6=-2686/0,6-7=-2686/0,7-8=-1975/0, 8-9=1975/0,9-10=1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=1420/0,10-13=0/1027,7-13=-616/0,7-14=0/264,5-15=-495/0,3-15=0/908,3-17=1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 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. ��ED PROF'sd' ,,\� �NG)NEfi9 /O?'y .40PE r ( , y4.OREG.' OOSOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Mil• Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual bung 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 tens 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/TPll Quaify Criteria,DSI-89 and BCSI Building Component Safety Inlormatmn 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 R46042143 PL15-409 UPPER F24 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-G1ADw2yd8E2TNvf2TcKwSLN69?6p6zB5D9D7ODyCcwc 0116 Scale=1:33.5 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 e e 0 0 0 o o a a a a o e a e T e e 38 3x ‘;3:1, 0 d d N 3L 37 ® o a c a o a o o a a o 0 re 0 re 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1-4-0 1 2-8-0 I 4-0-0 1 5-4-0 1 6-8-0 1 5-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 ( 18-8-0 1 20-0-0 29-412 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 04-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:97 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 20-4-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Uplift All uplift 100 lb or less at joint(s)19 Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,32,31,30,29,28,27,26,25,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable.studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. ��RED PR OFFsE . s cc 8 •40PE I y ORE �N o O �Gq RY i 2?5iC? OO SOO\ Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 'VIII Design valid for use only with Mitch®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 verily the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSI-89 and SCSI 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 R46042144 PL15-409 UPPER F25 GABLE 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-G1ADv2yd8E2TNvf2TcKwSLN5L?6k6zA5D9D7ODyCcwc 0-k8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 • e o o e a 2 o a a 2 o• m 8 e 8 a` 3 38 d d N A a 0 0 .. e o 0 o e o ja e o 0 0 C 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1 1-4-0 I 2-8-0 1 4-0-0 I 5-4-0 1 6-8-0 1 8-0-0 I 9-4-0 I 10-8-0 1 12-0-0 1 13-4-0 I 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-6-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 j LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 21-6-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. , • Ep PRO�(� Gsd5 NE / � E �� $ ,40P -17 / , y ORE 414 ,. O �'4v(/,i RY i 2.OA , C? SOON Digital Signature ( EXPIRATION DATE:12-31-16 December 4,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2018 BEFORE USE. + Design valid for use only with Mnek®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 u 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/TPII Quarrly Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042145 PL15-409 UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-kEkb7OyGvXAK_3EE0Jr9?ZwDXOKOrFJFSpzgYfyCcwb 1 1-0-4 1 2-6-0 I 0-fi8 Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 -9 10 11 12 21 7"N 2 V 40..'n.'....'"NI'n'S 7'....NN%Si. in' ''' _ e - _ 20 MI 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 0-I1Ir8 24-4-12 1 0-i-8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1782/0,3-4=1782/0,4_55=3190/0,5-6=3190/0,6-7=3366/0,7-8=3366/0,8-9=2315/0,9-10=2315/0, 10-11=2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=1631/0,11-14=0/1238,8-14=-827/0,8-15=0/475,6-16=283/0,4-16=0/699,418=1045/0,2-18=0/1464, 2-19=1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 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. '\`(--` D PROF"SrS mac. �NGjNEF9 /'2 >640PE �r dr r `=-7,,,_ORE >.� � ° SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 c I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ili'f Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and 6 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 AN51/T91 Quality Criteria,051-89 and BCSI Bolding Component Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042146 PL15-409_UPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-DQIzLkzugrlAcCpQal NOYmTQ9olBaprOgSiE55yCcwa 1-7-4 I 2-3-0 I 0 j 8 Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 = 1 2 3 4 5 6 7 J _ 13 o o 0 N 0.. e c 12 1Q 10 9 • 3x4= 3x5= 3x5 = 3x4= I 13-5-12 I 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-888/0,3-4=-888/0,4-5=958/0,5-6=-958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=783/0,6-9=0/450,2-10=0/546,2-11=-697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. c�...‘k,0,NG NEFR 0/_2 rm8 :40PE 7f lirA 4110 19 ORE r ro /y q RY 12 Z � � OC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI' 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 bulding 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 toprevent collapse with possible personal injury and property damage. For general guidance regarding the -' ,., fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-B9 and'SCSI Building Component 7777 Greenback Lane Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95810 Job Truss Truss Type Qty Ply POLYGON R46042147 PL15-409 UPPER F28 FLOOR SUPPORTED GABL 24 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-DQIzLkzugrIAcCpQa1 NOYmTSUooGatAOgSiE55yCcwa I 1-0-8 I 1.5x3 I I 1 3x4= 2 I Scale=1:13.2 L 2 T • N.* 44:A. 1.5x3 II 3x4= g 1-3-8 0.0'-3 1-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 '"' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. \(<- PROFFSo __-.4 -37_.�NGINEF6) /o* 8 a40PE r `",-74,004R_E �N2�o OY 12 0 � O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/032015 BEFORE USE. Mi. Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building coponent.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage.-For general guidance regarding the Greenback Lane r. . 7777 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaMy Crileda,051-89 and KM lending Component 7777109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042148 PL15-409_UPPER F30 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMErlZkyCdl1-DQIzLkzugrIAcCpQa1NOYmTS7ooLatAOgSiE55yCcwa 1.5x3 II 1 4x4= 2 Scale=1:13.3 _ O 4 3 1.5x3 II 4x4 = 0-9-12 0�4 0-9-12 Plate Offsets(X,Y)— 11:Edue,0-1-81.I3:Edge.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=38/0-10-0,3=38/0-10-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. PR 0 � NGNEF,sip 2 � >64OPE 9 ORE �.o � 2Gq RY'12-•Z� C? OO SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 411 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MU-7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T 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 withpossiblepersonal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPIl Dually Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042149 PL15409 UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hcsMY4_WR9Q1 EMOd8kud4_?dEC7VJKQYV6SndYyCcwZ I 1-0-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 L " 4 N L • ... • 1.5x3 II 3x4= p 1-3-8 0-63 1-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 ""` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. c��NG NEF'9 si02 �� 8 .40PE 9r' O Co. ORE Zo10 �� OI/Yel(41 RY 1RY Ai C4 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 r._ I 1,,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE MUSE. mit Design valid for use only with Tek®connectors.This design is based only upon parameters shown,and is for an individual building coponent.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate tho designminto the overall M�Tek building design. Bracing indicated is to prevent buckling of individual inns web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,derrvery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042150 PL15409_UPPER F32 Floor Supported Gable 1 1 Job Reference(ootional.' Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-hcsMY4_WR9Q1EMOd8kud4_?dLC7VJKuYv6SndYyCcwZ 1 2 3 4 Scale=1:13.0 _ _ L 0 0 8 7 6 5 I 3-7-0 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:191b FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��'�NG P FF,4 s/0* �� 40PE �< NE: 0 9tiCi ORE .i ... h•0 q R i 2. O� O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Milo 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 verifythe 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 MiTereenbak� -is akvays required for stability unclip preventcollapse 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/M11 Quarry Criteria,058-89 and SCSI Building Component 7.777--6 777 Gck Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus kleiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042151 PL15409_UPPER F33 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hcsMY4_WR9Q1 EMOd8kud4_?cfC7RJKQYv6SndYyCcwZ - 1-4-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 0 fV 4 •��•�;•;. 1.5x3 II 3x4= 1-7-0 042 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) 0.00 4 **' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=80/1-7-2,3=80/1-7-2,3=80/1-7-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. <<"5‘ D PROPe:0 NGINEF. 8 .4OPE �f rr , T\ 7 ORJN >.. �yO O. &q RY 12 `Lr.\-\ SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 161 Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 'f building design.Bracing- indicated into prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MiTek' is always required for stability and:to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria.DSB-89 and BCSI loading Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042152 PL15-409_UPPER F34 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZky Cdl1-9pQkJQ?8C SYurWZpi SPsdBYoncTg2 ngh8m BK9yCcwY 7x10 II 1 2 Scale=1:13.3 0 4 -----------a 4 3 7x10 II 0-7-4 I 0.42 0-7-4 Plate Offsets(X,Y)- 11:Edae,0-1-81.f4:Edoe,0-1-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=26/0-7-6,3=26/0-7-6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-U oc. 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. ��co 1.4G NEF,1 /0 44' 8 .40PE --7 r- _ 9 OR 4N /o O OX' &qRY 12-• •�C" �Li SOON ‘....) Digital Signature t EXPIRATION DATE: 12-31-16 December 4,2015 e I r mit ®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 Mnek®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 . Wel -is.atways:requiredforstability and to prevent collapse with possible personal injury and property damage.For generalguidanceregarding the - � - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 Quail),Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Sul Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus 108 us Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042153 PL15-409 UPPER F36 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-9pQklQ?8CSYurWzpiSPsdBYntcTk2ngh8mBK9yCcwY I 1-1-4 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 - o 0 N • ♦•••��•�•\ 1.5x3 II 3x4= 1-4-4 2 1-4-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "•" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=68/1-4-6,3=68/1-4-6,3=68/1-4-6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. ��5 tiNGINEF79 /O 2 �� 40PE yr -V ORE ,.Oar � 0 -v&1RY122-mc, OO SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M147473 rev.10/0312015 BEFORE USE. '` Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 141 I a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek .. -is.always required for stabilityandfo-prevent collapse with possible personal injury and properly damage. For general guidance regarding they Ss __ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042154 PL15-409_UPPER F38 Floor Supported Gable 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Weir Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1d?_6zm?mzmgITgY?F9w59P5zp0p_nDwrNQxuhQyCcwX I 1-0-0 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 N 4 ��<e�4%' 1.5x3 II 3x4= I 1-3-0 I 1-3-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) 0.00 4 ***° 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(ilat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=62/1-3-0,3=62/1-3-0,3=62/1-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. co 0 AG N Opp . ty/02 4c 8:,�O P E 9t' v -7 ORE •N �r.dir � C1�y0"1RY 12•flC? o sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notes 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/fPI1 Quaity Criteria,1)511-89 and BCSI Building Component 7777 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042155 PL15-409_UPPER F50 Floor Supported Gable 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-d?_6zm?mzmgfTgY?F9w59P5yzOpunDwrNQxuhQyCcwX I 1-5-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 o 0 N 4 \�,• 1.5x3 II 3x4= I 1-8-0 I 1-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=85/1-8-0,3=85/1-8-0,3=85/1-8-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. \‘cED PROFFss C1;. tNGINEF9 /0V C440PE 7ri y ORE r.� 0y�&gRY i2•`1, 0, �° SOONO Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 I mii a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiWek' is alwaysrequired.for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �_ •fl_.'--,- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7P11 Qualify Crfleria,DSB-89 and ICU Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042156 PL15-409_UPPER F51 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-d?_6zm?mzmglTgY?F9w59P5ziOpznDwrN QxuhQyCCWX I 1-0-12 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 4 o q N ♦•♦♦♦♦.•♦•♦♦.♦♦♦•♦ 4 ��47 ♦ W. 1.5x3 II 3x4= I 1-3-12 I 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=65/1-3-12,3=65/1-3-12,3=65/1-3-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. �� 8 >,40PE 9t- OP-7 ORE oN r.. C2? o ,5,„ RY1 - Os O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 d I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 51147473 rev.10/03/2015 BEFORE USE. 14111« Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual trussweb and/or chord members only.Additional temporary and permanent bracing MiTek' ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback reenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJTPl1 Quality Criteria,DSB-B9 and BCSI Building Component 7777 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 4 Job Truss Truss Type Qty Ply POLYGON R46042157 PL15409_UPPER F53 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5BYUA600k4oc5g7BptRKicd8OP9GWgA_b4gREsyCcwW 1.5x3 II 1 4x4= 2 Scale=1:13.3 , 4 4 3 1.5x3 I I 4x4= 0-11-0 0-11-0 Plate Offsets(X.Y)— 11:Edge,0-1-81,f3:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=44/0.11-0,3=44/0-11-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. ,c( NGINE � 8 •40PE �r - r ORE SOON Digital Signature EXPIRATION DATE:12-31-16 J December 4,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITcbS connectors.This design is based only upon parameters shown.and is for an individual building coponent,not 1» 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 properly damage. For general guidance regarding thee: a fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R46042158 PL15 409_UPPER F54 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 I D:c53KNt9S8dZA Ng LpvMEnZkyC dl1-5BYUA600k4ocsg7 BptRKicd8AP9 H WgA_b4g REsyCcwW 1.5x3 II 1 4x4 = 2 Scale=1:13.3 " L O N 4 3 1.5x3 II 4x4= I 0-0-9-09-0 I • Plate Offsets(X,Y)— Fl:Edae,0-1-81,13:Edge,0-1-81 LOADING(pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=34/0-9-0,3=34/0-9-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. ��4 D PROFFss �N 0AGIN49 /0 .44 2 : r640PE -Yf' 17 ORE AI r.l;) O & ZtyqRY 12 O\ k...4.-., SOON Digital Signature EXPIRATION DATE: 12-31-16 3 December 4,2015 4 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ` Design valid for use only with Mirekm connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �B 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.withpossible-personallnjury and property"•damage:for general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T111 Quaify Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042159 PL15-409_UPPER F55 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:3821 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-SBYUA600k4005g7BptRKicd8jP9E WgA_b4gREsyCcwW 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 1 ' N ........ 4 3 1.5x3 II 3x4= I 1-1-12 I 1-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%uE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=56/1-1-12,3=56/1-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. ,\(<5" P R OFFS' ._\o ANG)NEF9 /p*9 8 .40PE r. 9 ORE �+`�C'4•�Gq RY A2-'9,-,\-\C'l'eN �° SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 iI am ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 mv,10/03/2015 BEFORE USE. pi t Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MIT@k' -is:always-requiredforatability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the - --,7777"- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1r11 Quaky Criteria,DSS-89 and SCSI Building Component Suite Greenback Lane Solely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 1/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury r�MIDimensions are in ft-in-sixteenths. 11.46„. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. D-1/16" 4 2. Truss bracing must wide truss spacing,be individualdesigned lateralbyan bracesengineer.themselvesFor E may require bracing,or alternative Tor I _ 61p bracing should be considered. —� 01 1Irliffillikel O= 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate Cz cea 5-6 r— designer,erection supervisor,property owner and plates 0-1/12from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslynoted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ,10Indicated 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 BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports) occur. Icons vary but16.Do not cut or alter truss member or plate without prior *MEMO reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN NMI dagreen or treated lumber may 18.Use of pose unacceptable �= environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ...... mit MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 5019-B POLYGON 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: K1580947 thru K1581025 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 'eVD PR OFes� , ...1.4.61N4-,,, /o 89782PE v1- YOREGON, O"h "7,9C'4RY15*2 ' k 'A U L V\J •VEX62J3112016 December 8,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER–BC LUMBER SPECIFICATIONS TRUSS SPAN 15'– 1.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1fi13TR SPACED 24.0" O.C. Design conforms to main windforce–r as fisting 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 PIP Wind: 190 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), so 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 DON. M-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. 7-06-12 7-06-12 T T T 12 12 IIM-4x9 '7;17.50 7.50 3 JJ1�� I 1I 0 CD M-3x4 M-3x4 l l G l 1-00 l 15-01-08 1-01 {�' J '' � [.� s wc`�� NGiN .6-..,,, �':o,*0 4 89782PE r • JOB NAME : 5019-B POLYGON - Al • •• Scale: 0.4416 / ^—+ WARNINGS: GENERAL NOTES, unless otherwise noted: vaa� OREGON �� 1.Builder and erection coetrador Mould be advlaed dal General Notes 1.This design is based only upon the parameters shown and Is for an Individual ,/J. 7A �ry �.. Truss: Al and Wernings before conwudhn commences. building component.Applicability of design parameters and proper +�7 lit V (}� • 2.2t4 compression web bracing moat he l staged where shorn+. Incorporation of component is the nsponstblily of find bolding designer. /qPiT 1 !` 3.Addllunal temporary bracing to insure stability during construction 2.Design assumes the lop end bottom shahs to be laterally braced et '4`/ Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and did o,c.roapedNely unless braced throughout their length by Q`*V apo continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). PAUL L. `` DATE: 12/8/2015 the overall structure is the responsibility at the building designer. 3.b Impact badging or lateral bracing required where shown++ v SEQ.: El5 8 0 9 4 7 4.No road should be applied to erg component until after al bracing and 4.Installation of truss Is the responsiNlly of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses an to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are for condition"of use. wedge 5.CompuTrus hes no control over and easumes no responsibility for the 8.Design mes MI bearing 1 l supports shown.able or wed It EXPIRES: 12/31/2016 fabdoethn,handling,shipment and Inatallatbn of components. 7.Design assumes adequate drainage Is provided. December 8,2015 6.This design Is furnished subject to the limitations set forth by 6.Pates shall be located an both laces of truss,and placed so their center TP4WfCA In BCSI,copes of which 0,41 be furnished upon request. lines coincide with joint center linea 9.Digits Indlwle alae of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-01-08 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF 1168TR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-492) 192 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 4=(-492) 192 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- 8=( -25) 371 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 15'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -229/ 1271V -100/ 100H 5.50" 2.03 KDDF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 7-06-12 7-06-12 T T T 4-03-05 3-03-07 3-03-07 4-03-05 Design conforms to main windforce-resisting f fsystem and components and cladding criteria. 12 12 Wind: 140 mph, h=21.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4x6 7.50 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 3 Truss designed for wind loads �`� in the plane of the truss only. 11100014 M-3x4 M-3x4 2 4 o * "...40411 . oa m R J 0 I 1.---=-, 6 7 8 = 5 I o M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x9 0 1 1 1 1 1 4-01-09 3-05-03 3-05-03 4-01-09 1 15-01-08 1 ��`yG NES s�r0 :9782PE JOB NAME : 5019-B POLYGON - A2 Scale: 0.3698 lir WARNINGS: GENERAL NOTES, unless otherwise noted. ♦,,, 1.Mulder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown end is for an Individual "$1 O R EG OIBJ ^"-J Truss: A2 and Warnings before anetrudbn commences. building component Applicability of design parameters and V 2.254 compression web bradng mug be inetelbd weer.mown 0. Incorporation of component le there peromeproper responsibility to be iheally braced al „g'�,tq�Y: Ab ,' ,51"' 3.Additional bracing to insure stability during construction z.Desitin and at l0 the top and bottom chords b be lalarolly brae el _ is the rosponabillry of erector.Additional permanent broang of r o c. at is o.e.respectively unless bead throughout their length by ``l DATE: 12/8/2015 the overall structure Ie the responsibility continuous sheathing such as plywood sheathing(TC)endtor drywall(MC), �A �` of the building designer. 3.2a Impact bridging or lateral bedng required cher.shown 4 4 SEQ.: K 15 8 0 9 4 8 4.No bad should be applied to any component until after a8 brodrp and 4.installation°linea Is the rosponsibilty of the respedNe conked°, fasteners aro compete and al no time should any beds greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design bade be applied to any component. and ere for"dry condition of use. 5.Com Trua has no control over and assumes no res e.Design assumes kg bearing at al supports shown.smut or wedge If EXPIRES" 1 2/31/2016 pu responsibility for cesssry fabrication,handling,shipment and installation of component. 7.Dedkn assumes adequate drainage is provided. December 8,2015 0.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Miss,and paced so trek center TPIANTCA In KS,°opbe of which vAI be furnished upon'squeal. lines coinage with joint center One. MRek USA,Inc./Com uTrua Software 1L 7.6.6 E H.Digits indicate size of plate In Inches. P ( ). 10.For basic connector plate design values see ESR-1311,ESR-1888(Minh) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 14- B=( -816) 142 2x6 KDDF #16BTR T2, T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1334 BC: 2x8 KDDF #163TR 3- 4=( -8308) 2188 11-12=(-2650) 10190 11- 4=( -794) 3452 15- 9=(-2662) 10804 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -7088) 1896 12-13=(-2884) 11174 11- 5=(-4554) 1232 9-16=(-6658) 1654 2x4 RODE #16BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=(-10450) 2790 13-14=(-2884) 11174 5-12=( -586) 2898 2x4 RODE STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V- 7=( -9390) 2442 14-15=(-2506) 10196 12- 6=(-1066) 278 2x6 KDDF #2 C; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 5.5" 9- 8=(-11046) 2840 15-16=( -198) 774 13- 6=( -422) 2244 2x8 DE S5 D TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 5.5" TO 20'- 5.5" 8'- 9=( -9480) 2360 6-14=(-2548) 758 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7-14=(-1114) 4802 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 286.9)= 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 114H 5.50" 7.89 RODE ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" ( 2 ) complete trusses required. MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed = 1.303" nails staggered at: 9" cc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" 9" cc in 2 row(s) throughout 20.6 top chords, J� MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 6" hoc in 2 row(s) throughout 2x8 bottom chords, 9" nc in 1 row(s) throughout 2x4 webs, 9" hoc in 2 row(s) throughout 2x6 webs. )0( /J(yX` Design conforms to main windforce-resisting system and components and cladding criteria. .* For hanger specs. - See appros&dl8.4'8 8-06-02 2-06-12 3-04-15 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1 1' 1' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-03-10 2-08-01 2-06-06 3-03-11 3-00-03 ,,/y2-02-10 3-04-15 load duration factor=l.6, d ind loads 320# i'320# 12 inuss thedplaneeoffor thewtruss only. 12 7.50 I7 Q 7.50 M-4x8 M-5x10 M-3x8 M-3x8 4 6 a'1 T2 F6 M-6x8 M-3x5 M-5x12 9 3 �� T 4 - M-5x16 D - i I o 1 N tit o- _ _ AI ,I/ I N .( , 2 _ _ N/- L N /- -- i0 ii J� 1 - 10 11 12 13 14 15 `*16 of M-1.5x3 M-4x10 0.25" M-3x8 :-.14-8x8 M-8x10 M-3x8 71M-10x10(5) Ftp y 3-01-14 y 2-04 y 3-03-11 y 3-00-03 y 3-01-15 y 2-04-06 y 3-01-07 y �C ,0 r R Ore y y y C•`�44NGIN ,9 f° 1-00 20-05-08 cc 89782PE: JOB NAME : 5019-B POLYGON - B1 • Scale: 0.2597 �•, Cr _ BuilderWARNINGS: GENERAL is uny u otherwise p noels 1 REGON2oE 1.Buller and erection contredor should be advised of all General Notes 7.This design Is based only upon the parameters shown and b ler an individual -Y. OREGON V)V Truss: B1 and Warnings before construction commences. building component.Applicability of design parametere and proper 2.2x4 compression web bracing must be installed where shown+, Incorporotbn of component is the roape sibUey of the building designer. ..51;+5. 4 y 15 3.Addlbnal temporary bracing to Insure stability during construction 2 o n.essumea the tap and bottom chords to be throughoutaterally braced at _4 j lathe rosponslbllity of the erector.Additional permanent bracing of 2'sc.and et 10 sc.rospedNely unless braced their length by V P continuous sheathing such es plywood sheathing/7C)and/or drywall(BC). PA U L �� DATE: 12/8/2015 the overall structure is the responsibility of the bultlhp designer. 3.2,Impact bridging or Wesel bracing required where sown++ L. 4.No bad should be applied to est component until alter all bradng end 4.Installation of truss is the roaponsbilty of the respective contractor, SEQ.: K 15 8 0 9 4 9 feaeners are compete and et no time should any loads greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end gn assume•ndtian g use. supports wedge 5.CompuTrus has no control over and assumes no responsibility for the 8.Dem NII bearing t p w ns anown.Shim or a EXPIRES: 12/31/2016 awry. fa i. n,handling,shipment and limitations of components. 7.Design assumes adequate drainage is provided. December$,2015 B.This design is furnished subject to the limitaons ssl fodh by 8.Plates shall be located on both faces of trues,and paced u their center TPWJICA in SCSI,copies of which will be furnished upon request. lines colndde with joint center linea. 9.Digits indkote else of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E II,For bads connector plate design values see ESR-7371.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PIF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail fox AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-11-04 7-11-04 T f 12 7.50 IIM-4x4 12 Q 7.50 3 ,o 0 1 AliI. /////////...... 10 o I O M-3x4 M-3x4 1-00 15-10-08 A D PROiz�Cs, ,N . GINE ,�0 :9782PE 5' ` JOB NAME : 5019-B POLYGON - Cl Scale: 0.9395 Ilir WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: C 1 40 1.Builder and erection centnaor ahould be advised of an General Notes I.This design is based only upon the parameters shown and is for an individual Co. OREGON OE and Warninge before construction commences. budding component Appllcabillry of design parameter.and proper ('� 2.244 compression web bndrp must be installed where shown«, incorporation of component is the responsibility of the building designer. al T f (,r q. � 3 Addefonal lempomry Mating to Insure stability during construction 2.Design assumes the tap and bottom Mortis to he lelengy braced e1 J WA Is the responsibildy of the erector.Additional permanent Meting of 7 o.c and at 10'o.c.reepeaNely unless braced throughout their length by 'lir DATE: 12/8/2015 the overall structure is the reaponnbdlty of the build) designer, oonm pact sheathing such as plywood aired where and/or drynsl(BC). �A ng 3.is Imp..bridging or talent Drodng requited where Mown«« UL SEQ.: K 15 8 0 9 5 0 4.No load should be applied to any component until ager all brining and 4.Installation of buss b the responsibility of the respectNe coMnacr, fasteners are compete and at no lime should any Nada greater than 5.Design satsumas trusses ere to be used in a noncorrosive environment TRANS ID: LINK design lead,be appliedte any aempenant. and are far dry sendtian of uee. 5.CompuTrus has no control over and assumes no reaponaiblllty for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If �+A EXP I_RES: 12/31/2016 2/31/2016 fabrication,handling,shipment and installation of components, necessary. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design Is furnished subject to the limitations set forth by S.plates Mall be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which cold be fumiehed upon request. lines coincide with joint center lines. 9.Digits indicate Ike of plate in Inches. MiTek USA,Inc./CnrnpuTrus Software 7.6,6(1L)-E 10.For basic connector plate design valuessee ESR-1317,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1EBTR LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7=(-158) 673 2-7=(-221) 196 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 917 WEBS: 2x4 KDDF STAND 3-4=(-661) 184 7-4=(-211) 196 LOADING 4-5=(-877) 243 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 60 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -83/ 666V -117/ 110H 5.50" 1.