The URL can be used to link to this page

Plans (36) S )-d`(- OS//S 7`/G!S S w See,(cd mit 1 MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-355_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: R45755189 thru R45755200 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <c-�EO PR Ore. �NGINEF.4;) 87022 PE r" uz y 'oj, OREGON q) <v� AMBER \ �O OS A. H E 'c'' EX` :06/30/ i� October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:20 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-Z8J1rY?d5vDVTbKMJBy122 DyC9jGwiZPT4JdoyPA2r rJ-10-011 1-2-0 II 1-0-12 1 1 2-6-0 2-4-9 II 1-2-0 II 1-9-11 1 P-&°1 Scale=1:40.1 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 I I 3x6 FP= 3x6= 3x6= 1.5x3 I I 1 ::N # t 1e61. 4 23 19 18 17 16 15 1.5x3 I I 1.5x3 I I 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 3-6-12 8-8-5 51 I 19-6-8 I 22-11-8 I 1 3-6-12 1 0-7-0 5-1-9 9-8-3 3-5-0 0-7-0 Plate Offsets(X.Y)— 12:0-1-8,Ed°el,(3:0-1-8,Ed°el,f18:0-1-8,Edge1.119:0-1-8,Ednel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-377/Mechanical,21=950/0-7-0,24=-15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=121(LC 6) Max Grav21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 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. ��D PR OFes ��\5� ANG{NEER cS/0* 87022PE r cl<1<` ,N N y Aj, OREG•N rt;3tv O 'An MBET, 11 QCT SA- HV- k EXPIRES:06/30/2017 October 27,2015 MOM ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/01/2015 BEFORE USE. NI Design valid for use only with MtfekOO 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 MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/IPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777Suite 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 R45755190 PL15-355_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS65JgMSM2Sm_DyW 9giZ-V RnGDOtdWTDiuUkROV7T3N/V715ksHrtnZQigyPA2p 1-0-0 i 0-NB_1-2-0 11:r7-1i Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4 = 3x4= 4x4- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 l 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 4x4= 3x6= 4x6 = 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DES$4JER IS REQUIRED. I 16-5-2 17-0-21 i 23-9-0 i 11-7-0 6-1-14 16-5-2 0-7-0 Plate Offsets(X,V)- f18:0-1-8,Edoel.129:0-1-8,Edgel,f30:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a Weight:120 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=-3859/0, 8-9=-4510/0,9-10=-4510/0,10-11=-4847/0,11-12=-4847/0,12-13=-4859/0, 13-14=-4859/0,14-15=-4583/0,15-16=-4583/0,16-17=-4583/0,17-18=-3948/0, . 18-19=-3948/0,19-20=-3948/0,20-21=-2879/0,21-22=-2879/0,22-23=-1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=-1183/0,2-38=0/1068,4-38=-952/0,4-37=0/846, 6-37=-730/0,6-35=0/625,8-35=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=-931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. ¢�D P R()Fe. All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. �� G)N E- s/29 4)Required 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 .? g F 0 attached to walls at their outer ends or restrained by other means. 4 " 87022PE r N <0 OAOREGO t•�-24'1 \'enSBER ik A. HE EXPIRES:06/30/2017 October 27,2015 1 c ..... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit Design void for use only with MRek6 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 this design into the overall MiTek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 CitrusateHeights,CA 95610 Job Truss Truss TypeQty Ply POLYGON PL15-355 UPPER F03 Floor 5 1 R45755191 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS6sJgMSM2SmDy9giZ-RvZYhv2798jxyCd7Y01zCu8t3pPZCmR8K52XmZyPA2n 1 1-0-0 1 0-10-2 1 1 1-2-0 I f 0_7-141 Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ,.\ 2 •••••„.\2/ \2/..\2/ N 2/ 0 '. o ,. o o e e A 9 - e e 1 29 28 27 26 25 24 23 22 21 r 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5= 3x4= 12-10-10 11-8-10 112 -1-001 1 1"°-8 I $ 1110 0--37 0-7-0 6-1-14 Plate Offsets(X,Y)- f12:0-1-8,Edgel,(23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Inc: YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:96 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) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1508/0,3-4=-1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=3368/0, 8-9=-3726/0,9-10=-3726/0,10-11=-3737/0,11-12=-3737/0,12-13=3422/0, 13-14=3422/0,14-15=-2618/0,15-16=-2618/0,16-17=-1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=-1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=-313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=-832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 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. <<- ED P R ore, ��Co �CNGI NEFR SAO 87022PE(44 vc-- / NIN, � ,NN y Aj, OREGON ct� tv �� FMSER \1 O OS A. H ERCP EXPIRES:06/30/2017 t October 27,2015 omen 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII- 7473 inrev. al10/03/2015buildingBEFORE Uvalidwithconnectors. isthisnotBeforeuse, must verify the applicabilityparameters 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/IP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-355_UPPER F04 FLOOR 3 1 R45755192 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jut 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 9-3-131 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-RvZYhv27981xycd7Y01zCu8xepXLCod8K52XmZyPA2n 1 0-10-0 I I 1-2-0 1 °I--)f'°� 2-6-° I I 1-2-0 I 1-3-7 Scale=1:19.8 1.5x3 II 3x4= 3x4 II 4x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 7 8 3x4= • e m 9 o ® m • o --T e o , o <:i° N - G O ee \O/ O O m 17 16 15 •A! 13 12 11 10 1.5x3 II 1.5x3 II III��\ 3x6 = 1.5x3 II 1.5x3 I I 3x4= 4x6 3x4 = I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y1— f2:0-1-8,Edoel,f3:0-1-8,Edgel,f7:0-1-8,Edge1,18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=-570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=-508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. -<<- PROFESS � �NGINF9 w0 87022PE 9c." • yN �N �4j, OREG•N r) <V -pOn AMBER �1 �o S A. H E?` P EXPIRES:06/30/2017 October 27,2015 it 1 AMMO ®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 M7ekE 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 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/TPI1 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 R45755193 PL15-355_UPPER F06 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:25 2015 Page 1 1 D:s3crybS_6sJgM SM2Sm_D_y9giZ-v57wu F3mwRroZM CJ6kYC I5h5hDgrxAg IZIo4J?yPA2m 1 0-10-0 1 1 1-2-01 11-0-12 1 1 z-3-1 I I 2-6-0I I 1-2-0 I I 2-3-3 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 a _ e 1144144111 — I/.o 0 0 ! �- - 0 0 p N V o e o 0 0 A xx 1��1 18 17 `18 ' 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 I8-8-5I9-3-5'3-10.51 17-6-0 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edgel.f4:0-3-0,Edgel,f6:0-1-8,Edgel,f7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Ildefl L/dPLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress lncr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) weight:81 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. WEBS2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=-1/0-1-12,11=571/Mechanical Max Uplift 19=-105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=-805/0,6-7=-1681/0,7-8=-1777/0,8-9=-1777/0 BOT CHORD 15-16=-499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=-177/271 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 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. `��EO PROF cc,N\. ' ..- EF9 X0244 9 87022