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.090" @ 12'- 3.1" Allowed = 0.971" 7-11-04 7-11-04 MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" fMAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 4-01-06 3-09-14 3-09-14 4-01-06 12 12 Design conforms to main windforce-resisting 7.50 IIM-4X9 Q 7 50 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,'=,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Pp load duration factor=1.6, ��II Truss designed for wind loads in the plane of the truss only. M-1.5x3 41111 M-1.5x3 2 4 l0 ll, O 1" • II cs M-3x4 M-3x8 M-3x4 o l y y 7-11-04 7-11-04y y , OC} P R.vF y 15-10-08 1-00 t�3INE. - J2�.... V89782PE JOB NAME : 5019-B POLYGON - C2 • . Scale: 0.3485 r � ., .Balder WARNINGS: GENERAL NOTES, unless tithe isepar mete OREGON 1. ala erection contractor Mould be advised of aA General Notes 1.This design Is based only upon the parameters shown end b for an individual OREGON la V h� Truss: C2 and Warning•before construction commences. buNding component.Applicability ofdesign parameters and proper 2 2.Di4 wmpreesbn web bracing must be Installed where shown+. Incorpontbn of component Is the rosponsiblby of the bolding designer. ,9 GARY 15 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom charts to be roughsMerely braced at Is the responsibility I the erector.Additional permanent bracing of 2•o c.and at 10 o c.respeetcely unless bread throughout their length by Ne/o permane continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P (N L 1-s DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.2a Impact badging or labral bracing required where shown++ Nr,l 1+. SEQ.: K 15 8 0 9 51 4.No bed should be applied to any component until after all bracing end 4.Installation of truss I.the responsiblity of the respective contndor. fasteners ere complete and at no time should any beds greater than 5.Design sesames trusses are to be used In a non-corrosive environment T RAN S I D• LINK design leads be applied to any component, end are for"dry condition'of ase. 5.CompuTrua has a control over end assumes no responsibility ler the 5.Design attunes 541 bearing°`°"capped."'awn.Shim...dart" EXPIRES: 12/31/2016. 7• fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 6.This design N furnished subject to the limitations sat bah by B.Plates shall be located on both faces of truss,end placed so their center TPWVICA In BCSt,copies of which LAA be furnished upon request lines colndde with Joint anter lines. 9.Digits Indicate she of plate In inches. MiTek USA,Ina./CompcTrus Software 7.6.6(1L)-E 10.For basic connector plete design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 9-7=(-799) 176 BC: 2x6 KDDF #16BTR 2-3=( -553) 134 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x9 KDDF STAND LOADING 3-9=( -451) 126 6-7=( -92) 73 6-3=( -40) 165 LL = 25 PSF Ground Snow (Pg) 6-4=(-181) 837 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.9 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -244/ 1185V -98/ 96H 5.50" 1.90 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 10675/ 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Single member as shown. Hangers attached to the bottom chord VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.007" @ 2'- 5.1" Allowed = 0.254" will have 1.5" max. nail penetration. MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" 4-07-11 1-04-05 ** For hanger specs. - Se A approved plans I f MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" 4 T T 1' 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. M-9x6 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 M-3x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, e� Truss designed for wind loads _ in the plane of the truss only. M-3x5 41Øi 0 , I N I1=1 ® A CD 1 11.--=. 5 6 7 -/ M-5x10 M-1.5x3 M-6x8 M-1.5x3 y l l l 2-05-01 1-10-06 1-08-09 y y 6-00 � AE9 FR opt, 61 `.c' 89782PE f JOB NAME : 5019-B POLYGON - CGIRD .` Scale: 0.5100 -",..ft WARNINGS: GENERAL NOTES, unless omemise noted ` -^^ Truss: CGIRD 1.Builder anderectlancontrector should beadvised ofalGeneral Notes 1.TVs design Isbased only upon the parameters shown and Isfor anindromual 1' OREGON >,,, and Warnings before construction commences. building component.Applicability of design parameters and proper '�/a, 9 2.24 compression web bracing must be Installed where shown 4. incorporation of component is the rasponsibRly of the building designer, „"a �� 3.AtltlNOnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be mterelty brewed al - Isthe responsibility of me erector.Additional pennansnl bracing of 7 ctn.and at 10'o c.respedNety ureas braced throughout their length by DATE: 12/8/2015 continuous*teaming such as plywood sheathing(TC)andror drywell(BC). "."At '.+L c�� the overall structure lathe responsibility al the building designer. 3.ZR Impact bddging or Otero!bradng required where Mown** t J [' SEQ.: K 15 8 0 9 5 2 4.Na load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contredor. fasteners are complete and at no time should any leads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK desgn leads be applied teeny component. and are for condition"of use. �/p (� 12/31/2016 /� I� ry/�{p 5.CompuTrus has no control over and assumes no reeponsiblllly far tM 6.Design assumes full bearing at all supports shown.Shim or wedge If E/�(-IR ES: I2/31/20[V fabrication,handling,shipment and installation of components. ry' e.This design is furnished subject O the limttatiors eat forth Plates h by T.Plats a l been haocated on both adequate drainage Is provided. December 8,2015 TPWIFCA In SCSI,copies of welch Mil be furnished upon request. lines colndde wfaces of truss,end placed so their centerith joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L�E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values Me ESR-1311,ESR-19e8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12644) 2882 11-12=( -212) 1026 11- 1=(-8834) 2014 7-16=(-1384) 6212 2- 3=(-14722) 3366 12-13=(-3012) 13592 1-12=(-3256) 14410 16- 8=( -510) 2158 2x6 KDDF #1/BTR Ti, T3 3- 4=(-12498) 2880 13-14=(-3304) 14900 12- 2=(-6542) 1502 8-17=(-1034) 270 BE: 2x8 KDDF ST6NDR LOADING WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3480 14-15=(-3298) 14734 2-13=(-1082) 264 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 8.0" 5- 7=(-11482) 2668 15-16=(-3298) 14734 13- 3=(-1570) 6938 2x6 KDDF #2 B; BC UNIF LL( 500.0)+DL( 360.0)= 860.0 PLF 0'- 0.0" TO 13'- 8.0" li- 7=( 0) 0 16-17=(-2232) 10140 13- 4=(-3476) 800 2x6 KDDF STAND C BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0" V- 8=(-13464) 3100 17- 9=(-2222) 10102 144-14=( -532)32) 2396 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 9-10=( 0) 60 15- 5=( -620) 2750 V BC LATERAL SUPPORT <= 12"OC. ON. 5-16=(-4606) 1074 BC LATERAL SUPPORT <= 12"OC. NDN. ADDL: BC CONC LL+DL= 1067.0 LBS @ 4'- 8.0" ADDL: BC CONC LL+DL= 3533.0 LBS @ 19'- 8.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 8.0" -1732/ 17603V -110/ 7OH 5.50" 12.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 0.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. **HANGER BY OTHERS TO APPLY 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. caution: Note bearing area requirements. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ails staggered at: MAX LL DEFL = 0.133" @ 8'- 10.9" Allowed = 0.987" n9" o in 2 row(s) throughout 206 top chords, MAX TL CREEP DEFL = -0.361" @ 8'- 10.4" Allowed= 1.317" 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 9" oc in 2 row(s) throughout 2x6 webs, I ll 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.033" @ 20'- 2.5" 0-09-06 MAX HORIZ. TL DEFL = 0.070" @ 20'- 2.5" 3-05 2-06-11 6-09-01 � f 7-11-04 / 1' ,r 1' f I Design conforms to main windforce-resisting 3-05 2-02-09 2-11-04 3-04-08 2-03-10 2-04 3-03-10 system and components and cladding criteria. f f '( T f 1 f f 12 M-3x4 12 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 M-4x106 '-,17.50 load duration factor=1.6, P1Truss designed for wind loads in the plane of the truss only. M18H5-•1x14 M-3x5 M-3x4 M18HS-5x16 ** For hanger specs. - See approved plans 4 57 T _ A4 M-2.5x9 or equal at non-structural diagonal inlets. ,M-10x10 font M18HS-7x14 M-3x5 /- 2 Tl A A / M-5x16 o B _ fl ° cam w 11** N 12 13 14 15 16 17 0 25". M-3x10 M-8x10 0 M-3x10 M-8x10 M-1.5x3 I 1 MSHS-9x18 M-12x14(5) y , *IT* , , +sass# , , O PROFe 3-01-08 2-04-05 3-04-08 3-01 3-02-12 2-04 3-01-14 ' � , 1 20-08 1-00 �C: .,- 6) ' C2* Ifr ,c' :9782PE 1-- JOB JOB NAME : 5019-B POLYGON - D1Scale: 0.2669 WARNINGS; GENERAL NOTES, unleuponthe anotee lir �A.OREGON c:;-. �, 7 Builder and eredkn contractor should be advised of all General Notes 1.This design A based onty upon the parameters Moven and Is for an Individual % �v Truss: D 1 and Warnings berm consbu<Ilon commences building component.Applicability of design parameters and proper q� A.. 2.204 compression web bred meet be installed where shown«, incorporation of component It the responsibility of the building designer. 3,Additional temporary bracing to(nears stability during construction 2 2' 0.,.and at I p s o.top and bottom chordate be laterslly bre<s al _l y R the n=ponkbRty of the erector,Additional permanent bracing of coos.end at 1 e hin naeh I.ply woods bncetl throughout r dryeir.I(B). �l continuous sheathing such as sly unix aheaced throu hoot t erywaiMh b /"•' U L. e � DATE: 12/8/2015 the nam structure 1e the respsnelblmy of building designer. 3.21 Impact bridging or lateral bracing required where shown«« S E K 15 8 0 9 5 3 4.No bed should be applied to any component unt1 after e9 bradng end 4.Installation ign ioeamtruss wathe sth•ar e Bibi ty of te used Inhe respective contractor.r Q• fasteners an complete and at no roma should any insane greeter than and are for"dry condan of use. �/�'] TRANS ID: LINK design keds be applied to any component. 6.Design asames hill bearing at al supports shown.Shbn or wedge 11 EXPIRES: 12/31/2016 • s.compuTrus has no control arer.na muses no responsibility kr the necesary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage I.prodded. December 8,2015 8.This design is fu nished subject to the limitations bet forth by 8.Plates shah be boated on both faces of truss,and placed a their center TPBWTCA in SCSI,copies of which will be furnished upon request. a.Digitsfines I ind&with)of oint cent es. erbwes. MiTek USA,Inc.(CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design slues sea ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #15BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 991 8-14=(-5112) 2146 2x4 KDDF #19BTR T1 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 4=( -466) 1604 14- 9=( -346) 253 BC: 2x6 KDDF SS LOADING 3- 4=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x4 KDDF STAND; LL = 25 POP Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4919 11- 6=( -725) 489 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=( -436) 358 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 12- 7=( -126) 824 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -54) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For haft ger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.401" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL = -0.746" @ 17'- 6.8" Allowed= 2.322" MAX HORIZ. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.164" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 29-09-05 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 T 4 4320# 4 ' 1' 1' 1' 12 7.50 M-7x8(S) M-4x10 M-4x8 M-3x8 M-5x10 M-3x6 4 5 6_ 0.25" •25" 7 8 9 M-1.5x3 NW � 3 +. { A+ o ' 4114411441114‘ A rn T - 13 -+ I M-3x10 M-4x12 110.25" 0.25" 12 M-5x6 M-4x12 **14 M18HS-7x14(S) M18HS-7x14(0) y 5-05-14 l 7-07-04 l 7-05-08 1 7-05-08 l 7-09 l `c ' G INE c�<0._.: 1-00 35-09 Z41 .47 :9782PE �r JOB NAME : 5019-B POLYGON - El „dr .,mi Scale: 0.2026 ,,� _ WARNINGS: GENERAL NOTES, unless otherwise noted C„v Truss: E 1 1.Bulmer and erodes contractor should be advised of all General Noes 1.ma design Is based only upon the parameters shown and Is for en Individual -7 OREGON ON'- and Warnings before construction commences building component.ApplIeeB:t ty of assign parameters end proper `- el Z A4 compression web bracing must be Inataled where shown+. incorporation of component Is the roepor�slbAlty of the building designer. .ry� C/q M grV 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom cholla to be laterally braced at 7T �l f•f Is the responsibility of the erector.Additional permanent bracing a! 2 o.c.and at 1G o.e.respectNeN udess braced throughout their length by lir DATE: 12/8/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). / ^U I (r�� 8 B 3.2x Impact bndging or lateral bracing required where shown** �'1 1+ a- SEQ. : K1580954 4.No load should be applied to any component udu after all bracing and 4.Installation of Wes la the responsibility of the raapectNe contractor. feslenen aro complete and et no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. end are for"dry condition'of use. 5.DeepuTme has no control over and assumes no responsibility for he B. Design assumes full be,dn9 at a savpert mown.sem or wedge It EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.neAeeary. S.This design Is furnished subject to the llmkations set forth by 8.Ple essshel be assumes bcoateduon�both faces of drainage is DIM,eand placed so their center d. December 8,2015 TPAWTCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center line. MiTek USA.Inc./Com uTrus Software 7.6.6 1L E 9.Digits Indicate sea of plate In inches. p ( 19.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) -This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 191 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -389) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2981 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 -- _ B- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 973 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 14B8V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 26-00-10 1-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' I ,( load duration factor=1.6, 3-11-07 4-00-04 5-01-01 5-03-08 5-03-08 5-03-08 5-01-01 1-08-11 Truss designed for wind loads 1' f f ' f 1 f , / in the plane of the truss only. 12 12 7.50 Q 7.50 M-5x6(S) M-4x6 M-4x6 M-3x4 0.25" M-3x4 M-3x5 4 5 1, 6 7 B MF o o x4 M-1.5x3 3 iNs4114, / c \/\ / ro o ov 0 1w 1_t r r me. A 0 11 12 13 14 15 **16 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 0 M18HS-3x18(5) M-1.5x3 1 1 1 1 1 1 1 t ' ' PROFe 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 1 20-00 1 15-09 y �� 'GNGl �• cS'jO� 1-00 35-09 {i,/ 89782PE 9c_ JOB NAME : 5019-B POLYGON - E21 Sale: 0.1745 • WARNINGS; GENERAL NOTES, unless otherwise noted' d.�/Nad� '�3 1.Builder and erection nentrador should be advlaed of e1 General Notes 1.This design Is based only upon the parameters shown and is bran Individual )+OREGON (1�' Truss: E2 and Warnings before construction commences. budding component.Apptcablity of design parameters and proper 1, K5c'J 2.204 compression web bradng must be installed.mere shown. Incorporsnen or component Is*he responsibility the biddingdealgner. A 6f (ed, 2.Design assumes the top end bottom choke to be Morally braced at �`,[� J 3.Additional temporary bracing to Insure stability during construction 7 ossa.end at 10'o c.rsepedivery cants**braced throughout their length by V Is the responsibility or the eredor.Additional permanent bradng or continuous sheathing such as plywood sheathing(TC)end/or drywel(BC). P A..d d l ' DATE :12/8/2015 the overall devalues la the responsibility of budding designer. 3.25 Impact badging or lateral bracing required*here show„a. ,'l�.{L� 4.No wad should be applied to any component until after a1 bradng and 4.Installation or respectiveuss la the responsibility of the contractor. SEQ.: K 15 8 0 9 5 5 fasteners are complete and at no time should any wads greeter than 5.Design assumes trusses are to bs used In a non-corrosie environment, design loads be applied w any component. and ons for^dry condllon'of us.. TRANS I D: LINK 6.CompuTrus Ms no control over and assumes no responsibility for the e.Design assumes MI bearing at ad supports shovm.Shim or wedge I EXPIRES: 12/31/2016 f.bna.Ban.handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 6.This design is furnished subject to the Ilmballons set forth by 8.Plates sill be Ionated on both faces of*nese,and placed so their center TP WVTCA in SCSI,copies of which.15 be furnished upon request. Ines coindde with joint center lines. B.Digits indicate she of plate in inches. MEIN(USA,Inc./Compuirus Software 7.6.6(1L)-E 10.For basic aonnedor plate design values see E5R-1311,ESR-198H(MITeM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-11=(-657) 1836 3-11=1 -116) 139 9-15=1 -21) 141 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=1 -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=1 0) 313 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2656) 659 15-16=1 -52) 67 6-13=1 -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=1 -29) 359 8- 9=( -382) 175 7-14=1 -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=1 -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" 9-11-11 Design conforms to main windforce-resisting 22-00-10 3-08-11 system and components and cladding criteria. 3-11-07 3-09-12 5-03-08 5-03-08 5-03-08 5-03-08 5-03-08 1-06-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 f .i 1 , f .e . i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-00 1-09 Truss designed for wind loads T ,( r in the plane of the truss only. 12 12 7.50 17Q 7.50 M-4x6M-5x6(5) M-3x9 0.25" M-3x9 M-3x5 M-9x6 • s 1, 6 9 NM �.� M-9x9 0 M-1.5x3 3 \/\/\/Nss\ O I 2 I o y ., -- I,;- ria A O 11 12 13 14 15 **16 ', 01 M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 M18HS-3x18(S) M-1.5x3 y p 7-07-07 y 6-09-02 y 6-07-06 y 6-07-06 y 6-09-02 1-04-07 �� P R�x� 1 1' 20-00 y 15-09 y cam GINEE: /Q 1-00 35-09 y / �y�}.ryp :l^�7l82I-E JOB NAME : 5019-B POLYGON - E3 4, ,,IIr Scale: 0.1745 ,�� WARNINGS: GENERAL NOTES, uoessotherwiss noted: a'� Truss: E3 1. and Warnings before consrucdon commencesould be . building of al General Notes 1.This design p ild g comls poneftlApplineonly slity of designp parameters andn the parameters Mom and 1proper Individual 4" a '- i OREGON aN tr��„Zr 2.2s4 compression web bracing must be Installed where Mown*. incorporation of component la the rospansiblllty of the building designer. %+' '�J `,J 3.Additional temporary bracing to Insure etablllty during cowl:8090n 2 Design assumes the top end bottom chords t°a!Merely braced at 'S', lite y �`' Is the responsibility of the erector.Additional permanent bracing of 7 o.c.ed at 1G o.c.reapectNely unless braved throughout their length by LL DATE: 12/8/2015 the overall structure Is the responsibility f the building designer. continuous sheathing or wch as acing rd mash ng(TC)and/or drysoIlOc) �4' i� `ta,� ty° 4.In Impact bill Crus or thterelposibiity of the whereMown*e V SEQ.: K1580956 4.Naber aslds bem leteadded foany component until after ail bracing and 4.DesiuntanofwarIsthe responsibility be e inthe rsspefoacoenviron fasteners aro complete and at no time rhaua any bade greater then S.Design assumes trusses are to be used In a nanroorroelvs environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing al all supports Mown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and inatalletion of components. 7,Design ssumes adequate drainage is provided. December 8,2015 8.This design Is furnished subject to the limitations bet forth by 8.Plates shall be boosted an both faces of truss,and placed so their center TPIM/ICA In SCSI,copies of which will be furnished upon request. Anes coincide with Joint Anter linea. MiTek USA,Inc./Com Trus Software 7.6.6(1 L Z 9.Digits Indicts sire of pleb In Inches. to.For basic connector plate design valuer see ESR.1311,EBR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 184 7-13=(-1624) 905 WEBS: 2x9 KDDF STAND 3- 4=(-1561) 991 10-11=(-419) 1831 10- 3=(-131) 679 13- 8=( -109) 82 LOADING 4- 5=(-1766) 526 11-12=(-387) 1683 10- 9=(-450) 136 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1169) 406 12-13=(-248) 903 4-11=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 11- 5=( 0) 383 TOTAL LOAD = 42.0 PSF 7- 8=( -83) 93 5-12=(-852) 236 6-12=( -91) 469 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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" -196/ 1508V -159/ 210H 5.50" 2.41 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) an For hanger specs. - See approved plans 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 = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.163" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11-11-11 16-00-10 7-08-11 '1 T 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 T 4 4 I T I '1 1 12 12 M-4x6 M-4x6 .. -Q 7.50 7.50 3 M-3x4 M-3x4 4 5 • y ,� O :4-3x5 M-3x4 + \/ + M-1.5x3 e 0 I 0 o 1.• 9 10 4 ,iF 12 "13 I M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 o M-5x6(S) �i\EO PROI y l l y l l 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y „�� NC?IN `9 ��1, y 35-09 c 89782PE r • JOB NAME : 5019-B POLYGON - E4 • Scale: 0.1779 ow / WARNINGS: GENERAL NOTES, unless otherwise noted: ." OREGON N �4 1.Builder and erection contrador should be advised of al General Notes I.This design is based only upon the parameters.110.11 and is for an Individual I f Truss: E4 and Warning.before construction commences. bulding component.Applkabllty of design parameters and proper 2.Zs4 compression web bracing must be Installed where shaven.. Incorporation of component Iain.responsibility to of the bolding dealgner. A jj Y .{ S 3.Additional temperer,/teeing to Imre stability during construction 2.Design assumes IM lop end bosom chess to he laterally braced et r1. f _+ Is the responsibility al fIrs erector.Additional permanent bradng of 2 a.c.end al f 0 o c respectively unless braced throughout their length by �'�l epos continuous sheathing such as plywood sheathing(7C)and/or drywel(BC). 711* ' ..1 1 L ,- DATE: 12/8/2015 the overall structure la the nspondbriy of the building designer. 3.2x Impact bridging or lateral brsdrg required where shown a e �•! SEQ. : K 15 8 0 9 5 7 4.Na ked should be applied to any component unit after el bredng end 4.Inetalatkn of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any keds greater than 5.Design assumes trusses ars to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any compo ant. coder forudrycondblori of use. ge 5.compuTras has no control over and mammas no responsibility for the 8.Deesta .comes Ml bearing t l support..nown.sNm or wad if EXPIRES:: 12/31/2016 ry• l.� p febrketlon,handling,shipment end Instillation of components. T.Design assumes adequate drainage is provided. December 8,2015 6.Thio design h furnished subject to the limitation set forth by 8.Plates anal be located on both faces atm..and plead so their center TPIAARCA in BCSI,copies of which coil be furnished upon request. liras coincide with joint anter line. 9.Digits indicate sae of pate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values Na ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1-2399) 625 1-11=(-580) 1930 11- 2=1 0) 226 15-10=(-109) 85 BC: 2x9 KDDF 1(16BTR SPACED 29.0" O.C. 2- 3=1-1999) 632 11-12=(-581) 1928 2-12=1 -361) 175 WEBS: 2x9 KDDF STAND 3- 9=1 0) 0 12-13=1-524) 1890 12- 3=1 -135) 673 LOADING 3- 5=1-1572) 581 13-14=(-984) 1682 12- 5=( -958) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 19-15=(-300) 903 5-13=1 -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1-1177) 476 13- 6=1 0) 397 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 6-14=1 -860) 269 8- 9=1-1933) 518 8-14=1 -83) 978 NOTE: 2x9 BRACING AT 24"0C DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 -83) 94 19- 9=1 -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1629) 499 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 BEG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cl'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.91 KDDF ( 625) "* For hanger specs. - See approved plans 35'- 9.0" -270/ 1995V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.792" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.049" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 12-00-10 9-08-11 Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f T f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Truss designed for wind loads 1 1' 1' ' ' 1' 1 1' 1' 1' in the plane of the truss only. 12-00 'f7-09 4 4 7 T 4 12 M-4x612 7.50 3 M-3x4 M-3x4 M-9x6 5 6 Q 7.50 .(1- w M-3x5 M-3x4 + + M-1,5x3 0 0 0 0 1111111111I I 4 (,)NV ar M O 1** Il 12 i , 0.25,}33 14 **15 of M-3x5 M-1.5x3 M-3x8 M-3x8 M-3x5 � D PROpes M-Sx6(S) J• 6-01-03 y 5-06-04 8-04-09 y 8-04-09 1 -09-07 l .,� ., Cl �` Sp G1 N' .� 1 35 09 ,L wC� ' /li " :9782PE 91✓ JOB NAME : 5019-B POLYGON - E5 • �,. Scale. 0.1778 ' WARNINGS: GENERAL NOTES, unless otherwise noted Truss: E 5 1.Builder and erection contractor should be advised dal General Notes 1.This design is based only upon the parameters shown and Is for an individual 11 •REG©N N. and Warnings before construction commences. building component.Applicability of design parameters and proper U 2.2s4 compression web bracing mud be Installed where shown*. incorporation of component lathe responsibility of the building designer. 2.Dec.endassumes the top and bottom chord ato ced throughout r their at '9,, 4 fi y � (...."C,Zr2 3 Additional temporary bracing to Insure Steal*during construction T o c and at 70 a.c.rocave Meda braced ihrou h W their length by Is the responbbrlity of the erector.AddSenel permanent bracing of ty u g o DATE: 12/8/2015 the camel structure Is the reepeneiblity of the buildingdesigner, continuous sheathing or sueh b pNwood.dng required sheathing(TC)wheresantl/c tlrywsX(BC). `. ( w (w� 3.2s impact bridging or lateral bradng e where shown t. w j,� 1 SEQ.: Ki5 8 0 9 5 8 4.Na bed should be applied to any component until ager all bracing and 4.Inalalatlon Ohms Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes Nimes are to be used in a non-corrosive environment, TRANS I D: LINK deign loads be applied to any component. end are for dry condemn"of use. 12/31/2016(� ]l/ /� H.Com True has no control over and assumes no res 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 1 GIk7 7/ V Pu responsibility for the ne - fabricetion,handling,shipment and lnetalletion of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design h famished subject to the limitations set forth by e.Plates shag be located on bath faces of truss,and placed so their center TPINNTCA in SCSI,copies of which will be fumlehed upon request. Ines coincide with joint center line. 9.Digits indicate ase of plate in inches. MITek USA,Int./CempuTrus Software 7.6.6(1L)-E I0,For babe connector plate design values ace ESR-1311,ESR-199e(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-5B0) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=(-1433) 518 8-19=( -83) 478 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 499 BOTTOM CHORD CHECKED FOR A 20 PSF LIYITBC STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX SORE 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" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) M-1.5x9 or equal at no -structural 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon)n ** For hanger specs. - See approved plans 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 = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting 15-11-11 8-00-10 11-08-11 system and components and cladding criteria. 6-02-15 5-06-04 2-02-08 3-03-x06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I , f f ' . f f . ,f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12-00 7-09 Truss designed for wind loads ,f M-4x4 M-4x4 .1 T in the plane of the truss only. 12 i12 .S-,17.50 7.50 4 s. 12 M-4x6 M-4x6 M-3x4 M-3x4 mi 3 5 6 M-3x5 M-3x4 + +\/ M-1.5x3 0 0 0 o ..-444sN _ _ rn o 1'* e 12 0.25�'M 14 **15 of M-3x5 M-1.5x3 M-3x8 M-3x8 M-3x5 �N PRO yp/� M-5x6(S) t{Z� PRQ © fie y y 6-01-03 y 5-06-04 y 8-04-09 y 8-04-09 l 7-04-07 y \� GINE�y c 2 r y 35-09 :9 32PE r" JOB NAME : 5019-B POLYGON - E6 %r• Scale: 0.1778 • r Allry WARNINGS: GENERAL NOTES, unless otherwise noted: #BEGUN /`t l�I y,�,. 1.Bolder and erection wnirador should be advised of al General Notes 1.This design is based only upon the parameters shown end Is for an Indibdual B V I V f� Truss: E 6 and Warnings before conduction commences. building component.Applicabillly of deep"p°remetero and proper V 2.2a4 comprewon web bradng mud be metaled where shown+. incorporation of component Is M.reaps dbIEy of the beetling designer. q Y:15 t, 3.Addlbnal temporary bracing to neare stability during construction 2.Design assumes the lop and bottom dorms is be laterally braced et I°Me rospon./bil f the erector.Additional M bracing of 7 o.c.and at 10 o c roepscttvely unless braced throughout their length by t qy a permana continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). r'A U a-' DATE: 12/8/2015 the overall structure le the reeponiblity of the bolding dedgner. 3.2e Impact bridging or lateral bracing required where shown v s 4.No bad./reap be applied to any component ural after all bradng end 4.Instalation of truss is the roepondbilty of the respective contractor. SEQ.: K 15 8 0 9 5 9 fa./even.are complete and at no Ilene should any bads greater than B.lebge assumes trusses are to be heed m a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end aro assuor mes wanes."of as.. B.CampuTrsshas nocontrol over and assumes noresponsibility lerMs e.°saig S rata""'b°°""g"°l supped d,°wn.smm°r wedge II EXPIRES: 1.`2/31/2016. fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design ifurnished subject tothe limitations eel fodhby B.Pleleeshall belocated on both faces ettruss,and placed sotheir center December 8,2015 , TPVVVTCA in BCSI,copies of which will be Nmlehed upon request. 9.tDees indicate with joint ghee center lines. MTek USA,Ina./COmpuTrus Software 7.6.6(1L)-Z 10.for baric connector plata dodge values see ESR.tetl,EBR-1988(MWTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10=(-109) 88 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-1944) 861 11-12=(-743) 1995 2-12=1 -361) 158 WEBS: 2x9 KDDF STAND 3- 4=(-1588) 769 12-13=(-802) 1859 12- 3=( -226) 676 LOADING 3- 5=1 0) 0 13-14=(-745) 1676 12- 4=1 -457) 287 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1776) 898 14-15=1-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 PIF 7- 8=(-1188) 620 7-14=1 -860) 450 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIF Ground Snow (Pg) 9-10=1 -83) 95 14- 9=1 -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 692 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" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) M-1.5x4 or equal at non-structural 35'- 9.0" -438/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon). ** For hanger specs. - See approved plans [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.106" @ 12'- 0.0" Allowed = 1.742" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0_08_10 0_08-10 MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 17-11-11 4-00-10 T-""'( 13-08-11 1' Design conforms to main windforce-resisting 6-11-09 11-00-02 10- 00-05 7-09 system and components and cladding criteria. 6-02-15 5-06-04 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1 1' 1 f f ' 1' 1' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00 7-09 load duration factor=1.6, Truss designed for wind loads '� 5 6 ,r i' in the plane of the truss only. 12 12 7.50 Q 7.50 M-4x6`.1 M-3x9 M-3x9 1`•M-9x6 4 7 Ar., . 1r M-3x5(5) M-3x5 M-3x4 M-1.5x3 a o 0 0 r-, 1** 11 12 13 14 **15 IM-3x5 M-1.5x3 M-3x8 0.25" M-3x8 M-3x5 I7 p M-5x6(S) e*.RS, f r1.Qp1^,h 1, 1, l y b b CJ4k. G,IIV F (,/ y 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 - „�"'. � ip 0� J' 35-09 " :9782PE �I- JOB NAME : 5019-B POLYGON - E7 • ,,..diel. Scale: 0.1653 ,: e:' WARNINGS: GENERAL NOTES, uNess emenolse noted ` a Truss: E7 1.Builder end erection contractor should be advised of el General Notes 1.Ibis design is based only upon the parameters shown end 4 for an individual 17'x- 0 REGON �y"and Warnings before contraction commences building component.Applicability of design parameters and proper •7r/',, �('�v 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component is the roaponalbNly of the battling designer. •94) U4 (✓ �}!. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes ms top and bottom chords is be!Merely braced at 7T '-T Y '�J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o c respectively unless braced throughout their length by t continuous sheathing such as plywood sheething(TC)and/or drywall(BC). P./I U 1 + \� DATE: 12/8/2015 the overal slrudure Is me responsibility of the balding designer. 3.W Impact bridging or lateral bracing required where Mown** r"1 1+. SEQ.: Ki5 8 0 9 6 0 4.No bed should be applied to any component amu after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greeter than 5.Design assumes trusses are to be used In a non.aormalve environment, TRANS I D: LINK design loath be applied to any component. end are for"dry condiion•of use. 5.CompuTmahas nocontrol over and assumes noresponsibiliyfor me e.Daagn..soma�hdlbeedngalail.appana.Mwn.smmarwedgeit EXPIRES: 12/31/2016 fabrication,handling,shipment and inetailatlon of components. 7.Design acomia adequate drainage Is provided. December 8,2015 8.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end placed eo their center TPIWFCA in BCSI,copies of which roil be furnished upon request. lines colndde with joint center lines. MTek USA,Inc./Com uTrus Software 7.6.6 1L E 9.Digits Indicate size of plate m Inches. P ( ). 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3=( -856) 2506 17- 8=) -68) 410 2x9 KDDF #1&BTR T1 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 BC: 2x6 KDDF #1&BTA LOADING 3- 4=( -7016) 2662 13-14=(-3808) 9418 13- 9=( -986) 2792 18- 9=( -608) 1884 WEBS: 2x4 KODF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -5936) 2290 14-16=(-4880) 11904 13- 5=(-4142) 1790 9-19=(-2924) 1364 2x4 KDDF #1&13TR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( -9596) 3840 15-17=( -334) 816 5-14=( -530) 1646 19-10=( -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 92'- 0,0" V 6- 7=1-11768) 4796 17-18=(-4378) 10522 14- 6=(-2778) 1236 10-20=(-5980) 2524 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- B=(-10878) 4438 18-19=(-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=( -9990) 4058 19-20=(-2186) 5128 15-16=( 0) 120 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -6398) 2588 16- 7=( -394) 952 10-11=( -50) 54 16-17=(-4166) 10190 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1198) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 135H 5.50" 5.72 KDDF ( 625) 42'- 0.0" -1454/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) %. For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 uplift at 24 "oc in �r nails staggered: 9 psf) pspacing. 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL= -0.001" @ -1'- 0.0" Allowed = 0.100" A I 9" o in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL -0.001" @ -1'- 0.0" Allowed = 0.133" /\J`/y\/t/` 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = 0.463" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.138" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 36-00-05 load duration factor=1.6, 5-11-11 End vertical(s) are exposed to wind, • �2-09 3-02-1 4-06 4-03-15 5-01-04 5-10-07 5-06-15 5-06-15 5-10-07 Truss designedesgn for wind loons 1 f ]lar ) f f f f f f the plane f the truss only. 12 �-"" M-7x8(S) 7.50 M-5x6 M-3x8 M-3x5 M-3x4 0.25" M-3x5 M-3x10 M-1.5x3 5 6 7 }. 8 9 10 11 -/ M-3x6 /,• o ,..0M-3x6 `'�.,� _ 01 _ o c '`6x8 M-3x10 M- 3x5 0 615 17 ie 19 20 11 o M-1.5x3 M-7x18 0.25" M-3x5 M-3x10 0 2X WEDGE M-7x10 M-7x8(5) W/(2) M-2.5X9 TYP. ��(R Poke ..G13.75 G VV PR LV/ 12 , y , , , , y , )• `C tyGttNEE Ir J' 4-05-11 4-02-03 y 5-01-04 7-07 7-05-04 7-08-12 ' Zif IP 1-y 05-08 11-06-08 28-00 y 89782PE <' 42-00 , JOB NAME: 5019-B POLYGON - F1 Scale: 1/8" v!/rI�JG%p /''� WARNINGS: GENERAL NOTES, unless otherwise noted: L l 4y OREGON94'�. Q t.Bolder and arsdlan contractor sirodd be advlssd of sit General Nobs 1.This design h hessd Doty upon me paramatara heaver and b ler en individual a" Truss: F l and Warning.before oonsruction commences. buiding componen Applbebility of design parameters and proper f,? Alq y 15 �, 2.2a4 compression web brodng moat be bMated when drown�. incorporation of component is the responsibility of the bolding designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda b be Wendy braced at /ivy ' +{ is the roeponsibllity of the erector.Additional permanent bradng of 2'o.c.end al iG o.c.rsapecesely uNeea braced throughout their length by f�J 1.+ continuous Wreathing such as ptywood sheathing(TC)and/or drywel(BC). DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bradng required where shown+ 4.No load Mould be applied to any component until after el bradng and 4.Installation of buss Is the responsibility or the respective oentraaor. 12/31/2016 l 'y .l) .4�+e SEQ.: K 15 8 0 9 61 fasteners are complete and at no time should any bads greater than 8.Design assumes trusses are to be died Ina non-corrosive environment EXPIRES: i'GI i/`�Q 1 V TRANS I D: LINK design loads be applied to any component. area are for full be�o use. wedge 5.CompuTrushas nocontrol over and assumes neresponsibiliyfor the 8.Design Nlheedn .t.lw Raahavm.Bhlmarw.d # December 8,2015 fabrication,handling,shipment and inetalletion of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Pietas shall be located on both fares of Inns,end placed so their center TPINvfCA in SCSI,copies of which will be Nmished upon request. Anes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.yfornpuTrua Software+7,6.6SP1(1L)E 10.For basic connector plate design veldts sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 999 1- 8=(-447) 2006 2- 8=(-303) 246 6-11=(-1611) 909 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2046) 506 8- 9=(-295) 1618 8- 3=) -65) 577 11- 7=( -59) 55 WEBS: 2x9 KDDF STAND 3- 4=(-1396) 451 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=1-1360) 998 10-11=(-215) 762 9- 9=(-284) 1027 TC LATERAL SUPPORT <= 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1906) 366 9- 5=(-330) 228 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 42.0 PSF 10- 6=) 0) 628 "` 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" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.088" @ 13'- 3.6" Allowed= 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.091" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 Design conforms to ma n windforce-resisting 6-10-14 6-05-11 6-07-07 6-07-07 6-07-03 2-06-06`� system and componentsDesign cladding criteria. f f f f f f I Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 p M-4x6 ' 7 50 load duration factor=l.6, Truss designed for wind loads 4.0" in the plane of the truss only. 4 .f-e' sA` M-5x6(5) 0.25" 1 -3x4 3 M-1.5x3 )1\1000:::'M-4x4 • \\111111 hik M-1.5x3 7 0 I 0s. O ro 1 eel _ J M o 1++ l0 M-3x5 M-3x4 0.25" M-3x4 M-3x4 *011 �yry C M-5x8(S) /0) f ROrt" 1 y J. ` t 4 4,9 J• 10-02-10 9-09-06 y 9-09-06 y 5-11-10 y C GIIvEr•9 . . 35-09 _"/ Y "<" $'"782f E pT JOB NAME : 5019-B POLYGON - E8 Scale: 0.1653 .l • d• ' WARNINGS: GENERAL NOTES, unless otherwise noted a' OREGON ♦5) '_- Truss: E 8 1.Balder and erection contractor should be advleed of all General Notes 1.This deign is based only upon the parameters shown and is for an hWlvldual "7 ate-` and Warnings before construction commences. balding componentApplicabiBy of design parameters and proper �,�Asy ',fl/' 2 2t4 compression web bradng mule be Instated where shown 5. Incorporation of component Is the responsibility of the building designer. +.'may "Gam} y, .+ �'}� 3.Additional temporary bribing to Insure steblty during construction 2.Design and at t ee n.tap and bottom Mohs to be througMerrilyhout braced at T AlAy J `, is the responsibility of the erector.Additional permanent bracing of 2 cc. et t0'o b reach as ply unless bnpd ihrouphoN their length by DATE: 12/8/2015 the averal structure is there 2ominaoaa sheathing such as plywood Meethmg(TC)angor drywal(BC). `I PAUL �� eponnetep neat building designer. 3.24 Impact bridging Sr leant breGng required where Mown++ +"t SEQ. : Ki5 8 0 9 6 2 4.No Had should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment TRANS I D: LINK design loads be applied to any component. and are for"dry condition'et use. 5.CompuTrus has no control over end assumes no responsibility br the 8.Design assumes full bearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/201'6. fabrication,handling,shipment and irrele etlon of components. necessary.Designassumes s provided. e.This design Is furnished subject to the limitations set forth by 8.Plates shal be bwaeudenedrainage l both faces of truss,and placed so their center December 8,2015 TPIN.TCA in SCSI,copies of which all be famished upon request. linea coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 E 9.Digits indicate sin of plate b inches. 1L p ( )- t o.For basic connector plate design velum see ESR-1311,ESR-1988(:Usk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-14=( -645) 3765 3-14=( -231) 315 12-20=(-2031) 8907 2x6 KDDF #16BTR T3 SPACED 24.0" O.C. 2- 3=( -4614) 849 14-15=( -546) 3540 14- 4=( -144) 417 BC: 2x6 KDDF #16BTR; 3- 4=( -4404) 864 15-16=( -615) 4047 4-15=( -498) 393 2x10 KDDF #16BTR B3 LOADING 4- 5=( -3939) 873 16-17=( -615) 4047 15- 5=( -315) 1710 WEBS: 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-1332) 6897 15- 7=(-1395) 354 2x10 KDDF #2 A DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -3285) 777 18-19=(-1977) 9630 16- 7=( 0) 327 TOTAL LOAD = 42.0 PSF 7- 9=( -4389) 1038 19-20=(-3255) 14931 7-17=( -339) 888 TC LATERAL SUPPORT <= 12"OC. UON. B- 9=( 0) 0 20-13=(-3498) 16005 9-17=( -459) 2364 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -5265) 1173 17-10=(-3723) 927 ADDL. BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=( -8313) 1800 10-18=( -900) 4176 11-12=(-11709) 2547 18-11=(-4695) 1113 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13=(-19137) 4221 11-19=(-1278) 5541 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 19-12=(-6885) 1659 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -542/ 290HV -248/ 255H 5.50" 4.65 KDDF ( 625) 46'- 3.0" -2551/ 11586V 0/ OH 5.50" 18.54 KDDF ( 625) ( 3 ) complete trusses required. Join together 3 ply with 3"0.131 DIA GUN JT 13: Heel to plate corner = 1.50" nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, +- 9" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. *'HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY 9" oc in 3 row(s) throughout 2xl0 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 TO AL MEMBERS.PROJECT ENGINEER TO REVIEW AND INSURE `n n/ 9" oc in 3 row(s) throughout 2x10 webs. MAX LL DEFL = -0.000" @ -1'- 0.0" Allowed = 0.100" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER.x x x MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" //'Wy'y S MAX LL DEFL = 0.102" @ 35'- 10.1" Allowed = 2.267" MAX TL CREEP DEFL = -0.312" @ 35'- 10.1" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.027" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.063" @ 45'- 9.5" 17-05-11 11-03-10 17-05-11 Design conforms to main windforce-resisting 5-05-12 0-10-01 5-07-136-00-15 2-11-09 system and components and cladding criteria. 6-02-02 14-11-125-07-13 1 0-1'1v01 3100-1 -06-04 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f f f f 1�,1 ' ` . '1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 17-00 17-00 Truss designed for wind loads 1' 1 1' '1 in the plane of the truss only. 6 M-3x8 8 12 M-4x6M-4x6 12 7.50 pM-5x6(S) I/5, T7 Q7.50 0.25" M-Sx8(S) D q M-3x6 0.25" 1Sx33g /A\\ l2 / /`a\3 0 1 ail -1 Y�' 41 c / cosi o I M-3x4 M-)3x4 01525" M-1165x3 M-3x8 0.258 0 4x10 0l p o M-7x8(S) M-12x14(S) PR/� M-4x6 �„'}, Or PR.oFe nA M-11.6493#y [''�'N�:A�NE •C/hVV/O.y_ . J. J, J. J. J. l l T .0, 8-11 7-06-14 6-07-10 6-07-10 6-00-153-02-J1900-M3-01-08 =_�-ya n '4,, y)' /+a f 1-00 46-03 JOB NAME : 5019-B POLYGON - F1GIRD • Scale: 0.0881 "�' 'r AVAI WARNINGS: GENERAL NOTES, unless othereise noted: coo •/�t~�©f�1 e,, 1.Binder and erection oontrador should be advised of dA General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 7 l,-4l'V Oet- Truss: F 1 G I RD and Warnings before construction commences. building component.Applicability of design parameters and proper Q 2.244 compression web bracing must be Installed where shown e. incorporation of component Is the responsibility of the building designer. • �Ry 3.Additional temporary bracing to insure stability during construction 2 Design mums the top end o.iybotta seechob to be throughout bread et lathe responsibility et the erodor.Additional permanent bracing of T o a and at 10 No.respectively uMese braced throughout their length by wal ]�ysA, '� continuous sheathing such as plywood sheathing(TC)and/or di (BC). /"' I I `t DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2i hoped bridging or lateral bredng rewired where shown e e v 4.No load should ba applied to any component until eller all bredng and 4.Installation of buss Is the responsibility of the respective contractor. SEQ. : K 15 8 0 9 6 3 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-conodve enNronment. TRANS I D: LINK design loads be applied to any component. end an.assumeor"dry s ndbearingion"of a.. 5.CompuTrua hes no control over and assumes no responsibility for the 6.Designcoeswmes MI bearing at al supports shown.Shim or wedge if EXPIRES: 1 2/31/2016. tabrbation,handling,shipment end installation of components. 7.Design assumes edequat.drainage is provided. December$,2015 1-1`a7 G/v7 /L IJ I V 6.This design is furnished subplot to the limitations set forth by 8.Plates shell be bated on both tads abuse.and placed so their center TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint anter lines. S.Digits Indioale sin Opiate In inches. Wee USA,Inc./CompuTrAS Software 7.6.6(1L)-E 10.For bash connector plate design values see ESR.1311,ESR.1988(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-9068) 888 1-5=(-764) 3262 5-2=( -380) 1796 4-7=(-2329) 532 BC: 2x6 KDDF j(16BTR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 339 WEBS: 2x9 KDDF STAND LOADING 3-4=(-2108) 510 6-7=( -98) 102 6-3=( -239) 1040 LL = 25 PSI' Ground Snow (Pg) 6-9=( -668) 2986 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 921.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -69/ 128H 5.50" 5.91 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3443V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"0.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.404" MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 rows) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 ** For hanger specs. --(see approved plans "r I. Design conforms to main windforce-resisting 3-02-13 2-06-06 3-02-13 system and components and cladding criteria. I I I I Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 M-4x6 load duration factor=1.6, 3 --M-4x4 Truss designed for wind loads in the plane of the truss only. elm M-3x5 2 r o 0 I 01 ,.0 AIIIIIIIIIIIIIII Gin in 111111111111111111111111 I 1�� 5 6 ** 7 -/ o M-5x10 M-3x6 M-6x8 M-3x8 J• l y 3-01-01 2-06-06 3-04-09 It b 9-00 1 O P 0F�ss NGI N ESR r0 cn, 2 :97$2PE v1- JOB NAME : 5019-B POLYGON - EGIRD ,r Scale: 0.4311 ,,� / MINI- WARNINGS: GENERAL NOTES, unless otherwise noted OREG40 ON Truss: EGIRD 1.Builder and eredicn contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and h for an individual 9 OREGON ryry' and Warnings before construction commences building component.Applicability of design parameters and proper 4) 2.204 compression web bracing must be Installed whoa shown*. Incorporation of component la the responsibility of the building designer. „Ej� /AR � � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at 7 A Is the responsibility of the erecter.Additional permanent bracing of 7 o c,and at 10'o.c.respectively unties braced throughout meh length by �a./� DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 2ontinuous sheathing such es acng re uir ethlrg(,.sown+tlrywep(BC). ~�'i U sem ` g 3.In Impact bridging or Iteral bradng required resile shown++ SEQ. : Ki5 8 0 9 6 4 4.No load should be applied to any component uniA after all bradng end 4.Installation of truss is the rosponsibility of the respective contractor. fasteners are compete end at no time should any loads greater than 5.Design assumes trusses are to be used in.non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'.of use. 5.Computrus hes no control over and assumes no responaibllty forme 8.Design assumes 54/bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication.handing,shipment and installation of components. cessary. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of trues,and placed so their center TPBWICA In BCSI,copes of which AEI be furnished upon request. lines coincide with Joint center tires. 9.Digits Indio/its she of pate in Inches. MiTek USA,Inc./CotnpuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-13/1,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 ROOF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=1 0) 282 2x6 KDDF #16BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 1862 12-13=1-1375) 2769 12- 9=1 -505) 772 8-18=1-1390) 916 BC: 2x4 KDDF 816BTR 3- 4=1-3911) 1779 13-15=1-1565) 3953 4-13=1 -264) 326 18- 9=1 -143) 889 WEBS: 2x9 KDDF STAND; LOADING 9- 5=(-3016) 1226 14-16=( -69) 165 13- 5=1 -409) 1200 9-19=(-2522) 958 2x9 KDDF 816BTR A; LL( 25.0)+DL1 7.0) ON TOP CHORD= 32.0 PSI- 5- 6=1-2592) 1097 16-17=1-1368) 3664 13- 6=1-1663) 541 10-19=1 -83) 283 2x6 KDDF#2 B DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3946) 1529 17-18=1-1368) 3664 6-15=1 -52) 499 19-11=1 -725) 1602 TOTAL LOAD = 92.0 PSF 7- 8=1-3870) 1929 18-19=1-1023) 2490 19-15=1 0) 72 11-20=1-1802) 843 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=1-2546) 999 19-20=1 -69) 78 15- 7=1 -116) 100 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 POP Ground Snow (Pg) 9-10=1 -387) 227 15-16=1-1412) 3747 10-11=1 -437) 230 7-16=1 -452) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 245 NOTE: 2x9 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed= 2.059" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL= 0.224" @ 41'- 9.2" NOTE:Design assumes moisture content does not exceed 198 at time of manufacture. 32-03-10 1-08-11 7-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 12-07-11 19-07-10 1-09 .-07-042-05-052-11-02f 6-00-05 5-01-04 '' 7-03-13 7-03-13 6-06-07 1-08- 11 Wind: (Al mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f f f f f T f f f f load duration factor=d l5 Ca t.2, Exp.6, MW FRS(Di r), 12 12 End vertical(s) are exposed to wind, Tr d ind ads 7.50 M-5x6(S) ... :17.50 inuss thedplaneeoffor thewtrussoonly. M-4x6M-4x4 M-3x4 M-3x8 M-3x8 M-4x6 5 6 7 9 9 ° M-7x8 '1'2 ® Ti -.- M-3x9 444444 4 M-1.5x3 + + + + o B 1 M-3x8 3--- m A _ 1 t •-'-� 12 13 r is - 11** M-3x10 0 19 16 17 18 , 19 20 I M-5x10 ,4,M-1.5x3 M18HS-3x18 0.25" M-3x5 _M-8x8 0 2X WEDGE M-5x10 M-1.5x3 W/(2) M-2.5X9 TYP. (y p/�[- (� d 3.75 M-5X6(S) `�0) rf7.0 rW 12 �\ Y l l l y b l l 1 ��;.J .�'�GINE�,�, sO�9 2-05-08 5-00-06 6-07-14 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 l y y 1 1-02-05-08 11-06-08 28-00 l :9782 RE C' 42-00 JOB NAME : 5019-B POLYGON - F2 '✓ JMIK • Scale: 0.1487 9� 40-EGON a� WARNINGS: GENERAL NOTES, unties otherwise noted t.Balder and eredbn contredor ehodd be advised of all General Notes 1.This design is based only upon the parameters shown and le bran indNWaal .,9 G,q�Y ,� �-'` �. Truss: E2 and Wammgs before construction remmenoes. balding component.ApplcabAAy of design pen metere and proper v 2.2xa compression web bracing meat be installed where shown.. incorporation o!component Is IM roaponslbNlty of the bullring tlasigner. ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be'Morally braced et r"%4 ,+t \ lathe responsibility of Ore erector.AddBbnal M bracing of 2'o.c.end at 10'o.c.respecdvety unless braced throughout ihetr bngtlt by U 1.. eponq permane continuous sheathing such as plywood eheething(TC)end/or dryw,all(BC). DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown s o 4.No bad should be applied to erg composed wry after ell bracing and 4.Installation oftruse is the responsibility of the respectNe contractor. SEQ.: K 15 8 0 9 6 5 fasteners are complete and at no time should any bads greater than 5.Design assumes(fusses are ro be used Ina non-corrosive environment, TRANS ID: LINK delegate ds beap91 dmsnycemponent. and are for"drycondNon.of use. EXPIRES: 12/31/2016 5.Compulrus hes no control over and assumes no responsibility for the 8.Oe sicoa�assumes full bearing at ell suppose strewn.Shim or wedge I! December 8,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design b furnished subject to the IimItagnns set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPBWICA in SCSI,wpbs of which will be furnished upon request. Anes coincide wit joint center lines. 9.Digits indicate ate of plate in inches. MITek USA,Ina/CompuTrus Software+7,6.6SP1(1L)-E t0.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1,15 1- 2x6 KDDF #1&BTR T2, T3 3=( 0) 60 4-15=(-1462) 3516 14- 4=( -186) 600 10-21=( -171) 889 SPACED 24.0" O.C. 2- 3=(-4339) 2012 19-15=(-1961) 2769 14- 9=( -495) 772 30-21=(-2522) 968 BC: 2x4 KDDF #1&BTR 3- 4=(-3911) 1904 15-17=(-1719) 3953 4-15=( -264) 258 12-21= -73) 216 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-3016) 1381 16-18=( -69) 165 15- 5=( -372) 1200 21-13=( -663) 1602 2x4 KDDF #1&BTA A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-1414) 3664 15- 7=(-1663) 568 13-22=(-1802) 776 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2542) 1232 19-20=(-1414) 3664 7-17=( -34) 499 TOTAL LOAD = 42,0 PSF 7- 8=(-3946) 1675 20-21=(-1014) 2490 16-17=( 0) 72 TC LATERAL SUPPORT <= 12"OC. 005. 8- 9=(-3870) 1511 21-22=( -67) 79 17- 8=( -198) 141 BC LATERAL SUPPORT 0= 12"01. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-2546) 1006 17-18=(-1496) 3747 10-12=( -387) 262 8-18=( -452) 347 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 18- 9=( -153) 245 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( -437) 265 19- 9=( 0) 282 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-20=(-1340) 466 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -315/ 1891V -99/ 182H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -286/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs, - See approved plans ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.333" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL = -0.153" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" 9-11-11 28-03-10 3-08-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 9-11-11 10-07-11 19-07-10 1-09� T 1' '' ,f Design conforms to main windforce-resisting 2-05-05f 2-04-OI 5-01-04 7-03-13 2-04-0,1 system and components and cladding criteria. 2-07-04 -07-O21 T 4-00-05 I f 7-03-13 T T 4-06-07 I 1-04-10 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f I I I I I I I I I f---f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 7.50 17 Q 7.50 End vertical(s) are exposed to wind, M-5x6(S) 1 Truss designed for wind loads M-4x6 -M-4x4 M-3x4 M-3x8 M-3x8 M-9x6 in the plane of the truss only. 5 7 8 9 7In to z:3 x8 7 _ M-3x9 7t 3 i • B M-1.5x33, + + + , .o M-3x8 W A c 4 15 o 8 17 a --- - 'l..mY of �/'M-5x10 M-3x10 0 16 18 >.y zo 21 zz** 0 o M-1.5x3 M18HS-3x18 0.25 M-3x5 -M-8x8 2X WEDGE M-5x10 M-Sx6(S) - M-1.5x3 3.75 W/(2) M-2.5X4 TYP. O PRO/,o 2 y y y y y y y y y r ' GIN cr `�f0 -05-0� 5-00-06 6-07-14 y 5-01-09 7-02-01 7-00-05 7-03-13 1-02-14 f? 0 J. y 05-08 11-06-08 28-00 y 89782PE 9r 1-00 42-00 • JOB NAME: 5019-B POLYGON - F3 , ........1..............1. V Scale: 0.1317 .may OREGON /'y�L` 41) WARNINGS GENERALNOTES, uMeaa otherwlea noted / . 7? REGON (tiN- Truss: F3 t.Builder and erection contractor shoals be advised of e0 General Note. 1.This design Is leasee only upon the parameters Morn and bbr an individual 1:49) ay� �� 5et and Waminge before construction commences. budding component.Applicability ol design parameters and proper �7( 2 2e4 compression web bracing must be installed Mere shown e incorporation of component la the responlobnky of the building designer. ` 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the tap end bottom chords to be!Morally braced et A is the responsibi(by of the erector.Additional permanent bracing o! Y o.c,and at as o c.respectivelyplywood udess braced throughout their length by DATE: 12/8/2015 the overall structure is the responsibility of the balding designer. continuous sheathing such as m g(TC)and/or drywell(BC). 3.2a Impact bridging or lateral bracing required where shown SEQ.: Ki5 8 0 9 6 6 4.No Had should be applied to any component until after an bracing and 4.Installation Ohms la the reeponstdnty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes Incases are to be used Ina nencorrodve environment, y(� ;'') 'y ) {p TRANS ID: LINK destgnead.beappliedi5anycomponenl and are for"dry condition'of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes MI beaMg at all supporta shown.Shim or wedged fabrication,handling,shipment and installation of components. necessary. December 8,2015 B.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. j 8.Plates shall be located on both faces of truss,and placed so their unto TP WJfCA in BCSI,copies of vAIM win be furnished upon request. Anes coincide with joint center Ines. MiTek USA Inc./Com uTrus Software+7,6.6SP19.Digits indicate size of plate in inches. p (1L)-E 1D,For basic connector plats design values see ESR-1311,ESR-t988(MiTeM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=( -432) 234 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-9490) 1788 13-14=(-1461) 3282 3-14=(-765) 419 19- 9=( -138) 659 3- 4=(-3059) 1206 14-15=(-1063) 2532 19- 9=( -39) 313 9-20=(-1130) 927 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2602) 1106 15-17=( -895) 2395 4-15=(-498) 375 10-20=( -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSI' 2x4 REEF STUD A5- 6=(-2140) 1019 16-18=( -32) 92 15- 5=(-408) 1120 20-11=( -30) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 1090 18-19=( -798) 2417 15- 6=(-755) 272 11-21=(-1938) 743 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2478) 1072 19-20=( -676) 2080 6-17=(-102) 504 21-12=( -110) 126 8- 9=(-2275) 968 20-21=( -932) 1080 16-17=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-1422) 721 17- 7=(-262) 82 10-11=(-1732) 769 17-18=(-806) 2412 NOTE: 2T9 OPACIOR AT E4SOC TOS. FOR 7-18=(-232) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 FIE LIYIIBC STORAGE 11-12=( -83) 102 18- 8=( -96) 112 ____ LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1888V -165/ 222H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.198" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL= -0.374" @ 19'- 1.3" Allowed= 2.739" MAX HOAR. LL DEFL= -0.109" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" NOTE:Design assumes moisture content does 11-11-11 22-03-10 7-08-11 not exceed 198 at time of manufacture. 2-09 4-06-02 4-08-09 2 00-05 5-01-04 5-03-14 5-00-06 4-09-14 3-11-09 3-09-02 Design conforms to main windforce-resisting T . f 1' ' f 1 .( f '1' '1 system and components and cladding criteria. 1212 Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-5x6(S) M-4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 M-9x6M-3x4 S M-3x4 M-3x4 0.25" 9 0 load duration factor=l.6, 6 7 . End vertical(s) are exposed to wind, Truss designed foc wind loads M-3x6 rn the plane If the truss only. M-3x4 1 a M-1.5x3 + 2 i .,4111\s\IIII I I 1 I I I I•P Flay, M-3x63 w o M-3x8 �_ o ��13 14 15 r 17 � �M o 4. 1 - M-3x4 M-3x8 0 16 le 0.259 M-320 x8 =M-4x4 i M-5x8 , M-1.5x3 M-6x8 0 2% WEDGE M-5x8 M-5x6(s) �} ry n�[,r� 43.75 (' t/ G 12 W/(2) M-2.5X9 TMP. y ). .1 ), ,l , ), ). y c .`GINE `i',, 2-05-0 8 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y �„'\. ` R ;0 b 2-05-08 11-06-08 28-00 rs_y ' :9782PE 9C, 1-00 42-00 , • JOB NAME : 5019-B POLYGON - F4 Mir Scale: 0.1538 V 17 •AEGON o',. WARNINGS: GENERAL NOTES, unless otherwise noted .�f [�8 v Ez- 7.SuAderand eredloncoMndorehoubbeetivissdofaAGenef.)Notes 1.This design Wlltllrgcomlponsedonly Applkeectheparameters shown and billy fdaslgnpenmeteraa alapb�nlndlvbwl ++1�' ��s'A I 15 8.' Truss: F4 and Warnings before conatructlon commencer Incorporation of component is the responelbulty of the Wading designer. //j I 2.2w4 compression web bnadng must be installed Mow shown*. 2,DeNgn assumes the lop end bottom chords to be the bug braced et • .�/1'1 l '' 3.Additional temporary bracing to insure stability during condrudbn T Data and et 10'o.c.respectNety unless braced throughout their length by r'1 l!4s Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es pd/wood sheething(TC)and/or dryest(SC). DATE: 12/8/2015 the overal structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown** SEQ.: K 15 8 0 9 6 7 4.No bad should be applied to any component until after all bracing and 4.Installation of boss Is responsibility d of o�rttha a rale tor. rat. fasteners are complete and al no time should any beds greater than Design names EXPIRES: 12/31/2016 design beds be applied to any component. and are lerudry full be ri of use. TRANS ID: LINKW pons 8.nesissary. saNlbaaringateAwppoMsham.Shlmar wedge If December 8,2015 5.coin Tran has control over and assumes no responsibility for the fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plies shall be located on both faces of bus.,and placed so their center TPNNTCA In SCSI,copies of which will be furnished upon request. Ines coincide with(del center lines. 9.Digits Indicate size of plate in Inches. MTek USA,Ino./CompuTfUs Software+7,6.6-SP1(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 IC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-15=(-1779) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22=( -241) 614 WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 1370 16-17=(-1160) 2532 16- 9=( -42) 313 22-13=( -111) 628 2x4 KDDF STUD A LOADING 9- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=1-499) 319 13-23=(-1938) 874 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-20=( -38) 92 17- 5=(-959) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=1-2190) 1162 20-21=1 -937) 2917 17- 7=(-755) 329 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2397) 1260 21-22=( -812) 2080 7-19=1 -94) 513 8- 9=(-2478) 1218 22-23=1 -506) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=1-275) 78 NOTE: 2X4 BRACING AT 29"OC UON. FOR 10-12=(-1422) 828 19-20=(-949) 2912 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 0 8-20=(-232) 248 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 899 20- 9=1 -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=1 -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-141) 671 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 92'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.215" @ 19'- 1.3" Allowed= 2.059" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" 13-11-11 18-03-10 9-08-11 MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 4-06-02 2-02-08 5-01-04 5-00-06 2-02-08 3-09-02 2-09 4-06-02 ' 0-0S-05 ' 5-03-14 ' S-09-141 13-09-02' ' NOTE:Design a moisture content does f f ' 1' 1' ' i f - 1' not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.50 M-5x6(S) ' 7.50 system and components and cladding criteria. M- x4 11 M-4x6M-3x9 0.25" M-4X6 Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _ load duration factor=1.6, ETruss edticgnled)forr e wxd oledadtso wind, M-3x4 M-3x6 in the plane of the truss only. M-3x6 \M15x3 ,o M-3x8 �- ... o A o o �!5 16 17 19 ylAp\M-1.5X3 - ��- M-3x4 0 9 �o zl 23 �`"' o M-5x8 I M-3x8 M-11.5x3 M-�x8 1 0 0 0.25" M- x8 .M-9x 2X WEDGE M-5x8 W/(2) M-2.509 TYP. D P R Oie5 - 13.75 M-5x6(S) 12 )' J' y y y ,1 y 1, / < A`GINE c/ 1-0 05-08 2-05-08 4-06-0211-4-07-14 2-06-05 55 -01-04 7-08-04 28-007-08-04 7-04-07 y ��."� -. e i9 sas" ct7 89782 PE te- 42-00 �/' • JOB NAME: 5019-B POLYGON - F5 ''� �' Scale: 0.1288 -^Q OREGON WARNINGS: GENERAL NOTES, unless otherwhe noted ..;.1i'r/�"r y�� pA.. T rU S S F5 1.Builder and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown and Is far an individualv`/� 2 (}.` and Warnings before construction commences. building component Applicability of design parameters end proper C 2 2s4 compression web bredng must be installed where shown+ Incorporadon of component la the roaponsiblliry of the building designer. ,` 3 Addgfonal tem 2.Design assumes the tap end bottom sherds to be letereily braced at /+ry54 Ii Q�v temporary bracing to insure debility during construction T o.c,and at l ft o.c.respectively uNess braced throughout their length by !"" L. `` la the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2015 the overeg structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown C e SEQ.: Ki5 8 0 9 6 8 4.Ne bad should be applied to any component until after all bredng and 4.Installation of truss is the reaponsibEy of the respective contractor. fastener.are complete and at no time should any pads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �/ ley t].il)y�/'�.4 TRANS ID: LINK design leads be applied to any component. and are for"dry condition'.of use. EXPIRES: 1213112171 5.CompuTrus hes no control over and assumes no responstblllty for the B.Design assumes lull bearing at all supporta shown.Shim or wmige If necessary. December 8,2015 fabrication,handling,shipment and m.tallatkn of components. 7.Design memos adequate drainage is provided. 8.This design I.finished subject to the lintel:ens set forth by 8.Plates chat be located an both Imes of trues,and placed as their center TPVWfCA in BCSI,copies of whkh wig be furnished upon request. lines coincide with Joint center lines. MiTek USA Inc./Com uTnls Software+7.6.6SP1 1L E B.Digits lndkete ate of plate in Inches. P ( 10.For basic connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" INC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=1-1929) 3685 15- 3=1 -552) 1176 10-22=1-1130) 582 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-9990) 2239 15-16=1-1732) 3286 3-16=1 -771) 987 12-22=1 -280) 616 WEBS: 2x4 KDDF STAND; 3- 9=(-3059) 1593 16-17=1-1272) 2532 16- 4=1 -50) 313 22-13=1 -190) 625 2x9 KDDF STUD A LOADING 9- 5=(-2602) 1457 17-19=1-1203) 2395 4-17=1 -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-2140) 1288 18-20=1 -45) 92 17- 5=1 -599) 1120 23-14=1 -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PDF 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=1 -755) 478 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 8=1-2397) 1997 21-22=1 -982) 2080 6-19=1 -99) 522 8- 9=1-2478) 1398 22-23=1 -580) 1080 18-19=1 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1279 19- 8=1 -287) 79 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=1-1422) 912 19-20=(-1125) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 11-12=1 0) 0 8-20=1 -232) 288 LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. 12-13=(-1732) 1015 20- 9=( -84) 195 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-19=1 -83) 106 9-21=1 -432) 232 OVERHANGS: 12.0" 0.0" 21-10=1 -135) 689 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M-1.5x4 or equal at non-structural O'- 0.0" -412/ 1888V -166/ 224H 5.50" 3.02 KDDF ( 625) vertical members (uon). 92'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 15-11-11 14-03-10 11-08-11 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed= 2.054" l l MAX TL CREEP DEFL = -0.379" @ 19'- 1.3" Allowed= 2.739" 7-09-13 8-01-14 8-05-07 9-09-14 7-09 MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" 4-06-02 1 2-02-13 1-04-01 5-00-06 4-00 1 3-09-02 MAX HORIZ. TL DE FL 0.173" @ 41'- 8.5" 2-09 1 1 4-06-02 f--1-J09-6 1 5-03-14 1 1-60-106 13-09-021 1 l 1 1 1 'I 1---f 1 f f 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 .7M-4x4+ 12 7.50 7 M-5x6(S) 11- Q7.50 Design conforms to main windforce-resisting M-3X9 .-M-9X9+ system and components and cladding criteria. M-4X65 M-3x4 0 M-3x4 M-9x6 Wind: 140 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6 8 9.25" 10 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), / ... v load duration factor=1.6, M-3x5(S) End verticals) are exposed to wind, M-3x4 M-3x6 Truss designed for wind loads in the plane of the truss only. + + + M-1.5x3 M-3x6 + �c 3 0 to M-3x8 l- __ 4. A o o1//i`5x8 M-3x4 07 1 i 20 z1 22 *•23 �`^ i I M-1.5x3 M-6x8 0.25" M-3x8 .714-4x4 o 2x WEDGE M-3x8 M-5x8 81(2) M-2.5X4 TYP. ry p 43.75 M-5x6(S) ��f2 D f R.()Ft. y 2 y l y l l y l l 046 4 ' iGi$ 0 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-09 7-08-04 7-04-07 y � 6619 '�� l 2y 05-08 11-06-08 28-00 1 2' 89782PE {' 1-00 42-00 / , JOB NAME : 5019-B POLYGON - F6 Isle Scale: 0.1248 ,�a V (!) WARNINGS: GENERAL NOTES, unless otherwise no led: I 1P4, REGON2n'�. ` I.Sunder and eredlon conlndor should be advised oral General Notes I.This design is based only upon the parameters shown end is for an Individual ivF,�ay /t`��..�(_ V Truss: F6 and Warnings before construction commences. bending component.Applicability of design parameters and proper 7 �l J ,�i 2.204 o5 resolse web bracing must be iestslbtl where shove*. Incorporation of component le the reeponsibBly of the building designer. /lam- �.y+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me lap and bottom chorda to be laterally braced at l Q/� L yt' I la the responsibility f the erector.Addhbnal ermanent bracing of 2'o.c.and et t P o.c.x0046.5 sly unless braced throughout their langur by I r'7 . e- M o p continuous sheathing such es plywood ahsath )a drywal(BC). DAT_E: 12/8/2015 the overall structure Is the resparwbnity of building designer. 3.a impact bridging or Wend bracing required where here Woo,wn O++ SE K 15 8 0 9 6 9 4.No had should be applied to any component and after al bracing end 4.Installation of truss is the responsibility Of the reepectNe contractor. 4 fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design lases be applies to am component. end ere for"dry condition.of use. EXPIRES: 12/31/2016 TRANS I D: LINK 5.Campurros has no control over and assumes no reapanemlllty lar the S.Design assumes MI bearing al all supports shown.Shim or wedge if December 8,2015 necefabrication.handling,shipment and Installation of components. wary. 7.Design names bated ne both lags Io provided. and This design is furnished subject to the limitations set forth by S.Plates shat be bated on both hoes of Wu, placed so their center TIN/WI-CA in SCSI.copies of which MI be furnished upon request. lines oindde with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTrus SoMrare+7.6.6-SP1(1L)E 10.For basic connector plate design values see ESR•1311,ESR-1959(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2- 3=(-9990) 2456 15-16=(-1896) 3300 3-16=( -773) 512 12-22=) -342) 614 WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 1710 16-17=(-1413) 2535 16- 9=1 -55) 313 22-13=) -295) 623 2x9 KDDF STUD A LOADING 9- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=) -999) 301 13-23=(-1938) 1144 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1427 18-20=( -59) 92 17- 5=) -737) 1120 23-14=) -110) 127 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1308) 2417 17- 6=( -755) 624 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PSF 6- 8=(-2397) 1636 21-22=(-1173) 2080 6-19=) -197) 525 8- 9=(-2478) 1622 22-23=( -657) 1080 18-19=1 0) 74 LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1981 19- 8=( -292) 91 NOTE: 2x9 BRACING AT 24"OC UON. FOR 10-12=( 0) 0 19-20=(-1344) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1425) 1012 8-20=( -232) 341 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1-1732) 1133 20- 9=) -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=) -83) 106 9-21=( -432) 253 OVERHANGS: 12.0" 0.0" 21-11=( -156) 697 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -484/ 1888V -167/ 2256 5.50" 3.02 KDDF ( 625) vertical members (Son). 42'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 17-11-11 10-03-10 13-08-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" fMAX LL DEFL = 0.261" @ 19'- 1.3" Allowed= 2.054" f 7-09-13 10-01-14 T 6-05-07 9 O9-19 7-09 f MAX TL CREEP DEFL = -0.379" @ 19'- 1.3" Allowed= 2.739" 4-06-02 2-02-13 1-L-09 f3-10-03 5-00-06 3-09-02 MAX HORIZ. LL DEFL = -0.140" @ 41'- B.s^ MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" `2-09 ' '4-06-02 1-I3-11-11 1"-1' 5-03-14 1 1-�2=1'02 T3-09-02'' T 1 /1 1/ / 1 I/ f---r ' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.50 177 7 10 Q 7.50 • Design conforms to main windforce-resisting M-3x4 M-5x6(S) system and components and cladding criteria. . M-4x6 M-3X9 0 M-3x4 M-4x6 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 6 8 .25" 11 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x5(5) end vertical e (s) a exposed to wind, M-3x9 M-3X6 Truss designed for wind loads 3 in the plane of the truss only. + M-1.5x3 M-3x6 + 4 -/a, 3 0 M-3x8 a-� _ A o 5 16 ,( to o 4. , 17 19 -/r1)l O ! M-3x9 0 18 2021 22 %%23 I M-5x8 o M-3x8 M-1.5x3 M-6x8 0.25" M-3x8 =M-4x4 2X WEDGE M-5x8 M-5x6(S) W/(2) M-2.5X4 TYP. (; PROF/�/� GI 3.75 `y O PRV!'l`V 12 C / / y y y y y /' ,1 COQ ` SINE. s/ 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y �• `'" e9 (i,,. y2-05-08 11-06-08 28-00 `98 -Y44 9�.,.: y 1-00 42-00 JOB NAME: 5019-B POLYGON - F7 �r Scale: 0.1299 ,,a�1 OREGON WARNINGS GENERAL NOTES, unless clhervdae noted ,7.42. ,e7r.. 9' OREGON O's �. Truss: F7 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown end Is for an individual ��11 GA� i i r)V and Warnings before construction commences. building component Applicability of design parameters and proper "C 2.2a4 compression web bracing mud be Ir stalled when shown.. incorporation of component Is the responsibility of the buNding designer. J.Additional temporary bracing to Insure stability during construction 2.Design assumes me tap and bottom chords to be lafan8y braced at PA (']\ lame responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively ey unless braced throughout their length by UL ;4 DATE: 12/8/2015 the avers(structure Is the recontinuous Iactddgingsheathior lateas plywood required .,.seen) cr dryaan(Bc). responsibility of butlding designer. 3.2x Impact bdtlping or lateral lancing required afisro shown++ SEQ. : K].5 8 0 9 7 0 4.No bad should be applied to any component until after aN bracing and 4.Installetbn of Wu lathe rssponsibiNty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ll�� qq,4) TRANS ID• LINK design hada be applied to any component, end arefor'drycondition-of use. EXPIRES. 12/31/2016 5.Com Tns has no control over and assumes no res 8.Design assumes full beenng at all supporta shown.Shim or wedge 11 December 8,2015 pu ponelbiliy for me Beit, fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the Ilmhstlons set forth by It Plates shall be located on both faces of true,and placed an their center TPVW1CA In SCSI,copies of which will be furnished upon request. tins coincide with joint centerlines MITak USA,Inc./Com uTrus Software+7.6.6SP1 7L E 9.Digits indicate size of plate In Inches. P ( ). 10.For Niels connector plate design values sea 658-1311,658-1888(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-12=(-1030) 2436 3-12=( -236) 300 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=1-2811) 1135 12-13=1 -831) 2148 12- 4=( -139) 436 WEBS: 2x9 KDDF STAND 3- 4=1-2627) 1192 13-19=1 -598) 1740 4-13=1 -581) 423 LOADING 9- 5=1-2066) 1050 14-15=( -616) 1480 13- 5=1 -334) 771 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-16=1 -97) 56 13- 7=( -111) 168 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PEE 5- 7=1-1700) 995 7-14=1 -478) 263 TOTAL LOAD = 42.0 PSF 7- 9=1-1527) 928 9-14=1 -266) 679 8- 9=( 0) 0 14-10=1 -152) 195 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PIF Ground Snow (Pg) 9-10=(-1880) 990 10-15=1 -989) 321 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-1825) 815 15-11=1 -609) 1590 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-16=1-1713) 856 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -350/ 1894V -258/ 318H 5.50" 3.03 KDDF ( 625) 92'- 0.0^ -315/ 1772V 0/ OH 5.50" 2.89 KDDF ( 625) cow For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.129" @ 17'- 7.4" Allowed = 2.059" MAX TL CREEP DEFL = -0.229" @ 17'- 7.4" Allowed = 2.739" • MAX HORIZ. LL DEFL = 0.055" @ 91'- 10.3" 0-07-08 MAX HORIZ. TL DEFL = 0.087" @ 91'- 10.3" 18-04-11 7-10-05 15-09 1' ' 4' 4' Design conforms to main windforce-resisting 6-02-09 1 5-09-05 5-09-05 / 4-08-13 3-01-082-02-13 6-06 7-00-04 system and components and cladding criteria. 1' 4 11 1 f 4 f f Wind: 140 mph, h=25.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 18-00 M-3x4 13-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q M-3x4 8 1 4' load duration factor=l.6, 12 M-4x6 M-4x6 12 Truss designed for wind loads 6 M-3x9 in the plane of the truss only. 7.50 5 7 / ` Q 7.50 M-5x6(S) M-2.5x9 or equal at non-structural diagonal inlets. 0.25" 4 M-3x4 0 + + M-1.5x3 3 + + M-3x6 1 0 I o �0 0 o a _ i q 1 i Ma v A I 1 y D I M-3x6 M-3x4 b3.25" 0.25('4 -M--9x4 M-1.5x3 6 -sr�1 � ,O PRQ, M-5x8(S) M-5x8(5) [} S . � k k k k k y .. 4011\4f4 ,9 /p 9-01-03 8-06-04 11-00-02 6-07-12 6-08-12 y ,CJ '. 9. 1-00 42-00 89782PE T • JOB NAME : 5019-B POLYGON - F8 ,mow Scale: 0.1398 WARNINGS: GENERAL NOTES, unless otherwise noted G''' `I I.Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon NG parameters shown and is Or an lndlvldual 1, 11,4,OREGON oN Truss: F8 and Warnings before construction commences building component.App4iublllty of design parameters end proper 2.2a4 compression web bradng mute be Installed where shown v Incorporation of component Is the reeponalbIlty of the building designer. .e9 [7`l ,{5 3.AddNbnal kmporery bredng to Insure skbgNy during construction 2.Design assumes the top and bottom Broke to be lata ghorally braced al t'7 T 1 _+ Is the respesdbl f the erector.AddNlanal permanent bredng of �o.c.end et ee10 o.c respectively.,pty unless brand throughout their length by ICAV NY o continuous sheathing such as plywood sheething(IC)and/or drywall(BC). P:/1 1 N t - DATE: 12/8/2015 the averan structure Is the responsibility of the bolding designer. 3.24 Impact bridging or lateral bracing required there shown•+ �1 l,1 SEQ.: K1580971 a.No load should be applied to any component cent"after aN bradng and 4.In teNntsesfiewesth.are &blltytyE eenm�ime contractor. en ctor. fasteners are complete and at no time should any bads greater than e TRANS I D: LINK design bads be applied to any component. and are for het bearing"of use. �/ .N(y JIB a !�/'�.a R CompuTrus has no control over and assumes no responsOINy for the 6.0545 acorns.hdl bearing at ail wppons shown.Shim or wedge If EXPIRES: a 2/3 i�2 V t 6 necessary. fabrication.handling,shipment andlon of components. 7.Design resumes adequate drainage la provided. December 8,201 5 B.Thh design k furnished subject to thea leteNmeations set forth by 8.Plates shall be baled on both faces of trues,and placed co their center TPIWICA In 8031.copies of which 941 be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate aha of plats in hches. MITek USA.InciCompuTrus Software 7.6.6)1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1933(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF Rl&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-13=(-1343) 2636 3-13=1 -123) 200 BC: 2x9 KDDF 916BTR SPACED 24.0" O.C. 2- 3=(-3051) 1683 13-14=(-1671) 3469 13- 4=( -509) 1102 WEBS: 2x9 KDDF STAND 3- 4=(-2851) 1634 14-15=(-1054) 2498 13- 5=(-1337) 707 LOADING 4- 5=(-2360) 1441 15-16=1 -852) 2151 19- 5=(-1462) 1192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1 0) 0 16-11=(-1078) 2439 14- 7=(-1254) 1979 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3945) 2430 7-15=(-1312) 1020 TOTAL LOAD = 92.0 PSF 7- 8=(-2117) 1383 15- 8=(-1162) 1918 8- 9=(-2159) 1310 15- 9=( -741) 505 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1433 9-16=1 -134) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-3041) 1441 16-10=( -278) 337 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -487/ 2057V -319/ 318H 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural 96'- 3.0" -902/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 6 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0-06-13 MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.544" @ 15'- 8.4" Allowed = 3.022" 26-03 20-00 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 6-04-13 9-11-14 9-10-05 6-08-02 13-03-14 MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" 5-01-03 14-08 5-07-11 5-00 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.147" @ 45'- 9.5" 1 1 1 44 1 1 1 1 1' 10-00 Design conforms to main windforce-resisting 1 ' system and components and cladding criteria. 12 12 M-4x6 12 7.50 7.50 4.0" ''SZI 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, \ M-5x6(S) Truss designed for wind loads M18HS65x16 3.1 in the plane of the truss only. M-4x6 7 0.25" M-4x6 4 5 +I M-3x5(5) M-1.5x3 + + + M-1.5x3 3 + vs ko of 1 - _.......2 0 0 13 14 X15 16 +F� A'�pp 1 ' -3x8 0.25" M-5x6 0.25" M-3x4 M-3x8 �1 {r ,V !'R.O�L� M-5x8(S) M-5x8(S) �` Ss y 9-07-07 J, 6-00-15 y 10-06-10 y 9-06-05 ), 10-05-11 y c '. .. fir' i9. i. 1-00 46-03 1-00 4: 89782PE 9t'" JOB NAME : 5019-B POLYGON - F9 Scale: 0.1216 • WARNINGS: GENERAL NOTES, udeas°therwlae noted: C.e 107 Truss: F 9 1.Builder and erection contractor ahold be advised of all General Notes 1.This design Is based only upon the pyrometers shown and Is loran Individual �t 'f7 OREGON y'• and Warnings before construction commence• building component.Appticabllty of design parameters and proper `"Ly, i"f�� q5' 011;„r"` 2.2a4 compression web bradng mut be Instsiled where shown 4. Incorporotbn of component I°Inc responsibility of the bugling designer. (/ a.•, ..y A6V 3.Additional temporary bracing to Insure stability during construction 2.Design andat1assumes the top and bottom chortle to he througlaterallyhout braced at j"r (V Ie the responsibility of the erector.Additional permanent bracing of 7 o n at f 0 nn respectively unless braced throughout their length by it DATE: 12/8/2015 the overall structure Is the responsibility rine building designer. contlnuua sheathing such as*wood aheethmg(TC)and/or tlrywei(BC). • P/A Ut + W by° g3.2a Impact bridging or lateral bradng required where shown** +x'""11 1. SEQ.: K 15 8 0 9 7 2 4.No load should be applied to any component unti after all bracing and 4.Installation of truss le the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design bad.be applied to any component. and are on dry aenatilo of use. 5.CumpuTras has no control over and assumes no responsibility for the 8.D�esicogwaswmes full bearing at all supports shown.shim or wedge If EXPIRES: 12/31/2016 febricatlon,handling,shipment and Installation of components. 7.Design ssumes adequate drainage is prodded. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces Diffuse,and placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. linea colndde with joint center lines. B.Digits indicate s5e of plate In Inches. MITek USA,Inc./COmpuTrue Software 7.6.6(1L)-Z II.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #100TH LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 KDDF #1fiBTR SPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 4=( -461) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1515 14-15=( -964) 2480 13- 6=(-1350) 630 LOADING 4- 5=( 0) 0 15-16=( -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 2236 7-15=(-1297) 945 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=(-2147) 1243 15- 9=( -741) 507 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=( -136) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1373 16-10=( -278) 339 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -442/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 19-04=11 1-03-11 10-06-10 20-00 MAX HORIZ. LL DEFL = -0.096" @ 45'- 9.5" I f f f MAX HORIZ. TL DEFL = 0.146" @ 45'- 9.5" 5-01-03 4-08 3-10-01-09-07 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 T T T T T T T T T T 10-00 Design conforms to main windforce-resisting 'l' '1 system and components and cladding criteria. 12 12 M-4x6 12 7.50 7' 7.50 17 4.0" ' 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 "' load duration factor=l.6, \ M-520 8) Truss designed for wind loads 3 in the plane of the truss only. M-4x6 M-5x10 7 0.25" 5 f. M-9x6 4 AA( +1 y 104-1.5x3+ + o M-1.5x3 3 to to of 1 -- - -'�2o PROF., 1 / -3x8 0.25" M-5x6 0.25" M-3x4 M-3x8 i �r'0) PR.OFf. M-Sx8(S) M-5x8(5) o t9 1 1 1 .L 1 .1' 9-07-07 r4 1 1 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 1 1 4 -17 1-00 96-03 1-00 `r :9782PE r" JOB NAME : 5019-B POLYGON - F10 • i/ Scale: 0.1216 .r WARNINGS: GENERAL NOTES, unses athervMe noted. C.A'y 1.Bolder and erecter contractor should be advised dell General Notes 1.This design is based only upon the parameters shown and le for an Individual F t • EGON '' �+�,. Truss: F10 and Warnings before construction commence building component.Applkabllhy of design parameters end proper ' i + 2© ^` 2.2.4 compression web bracing must be metalled where shown.. Incorporation of component is the respsOHbliry of the bolding designer. 9 L'� Y ,� V 'R./' 3.Aaauonal amporery bi.ci"5 to more stability donne construction z.T c.c. assumes metop pec venom chords to d ,seg he braced at 7 -+ Is the responsibility of the erector.Additional permanent bracing of To.e and et 10 ossa reasy,..ery unless braced throughout Ihelr length by '3 continuous sheathing such as plywood sheathing(TC)end/or drywal(BC). � r.A I''t ��. DATE: 12/8/2015 the event structure N the responsibility of the bunting designer. 3.sir Impact bridging or Nares bracing required amara shown.. 1w,/L SEQ.: K1580973 4.Ne lead shacid be applied is any eerrrpen.rt Inthes,al b,adng and 4.Installation ams wm�a.11eSsre�b.�.tyaed th onp.nth.•.tracor. fe.tanereare complete and etnotime should anyloads greater man aetlgn.forme tnssosareIsb. TRANS ID: LINK design loads be applied to any component. g. and Design assumes NH bearing et al supports shown.Shim or wedge If m 6.CompuTrushas nocontrol over and eau ..noresponsibility for the Po,,,ry. EXPIRES:: 12/31/2016 abnutan,handling,shipment and installation of components. 7.Design assumes adequate drelnege Is provided. December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Pates shall be located on both faces of buss,and paced so their center TPIANTCA In SCSI,copies of which will be Nmished upon request. lines coincide Oh joint center lines. 5.Digits Indicate alae of pate In Inches. MITek USA,Inn./CempuTraS Software 7.6.6(1L)-Z 10.For basic connector plate design values sae ESR-7377,EBR-7588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC:. 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=( 2579 1 =( -147) 297 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=( 1093 WEBS: 2x4 KDDF STAND -1253)1 3387 12- 9=( -950) 3- 4=(-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=( -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD= 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=( -740) 509 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 60 15- 9=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" 12-04-11 3-03-11 10-06-10 20_00 MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 5-01-03 4-08 5-07-11 5-06-13 5-03-05 1 6-06-04 6-06-04 6-11-07 4 4 4 T 4 4 T 4 1' 10-00 Design conforms to main windforce-x es fisting fsystem and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 7 7.50 17 4.0" ' 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7 Truss designed for wind loads in the plane of the truss only. 3.1 M-5x6(5) M-4x6 • 0.25" M-4x6 M-5x10 4 5 +1 111111100:4-1.5X3 M-1.5x3 + + + 3 �I o o 1� -3x8 12 13 'r14 15 --\l m '<:c- � v0 PRO, S 0.25" M-5x6 0.25" M-3x9 M-3x8 1 i M-5x8(S) M-Sx), J, ), f G,N it? S/ J• y 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 y y C, . ' `� Or�N-��`F- O 1-00 46-03 1-00 .:9782 E r JOB NAME : 5019-B POLYGON - F11 Scale: 0.1216 IFF WARNINGS: GENERAL NOTES, unless otherwise noted' D44440 Truss: F 111Bolder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown end la for an Individual ..� Yt REG ON ^'_! and Warnings before construction commences. building component.Appllwbtoy of design parameters and proper yy lJfl V V 2.244 compression web bredng must be Installed where shown+. Incorporation of component le the rasponalblllty of the building designer. +- �. ,.+ temporary 9 AY g construction 2 Design 10 the top and bottom chords la be laterally bracedsirat ,�j 3.AtldNlonel len bracing to Insure alebll during AYT� /� 6 Is the rosponstbllly of the erector.Additional permanent bracing of 2'o.c.end at f 0 o c respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the re continuous rhging or such(b acing re i d where and/°r tlrywall(BC). C"f '' ' ap°nsibllty of the until after designer. 3.2s Impact bridging or lateral bracing required where Mown++ /" `i SEQ.: K 15 8 0 9 7 4 4.No mad should be applied m any component until after aA bracing end 4.Installation of truss is the responsiN/ty of the respective centred°, fasteners are complete end et no time should any mads greater than 5.Design assumes Imeses are to be used Inc noncorrosive environment. TRANS ID: LINK design mads be applied to any component. and are fordry,endhien elves. 5.CompoTms hes no control over and assumes no responsibility 10 th 8.Design assumes mil bearing at U support shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication.handling,shipment and Installation of components. necaseA.� p 8.This design is furnished subject to the limitations wet forth by8.Design assumes adequate drainage islute,aprovided. December 8,2015 S.Plates shah be located on both feces of truss,and paced so their center TPIMTCA In SCSI,copies of&AO will be furnished upon request. Ines coincide with joint center Ines 9.Digits Indicate size of plata in Inches. MITek USA,Ino./CompuTfus Software 7.6.6(TL)-Z 10.For basis connecter plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 014BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 64 1-3=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" S.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -9/ 202V -25/ 68H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 10.9" -119/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.268" 3-11-11 MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" 1' 1' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 7.50 F Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. M 0 O r4 l0 O I PAN l►IN ORIS-.43 0 M-3x4 y 1 6-00 (PROVIDE FULL BEARING;Jts:l,2,3 I .�� } ,cc00 r,v -7 8 '782PE C' JOB NAME : 5019-B POLYGON - BJ2 Scale: 0.5893 ,, WARNINGS: GENERAL NOTES, unless otherwise noted G.. OREGON 40 1.Bolder and erection contractor should be advised of all General Notes 1.This design Is bawd only upon the parameters sham end N for an individual 0' O Truss: BJ2 and Warnings before construction commences building component.Applicability of design parameters and proper 4„ tr 2.2a4 compresabn web bradng must be Installed where shown+ Incorporation of component b the roapoMlbAlty of the bolding designer. �+'9 �[Z ll. A 3.Additional temporary bracing to Insure stability during construcibn 2 Design ed at rc the top end bottom drams la be througeternityhout braced elCis al 1 1 is the rotponstbil I the erector.Addgbnalpermanent bradof 2'o.c.end at 10 o,c.respect ply unless braced throughout their length by /+� Q.V My o bradng continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p U` i•`\ DATE: 12/8/2015 the overel structure is the responsibility of the building designer. 3.2a Impact bndging or Mterel bredng required when Mown w w a+• 4.Na bad Mould be applied to arty component ural after al bradng and 4.Installation oftnns is the responsibility of the rospaathe contracts,, S EQ-- K 15 8 0 9 7 5 rastenero are complete end at no time should any bade greater man 5.Design assumes wsses are to be used m.non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end ere;r d mnl beadngl.a.supports g• 5.CampoTruehasnocontrol over and assumes noresponsibilyfor ihs B.Desia lullbeann 1 lla nssiwwn.Shimorwatl a EXPIRES: 12/31/2010 EXPIRES: fabrication,handling,shipment end installation of components. 7.ledge assumes adequate drainage i.provided. DeriP.m icer 8,2015 6.This design is Banished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center TM/TCA In SCSI.copies of which veil be furnished upon request. Knee coindde with joint center line. 9.Digits indicate size of plata in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)E 10.For basic connector plata design values see ESR-t3tt,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1096) 1096 3-13=( -145) 277 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-3051) 1391 13-14=(-1275) 1093 WEBS: 2x9 KDDF STAND 3391 13- 4=( -496 I 3- 4=(-2851) 1279 19-15=( -841) 2956 13- 6=(-1356) 592 LOADING 4- 5=( 0) 0 15-16=( -732) 2127 14- 6=(-1462) 868 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1157 16-11=) -962) 2439 19- 7=( -883) 1901 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-3887) 1969 7-15=(-1276) 890 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1238 15- 8=(-1008) 1887 8- 9=(-2138) 1159 15- 9=( -740) 508 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1277 9-16=( -139) 539 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1286 16-10=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -354/ 2057V -316/ 3168 5.50" 3.29 KDDF ( 625) 46'- 3.0" -399/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) IC OND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.316" @ 15'- 8.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.534" @ 15'- 8.4" Allowed = 3.022" 0-07-08 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 10-04-11 5-03-11 10-06-10 20-00 1 ,r MAX HORIZ. LL DEFL = 0.089" @ 45'- 9.5" 5-01-03 4-08 5-00-03 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.195" @ 45'- 9.5^ T 1 TT T 1 4 T T T 10-00 1Design conforms to main windforce-resisting 12 12 M-4x6 system and components and cladding criteria. 12 7.50 7.50 F77 4.0" Q 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, g ,f.,. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \ load duration factor=1.6, M-5x6(5) Truss designed for wind loads 3.1 in the plane of the truss only. M-4x6 0.25" M-4x6 M-5x10 4 5 6 +1 .5x3 M-1,5x3 + + + *M-1 3 + oo cn 1 { � {-g11./1-�+NV /- 13� 14 ' 15 16 2 (`�'r l -3x8 0.25" M-5x6 0.25" M-3x4 M-3x8 i 0 0 M-5x8(S) M-5x8(5) b y C3 G1lV E / 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 y y � O yl 1-00 46-03 1-00 ,,.._44./ 9782PE �r JOB NAME : 5019-B POLYGON - F12 ,e„ ,.1, Scale: 0.1216 ,®" - AIM WARNINGS: GENERAL NOTES, unless otherwise noted '� Truss: F 12 40 I.Builder and erection contractor should be advised of all General Notes 1.The design Is based only upon the parameters shown and n for an Individual !' OREGON QK and Warnings before construction commences. building component.Applicability of design parameters and proper r 6, Z 2s4 compression web bracing must be installed Wore shown+. ,- incorporation of componenl Is me responsibility of the building designer. *17,9, � may : - 3.Additional temporary bracing to Insure stability during construction E Design assumes the top and bottom chords to be Mleralty braced at 'l Is me responsibility of the erector.Additional permanent bracing of T o.c.and et 1P a.c.respectively uNess braced throughout their length bydir DATE: 12/8/2015 the overall structure la the responsibilityf the building designer. Et Imps t sheathing such es bracing red meedsheathere s end/or drywal(BC). A U L {1.\ a 94.I a Impact bodging or nra m phone ry 51 the where shout•t a !"' SEQ. : Ki5 8 0 9 7 6 4.No leas should be applies to any eompoiront"con after ail breang and 4.Installation of Wes Is me responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes hisses are to be used In a nen-corrosve environment, TRANS ID: LINK design leads be applied taany component. end are for"drycondition"ofuse. 5.CumpuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016/ 01nece abnaetion,handgng,shipment and meegalanaf�mponema. 7.Design ssumesadequate drainage isprovided. December 8,2015 8.This design la furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA In SCSI,copies of stitch wig be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 1L 7.6.6 9.Digits Indicate alas of piste In Inches. p ( )'E 10.For basleconnector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 88 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 POE 0'- 0.0" -33/ 266V -40/ 107H 5.50" 0.43 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.2" Allowed = 0.425" MAX TC PANEL TL DEFL = -0.105" @ 3'- 4.8" Allowed = 0.638" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 5-11-11 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" f 12 Design conforms to main windforce-resisting 7.50 177' 2 -/ system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ', load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m 0 0 ko0 I , 0 1► 3► I o M-3x4 y 6-00 ('� PROVIDE FULL BEARING;Jts:1,3,2 I . �`. ��yGIN�� S/0�-� 4t` :9732PE r JOB NAME : 5019-B POLYGON - BJ3 „' dor Scale: 0.5397 '�� WARNINGS: GENERAL NOTES, unless otherwise noted. 6.4. 47 p! r( (�� 47 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ,/� 7! .OREGON G �}.. Truss: BJ3 and Warnings before construction commences. balding component.Applicability of design parameters and proper ' 11// �` Z.b4 compresebn web bredng must de installed where Moven*. Designation of component Is the responsibility to of the building designer. 1 ^^A C•f V A b .. 3.Addition'temporary bracing to Insure stability during construction Z.Design assumes the top she bottom MOMS to he hardly braved at l ! y/ hes is the nspondbil f the erector Addition.'permanent nadng of T c i and ate hin rsuch as ply nod s braced(TC)heN their N ll(B). ley a continuous t I V dcg such ti plywood brawl thrC)and/or dryweAgth b l (•' {s� DATE: 12/8/2015 the overall structure Is the responsibility of the building designer, 3.2s Impact bridging of latera'bradng required where down SE K 15 8 0 9 7 7 4.No load ahould be applied to any component until after al bracing and 4.Instalation of truss Is the responsibility of the respective contractor. 4• !.steno are complete and et no time should any pads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design bads be applied to any component. end are for"dry condition'of use. TRANS ID: LINK 5.CompcTrushas nocontrol over and assumes noresponsib8ltyfor the 6.De�e:�eearn alba.ng.t alsuppon.drown.shmerwadg.ti EXPIRES: 12/31/2016 fabrication.handling,shipment end Ddalttion ofcomponents 7.Design assumes adequate drainage is prodded. DeCiP.m bar 8,2015 6.This design Is furnished subject to the limitations set forth by 8.Plate.Mal be located on both faces of truss,and placed so their center TPS TCA in SCSI,wpbs of which MN be furnished upon request. lines ooindde elm john center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 96-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 4-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-13=(-1574) 7952 3-13=( -90) 578 18-10=(-4174) 1008 2x6 KDDF 515)13TR T2 2- 3=( -9828) 1982 13-14=(-1576) 8196 13- 4=( -744) 3294 10-19=( -930) 4364 BC: 2x6 KEEP S5; LOADING 3- 9=( -9912) 2012 14-15=(-1430) 8279 4-14=(-2418) 614 19-11=(-4986) 1208 2x10 KDDF SS 59 LL = 25 PSF Ground Snow (Pg) 4- 5=( -7944) 1596 15-16=(-1428) 8280 14- 5=( -666) 3594 11-20=(-1436) 6234 WEBS: 2x4 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 96'- 3.0" V 5- 6=( -6814) 1392 16-17=( -832) 5356 14- 6=(-1912) 630 2x9 KDDF STUD A; BC UNIF LL( 87.5)+DL) 79.5)- 167.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7-) -6476) 1268 17-18=( -894) 5458 6-15=( 0) 199 2x6 KDDF #2 B BC UNIF LL( 0.0)+13L) 20.0)= 20.0 PLF 9'- 0.0" TO 96'- 3.0" V 7- 8=( -9720) 1034 18-19=(-1734) 8948 6-16=(-3868) 792 8- 9=) -4732) 1026 19-20=(-2670) 12808 16- 7=) -966) 2880 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3943.0 LBS @ 6'- 0.0" 9-10=( -6594) 1320 20-12=(-2764) 13229 7-17=(-2688) 619 BC LATERAL SUPPORT <= 12"OC. UON. ADEL: BC CONC LL+DL= 7713.0 LBS @ 42'- 3.0" 10-11=(-10802) 2218 17- 8=( -966) 9658 11-12=(-15826) 3346 17- 9=(-2536) 644 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-18=( -478) 2638 NOTE: 204 BRACING AT 24"OC UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1327/ 6406V -303/ 310H 5.50" 10.25 KDDF ( 625) OVERHANGS: 12.0" 0.0" 46'- 3.0" -2062/ 9769V 0/ 0H 5.50" 15.62 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: JT 2: Heel to plate corner = 2.75" 9" oc in 1 row(s) throughout 2x4 top chords, JT 12: Heel to plate cornet = 9.50" -',- 9" oc in 2 row(s) throughout 2x6 top chords, ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 9" oc n 2 row(s) throughout 2x6 bottom chords, 9" oc in 3 row(s) throughout 2x10 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS To APPLY 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" CONC.LOAD(S)EQUALLY TO ALL MEMBERS, MAX LL DEFL = 0.201" @ 20'- 4.8" Allowed = 2.267" MAX TL CREEP DEFL = -0.663" @ 20'- 4.8" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.126" @ 45'- 9.5" .( 8-11-11 .( 5-08-11 11-06-10 20-00 3-04-a5-09-Q7-09-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 2-11-034-02-12� system aandfcooms to is n dicladdingrcriterig system d mponents land laddig criteria. 12 12 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 7.50 Q 7.50 load duration factor=1.6, 4.0" Truss designed for wind loads 8 .6( in the plane of the truss only. Ne. M-5x6(5) �' 3. M-3x5 ` 0.25" 7 M-4x8 M-6x10 +t A M-3x6 6 12 6 + o-3x8 aJ5m3 ; ,\.Z + 1. -4x8 Agiliiik:m 4 B' o 13 19 15� 16 �17 18 219 20 I 3x10 M-6x8 0.25" M-3x6 0.25" M-3x8 0.25' 1 0 M-3x8 0 3993# M-7x8(S) M-7x8(S) M-12x14(S) H) \.c, r n Q a .1. / y y y y .f.' �t8 �# y ��c, ENGIN �4 fpm J• y 5-10-04 2-07-10 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 t'1 , 1-00 46-03 y ®77P r JOB NAME : 5019-B POLYGON - F13GIRD • ,...iiie- Scale: 0.1050 , . 52 ill WARNINGS: GENERAL NOTES, unless otherwise noted, F 13 G I RD 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and la for en Individual Co*17 •R EGO '' ''`. Truss: and Warnings before construction commences. building component Appllabllty of design parameters and proper I.designer. 2.S.204 compression web brodng must be installed where shown 0. incorporation of component Is the responsibility of the building 2. .y (�(�}� 3.Add ..Additional temporary bracing to Insure d eblidy during construction2.Design assumes the top and bottom chord°to be laterally braced e1 7 �l Is the responsibility of the erectorAdditional permanent bracing of 7 o.c.and at 10 0.0.respedcly unless braced throughout their length by continuous sheathing such as plywood required ng(TC)and/or drywall(BC). PAUL U t DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.A Impact bridging or lateral bradng required where Mown++ 1"'{ 4. SEQ.: K 15 8 0 9 7 8 4.No load should be applied to any component until after all bracing and 4.Installation of trues b the responsibility of the respective coulrodor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Inc noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"or use. 5.CompuTrue hes no control over and assumes no responslWlhy for the 8.Design(resumes fug bearing at all support show.Shim or sedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. °e cry '.Dodge assumes drainageisruslsed.n December 8,2015 8.This design h furnished subject to the Ilmltatlone set faith by 8.Plates.Ml be bated on both faces of truss,and placed so their comer TPIPATCA in SCSI,copies of which will be fumhhed upon request. lines colndde with Joint center limn 9.Digits indicate sire of plate in Inches. MITek USA,Ino./ConspuTrus Software 7.6.6(1L)-E II.For basic connector plate dodge values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC: 2x4 KDDF 01&BTR SPACED 29.0" O.C. 2-3=( -76) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -23/ 237V -54/ 146H 5.50" 0.38 ROOF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 4V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" 3 MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" MAX HOAR. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 7.50 (' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ', load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn 0 tui0 N O C 1 1�." q ikersa M-3x4 y 1 l 6-00 1-11-11 � a C�� s 'PROVIDE FULL BEARING;Jts:1,4,2,3 I Ca NGI N E "1 r90, 't` :9782PE r JOB NAME : 5019-B POLYGON - BJ4 -wig" Scale: 0.5074 WARNINGS: GENERAL NOTES, unless othervdss noted C/' EGON Builder ant erection contractor ehodd be advised ofd General Notes 1.This design Is based only upon the parameters shown and Is for an individualI 17 - EGO/'�N hV . Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameter.and proper jf �, 2.2t4 compression web bracing must be installed where Mown+. Incorporation of component h the roeponelbllty of the building designer, "'Q 4 RY 15 2 ,.. 3. ge Additional temporary bracing to Insure stability during construction Y Design assumes the tap and bottom...chobraced to be laterally braced et Is the responsibility of the ardor.Additional permanent bracing of NI 7 o.c.and alt 0 a.c.rospedNaty unless throughout their et(Bength by continuous sheathing such es plywood cited ng(TC)andlor drywal(BC). +�A 1 1 1 ` DATE: 12/8/2015 the overal structure Is the responsibility of the building designer. 3.9t Impact bridging or lateral bracing required where shown++ �'7 1„//+. 4.No bad should be applied to any component until al bradng and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 15 8 0 9 7 9 castanets are complete and at no time should any leads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and 0�� d condition'of use. poo wedge S.CampuTrus hes no control over end assumes no rssponsibllny for the 8.De signas" 54 beerin 1 1 su cls shown.Shim or xatl it EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.Tha design N tumislnd subject to the limitations set forth by 8.Plates shell be their be located on both faces of truss,end placed center TPWVICA In SCSI,copies of which Wil be famished upon request. lines coincide with joint canter lines. 9.Digits Micelle Ada of plate In inches. MITek USA,Int./CompuTruS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITeS) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-4=(0) 0 BC: 2x9 KDDF t16BTR SPACED 24.0" O.C. 2-3=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IS PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" '' )MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" I 12 Design conforms to m indforce-resisting 7.50 system and componentsand cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Eop.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 2 in the plane of the truss only. I rooI r- o kis, u, o 4, t 10 o �� 41'1.1-'1 / I o M-3x4 y 6-00 y 3-11-11 y c?a0 PR.Q1 19 CROVIDE FULL BEARING;Jts:1,4,2,3 I GIpvp s.. tJ ' 89782PE �" JOB NAME : 5019-B POLYGON - BJ5 -' --ow. . • Scale: 0.4382 WWI WARNINGS: GENERAL NOTES, unless otherwise noted („+. � � �(� Truss: B JS 1.Builder and erection contractor should be advised did General Notes 1.This design Is basad only upon Iha parameters shown and is for an individual # 9 (� end Waminge before construction commence. building component.Applicability of design parameters end proper '' '.,4,,.9 �.Y / i(yV Q` 2.244 compression nab bradng must be installed where shown c. Incorporation of component Is the roaporrelbNlty of the building designer. X� C/�� i 1G V � 3.Additional temporary bradkq to Insure Wadley during construction 2.Design.acomae the top and bottom chord.ion to be laterally braced at 7 }J b the reeponsibNlty of the erector.Additional permanent biadng of 2 o.c.and at to o e.respectively unless braced throughout their length by 1 DATE: 12/8/2015 the overall structure Is the responsibility)the bulbi) designer. 20 trope us edging 5,ng such as plywood sheathing(TC)end/or s,.,5 drywaA(SC). PA.U L 1ie ; p e M g 3.2s Imped bridging or lateral bradne required where shown++ SEQ.: K 15$0 9 B 0 4.No bed should be applied to any component until after all bndng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any Wada greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and ars for"dry canditlon"of use. 5.CompuTme has no control over and assumes no responsibility ler the 8.Design assumes mil beedng al all supports shown.Shim or wedee if EXPIRES: 12/31/2016 newasery. {. p fabeeetbn,handling,ehipment and elimitaon of components. 7.Design assume.adequate othf.c drainage Is provided. December er 8,2015 8.This design is NmlMed subject to the limitations set fodh by 8.plates shall be bated on both faces of truss,and placed so their canter TPIM7CA in SCSI,copies of which will be furnished upon request. Anes coincide with)Dint anter lines. B.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values Nye 108-1311,ESR-1955(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-98) 101 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-178) 29 5-7=(-84) 167 5-3=( 0) 99 WEBS: 2x9 KDDF STAND 3-4=( -29) 39 3-7=(-175) 88 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -50/ 350V -29/ 970 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -B9/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" I : MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 12 7.50 MAX HORIZ. LL DEFL = -0.006" @ 5'- 9.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 9.0" Design conforms to main windforce-resisting 6 system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .moi (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads 4111 tv in the plane of the truss only. Lo 11111111111111115.9.-- Y..- 7 o 11 M-1.5x o ' I I 3 iIE o 0 1 w.,.-....,,, t�3x4 0 M-3x4 M-3x5 2-03-12 3-00-03 0-08-01 1 l y l 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;Jts:2,9,7 9782PE r JOB NAME : 5019-B POLYGON - CJ2 Scale: 0.5646 WARNINGS: GENERAL NOTES, unless otherwise noted. Vh[� /'y A' �40 I.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and h for an Individual T? O REG©I V Truss: CJ2 and Warnings baton construction commences. building component Applicability of design parameters and proper /, ( 2.2a4 compression web bradrp musi be Installed where siwwn+. Incorpontlon of component b Me responsibility of the building designer. V A�`_ G r'" y_ 3.Addition.;temporary becirp to Messrs stability during comb 11on 2.Design"dames the top and bottom chards b d t roughoatersily braced at 'l Y J .1VY_ Is the responsibilityI the erector.Additional permanent Madre of T o c end at 1d o c respectively unless braced throughout their length by /+w/� ` o continuous sheathing such as plywood sheathing(TC)endbr drywal(BC). PAUL'L DATE: 12/8/2015 the Qwest structure Is the responalbllty of the bulking designer. 3.24 impact badging or later.'bracing required where shown++ ll L. SEQ.: Ki5 8 0 9 8 1 4.No load should be applied to any component until ager all bracing and 4.Installation nsa M wolf�sA the ere ips responsibility fttt respective es oottivv.Ncontractor.environment, fasteners are complete and st no time should any loads greater than andgne assumes cotes..of to TRANS I D: LINK design bads be to any component. 6.Design assumes Ml bearing al al supports shown.Shim or wedge if 5.CompuTrus has no nocontrol overandassumesnoresponsibilityforthe necessary. EXPIRES: 12/31/2016 fabrkatlon,handling,shipment and bretallatbn of components. 7.Design assumes adequate drainage is provided. December 8,2015 B.This design is buss furnished subject to the limitations set forth by 8.Plates shat be located on both faces of ,and placed so their center TPLWrCA In SCSI,copies of which MI be furnished upon request. Ines coincide sih joint center lines. 9.Digits Indicate sire of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ENR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=7 0) 60 2-6=(-139) 187 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=7 0) 50 WEBS: 2x9 KDDF STAND 3-9=7 -65) 53 3-7=(-327) 238 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" O.- 0.0" -45/ 393V -43/ 136H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -9/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -56/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOPICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.259" 5-11-11 MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 12 4 -/ MAX HORIZ. TL DEFL = 0.015" @ 5'- 9.0" 7.50 I (A' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '-t Truss designed for wind loads u1 in the plane of the truss only. M-4x6 0 3 M ApPlittiii-r----„ Lo o 1111 7 IIY��fIW M-1.5x3 a, ro �� M6-3x4 0 o M-3x4 M-3x5 1 1 ) l 2-03-12 3-00-03 0-08-01 1 1 1 1 /� 1=00 2-05-08 6-00 3-06-08 � , 0e' b b VFee, PROVIDE FULL BEARING; C I I �,� .0‘01N E ,..,,,, �/0 4.ct` :9782PE r JOB NAME : 5019-B POLYGON - CJ3 -ir Scale: 0.5115 .,� I� WARNINGS: GENERAL NOTES, unless otherwise noted: T+' OREGON _J 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters slow"and Is for an Individual 1' - ©' �. Truss: CJ3 and Warnings before conabuotion commences. building component.Applicability of design parameters end proper 1P6, E.y,c 2 2r4 compression web bredng must be installed where shown v. Incorporolbn of component is the responsibility of the butdlig designer. +'f�� [��.. },`C 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lap and bottom Mods to M laterally brewed at el -4ily Is the responsibility of the erector.Adtltbnel permanent bracing of 7 de.and at 10 rm.reapectNely unless braced throughout their length by A U L v apo continuous sheathing such as plywood ahsething(TC)and/of drywall(BC). P '� DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bredng required where Mown++ SEQ.: El5 8 0 9 8 2 4.No bad should be applied to any component unto alter NI bredng and 4.4.Design sesames truss Is the he repo si Maty tthe In h mrespective senentar.ant, fasteners are complete and at no nine should any Toads greater than and gra for"dry condition"sre I use. TRANS ID: LINK destpn loads m,ehe app led to anyrendeeen. 8.Design assumes hill bearing at at supports shown.shim or wedge if 5.CompuTnus has no control over and assumes no responsibility for the ee...ry. I,� p EXPIRES: 12/31/2016 fabrication,handling,shipment and Mstalletlen of components. 7.Deeds assumes adequate drainage la provided. December er 8,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces Ohms,and placed so thek center TPINVTCA In SCSI,copies of which MI be furnished upon request. lines coincide with Mint center lines. 9.Dight Indicets size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For beelcconMdar plate design veluessee ESR-1311.ESR-1988(MTM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF p1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -82) 187 7-6=( 0) 18 BC: 2x4 KDDF kl&BTR SPACED 24.0" O.C. 2-3=(-270) 59 6-8=(-141) 313 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-174) 98 3-8=(-327) 147 LOADING 4-5=(-119) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 IC gpsf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" T 1' MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 5MAX LL DEFL = -0.039" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 12 MAX BORIZ. LL DEFL = 0.011" @ 5'- 4.0" 7.50 MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 9 Design conforms to main n windforce-resisting f* system and components and cladding criteria. "+ 1-1 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), oload duration factor=1.6, d, Truss designed for wind loads M-4x6 in the plane of the truss only. 3 41 IIIIIII[Elm ' S t -m C. M-1.5x3 o ►.4 7 I i 1 M-3x4 0 0 M-3x4 M-3x5 1 1 . , 2-03-12 3-00-03 0-08-01 l 1, l l 1-00 . 2-05-08 5-06-03 .• l 6-00 I 1-11-11 `r.{ G N . /O. (PROVIDE FULL BEARI NG;Jts:2,8,9 J�v�i T ��yIJ-- ��yy pp �` 897827-E �r JOB NAME : 5019-B POLYGON - CJ4 • Scale: 0.4172 -'� WARNINGS: GENERAL NOTES, unless otherwise noted: 1 N. Truss: CJ4 and wamBuilder ings before construcerection contractor tion commencesould be , building of all General Notes This design cgomponent.Apptylkably of parameters ie parameters andwn and 1proo�n lndi bual q+&REGOIV(12 �` 2.DM compression web bracing mud be installed where shown s, Incorporation of component la the responsibility of the building designer. �rj R p y.. 115 _, 'Iva 3.Additional temporary bracing to insure stability during construction • 2.Design aswnroae n.top and bottom drone to be throughout braced at 7�T �(.. Is the responsibility of the erector.Adtlgbnal permanent bracing of 2 o.c.and at 10 o.c.reapectNely unless braced their length by /�- DATE: 12/8/2015 the overall structure is the responsibility of balding designer. 2a Impact t seething such as plywood required where c myvreu(ec). -A P n'f t Pt\ lop°^ ty° 3.2v Impact badging or lateral bracing required where shown c e +`5 tJ i,�. SEQ.: K 15 8 0 9 8 3 4.No road.bred be applied to any component until after al bradng and 4.Installation of buss Is IM rem:o 114 of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ins non-conodvs environment, designpada be applied anyM. and are for"dry condmon.of use. y {� c 12/31/2016 TRANS ID: LINK enr°mp°^° 8.Design assumes DU beefing at al supports shown.Shim or wedge it EXPIRES. 5.Command has no control over and assumes no responsibility for the awry fabrication,handling,shipment and installation of components. 7.Desgna•sumes adequate drainage is prodded. December 8,2015 6.This design is famished subject to the limitations set forth by 8.plates shag be located on both faces of truss,and paced so their center TPBWTCA in BCS(,copies or which will be furnished upon request. Ines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to For b Digits Indicate connector latsRe of e design cab p Mgrs velws see ESR-1311,ESR-7880(Mitek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -76) 196 7-6=( 0) 18 BC: 2x9 KDDF #lSBTR SPACED 29.0" O.C. 2-3=(-226) 62 6-8=(-130) 293 6-3= 0) 49 WEBS: 2x9 KDDF STAND 3-4=(-201) 171 3-8=(-254) 136 LOADING 4-5=( -83) 46 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f '1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -I MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" i� MAX HORIZ. LL DEFL = 0.009" @ 5'- 9.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 9.0" 12 7.50 p Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '-, load duration factor=l.6, 14) r-1 Truss designed for wind loads `-1 in the plane of the truss only. I Ln M-4x6 3 f111111111111.11•..-411111111111111111111111111111111.1......._ All IIIIMMIIIMilMI C°:, A 1 3 a, C� M-1.5x3 o 1 I M23x4 o o M-3x4 M-3x5 l l ,L 1 2-03-12 3-00-03 0-08-01 1 l y y 1-00 , 2-05-08 7-06-03 y j`'Y`D PRo (� A. 3-11-11 6-00 PROVIDE FULL BEARING;Jts:Z,8,4 5 t,i~ �`C.�" 01 N •J', ;22 89782K �'r JOB NAME : 5019-B POLYGON - CJ5 Scale: 0.3706 �`. AMWAr WARNINGS: GENERAL NOTES, unless otherwhe noted 1.Builder and erection conlreMould ould be advised of all General Notes 1.This design is based only upon the parameters Mown and la for an individual OREGON Truss: CJ5 and blaming.before construction commences. building component.Applicability of design parameters end proper (�5 2.2x4 compression web bracing must be Installed where shown+. Incorponibn of component Is the roeponelblllty of the bolding designer. �j//yp (� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be throughout braced at 7 �7 Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end et 10 o c rsapectNety unless braced Ihroug nit/their hnglh by ` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. continuoussheathing such es*woodshoe v.ha,e)and/or drywell(BC). r' .a UL �` g g 3.2x Impact bddging or lateral bredng required where Mown.e• f•, SEQ.: K 15 8 0 9 8 4 4.No load should be applied to any component until alter Cl bracing and 4.Installation of truss is the responsibility of the respectNe contracto, fasteners ere complete and at no One ehould any leads greeter than 5.Design assumes trusses ere to be used in a non-corrodve environment TRANS ID: LINK dedgn loads be applied to any component. and ere for'dry condition•of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6,Design assumes NI hearing et ell supports shown.Shim or wedge If EXPIRES' 12/31/2016 fabrication,handling,shipment end installation of components. 7.Desiign assumes adequate drainage h provided. December 8,2015 8.This design is furnished subject to the limitations set kith by 8.Platesshall be loafed on both feces of tons,and placed so their center TPI/WfCA in SCSI,copies of whkh will be furnished upon request. lines coincide with Joint center line. MiTek USA,Inc./Com uTrus Software 7.6.6 E 9.Digits Indicate she of plate in inches. 1 L P ( )- 10.For bed°connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x4 RODE #l&BTR SPACED 24.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-262) 170 3- 9=(-259) 183 LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"OC. UON. - LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 384V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 4.0" -8/ 120V 0/ OH 5.50" 0.19 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 RODE ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6 -,. MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" 5 MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 'I 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. '� Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , 4 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. M-4x6 3 • o ,, , -i • M-1.5x3 'MX3x90o3x9 M-3x5 2-03-12 3-00-03 0-08-01 hp r y1-00 y 2-05-08 y 9-06-03 , - C.s "° PR 6N e. y 6-00 y 5-11-11 y am` 04 4-', 1 Sr02� 'PROVIDE FULL BEARING;Jts:2,9,4,5 I 8.782PE r JOB NAME : 5019-B POLYGON - CJ6 ". Scale: 0.3204 • e' -�. WARNINGS; GENERAL NOTES, unless otherwise noted ,f KI " 40 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and b for en Individual " X OREGON h Truss: CJ6 and Wamingsbefore construction commence. bulwingcomponent.ApdtrabilityofdesgnparametenC//, and V 2.2a4 eompressbn web bracing must be Installed where shown it. tr IncorpoMlon of component N the responsibility of the bolding designer. y' q RY ,�J 3.Additional temporary bracing to Insure stability during construcgan 2.Oadgn assumes the tap end potion chords to be Wendy braced at -. Is the responsibility of me erector.Additional 1 bndn I 7 c.c.end a1 10 o c real/actively asplywood unless braced throughout their length by v permanent g o continuous sheathing such as psheathirp(TC)and/or drywel(BC) PAUL C;\DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required wt ere shown+s lr �"�1 11 L. SEQ. : K15 8 0 9 8 5 4.No bad should be applied to any component until ager al bracing and 4.Installation of buss la the responsibility of the respective cortrador. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ars to be used In a non-corrosive environment, TRANS ID: LINK design pada be applied to any component. end are rot dy condition*of use. EXPIRES: lf{/t]l �l(�4 5.CompuTrus Ms no control over end assumes no responsibility ler the 6.Design scones MI bearing et el supports shown.Shim or wedge if EXT-/RES: l 2 3 I/20 1 6 ry. fa Thile dee/n,handling.shipment and Installation of components. 7.Detgn assumes adequate drainage is provided. December 8,201 5 8. s design Is fumlehed subled to me Ended..sat forth by 8.Plates shall be billedw on both faces of buss,end placed their center TPIWICA in SCSI,copies of which will be furnished upon request. Ines coindde with joint center Imes. 9.Digits indicate size of plate in Inches, MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E M.For basic connector plate design values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-165) 151 ) 3-9=( -76) 30 TC LATERAL SUPPORT <= 12"OC. ION, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -24/ 378V -57/ 174H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 r g psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" MAX TL CREEP DEFL = 0.000" @ 0 - 0.0" Allowed = 0.008" 12 MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.927" 7.50MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ftr TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, ExpB, MWFRS(Dir)load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. f: Plio ,77 � 5%=-41 ->' M-3x4 1 ) l l 1-00 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,4 I .<i.. oD PR Opk. ��5 t\GINE�. /e2 89782PE �r JOB NAME : 5019-B POLYGON - EJ3 = e< ...' • Scale: 0.5080 WARNINGS: GENERAL NOTES, unbssatherwe.noted. 1Truss: E J3 Builder and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual y 1 OREGON '.• (�. and Warnings before consiruction commences. building component.Applicability of design parameters end proper f 11f �('y0 l 2.A2,4 dditional wale bradng must be installed where shown r., Incorporetbn of component Is the roeponslblllty of the building designer. isq fj/„p y: pw ` 3.Atldplenal temporary bracing io Inwre etedlily during consimdlon Z Design assumes the top and bottom chords to be laerally braced al Al Is the responsibility of the erector.Additional permanent bradrig of T o.e.end at tee 0.c.respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility of the building deeigner. continuous rhgglor such l b acing requirede iwhere cess 0 drywaN(BC). � } Q`� 3.In Impact bridging or the rel bracing respective shown+♦ ♦, SEQ.: K 15 8 0 9 8 6 4.No load should be applied to any component until after ail brsdng and 4.Installation of trues Is the responsMilly of the respectie contractor. fasteners are complete end et no time should any loads greater then S.Design assumes trusses ars to B.used Ina numcorroaive environment TRANS ID: LINK design loads be applied 10 any component. and are for"dry condition"ofuse. 5.CompuTrue has no control over end assumes no responsibility to the 8.Design assumes MI bearing al all supports shown.Shim or watlge If EXPIRES: 12/31/2016 fabtbn,handling,shipment and Installation of components. necessary. dca 6.This design Is furnished subject to Me limitations set forth by 8.Plates she'be lcatted7.Design mew.adeuonebeth drainae fa cceslDitties,prsed.and placed so their ceder December 8,2015 TPINJFCA In SCSI,copies of which wig be furnished upon request. %nes coincide with joint ceder lines. MiTek USA.Inc./Com uTrus Software iL 7.6.6 9.Digits indicate We of pee In Inches. p ( )-E 10,For basic connector plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" - IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1fiBTR SPACED 24.0" O.C. 2-3=(-223) 205 3-4=( -89) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O'- 0.0" -22/ 375V -72/ 214H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -50/ 89V 0/ OH 1.50" 0.14 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" ° MAX TC PANEL LL DEFL = 0.039" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.2" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Pr Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), )8 o load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. w o i f a of 2�� 5.....-...„. o M-3x4 y 1-00 l 6-00 J, 3- 11-11 l S�� 0 E E`S,o PROVIDE FULL BEARING;Jts:2,5,3,9 f,4., t. 9 414 17 4t 89782PE s"` JOB NAME : 5019-B POLYGON - EJ4 . • Scale: 0.4386 , WARNINGS: GENERAL NOTES, unless olhervdae noted: �".o' �� -_^ 1.Budder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Individual /f 7 OREGON�f N. Truss: EJ4 and Warnings before construction commences. building component.Applicability of design parameters end proper + F) 2.204 compression web bredng must be Installed where shown«, Incorporation of component Ie the roaponsibglty of the batting designer. -7„,51 q[y V:A E 3.Additional temporary bracing to Insure stability durkp construction 2.Design assumes the top and bottom chorda to be laterally braced elAl I _+ /� Is the responsibility of ties erecter.Additional permanent bracing of 2'o.c.end el 10'o.c.respectively unless braced throughout their length by (�L*V continuous sheathing such ea plywood sheething(TC)and/or drywag(BC). Pq.UL 1-- DATE: •" DATE: 12/8/2015 the overall simdure Is the responsibility of the balding desIgner. 3.20 Impact bridging or lateral bracing required where shown s o SEQ.: K 15 8 0 9 8 7 4.No bad should be applied to any component until after al bradrg and 4.Installation of truss Is the responsibility of the respective contractor. fesienem are complete end et no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design leads be applied to any component. end are fssumy full condition.et a... 12/31/2016 l� l�l)�j (1 5.CompuTros hes no control over and assumes no responsibility for the 6.Design assumes bull bearing at all supports shown.Shim or wedge if EXPIRES:. 1 2/3 1/201 6 ry• fabrkagon,handling,shipment and lnetalletbn of components. 7.Design assumes adequate drainage is provided. December 8,201 5 6.This design is banished subject to the limitations set forth by 8.Plates shag be located on both feces of Was,and placed so their center TP6WICA In BCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate eNe of plate In Inches. MiTek USA,Ino./CompuTfus Software 7.6.6(11)-E II.For basic connector plate design values see ENR-1311,ESR-1988(MMTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #1t:BTR SPACED 24.0" O.C. 2-3=(-223) 208 3-9=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS"ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" I) MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7.50 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 0 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, Cl Truss designed for wind loads 0 Iin the plane of the truss only. to o I C 0 0 of 1 t►�� 5 -! M-3x4 y y 1-00 6-00 4-02-12 p PROpe, 'PROVIDE FULL BEARING;Jts:2,5,3,4 I .,''‘t t\GIN E4. @/2 t �. 89782PE c JOB NAME : 5019-B POLYGON - EJ5 • Scale: 0.9371 -e-dt _ WARNINGS: GENERAL NOTES, udeas othendee noted 4) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and la for an individual 9 OREGON N. Truss: EJ5 and Warnings before construction commences. building component.Appllneblliy of design parameters and proper or v'V 2.zv4 compression web bracing mot be Installed where shown.. incorporation of component is the responsibility of the building designer. S. +tor y.. �,,� 3.Additional temporary bracing to insure stability during construction 2.Design and .1 lI the lop and boron eS.braced to be roughs braced al �(+� V� 5 Is the responsibility of the erector,Addrclonal permanent bracing of T aft and at 10 o.c.roepectl plywoodly untesa braced ihrouphod their length by 'T `� DATE: 12/8/2015 the overall structure is the renetbnlcontinuousxImps sheathinginor such as g re uiredninrere s end/or tlryweg(BC). �� C3 ape ty of the building designer. 3.ie Impact bridging or Nterel brsdnp required where Move.. `` SEQ.: K 15 8 0 9 8 8 4.Na bed should be applied to any component until alter ell bracing end 4.Installation of hiss is the responsibility of the reapectNe contracto, fasteners are complete end at no time should any bads greeter than 5.Design assumes trusses are to be used in.noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for'dry condition'of use. B.CampuTmahas nonerd I verend esumaenonaponslbilltybrthe 8.Design.ssumesNllbeadnpalapsupporr shown.Shim ornetlgeit EXPIRES: 12/31/2016 !ablution,handling,shipment and Installation of components. 7.leddge ass !ablution, umes adequate drainage is provided. December 8,2015 B.This design is furnished subject to the limitations set forth by B.Plates Mall be located on both feces Ohm,and placed so their center TPIM/ICA in SCSI,copies of watch will be furnished upon request. lines coincide with Joint center line. Mu sk USA,Inc./Compulnus Software 7.6.6(1L)-E 9.Digits Indicate sae of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=(0) 60 2-4=(0) 0 BC: 204 KDDF #16BTR SPACED 29.0" O.C. 2-3=(0) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ 276V -15/ 5914 5.50" 0.94 KDDF ( 625) 1'- 10.9" -159/ 185V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.904" MAX BC PANEL TL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL= -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 f 'r Design conforms to main windforce-resisting system and components and cladding criteria. 12 7.50 17. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, • Truss designed for wind loads in the plane of the truss only. 3 M O r O N ,s, O liC O l M-3x4 y y 1-00 ,V (PROVIDE FULL BEARING;Jts:2,3,4 I 9-00 p p OFC( Gs ‘yG I NE '/per 89782P 1' JOB NAME : 5019-B POLYGON - FJ1 Scale: D.574, • v , 40 I Balder. GENERAL design unyuponhedse param is .sy�OREGON . t Binder and erection conbador should be advised of ail General Notes 1.This dasyn Is based only upon the parameters shown end h for en individual 7 fl 4-1 V�V Truss: FJ1 endwarnings before construction commences. building component.Applicability ofdedon parameters end proper j Y 2 Drs compression web bracing must be Installed where shown.. Incorporation of component b the responsibility of the bolding designer. {. 3.Additional temporary bracing to Insure stability during oonatruabn 2 Design assumes ms top end bottom chortle to be laterally braced et -4+C/ le the responsibilityf the erector.Additional permanent braying of csnsno 5.and et 1 C o e.sash..respectively sed.nless brecotl Ihroughoul their bnpih by /�w�s/I V o minuous sheathing such as plywood aheathing(7C)entlMr drywaH(BC). �`1 U s+ \ DATE: 12/8/2015 the averal structure Is the respaneiblity of the building designer. 3.2<Impact bridging or lateral bredng required where shown++ 4.No bad should be applied.any component until after al bradng and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K 15 8 0 9 8 9 fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are to be used In.non-corrosive environment, design seas be applied to any component. and are for'dry condition•of use. �/�] c ,l!7 Jt].l y�/'� c TRANS ID: LINK 6.Design assumes full bearing et ag supports shorn.Shim or hedge if EXPIRES: IGt7 /2 V16 5.ComWTmshoe no control over and assumes no responsibility for the necessa, fabrication.handling,shipment end lnetalleson of components. 7.Design assumes adequate drainage is provided. I]eC2fTlb?.f ,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 w their tenter TPI:TCA in 8151,copies of which oil be furnished upon request. 5.leDies Indicate with joint la aof Picts In center lines ne MiTek USA,Ina./COmpaTrUs Software 7.6.6(11)-E II.For besic connector plate design values see ESR-1311.ESR-1688(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9 1.00 TC: 2x9 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x9 RIDE #1613TR SPACED 29.0" O.C. 2-3=(-37) 76 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 3615' -29/ 97H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -189/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFT, = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.179" @ 9'- 11.3" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 3-11-11 T 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 177 Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, • Truss designed for wind loads in the plane of the truss only. to co co 11 �4 M-3x9 l l y 1-00 (PROVIDE FULL BEARING;Jte:2,3,9 I 9-00 � P R Ope 04GINEe4, r0 89782PE JOB NAME : 5019-B POLYGON - FJ2 Scale: 0.5247 WARNINGS: GENERAL NOTES, unless olherwW noted. Truss: FJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and Is for an individual 17 OREGON o'°' and Warnings before construction commences. building component Applbebilby of design parameters and proper ��',,,jjj(((/// (' - 2.254 compression web bracing must be installed where shown v, incorporation of component Is the responsibility of building designer. C/^ y: (++ [7�,. 3.Additional temporary bracing to inure stability during construction 2.Design assumes me tap and bottom chords to be rsa9ha brewed at -1 h the responsibility of the erector.Additional permanent bracing of 2 0.5.and at 10'o c.respectively unless braced throughout their length by //{-- i DATE: 12/8/2015 the overall structure is mere continuous bridging or such as plywood required sheathing(TC)and/or tlrywap(BC). 1. 0R`� responsibility of the budding designer. 3.le impact bdtlping or lateral bracing where mown•. ` SEQ. : K 15 8 0 9 91 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes wase"are to be used in a non-oonosive environment. TRANS I D: LINK design bads be applied to any component. end are for...dry condition"of use. �/ 12/31/2016 A/7�{A G 5.cum Tme has no control over and assumes no res 6.Design assumes nal bearing et all supports shown.Shim or wedge If EXPIRES: 12/3 1720[6 pu responsibility ler the eery fabrication,handling.shipment and installation of component.. 7.Design assumes adequate drainage is prodded. December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shaN be located on both taps of trues.and placed so their center TPEWICA in 6051,copies of which will be furnished upon request, line coincide etth joint center lines. MITek USA,Inc./Com uTrus Software 1 E 7.6.6 S.Digits indicate size of plate in inches. P ( )-E 10.For basic connector pile design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-168) 152 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+51,( 7.0) ON TOP CHORD = 32.0 POP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) o 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" ) MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 , MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 7.50 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main windforce-resisting ') system and components and cladding criteria. I Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.6, o Truss designed for wind loads I 0 in the plane of the truss only. "7 c 2 �� 5......-41 0 M-3x9 y 1-00 y 1 6-00 1-11-11 �� ,Q PRopFs.. [PROVIDE FULL BEARING;Jts:2,5,3,4 I f. r"� �.\ GINE^ E. ()/0 -57 `c.- a :9782PE r JOB NAME : 5019-B POLYGON - FJ3 -" "� Scale: 0.5080 �: WARNINGS: GENERAL NOTES, Vises otherwise noted: �/ o/ (�(�(�� N.1.Builder end erection contractor should be advised oral General Notes 1.This design h based only upon the parameters shown and Is for an individual 1. ,O REGO'• (� (roe.. Truss: FJ3 and Weminga before wnahuctlan commences. building component.Applkabilih or design parameters and proper 4/ �8). (7,�` 2.244 compression web bracing must be metaled where shown•. incorporation of component le the rosponsibllih of the building designer. ae� 4 plY:4 b 44 3.Addfenal temporary bracing to Insure debility during construction 2 Design nwmea the lop end bottom chords to be elerelly bncotl al 1 -\T✓ is the roepse lbllity of the erector.Additional fent bracing of 77 on.and al 10 o.c.eaoh a.sly unless braced throughout Meir length by 1 '� perms continuous sheathing such as plywood she.thing(TC)and/or drywa0(BC). �'A s+= �� DATE: 12/8/2015 the overal structure Ie the responsibility of building designer. 3.29 Impact bridging or lateral bracing required where shown•+ 4.No load should be applied to any component until afar all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. SEQ.: K 15 8 0 9 9 3 fasteners are complete and at no time should any mads greater than 5.Design assume"trusses are to be useed In.non.00rreeNe environment. TRANS ID. LINK design pada be applied to any component. and are assumor.dryes ocnlberin.of use. yy {p /� I] )I]]{(p 5.CompuTrus has no control over and assumes no responsibility for gra 6.Design assumes full bearing at end supports shown.Shim or wedge if EXPIRES:R ES. 1 2/3172 V E 6 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 6.TM.design is famished subject to the limitations set forth by 8.Plates shag be located on both faces or truss,and placed as Meir center TPINtICA in SCSI,copies of which will be fumehed upon request. Ines coindde with Joint center line. I 9.Digits Indicate eke of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #105TR SPACED 24.0" O.C. 2-3=(-226) 207 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.927" '' MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 I7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 co Truss designed for wind loads o in the plane of the truss only. r o io o of 2�� 5�� 0' 0 M-3x4 J• 1-00 l 6-00 l 3-11-11 y ��? 0 PRQ s.0 'PROVIDE FULL BEARING;Jts:2,5,3,4 I r., ��1'INEh f% `.(- 9782PE �' JOB NAME : 5019-B POLYGON - FJ4 , , ..r Scale: 0.9386 ,w� IOW WARNINGS: GENERAL NOTES, unless otharwlae noted / 4.0 Truss: FJ4 1.Builder and eredwn contrador Mould be advised oral General Notes 1.This design Is based only upon the perimeters woven and is for an Individual -'$7 OREGON a' and Warnings before construction commence. building componentApplicability of design parameter.and proper 2.204 compression web bracing moat be Installed where shown.. incorporation of component la the responsibility of the bolding designer. e 9 /� r f3s 3.Additional I mporery bracing to Insure stability during construction 2.Design assumes ms top and bottom chords to be Wendy braced at le AIpi y At J ` ` Is the responsibility et the erector.Additional permanent bracing of 2 o.c.and et 10'o c.respectively unless braced throughout their length by \� DATE: 12/8/2015 the mewl structure is the re sibll f the building designer. 2s Impacts edging or such lateral bracings ag re uirednit,.a ownsni/•tlrywall(BC). P,A U i �♦ aeon led g3.Intmpactbdaroa or tootyf 0.whereMowncoca {.. SEQ.: K1580999 4.Ndendshould scope applied any time until averal erednhand 4.Installationigassumes sumes trs is es responsibility used edi a on-cone environ fasteners are complete 9/a andoet no cope should any fosss greater than 5.Design ssumasondtls are to be tea In.non�orroaw..nmronmem, TRANS ID: LINK design loads be applied to any component. and are for condition•of use. yp .l Jrj /,r�/� 5.CompuTrus has no control over and assume.no responsibility ler the e.Design assumes NII bearing at al aappons shown.Shim or sedge If EXPIRES:RES. i 2/3.11201 6 cessary. fabrication,handling.shipment ndinstallation ssattocomponents. 7.Design aaame.adequate donbodrainage isprovided. December 8,2015 8.This design N furnished subject to the Ilmkatlons set forth by 8.Plates shat be bested on both faces of trues,and placed so their center TPINmfCA In BCS'.copies of which will be furnished upon request. lines coincide with Joint center lines. Wel,USA,Inc./Com throe Software 1L 7.6.6 9.Digits Indicate see of plate in inches. P ( )-E 10.For basis connector plate design values see 658.7371,655.1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-222) 208 3-9=( -90) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 4.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 9 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.044" �) MAX TC PANEL LL DEFL = 0.038" @ 3'- 9.9" Allowed = 0.927" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, .d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .-I load duration factor=1.6, rn Truss designed for wind loads o in the plane of the truss only. uo 0 c o 5► -! I o M-3x4 y 1-00 y 6-00 y 4-04 y 9,0) PR.QFfis (PROVIDE FULL BEARING;Jts:2,5,3,9 I t, .l..l"`I N Ee• ';.b 897829E r JOB NAME : 5019-B POLYGON - FJ5 • • Scale: 0.9315 `*"W --.. WARNINGS: GENERAL NOTES, w9eee otherwise noted: C./ OREGON 1.Bulkier and erection contractor should be advised of al General Notes 1.This design Is based unhy upon the parameters Mown and is for an IndWldual 7+ �y(� �. Truss: FJ5 and Warnings before construction commences. building component.Appli.bl8ly of design parameters end proper /, V Z.254 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building designer. /q[y v:,{5 3.Additional temporary bracing to Insura stability during construction 2 Design eesumes ms top and bottom chords to be laterally braced et rl ! 1 _t f IS the responsibility of the erector.Additional permanent bracing of Z o.c.and et 10'as the.resped.ely unless braced throughout their length by PA V continua.sheathing such as plywood sheathing(TC)arMrur dryweg(BC). /'+A I 1 1 l•• DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.If Impact bridging Sr lateral bracing required More shown.. �,/ SEQ.: K 15 8 0 9 9 5 4.No load should be applied to any component untl alter all bredng and 4.InstallationDesign of tis Is the repo dbbe uMd i th nesppeuioaslvcontractor. n r,moment. fastener ane complete end at no time cheat any keds greater then end re for"dry condition"of use. TRANS I D: LINK design loads be applied to any component. 8.Design assumes full bearing at el supporta shown.Shim or wedge If 5.CompuTNe has no control over end assumes no responsibility for the �„ary. EXPIRES: 12!31/2016 febdn5on,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design la furnished subject to the limitations sat forth by 8.Plates shall be Mated on both feces of trues,and placed so their center TPIWTCA in SCSI,copies of Mich will be furnished upon request. Ines colndde Oh Joint center linea. a.Digits Indicate sire of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 _ BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-469) 953 2-8=(0) 0 3-4=1-324) 289 TC LATERAL SUPPORT <= 12"0C. SON. LOADING 4-5=(-231) 200 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=1-119) 89 DL ON BOTTOM CHORD = 10.0 PSF 6-7=1 -47) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -195/ 923H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -208/ 348V 0/ OH 1.50" 0.95 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ 0H 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 8-01-03 11-02-01 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.009" @ 17'- 11.2" 5 MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, M-3x5 S `, Truss designed for wind loads oOdtiP /M3x4 < ��WO PRop k l e�� 1-00 6-00 y 13-03-04 y ��. ' i C?�N E�`9 ,0; (PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 It, 89782 PE,TT �� "J JOB NAME : 5019-B POLYGON - FJ10 Scale: 0.2585 , '' 0:417\'7:7*. MI WARNINGS: GENERAL NOTES, unless oMerwlae noted Truss FJ10 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based on5upon the parameters shown and isfor anindividual -ST OREGON ppm and Warning.before construction commences. building component.Appllcabllty of design parameters and proper Q` 2.2r4 compression web bracing must be installed where Mown+. incorporation of component la Me responsibility of the building designer. �) �� _ ` 3.Additional temporary bracing to insure atebiiky during construction 2.Design assumes IM lop and bottom chords to be rough y braced et 7 Is the ro.ponsibllity of the erector.AddNlenal permanent bracing of 2 a c and at 10 a,c.each a.sty unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility continuous sheathing such as pyvrood required sheathing(TC)end/or drywell(BC). "t. �� t1� of the building designer. 3.2r Impactof1.0 bridging or the lateral lensing where shown++ UL T SEQ.: K 15 8 0 9 9 6 4.No bed should be applied to any component until after all lensing and 4.Installation of teres Is thresponsibility al the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility ler the 6.Design a.wmes full bearing at all supports Mown.Shim or wedge if EXPIRES:. . 12/31/2016 2/31/2016 fabrication,handling,shipment and installation of components. 7.Design.wmes adequate drainage is provided. December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of Truss,and placed as their center TPIWrCA In SCSI.copies of which will be furnished upon request. Tins ceindde with joint center Ines. MlTek USA,Inc./Com uTrus Software 7.6.6 9.Digits Indicate size of plata lo Inches. 1L p ( E /0.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" 1' MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 7.50 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. _, Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '' rn the plane of the truss only. 0 I P.. 0 I N O f 0 1 M-3x4 l l l 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 I 6-00 61,9 \ s\O� PR Q,i 4t. 84.782PE r 7e•• JOB NAME : 5019-B POLYGON - J1 ./ Scale: 0.6771 A. WARNINGS: GENERAL NOTES, unless otherwise noted v [] `J 1.Bolder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an IndNidual "'7 .OREGON N�h"' Truss: J1 and Warnings before construction commences. building component.Appllubllityy of design parameters and proper I ,. . �J 2.2s4compressionwebbracingmustbeInstalledwhereshown.. Incorporationofcomponent isthe responsibilityor bnldlnpeestgner ''.9;451. VgRY. tis , . 3.Additional temporary bracing to Insure stability during conMnuction 2.yestpn assumes me tap eat bantam chords to be throughout bread at _\ Is the responsibility of the erector.Additional permanent bracing or c o inc.and et ea hin.such as ply woods based • r dryeir lengthl( ). DATE: 12/8/2015continuous dginglawenaeacingehersosen0aryw.l(ec). A. the overal structure is the responsibility ofcin building designer. 3.zx Impact bridging Srolateral bracing required where shown.. SEQ.: K 15 8 0 9 9 7 4.No load should be applied to any component until after al bracing end 4,installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condEon-or use. ^/t�l[Y�/{{ 5.compurrus has no control over and assumes no responsibility for the 6.Design assumes tali boring at.l supports sheen.shim or wedge g EXPIRES: 1 2/317'2 V 1 6 rv. n. fabrkatiohandling,shipment and installation of components. 7.DDesgn assumes adequate drainage is provided. December 8,2015 6.This design is furnished sub)aa to the limitations net forth by 8.Plates shah be located on both feces nitrites and placed co their center TPIM/TCA in SCSI.copies of which MA be famished upon request. lines coincide with Joint center linea 9.Digits indicate size of plate in inches. MITek USA,Ina./CampuTrus Software 7.6.6(1L)E 10.For basicvonneaor plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-76) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -93/ 346V -29/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11_11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" ,f 'r MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.9" Allowed = 0.339" 12 MAX BORIS. LL DEFL = -0.000" @ 3'- 10.9" 7.50 7 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 --f Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads rt in the plane of the truss only. 0 0 N o � 1 O f -, M-3x9 J- y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 I0 P R OFFS u < �GINE��'i c:22 1 " 89782PE 9 JOB NAME : 5019-B POLYGON - J2 .Sale: 0.6021 --4 f-' • WARNINGS: GENERAL NOTES, unless otherwise noted Truss: J2 I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and N for an Individual 9 OREGON �ryy''ss' and Wanings before construction commencos. budding component.Applicability of design parameters and proper �+/� . 2 Dt4 compression web bracing must be Installed where shown+. incorporation of component i°the responsibAlty of the bolding daNgner. ,..�J V {+ 2.Design assumes the top and bottom choMstode lelerelly bncedal 7� 'lR�f" '1 J 3 Additional temporary bracing to Insure stability during construction T o c and et 10'e.c.reapectNely unless braced throughout Mair length by /[{,,', Is the rosponsibllily of the erecter.Addllonal permanent bracing of condnuoua sheathing such as plywood eheathkg(TC)end/or drywsI(go). - a �,,"4 UL �` DATE: 12/8/2015 the overall structure is the responsibility of the bulldog designer. S W Impact bridging or lateral bracing required where shoo++ SEQ.: Ki5 8 0 9 9 8 4.No load should be applied to any component anti alter all bracing and 4.Installation of Suss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nondorrosive environment, TRANS ID: LINK die file 4.6.applied teeny eampenent end.,.fer dry cendyten'eta... 5.CompuTus has no control over and assumes no responsibility for the H.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necefabrication,handling,shipment and installation of components. 'nary. '.Design assumes°deden drainage is truss,a. December 8,2015 6.This design is furnished object to the limitations set fonh by B.Plates shall be located on both tacos of truss,end placed w their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MRek USA,Inc./Com uTrus Software 7.6.6(1 L E 9.Digits Indicate size of plate in inches. p )- 10.For basic connector plate deNgn values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-114) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 402V -43/ 1368 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.102" @ 3'- 7.2" Allowed = 0.425" 5-11-11 MAX TC PANEL TL DEFL = -0.103" @ 3'- 4.8" Allowed = 0.638" '' 1. MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 7.50 17. 14 r Design conforms to main windforce-resisting '� system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ro 0 0 0 m 0 I r oW 4�� 0 1 M-3x4 1 1 J• 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 I `` C 89782PE JOB NAME : 5019-B POLYGON - J3sale: 0.5502 -.. ''` . . NW WARNINGS: GENERAL NOTES, unless othervdsa noted. toooyr (�[� /'c/'�F�� 1,Budder and eredian contractor should be advised Oat General Notes 1.This design h based only upon the parameters shown and h for an individual J,O.JflEGOIVn O'°' 4�,. Truss: J3 and Warning.before cons,aaen commences building componem.Applicability of design parameters and proper V rqs 2.2x4 compression web bracing must be installed where shown.. incorporation of component b the responsibility of the bottling designer. +9 A L`y y A b }, 3.AddNional temporary Racing to insure stability during construction 2 Design assumes the lap and bosom ohm-deb)be Identity braces at -lirrT _4Xyr lame nsponsiRl f the erector.Additional permanent Racing of 7 o.c.and at 19 o e respective such a.plywood unless braced throughout Meir length by /�s V NY o continuous sheathing as plywood shealhirp(fC)and/or doweN(BC). /`_A 1 1 t DATE: 12/8/2015 the overs/structure Is the responsibility of the bolding designer. 3.2a Impact bridging or lateral bracing required where shown s• �,/Y• SEQ. : K 15 8 0 9 9 9 4.No load should be applied to any component until after el bradng and 4.Inenlation at truss Is the reeponslRNy of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS ID: LINK design keds be applied to any component. and an for'dry full bearing use. �/ �j p ,l f�t�.N/y�/� c 5.compuTrue has no control over and assumes no responsibllay for the 8.Design nene.sumea rut b.anng.t et supports shown.Snlm or wedge if EXPIRES: 1 2/3 11201 6 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of Ins,nand plead so their center TP WyrCA In SCSI,=plea of whkh win be furnished upon request. Ines coindde with Join center lines. 9.Digits indicate the of plats in Inches. MITek USA,Ino./CompuTtus Software 7.6.6(1L)-E 10.For basic connector piste design values sea ESR-1311,ESR•tA88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF A1&BTR SPACED 29.0" O.C. 2-3=(-168) 152 3-4=( -75) 30 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pq) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Des' checked for net(-5 oc Design (- psf) uplift at 29 " spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" 1 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 () 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORR. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main n windforce-resisting , system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), m load duration factor=l.6, o I Truss designed for wind loads d' in the plane of the truss only. 0 u1 ko 0 I fi i2 . 5 M-3x4 1 1 J. J. 1-00 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,4 �{�, t• s ma �tyGiNE��4 SP/0 c;\ , '" 89782 P E t..- JOB NAME : 5019-B POLYGON - J4 �! -.1.1.1.- • . Scale: 0.5080 401, WARNINGS: GENERAL1.TM*design unities the ee ramete' 17�OREGON r-� Truss: J4 a ndder and erection contractor should be commences. tl of a))General Notes buil design p n en.only upon the parameters meant and is for en individual �� and Waminge before construction commenuc. buAtling componentApplicability of design paremetere and proper / (k) 2.2a4 compression web brodng must be instelbd where shovm+. Incorporation olcompenen1 is the responsibility of bulMlrig destgner. .,T,. (/^py:Atr V_,<(� 3.Additional temporary bracing to Insure atablley during construction 2.2e.n.and .110umes the top and bottom es.braced to be laterally braced at 77 � :7 is the roeponsiblity of the erecter.Additional permanent bracing of T o c antl et f 0 a.c.such as sty unless bncotl through C) dl their length by t a'`�F DATE: 12/8/2015 the over.))structure la themImpact sheathinginets,asedng requid red aMereeorr cr tlryweN(BC). 'A.0 y-- " ` responsibility of the building designer. 3.Sc2t Impact bntlging Srelateral bracing required where shown++ SEQ.: K 15 8 10 0 0 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibl lty of the reepentNe contractor. fasteners ere complete and at no time should any beds greater then 5.Design assumes trusses are to be used Ina non-cormalve environment. TRANS ID: LINK design ba ds beapp1)dtoany component. and are for"dry condition"Duse. 5.CumpuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all suppons shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.pe:ign shames adequate drainage is provided. December 8,2015 8.This design Is furnished eub)ect to the limitation set forth by 8.Plates she))be boated en both faces of(rues,and placed so their center TPLWICA In SCSI.copies of which MN be furnished upon request. lines coincide with joint center lines. highs Software 7.6.6(11_)-E 9.Digits indicate size of piste in Inehee. MiTek USA,Inc./Com p10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 207 3-9=( -90) 90 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -22/ 379V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 9 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 9.9" Allowed = 0.427" '( MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.691" A MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 p Design conforms tom main windforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0oin the plane of the truss only. r 0 to to I I 0 t MW 5► -/ 2 o M-3x4 3-1 1 y 1-00 y 6-00 ROVIDE FULL EARING;Jts:2,5,3,4 1-1I y CO‘ r14G11NE�CL�sf til 4( 89782PE �1" JOB NAME : 5019-B POLYGON - J5 Scale: 0.4386 !• NW WARNINGS: GENERAL NOTES, unless otnsrwbe notetl T+" 1.Builder and ere Ran contractor should be advised of all General Notes 1.This design b based only upon the parameters strewn end is for an Individual ,I OREGON (��- �. Truss: J5 and Warnings before cenNnro len commences building component.Applicability of design parameters dna paper /V .9 I W4 compression web bracing must be beetled where shown+. incorpantion of component is the reeponmbEty of the building designer. 9/� -4 . {6 3.Additional Mowery bracing to Insure stability during cenMucllan 2.Design assumed the lop and bottom chords to he throuWendyghout braced at ryr 1 1 _4 Is the re mbrlNy of the erector.Additional permanent bracing or 7 o.c.and at 10'o c rsapectNely unless braced throughout their length by • a'l d\V Won continuous sheathing such as plywood abedMathing(TC)and/or drywel(BC). rJ ` DATE: 12/8/2015 the overall mmdure Is the responsibility of the building designer. 3.Di Impact bridging or lateral brsdng required where drown+* SEQ. : 15 8 10 0 1 4.No load Moue Na applied to any component uMN after all bradng and 4.Installation of truss Is the responsibility of the respective centrectnr. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in It noncorrosive environment, semen Baas be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.CampuTrus has no control over and assumes no responsibility ler me 8.11e449 N•seam full bearing at all supports strewn.Shim or wedge if cemEXPIRES:. 12/3112016. abs design la furnished.handling,shipment and letmletlon of components. 7.Design assumes adequate drainage is provided. December 8,201 5 8.This designfurnished subject to the limitations eat forth by 8.Plates shall be located on both faces of Was,and pieced so their center TPINVICA in BCSI,copies of which wtl be furnished upon request. linea coindde with joint oenten Iles. 9.Digits Indicate dee of plata in inches. MITek USA,Int./CompuTras Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-7958(MIM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" S.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -45) 22 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -106/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -23/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Ij MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" IA MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.040" @ 3'- 4.9" Allowed = 0.427" 4 MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 12 j MAX HORDE. TL DEFL = -0.004" @ 11'- 10.9" 7.50 7 Design conforms tom main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 0 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. r fi v 6 i 7l y y y 1-00 6-00 PROVIDE FULL BEARING:Jts 2,613 415 ¢, 89782PE JOB NAME : 5019-B POLYGON - J6 ,_ ,Ir'�. `�""" • Scale: 0.3914 WARNINGS: GENERAL NOTES, oilsss otherwise noted G.Ip /'�`' (*�4J al 1.Builder and erection contractor should be advised o/ General Notes 1.This design is based onty upon the parameters ahem,and is for an Individual 7 EGON Truss: J6 and Warnings before construction commences building component.Applicability of design parameters and proper OR/ IC} 2.2e4 compression web bradng must be metalled where shown« incorporation of component is the responsibility of the bolding designer. •'Et C/A V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom choNs to be Nta gharally t their al 7 'l Y '�J Ie the reaponsibllty of the erector.Additional permanent bracing of T o c and at ea5 o.c.req n a.pkely unless bread throughout ihelr Nnglh by continuous sheathing such as pNwood sheathing(TD)and/or drywel(BC) /1.t+l '` DATE: 12/8/2015 the overall structure A the responsibility of the building designer. 3.2r Impact bridging of latera)bracing required where shown++ �'1 4J 1.. SEQ.: K 15 810 0 2 4.No load should be applied to any component until alter all bracing and 4.Installation of tress la the respanstbllty of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes inane are to be used In e non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition.alma. 5.CompuTrrus hes no control over and assumes no responeiblity for the e.De Igo assumes B l beating at al supports shown.Shim or wedge a EXPIRES: 12/31/2016 ry. p A fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage provided. December 8,2015 S.This design Is furnished subject to the limitations set forth by A Plates shellbe hatruss,on both feces of truss,antl placed so their center TPLWFCA In SCSI.copies of which will be furnished upon request. lines coincide with joint canter Ines. 9.Digits Indicate s5a of plate In Inches. MiTek USA.Ina./Campulru9 Software 7.6.6(1L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 10.7" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF R16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.9ft, 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 ontinuous bearing wall UON. M-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. 5-05-06 5-05-06 T 1 T 12 12 7.50 7'. . 1 Q 7.50 3 o ,44lI I 0 to M-3x4 M-3x4 l 1 l l 1-00 10-10-12 1-00 .L :9782PE JOB NAME : 5019-B POLYGON - G1 Scale: 0.5268 Wir WARNINGS: GENERAL NOTES, unless otherwise nolo 7 �� `J 1.Builder and erection cntraoor should be advised of al General Notes t.This design is based only upon the parameters shown and Is for en Individual �,y/ ry" Truss: G1 and wemmgs been construction commence. balding component.Applicability of design parameters end proper 7�.Ir -11/ 1:'," �! �"' 2 2x4 compression web bradrp must be entailed where shown« Incorporation of component a the rosponslbllty of the building designer. 9,r�, LA iG a" '�. 3.Additional bracing b insure Wadley during construction 2.Design assumes the top and bottom dome to los NhraAy braced et 7 �1 '�J '4 I.the reapensiblity of the erector.add lana)penanenl bracing of T a c.and at 1 sheathing o c reach.,plywood ly unless bractl Ihrouphom Ihelr ength by V DATE: 12/8/2 015 the ovenl slruclure Is the roeponsibAiry Olins bulldlnp designer. 3.a,impost bddglet such tie erg o rqM eehvidnp eCand/or., dm••A(BC). A �J/A'+{ SEQ.: Ki5 8 10 0 3 4.No load should be applied to any component ural ager al bradng and 4.Installation of truss I.me responsibility of the respective contradar. lJ L fasteners are complete and at no time should any baa greeter than 5.Deign assumes trusses are to be used In a non-carro.ive environment, design bads be applied to any component. and ere for"dry condition"of use. �/ { TRANS ID: LINK 5.Design assumes NU bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.ComWTrus has no control over and assume.no reaponslblllty for IM nacssery ebrioatbn,handlkq,shipment and installation ofcmponents. 7.Design assumes adequate drainage is provided. December 8,2015 S.This design is furnished nished subject to the limestone set forth by Plates shall of be located on both faces bees,and placed to their center TPI/ ICA in SCSI.copies of which wit be furnished upon request. lines coincide with joint center lines. EL she of plate in MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For Digits belho connector deorr plateinches. Mtn values sea ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 11.5" 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #165TR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. 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, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. ver.ica or bars (uon).equal at non—structural vertical LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-07-12 0-03-12 4 4 4 12 6.00 M-1.5x3 4 3 ,t ti On 0 N rn o I liti of 1 i/////////////////////////////////////A 0 5 6 M-3x4 M-1.5x3 y y : 1-00 4-11-08 <ti �GIN E `�/ `t` 8 782PE Y" JOB NAME : 5019—B POLYGON — Hi :/- '' Scale: 0.5997 • a• �,� WARNINGS: GENERAL NOTES, unless otherwlae noted •, � �� 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an individual 0�. Truss: H1 and Wemings before construction commences binding component.Applicability of design parameters and proper /' » 2.2x4 compression web braving must be installed where shown v. incorporation of component Is the roses siblllty of the building designer. a.9 d14 C7�; a- V ¢ 3.Additional temporary bracing to Insure debility during construction 2.Design at 10 the top and bottom chounless hn to a houghsterally their at 7 -e al J 4 *the responsibility of the erector.Additional permanent bracing of Y o.c.and at t P o.c.respectively unless braced throughout their length by ![r `�j continuous edgingng such as plywood eheelhing(TC)endfor drywaN(BC). ,"4 +L VD S4 : 12/8/2015 the overall structure Its the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where down v v /'{Irl 1.+ SEQ.: K15 810 0 4 4.No load should be applied to any component until after ail braving and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a ean.norroeNe environment TRANS I D: LINK design loads be applied to any component. and are for"dry condition'of use. 8.Design assumes full bearing at al supports shown.Shim or wedge N �/ p �'f .A t�JI].A/vy/�.4 5.CompuTrus has no control over and assumes no responsibility for the neasmry. EXPIRES: 1."2'/3//GV A6 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 8.This design is furnished eub(ed to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their anter TPWVTCA in SCSI.copies of which will be fumiehed upon request. lines coincide with joint center line. 9.Digits Indicate size of plate in Index. Wick USA,Ino./CompuTrus Software 7.6.7(1 L)-E tO.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-48) 52 3-5=(-150) 145 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-96) 71 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING i. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSFi. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -79/ 358V -39/ 99H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.5" -25/ 199V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 8.1" Allowed = 0.295" 4-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.036" @ 2'- 6.3" Allowed = 0.442" 1' 1 f MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.7" 12 MAX HORIZ. TL DEFL = 0.000^ @ 4'- 7.7" 6.00 M-1.5x3 Design conforms to main windforce-resisting q system and components and cladding criteria. 3 Wind: 140 mph, h=20.4ft, TC DL=9.2,BCDL=6.0, ASCE 7-1D, g (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !t load duration factor=1.6, ..A1111111 End vertical(s) are exposed to wind, o Truss designed for wind loads in the plane of the truss only. I o i 1,1-111.--=Al 11.--_;'.'ad. o, N m Z Y 0 M-3x4 M-1.5x3 l 1 l 4-07-12 0-03-12 l 1 l 1-00 4-11-08 �� ) PR per?ss :9782PE 1- JOB NAME : 5019-B POLYGON - H2 .41+ -Ill' Scale: 0.5632 OW WARNINGS: GENERAL NOTES, unless otherwise noted •� f✓ ,('gyp/ /�(�� 41 1.Builder and erection contractor should be advieed of el General Notes 1.This design Is based only upon the parameters shown and is for an Indnaual ",y 174,.OREGON�cj'... Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters end proper jar /V. 2.2e4 compression web bredng must be Installed where shown+. incorporation of component la the reapoinlbAly of the bolding designer. .11 A 1.'- '�'� 3.Additional lent bnd to Insure stability during construction 2.Design assumes the top end bottom*lords to be leterely braced at 7 �1 pY '�J temporary2'tee.and at 18'oc respa*Nely unless breced throughout their length by Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)end/or drywaA(BC). P./'l.1 't ^,- DATE: 12/8/2015 the overall structure is the respondblly of the building designer. 3.W impact bridging or betel bredng required where shown«. r{I�1.. SEQ.: K1581005 4.No load should be applied to any component until eller all booing and 4.Installation et lletion of truss is Re eeepao�PIlty t th respective ce contractor. - fasteners are complete end et no time should any wads greater then Design assumes bosses wed design was be applied to any component. end Cr.for*dry condition*of use. TRANS ID: LINK 5.CempuTrus M 12/31/2016 s no control over and assumes no responsibility for the G.Design assumes full at all supports shown.Shim or wedge if EXPIRES. 6 fabrication,handling.shipment end lneelletion of components. 7.Design assumes adequate drainage is provided. 6. December 8,2015 This design is Nmlehoaste d subject to the limitations set forth by 8.Plates al be woeted on both aInn feces of s.and placed so their center TPINVlCA In SCSI,copies of winch 061 be fumlehed upon request. Ines coincide with joint center linea 9.Digits indicate We of plate in Inches. MITek USA,Ino./CompuTfus Software 7.6.7(1L(-E 1o.For bads connector plate design value.sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-62) 83 3-5=(-199) 180 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 2-3=(-126) 110 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -78/ 913V -46/ 123H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 5.5" -35/ 263V 0/ OH 5.50" 0.92 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.130" @ 3'- 3.2" Allowed = 0.907" MAX TC PANEL TL DEFL = -0.140" @ 3'- 3.3" Allowed = 0.610" / 6-01-12 0-03-12/ 1' MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" 12 MAX ROBIS. TL DEFL = 0.001" @ 6'- 1.7" 6.00 G7 M-1.5x3 4 3 'v Design conforms to main windforce-resisting system and components and cladding criteria. PE Wind: 190 mph, h=20.eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, - AglidllIlIll os (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N 0 M I ��'' C a I O �� =.5 oI M-3x9 M-1.5x3 1 1 1 6-01-12 0-03-12 1 .6 1 1-00 6-05-08 pp �o P R p1 � 89782PE max- JOB NAME : 5019-B POLYGON - H3 • • Scale: 0.5257 AWN WARNINGS: GENERAL NOTES, unless otherwise noted: 40 Truss: H3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual 17 OREGON REGON�a'�' and Warnings before construction commences building component.Applicability of design parameters end proper 4„& 0 "'. 2.204 compression web bowing must be Installed where Maven 0. Incorporation of component b Na roeponstbRty of ihs bulking dseigner. 1J�. 4 R Y ,\y,+ �4rZ'' 3.Additional temporary bracing to Insure stability during construction 2 2 0.0.aawmsss o.lop end bottom charts to be laterally bread at 77 J Is the responsibility of the erector.Adtlaknal permanent bradng of T o.c.end at id o.c reapectively unless braced throughout their length by ` DATE: 12/8/2015 the overal structure Is the responsibility of building designer. continuous Imp Gus rdging or latelateral b acing re uir a where)anaror arywen(Bc). �.,'/l.U L R\. eP° p° 4.In Imped boring or thbracing required where shownco++ SEQ.: K1581006 4.Noload should c be nropenentoonocomponentanyaver g aterthand 4.De&gnenoftrussestr trussesare In f reepecueaenviron Interim are complete and at no time should any leas greeter than 5.D.eign.ewma wssela.re to be used m..on-aarmaiv..nmronmenq creel lads be led to anyt end are for"dry condition"of use. TRANS ID: LINK design applied amponen. 6.Design assumes full bearing atelsappodsshown.Shimorwedgeit : 5.CompuT is has no control over and assumes no rsaponsiblllty kr the 12/31/2016 �wty, EXPIRES: fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,201.1 5 6.Thla design is furnished subject to the limitations set forth by 8.Plates shall be boated on both feces of buss,end placed so their center TPIM7rCA In SCSI,coplse of which nil be famished upon request. line coindde with joint center lines. MTek USA,Inc./Com uTrua Software 7.6.7 1L E 9.Digits Indicate wire of plate In Inches P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 60 2-6=(-117) 1071 6-3=(-165) 1133 BC: 2x6 KDDF 91&HTR 2-3=(-1383) 233 6-4=(-117) 1071 WEBS: 2x9 KDDF STAND LOADING 3-4=(-1383) 233 LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -292/ 1987V -76/ 76H 5.50" 2.38 KDDF ( 625) 10'- 10.7" -292/ 1987V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.017" @ 5'- 5.4" Allowed = 0.499" MAX LL DEFL = -0.002" @ 11'- 10.7" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.054" @ 2'- 11.4" Allowed = 0.542" 5-05-06 5-05-06 f '1 ,( MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" 12 12 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" M-9x6 Q 7.50 7.50 9.0" 3 Design conforms to main windforce-resisting system and components and cladding criteria. �� Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Or' ® O o IIMIMIll=h10- 14, 1 6 •4 0 M-3x4 M-3x6 M-3x9 y y l 5-05-06 5-05-06 t1 b�r J• 1-00 y 10-10-12 y 1-00 y �skv0 PR0F4.. c` �NGIIVE�cR 0- :9782P JOB NAME : 5019-B POLYGON - G2 ..... -.deer ' Scale: 0.4518 T/ MI WARNINGS: GENERAL NOTES, unless otherwise noted E/' ('gyp/ /'�/�(�� 1.Bolder and erection contractor should be advised of al General Notes 1.This de tin is based Anly upon the of parameters parameterswand is for an proper Individual1. 9 OREGON V Off Truss: G2 and Warnings before construction commences. / r). L'}:.. 2.2x4 compression web bradng must be installed%Were shown+, Incorporation of component Is the responsibility of IM building designer. +Q A C7y:A }.,.�" 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and borism chows to bre laterelly braced at I /l _+ / Is the responsibility of the erector.Additional permanent bracing I Z o.c.and et 10 o.c.respeotiveh unless braced throughout their length by V g o continuous sheathing such as plywood Ing(TC)and/or drywall(BC). PAUL v' DATE: 12/8/2015 the overall structure is the responsibility at the balding designer. 3.Zr Impact bridging or lateral bracing required whore shown++ SEQ. : K1581007 4.No load Mould be applied to any component until after SI bredrrg end 5.4.Desilntion of aawfMesIssthhe ers�wbiitty eero�nrwe•mlrcn.^ent. fasteners are complete and et no time should any loads greater manG assign hada be applied to any component. and are for"dry condition"of use. p 12/31/2016 T RAN S I D: LINK s.ComdaTtue hes no control over and sesames no responsibility forms 6.Design assumes MI bearing et ail supports shown.Shim or wedge II EXPIRES: febrcadon.handling.shipment and Installation of components. 7.Design ssumes adequate drainage a provided. December 8,2015 8.This design Is famished subject to the*Hellions set forth by 8.plates shaft be located on both feces at trues,and placed so their center TPI/VVI-CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Inc/CompuTrus Software 7.6.6(1L).E 10.For basic connector plate design values see ES11-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 REEF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-126) 111 1-4=(-62) 82 2-4=(-201) 180 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=1 0) 0 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 278V -45/ 014H 5.50" 0.44 KDDF ( 625) 6'- 5.5" -37/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.133" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.145" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12. 0-03-12 f 1' T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 -I load duration factor=1.6, End vertical(s) are exposed to wind, iiagigiriiiii I Truss designed for wind loads in the plane of the truss only. u-,uP o o-)t+1O1" rt 0 I 1�� .t4 0 M-3x4 M-1.5x3 l 1 l 6-01-12 0-03-12 l y 6-05-08 444 4t` 8*782PE �r JOB NAME : 5019-B POLYGON - H4 /// Q/y\�\-//'/� Scale: 0.5029 ' 4•/�, t' -.. ! WARNINGS: GENERAL NOTES, unless othersNe noted CI Truss: H 9 1.Builder and erection contractor should be advised of ah General Notes 1.This design Is based only upon the parameters shown and is for an Individual y / OREGON E and Warnings before construction commence. bulidlrp component.Appllaablliy of design parameters and proper y� / ry ) Nr 2.2x1 comprexion web bracing must be InatalNd where Moven•. Incorporation of component is the responsibility of the building designer. ��. // yam+ rt. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al A7 f*Y ' :? IS the responsibility of the eroaor.Additional permanent bracing of 7 o.c.end at 1d o c.respectively unless bread throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. continuous sheathing ateh t b plywood requirede a where and/or tlryv211(BC). �' 1 +t (� 3.2x Impact bridging Srolateral bracing a efiere shown 0t e0 lit- ♦_ SEQ.: K 15 8 10 0 8 4.No mad should be applied to any component umll after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any pada greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS ID: LINK design Nada be applied to any component. and are for^dry condition'of use. 5.CompuTnis has no control over and assumes no responsibility for the 8.Design assumes full bearing at Clsupports shown.Shim or wedge if EXPIRES:R ES. 12/31/2016 fabrication handling,shipment and Installation of components. assary. t 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of buss,and planed so their anter TPWyfCA in SCSI,copies of which wit be furnished upon request. Anes coincide with Joint anter lines. MiTek USA,Inc./Com Trus Software 7.6.7 1 L E S.Digits indmete aha of plate in Inches. PU ( )- 10.For basicoonneaor plate design values see ESR-1371,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-428) 126 1-5=(-180) 330 5-2=( 0) 189 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-111) 109 5-6=(-182) 327 2-6=(-385) 151 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-3=(-115) 120 LOADING TC LATERAL SUPPORT 6= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -42/ 355V -60/ 153H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -50/ 356V 0/ OH 5.50" 0.57 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 4'- 4.2" Allowed = 0.377" MAX TL CREEP DEFL = -0.009" @ 4'- 3.3" Allowed = 0.503" MAX HORIZ. LL DEFL= -0.003" @ 8'- 0.0" 4-05 3-08-12 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 0.0" c f f 12 Design conforms to main windforce-resisting 6.00 M-1.5x3 4 system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 2 ti 4 111° oo I rn 11. ME Cgri O 1 5 I•-6 -/ o M-3x4 M-1.5x3 M-3x4 y ), 1 4-03-04 4-02-04 y y :i- 8-05-08 p PROFe NGIN4- _/ 'w 8.782PE fir' • JOB NAME : 5019-B POLYGON - H5V! Scale: 0.4635 . 5,7 WARNINGS:uldarGENERALtinNOTES, unitiesotherwise meta '? OREGON�Q I.Builder and erection controdor Mould be advised Mad General Notes 1.This design is based only upon the parameters shown and is for an individual V Truss: H5 and Warnings before anetrucibn commences. building component.Applicability of design parameters and proper 2.2t4 compression web bracing must be insieBed where shown Incorporation of component s the responsibility of the building designer. l'.44A�j`,. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom unlchoess braced to be laterally bnutl atsl�` -t Is the ro nsiMlty of the erector.Adtlgions)permanent bracing of o.c.and at ICY a.c.sash..respectively unbss bread throughout their length by //��yy V apo g s sheathing such es plywood sheathing(TC)andlor drywall(BC). /•+A 1L• 1 l DATE: 12/8/2015 the overall structure is the responsibility of the building designer. a.24 Impact bridging or plant brsdng required where shown.. W SEQ. : K 15 8 10 0 9 4.No mad should be applied to any component until after all bracing and 4.Installation of truss is the responibilty of the respective contractor. festanets are complete and at no time should any mads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment. TRANS ID^ LINK design loads be applied to any component. end are for"dry antlmmn^Druse. 5.CoepuTrue has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/3112016. ry. l,, fabrication,handling.shipment endlnetelhtmn of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces abuts,and placed so their anter 1December TPWVTCA in SCSI,copies of which will be famished upon request. Ines coincide with joint center lines. 9.Digits indicate sae of pate in inches. MiTek USA,Ina./COmpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=(-137) 115 1-4=(-62) 82 2-4=(-202) 186 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -10) 5 ( ) WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIF 0'- 0.0" -33/ 277V -46/ 116H 5.50" 0.44 KDDF ( 625) 6'- 5.5" -40/ 266V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.509 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.131" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.144" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 4 1' 'I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 -, load duration factor=1.6, End vertical(s) are exposed to wind, riiii4iiiililliii ss t inuthedesigned offor thetruss wind loads only. 0 m o 4111111. I 1►_ ►_4 0 M-3x4 M-1.5x3 l ). l 6-01-12 0-03-12 )' y 6-05-08 �� ED PR O,ce ~ GE '9 r0 - e :9782PE ~fi ` r' JOB NAME : 5019-B POLYGON - H6 ,,, .a/ Scale: 0.502" WARNINGS: GENERAL NOTES, unless ethanol.noted: TFP. y OREGONTruss: H6 40 1.Builder and erection n contractor abotdd be advised of all General Notes 1.This design based only upon the parameters shown and a for an individual s1 and Warnings before condn,dfon commence.. building component,Applicability of design parameters and proper ylQ 2.2»4 compression web bradng mud M Installed where Mown«, incorporation of component Is the respondbAity of the building dedgrnr. � /! y: r (,r ,C}s�,. 3.Additional temporary bracing to Insure aedllry tludnp construction 2 Design assumes the tap and bottom chords to M laterally braced al 'l :l Ie the responsibility al the erector.Additional permanent bracing of 2 o c,and at iP o.c.resp.aNety unless bread throughout their length by //r DATE: 12/8/2015 me Quenu structure a the responsibility of building designer, continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). ` �'^U 1. ( `� g 3.almp.a bridging or mareibnang required where shown PAUL. v- SEQ.: Ki5 81010 4.No bad should M applied to any component until after all bracing and 4.Installation of truss is the reywinibiliN of the respective contractor, fasteners are compete and at no time should any loads greater than 5.ledge assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads M applied to any component. and aro for andhion"of us.. 5.Com Winn has no control over and assumes no responsibility for the8.Design aswmes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. Maseery. 7. d. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boassumes ateduate an beth faces o trusdrainage Is s,and placed so their center December 8,2015 TPUW0CA in SC51,copes of which will be furnished upon request. lines coincide with joint center lines MTek USA,Inc./Com uTrus Software 1L 7.6.7 9.Digits Indicate sloe of plate In inches. P ( E 1O For basic connector plata design values sea E5841311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF 01413TR SPACED 24.0" O.C. 2-3=(-327) 312 3-4=(-193) 155 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -79) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL 0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 13'- 10.9"r12 Design conforms tom n windforce-resisting 7.50 [7, 7, system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. ,-1 3 0l at 0 y, -/ O M-3x4 y �0p PROFe. 619 1-00 y 6-00 y 7-11-11 �'+", -' \GItNE -- /e (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I 44,/ 9 89782PE r JOB NAME : 5019-B POLYGON - J7 Scale: 0.3418 ,., ��i'jL� . mg WARNINGS: GENERAL NOTES, unless otherwise noted: V /.Builder end erection contractor ahold be advised Mal General Notes 1.This design is based only upon the parameters shown and Is for an individual /f 9 ,OREGON ham' .. Truss: J7 end Warnings before construction commences building component.Applicability of design parameters end proper 1 , 4t, t+' (1,V 2.2t4 compression web bradng must be Installed where shown v. incorporation of component Is the responsibility of the building designer, II/0G.p y:15 3.Additional temporary bracing to insure stability during construction 2.Design assumes ill top and bosom dards to be laterally braced 41(,,, is the respondbilty of the eredor.Addition]permanent bracing f 7 o.c.end et 10 o.c.respectively pit unless braced throughout their length by jj+*�a g o continuous sheathing such as plywood sheeming(TC)and/or drywall(BC). r-A 1 1 t ' DATE: 12/8/2015 the overall structure is the responsibility of the balding designer. 3,23 Imped bridging or Meal bracing required Mum shown v c �•/l•• SEQ.: K 15 8 10 11 4.No load should be applied to any component until after ell bredng and 4.lnsi.Nallen of Is the respondbltty of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes Intsses are to be used in a noncorrosive environment, TRANS ID: LINK design Weds be applied to any component. and are of supports wedge 5.CampuTrus hes no control over and assumes no responsibility for the S.Dee" MI bearing 1 N w ds shown.Shim st wad If EXPIRES: 12/31/2016. EXPIRES: fabrkdbn,handling,shipment end ibon of components. 7.Design assumes adequate drainage Is provided. !December 8,201 5 B.This design N furnished subject to thee BonIlmttatIons set forth by B.Plates shall be located on both faces Mimes,and pieced so their center TPWITCA In SCSI,wpbs of which will be furnished upon request, knee coindde with)Dint center lines. 9.Digits Indicate size of pile In Inches. MRek USA.Inc./COmpuTrus Software 7.6.6(1L).E II,For basis connector plate design values see ESR-1311.ESR-19B6(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x9 KDDF #1&DTR SPACED 24.0" O.C. 2-3=(-381) 365 3-4=(-241) 205 TC LATERAL SUPPORT <= 12"01. UON. LOADING 4-5=(-141) 111 BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -52) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 396H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 394V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 10-08-10 5-03-01 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ' MAX TC PANEL LL DEFL = 0.042" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 5 I) MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S) Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 F77 4+ Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, in Truss designed for wind loads o in the plane of the truss only. Ic 0 0 .i3 i )o o i *1 -e*7._. I o M-3x4 �.,\ D PRp,res 1-00 6-00 9-11-11 (/rr , NG1NE��OS' 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I �v :9782pE r-- JOB JOB NAME : 5019-B POLYGON - J8 Scale: 0.2934 IFF WARNINGS: GENERAL NOTES, unless otherwise noted GI aaa'''��o /'� 4 Truss: J8 and Warnings before construction comme1.Builder and erection contractor should be ence8sed of ail General Notes building component ApplicaaThis design is based only bility of design parameters andn the parameters shown and iproper individual ,y �J�7EG4/�rp 2.2t4 compresston vreb brednp must be Instalbtl where shown�. Incorporation of component Is the responsibility of the building designer. .Ar Sf!'i} y f_ 3.Additional temporary bracing to Insure stability during construction Z.Destpn assumese n.top and boMom chorus le be roughoaterally braced et 7 �1 R '�J Is the responsibility of the erector.Additional permanent bracing of T o.c.and at I S c.c.respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.continuous ictt ridging orr late al as required where showncand/or drywao(BC>. ,1c7/�UL �� SEQ.: K1581012 H.Nomadshould beapplied to any component until after a%bredngand 4.Instalationoftruss lameresponsibility ofthe respective contractor. + fasteners are compete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D• LINK design mads be applied to any component. and are for'Wry condition'of use. A CoepuTmme hes no control over and assumes no reparability for the a.Mese assume full bearing at all supports shown.Shim or wade.if EXPIRES: 12/31/2010. fabrication handling,shipmentcomponents. rv' ctto matalleamn of corn 8.Design shall ne thdrainagefto provided.an December 8,2015 e.This design b furnished sub)ecl is the limitations set forth by 8.Plates•hall be bated on both taus Of frau,and peed so their center TPWJICA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For been connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF 1#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-935) 919 3-4=(-289) 254 TC LATERAL SUPPORT <= 12"OC. SON. LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -82) 47 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -139/ 393H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -209/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-19 10-07-13 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 Wind: 190 mph, h=29.Bft, TCDL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Di r), qload duration factor=1.6, rn Truss designed for wind loads 000000111.111111111 o in the plane of the truss only. I r M-3x5(5) oI , 3 o oI d r� I = _. o M-3x9 �ti<c. P.RQFFss J• i• 6-00 l 11-11-11 1 tG �I NEAR /2 'PROVIDE FULL BEARING;Jts:2,7,3,9,5,6 ...0 /072f 9C,.. JOB NAME : 5019-B POLYGON - J9 • {/ 1 • Scale: 0.2718 --..e WARNINGS: GENERAL NOTES, unless otherwise noted 7' � �� _J 1.Balder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and b hr en Individual y� Truss: J9 and Warnings before conNmction commences. balding component.Applicability of design parameters and proper /`, t, rr Z 204 compression web bracing must be installed wTere.f awn« Incorporation of component Is the responsibility of the building designer. ..�) V// r . 3.Additional temporary bracing to bora stability during eenstruabn 2.Design assumes the top end bottom dards to W beughe braced at 7� �1 p y '�J �j: Is me responsibility Ogle erector.Additional permanent bracing of contin7o.c.and a110 oc respectively.006 cc unless braced throughout their,sl(B by Y DATE: 12/8/2015 the ovenstruaareisthe responsiblityofthe buldingdesigner. 28imact edgammrwenaspangre vire 006creng(TC)o +drywegec). �A UL. 3.a�impact bridging or latent gracing required Mere shown, SEQ.: Ki5 81013 4.No bed should be applied to any component until alter all bracing and 4.Installation of truss is the reaponsibihty of the respective contractor. fasteners are complete end at no Mb should any beds greater then 5.DeNgn assumes trusses aro to be used in a noncorrosive environment, end are for"dry condition"of use. TRANS ID: LINK design Reds be applied to any component. O.De.gnassumes full bearing atal supports shown.Shim arwedge it EXPIRES: 12/31/2016 5.Comover paTrus has no control and assumes no responsibility for me cocosbry fabrication handling shipment end insteilenion at component.. 7.Design assumes adequate drainage is provided. 6. December 8,2015 This design Is furnished it Notations subject to set forth by 8.Plates Mel be boated on both faces of truss,end placed so their center TPIMTCA in SCSI,copies of Mich w8 be furnished upon robed. Anes coindde with joint center lines B.Digits Indicate size of piste in inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-486) 470 3-9=(-340) 305 TC LATERAL SUPPORT <= 12"01. UON. LOADING 4-5=(-248) 217 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -99) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 939H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 7-03-14 12-07-01 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.091" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" 5 12 Design conforms to m windforce-resisting system and componentsandcladding criteria. 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '� load duration factor=1.6, I Truss designed for wind loads iiiiiiiiii o, in the plane of the truss only. 0 I M-3x5(5) , 3 O of 1 M-3x4 9 �r��V I' �L SI l J' l l <0`L `J�1 N.r„/ .5) dfc) 1-00 6-00 13-10-15 p „�, PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 I " s it jryry 82 P E JOB NAME : 5019-B POLYGON - J10 Scale: 0.2468yr WARNINGS: GENERAL NOTES, unless otherwise noted (e' 40 1.Builder and erection contractor should be Truss: J10 and Warnings before construction commences. building all General Notes p king componenThis design is t.Applicability of design parametenand only upon the parameters shown and iproper individuals Mr an sT ffOR OREGON c. n. Z za4 compreasen web bracing must be Inehled where shown.. Incorporation or"omponef Is the reapondbllry or the building designer. 'VAN. V ,Q ti y..A 5 (¢` 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at h(1 ely unless braced throughout their length by Ic the responsibility of the credo,,Adtlklonal permanent bracing of codnuou•aeht iealhing7 Po rsowhe plywootl sheathing(TC)and/or tlryweX(BC). lir `'t C‘.- DATE: 7[ DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.3 Impact bridging or lateral bracing required where shown e* � � " SEQ.: K 15 81014 4.No lead should be applied to any component until after ell bredng and 4.Installation of truss la the re•ponaibilty of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loada be applied to any component. and are for'Miry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Desi�a�acome•full bearing at.X supports shown.shin or wedge g EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. ry' 7.Design drainage is 8.This design Is furnished subject to the limitations set forth by S.Platesshall be located uoneboth faces of truss,ad placed so their center December 8,2015 TPI/TCA in SCSI.copies of which wIl be furnished upon request. Ines coincide with joint center linea 9.Digits Indicate sins of pets In inchaa. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E to.For basic connector plate design values see ESR-1371,E511-1988(Marra) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2X4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-57) 25 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" 1' ,. MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 7.50 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ti 0 M-3x4 l l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 PROFe � cos ANG 1 NSR ��'� :9782PE sc JOB NAME : 5019-B POLYGON - SJ1 . Scale: 0.6822 WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and is for an Individual 9 •'EGON 1c Truss: SJ1 end Wemings before eonstmdbn commences. building component.Applicability of design parameters end proper �j/ 2Q Q" 2.2x4 compression web bradng must be Installed where shown a incorporation of component is IM responsibility of the building designer. .A C/i}�y 5 Q‘. 3.Additional temporary bracing to Insure stability during construction 2.Design and I N the top end bottom Words to be laterally brewed at 7 'l 1 b the responsibility alma erector.Additional permanent bredng of T sc.and at f e se,respect.ety arises braced throughout their length by ` DATE: 12/8/2015 the overall structure la them continuous sheathing such as plywood rewired where drywal(BC). • �.A U{ +' responsibility of the building designer. 3.2z Impad bridging or lateral bracing where shown++ L. SEQ.: K 15 81016 4.No bad should be applied to any component until alter all bredng and 4.Installation of duns Is the reepontbllty of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment. design bade be applied to any component. end are for"dry condition.of use. TRANS ID: LINK 6.Design assumes full beating at ail supports shown.Shim orwedge if 5.CompuTmahas nocontrol over and amines oresponsibiliyforthe nemmary. EXPIRES: 12/31/2016. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design n furnished subject to the limitations set forth by 8.Inst.shall be located on both feces of truss,end placed so their center TPI,TCA in SCSI,copies of which wtl be furnished upon request. line coincide with joint center linea. 9.Digits indicate size of plate In inches. MITek USA,Ina./Compslras Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR•1311.ESN-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-33) 28 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -11/ 30H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 .(BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.165" 12 7.50 17' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. '' o ri � f 31010730 M-3x4 l y 2-00 'PROVIDE FULL BEARING;Sts:1,3,2 <<-�ED PROFe. aINE ' :97$2PE car JOB NAME : 5019-B POLYGON - SJ1X 40, -/ Scale: 0.7389 / MEW berw6.44°WARNINGS: GENERAL NOTES, unless athe noted: .w' 47 Truss: SJ1X Bulder and erection contractor should be advised or el General Notes 1.This deacon Is based only upon the parameters shown and Is for an Individual "q OREGON (� and wamings before construction commences. building component Applkabillly of design parameters and proper �f/ yyd 2.2t4 compression web bracing must be installed where shown+. Incorpontlon of component la the rospondb/ity of the building designer. .A (/A a.,y.. Ai(_ V 3.Additional temporary bracing to insure stability dudng construction 2.Design eswmes its top and bottom.,,brads a be throughoutateraiN braced at 7 "l/^( 1 J Is the rospanstNliry of the erector.Additional permanent bracing of T o c.and ate a.c.respectively unless braced their length by /[{� continuous sheathing suet es plywood sheathing(TC)end/or drywal(BC). • -AUL %- DAT E: 12/8/2015 the overall structure is the responsibility of the building designer. 3.Dumped bridging or lateral bracing required where shown•♦ SEQ. : K 15 81017 4.No load should be appled to any component until after al bracing and 4.Installation or truss is the reaponaibilly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. design loads be applied to any component, and are for"dry condition"of use. y 12/31/2016 TRANS ID: LINK 8.Design assumes lel bearing at al supports shown.Shim or wedge if EXPIRES: 5.CompuTrus hes no control over and assumes no responsibility ler the necosesry. fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design Is furnished subject to the Ilmaatione set forth by 8.Plates shall be located on both races of truss,and placed so their center TPIM7CA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines MiTek USA,Inc./Com Trus Software 7.6.6 1L E 9.Digits indicate site of plats In inches. W ( )- 10.Far baste connector plate design values sae ESR-1311,EER-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 60 2-4=(0) 0 BC: 2x9 KDDF 410BTR SPACED 24.0" O.C. 2-3=(-81) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7 50 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 3 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL= -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, to (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, oTruss designed for wind loads in the plane of the truss only. <4 l0 f o o � ►� 4►� M-3x4 ) l l 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 �� tiD PROpe ` :9782PE p JOB NAME : 5019-B POLYGON - SJ2 ,,J Scale: 0.7074 WARNINGS: GENERAL NOTES, unless otherwise noted. V " / �' 1.Builder and erection contractor Mould be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an indlvidusi -9 s"EGO N Truss: SJ2 and Warnings before conact ruencommences. building component Applicability of design parameters and proper 2� 2.2a4 compression web bracing must be Installed where shown•. Inoorporobon of component Is the responsibility of the building designer. "T (/A ate. - 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom ce,b to be laterally braced et 7 �l(^Y 5 h Inc responsibility of the erector.Addidonel permanent bradnp of 7 oz.and at 10'c.c.respectively unless braced throughout their length by ,� continuous sheathing such as plywood sheathing(TC)and/or drywag(BG). - P4 I 't DATE: 12/8/2015 the overal structure Is the responsibility of the building designer. 3.2s Impact bridging or Wend bracing required where shrove•• /^1�/1.. SEQ.: K1581018 4.Ne lead eheule be applied to erg eenrperent anti eCereg breedS end 4.Installation WfmMawaathh..•roneibillyam.�o�dr •mro°mnent. fasteners are complete end et no time should any loads greeter than design beds be applied to any component. and are for"dry condition"of use. TRANS I D: LINK B.compuTrue has no control over and assumes no responsibility for the E.Design..some.Mi bearing at all supports shown.Shim or wedge It EXPIRES:. 12/31/2016 . . fabrication.handling,shipment end installation of components. coessry. 7.Designt..hadbeassumesadedene bathifacelo trussded., December 8,2015 8.This design Is furnished subject to the limitations get torah by 8.pietas shag be located on both feria of Iruas,end placid W their center TP W4TCA in SCSI,copies of which sill be furnished upon request. Anes coincide with joint center linea S.Digits indicate size of piste in Inches. MITek USA,Ino./COnlpuTfus Software 7.6.6(1L)-E 1o.For basic connector plats design values see EBR-1311,ESR-1988(AVM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=(-76) 53 1-3=(0) 0 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 POE 0'- 0.0" -28/ 130V -25/ 6818 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" -20/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -54/ 95V 0/ OH 1.50" 0.15 ROOF ( 625) LL = 25 POE Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.50 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 2 -f MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 07 0 0 N '- 0 o O 3 �� I�� '1 O 1 M-3x9 yyy�� J. J. l 2-00 1-11-1 1 a{�) P �`///,,, 'PROVIDE FULL BEARING;Jts:1,3,2I �'<i, N / E mow/ 1:. '(/ ct- 89782PE JOB NAME : 5019-B POLYGON - SJ2X Scale: 0.7737 . Mir Y/�G� WARNINGS: GENERAL NOTES, unless otherwise noted F.A. 40 1.Builder and erection contractor should be advised of all General Notes 1.This deeds S based only upon the parameters shown and Is for an Individual !.oOREGON '" Truss: SJ2X and Warnings before construction commences. building component.Applicability of design parameters end proper /f "'j� �Q` 2.204 compression web bracing must be InA ed where shown v. Incorporation of component Is the responsibility of the building designer. "� iT h y A r 3.Additional temporary bracing to Insure stability during conetruotion 2.Design and et tO me lap and bottom chords to be throughoutlly brecad at 'l�`( 1 J Ie the responsibility of Na erector.Additional permanent forcing of oo e.and at 10 0.0.rsapedNely unless braced their length by DATE: 12/8/2015 the overal structure is the responsibility of the building designer. 3.24 Impact bridginginuous s Sr hleel bradngsuch es requ ed whereCMown) /m tlryweN(BC). PA 1 I1 � SEQ.: K1581020 4.No bad Mould be applied to any component until abler al bracing end 4.Installation oneeasistereioosithenth rosn��oo contractor. 1 /1. fasteners are complete and at no time should any Nada greater than and are far"dry trusses condition"e.ere to b. TRANS ID: LINK deeds bads be applied to any component. e.Dee*assumes full beariong at al supports shown.Shim or wedge if 5.CompuTtua has no control over and assumes no responsibility for the necessary. EXPIRES: 1.2/`31/2016 fabrication,handling,shipment and installation of components. 7.Dedgn assumes adequate drainage i.provided. December 8,2015 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPNMCA In SCSI,wpbs of which 0111 be furnished upon request. Knee coincide with joint center sines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For baste connector plate design values see ESR-1311,ESR-1881(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-120) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -30/ 310V -93/ 136H 5.50" 0.50 EDDY ( 625) 1'- 9.2" -97/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" 12 3 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 7.50 17 MAX HO RIZ. LL DEFL = -0.001" @ 5'- 10.9" '' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rn c, Truss designed for wind loads I in the plane of the truss only. ca mt vo l of f �a4 40E:30 M-3x4 l y y l 1-00 2-00 3-11-11 IPROVIDE FULL BEARING;Jts:2,9,3 I ' 89782P E r' JOB NAME : 5019-B POLYGON - SJ3 Scale: 0.5959 /\ �^ WARNINGS: GENERAL NOTES, unlessothervdes noted: (s'1. \ 40 Truss: S J3 ani Wamings before construction commeder and erection contrador should be ancesMd of all General Notes building coThis mponent.Applicability of deonly upon the rsign parameters and proper individual ra Vy OREGON�ON 2.2r4 compression web bradng mug be'Welled Mere shown 4. Incorporates of component la the responsibility of the building designer. '1;a9,1,,,(41RY . � ¢ 3.Additional temporary brodng to insure*Way during construction 2.Design aawmes the top and bottom chords to be throughout bre<etl el N the responsibility of the erector.Additional permanent bredng of T o c.and al teein o e respectively unifies braced throughout their length by DATE: 12/8/2015 the overfill structure la the responsibility f the build) dest ner. continuous ehging or latera lateral b dng relywood airedsheatheere s o wn 0r drywsA(BC). f /q(,t C; o ng g 3.In Imptis bndging or th. bradng required Mian shown++ �,/1� SEQ.: K 15 8 10 2 2 4.No bad shoes be applied to any component until after ail bradng and 4.Installation of truss Is the responsibility of respective contractor. fasteners are complete and et no time should any loads greater then 5.Design assumes trusses ere to be used In a notworrosNe environment, TRANS ID: LINK desgnloads beapplied to any component and are fodg nondition"of see. 5.CompuTros has no control over end assumes no responsibility for the 5.��•eum.e nil bearing at•q supports Mown.Shim or wedge If EXPIRES: 12/'31/2016. fabncaten,handling.shipment end Installation of components. ry 7.Design assumes adedofaceeprovided. December 8,2015 8.This design Is furnished a ed subject the limitations eat forth by e.Plates chat be locatedon on boththfaces of buss,and placed es their cellar TPIMTCA in SCSI.copies of which will be Swished upon request. Anes coindde with joint center lines. 9.MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.Forbasicindicatets of plate in Inch.b•sicconnedo piste as eI nn values we ESR-7311,ESR4988(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16810 LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" 0/ 251V -58/ 175H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -118/ 299V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CCOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" (�' MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads r1 in the plane of the truss only. 0 0 0 ko 1 112,7---- 4 2 4 M-3x9 1 1 1 1 1-00 2-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 ��NG N _�v✓t9/O Ct 89782PE r" JOB NAME : 5019-B POLYGON - SJ4 , Amur WARNINGS: GENERAL NOTES, unless otherwise noted: Scale: 0.5080 C OREGON p� I.Builder and erection contractor should be advised of all General Notes I.This deeign is based only upon the parameters shown and le car en Individual '' -O R E G O N nem Truss: SJ4 and Warnings before construction commences. buldingcomponent.Applicability ofdesign parameters and proper -I(f Yi,V 2.2,4 compression web bracing must be Installed where shown 4. incorporation of component Is the royanalbllty of the bolding designer. GA ,y 'C.. 3.Additional temporary bracing to Insure stability during construction 2,De.o.assumes the top and bosom dards to be laterally braced en '�11 lr� r i:l -{ Is the responsibility of the erector.Additional I bracing of Y o.c.and at 10•o.c.reepectsety uMess braced throughout their length by v permanent continuous sheathing such as plywood Ing(TC)end/or drywal(BC). PA U l r` DATE: 12/8/2015 the overel structure Is the responsiblily of the building designer. 3.2,Impact bridging or lateral bracing required where shown** 1•• SEQ.: K1581023 4.Ne mad should be applied to any component until after al bracing end 4.Installation setllatiosum a.lahe es eb uu»dflit.n respective contractor. f.atenen are compete and at no time should any wads greater than end Design car"dry musses°reof fe use. TRANS ID: LINK design wade be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if y�] (� �w 5.CompuTrus has a control over and assumes m reeponslbilty sur the neusary. EXPIRES:RES 12/31/2016 febrketlon,handling.shipment and installation of components. 7.Design assumes adequate drainage Is prowtled. December 8,2015 8.This design Is furnished sub)ed to the limitations set forth by 8.Plates shall be located on both faces of Was,and placed an their center TPIWICA In BIS!.copies of Mach will be furnished upon request. Ines coincide with Iola center lines. B.Digits indiule size of plate In inches. MITek USA.Ina./CompuTrus Software 7.6.6(114}E 10.For basic connector plate design values see ESR-1311.ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER–BC LUMBER SPECIFICATIONS TRUSS SPAN 8'– 5.5" OND. 2: Design checked for net 5 o TC: 2x4 KDDF #115TR LOAD DURATION INCREASE = 1.15 g e (– psf) uplift at 29 " c spacing. BC: 2x4 KDDF k16BTR SPACED 29.0" 0.C. Design conforms to main windforce–resisting WEBS: 209 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. 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. M-1.5x9 or equal at non–structural vertical members (uon)n LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 8-01-12 0-03-12 4 4 4 12 4.00 E.T. M-1.5x3 iiI I —.0111111111111111111111111111111111111111111re 0 r r1 JANIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMMIIIIIIIIM 1 5 6 M-3x4 M-1.5x3 l l y 1-00 8-05-08 .•� .4GI NE - ' ' 89782PE 44, Fx'"' JOB NAME : 5019-B POLYGON - P1 „,._,ie! . • `.tr ' • • Scale: 0.5764 WARNINGS: GENERAL NOTES, unless oth.mdee noted Truss: P 1 and Warnings before coBuilder and erection ^netrudbn commeuld be nces. of all General No as I.This building component.Apn Is based glcaability of n the design parameter.and proper individual y -74,OREGON h-� 2.2a4 compression web bradng must be Installed where shown•, incorporation of component lathe rospoelbtlN of the butdlna designer. „q� ,q Pi 16 J '. 3.Additional temporary bracing to hour,stability during construction 2.Design assumes the lop end bottom ace be to be Identity braced et lathe responsibility of the erector.Additional permanent bracing of T c c.and at 1 a o c reapecCe plywood unless brewed throughout their length by DATE: 12/8/2015 the avem.tn.owre la the resibtl continuous sheathing such as plywood sheelhbq(TO)end/or drywat(BC). ,,'),,4 U l /� span ty of the building dedgnar, 3.2x Impact brldging or latent bracing required where Moven++ L. SEQ.: K15 8 10 2 4 4.No load Mould be applied to any component until after an bradng and 4.Installation of trues Is the responsibility alike respective coerenor. fasteners are complete and at no time should any bads greater than 5.Design assures teases are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end arenr^dyananlon ofu... 5.CompuTrus hes no control over and manes no responsibility for Mee.De d��.aorn MI bearing at.I ppam Mown.shim or wedge if EXPIRES: 12/31/2016. fabrication,handling,Mlpment and nahlldlon of componenla. ry. 7.Defies assumes adequate enbothdrainage.eltprodded. December 8,2015 e.mle design I.furnished tubed n the limitations est!Dress by 8.Plan.aha be mates on nom faces onnn.,area placed w their seer TPINVECA In BCSI,copies of which wtt be furnished upon request. Anes coincide 54th)ole center Iles. Wee USA.Inc./Com uTrus Software 7.6.6 1L E 9.Digits Indicate site of plate In Inches. P ( )- 79.For basic connector plate design value.see ESR-1311,ESR-78tH(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-52) 69 3-5=(-264) 182 BC: 2x9 KDDF #105TR SPACED 24.0" 0.C. 2-3=(-109) 89 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -85/ 491V -36/ 107H 5.50" 0.79 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 8'- 5.5" -91/ 397V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. }COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.349" @ 4'- 3.5" Allowed = 0.505" MAX TC PANEL TL DEFL = -0.467" @ 4'- 3.5" Allowed = 0.757" 8-01-12 0-03-12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 1.7" 'f '1' 1' MAX HORIZ. TL DEFL = 0.001" @ 8'- 1.7" 12 4.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 4 -i Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N , N I I 0 I 2�� .e.5 0 M-3x9 M-1.5x3 l ), 8-01-12 0-03-12 y y 1-00 8-05-08 _ OO PF3Oi :9782PE ter,,. JOB NAME : 5019-B POLYGON - P2 ..r r' Scale: 0.5264 �/ WARNINGS: GENERAL NOTES, unless otherwise noted C.oa 1.Builder and erection contractor Mould be advised of al General Notes 1.This dedpn Is based only upon the parameters shown and Is for an Individual -q�C�OREGON['�(�N' Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper _i, ,..941I�/. ) 2.2a4 compression web bracing must be Insialletl cancers shown 4. Incorporation of component Is the responsibility of the building designer. V i}14 y. t. 3,Additional temporary pacing to Insure stability during construction 2 Design assumes the tap and bottom MONS to los,00960aterally braced at 'l �'{V Is the rowonsibillly of the erector.Additional permanent brsdnp of Y o c.and at 1 P o.c.rsspectively unless braced throughout their length by ` DATE: 12/8/2015 the overall structure Is the responsibility of the bulding designer. continuo.,Impst ridging r later as bpracing rewood uired where sh)own and/or drywel(SC). n.Jl t'{ ^ ` 3.za Impact bridging or iteral brsang required rA,era mown�� "S SJ L• SEQ.: K 15 810 2 5 4.No load should be appled to any component unt9 after all bradng and 4.Installation oilman Is the responlblty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design roads be applied to any component, and are for'dry condition•or use. 5.CompuTrus hes no control over and assumes no responsibility for the S.De dca.n assumes full bearing at al supports shown.Shim or wedge it EXPIRES: 12/31/2016 Y. fabddtion,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 8,20 1 5 6.This design Is furnished subject to the Ilmltatlons set forth by S.Plates shall be located on both fade of buss,and placed so their center TPWVECA in SCSI,copies of which nil be furnished upon request. Inca coincide with joint center line. 9.MITek USA,Ina./CompuTfus Software 7.6.6(10-E 10.FlFor connector ts Indicate etze platef plel s plate see ESR-1311,ESR-1088(MITek) Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION 13/4Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury railDimensions are in ft-in-sixteenths. 1140hh. 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'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IC1 bracing should be considered. , M.' "'n1EM (cici- L\lipirdll =O 3. Never exceed the design loading shown and never 1_ Al d stack materials on Inadequately braced trusses. OP O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C.7 c5-6 1— designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection 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. 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. I III 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. j'fa is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013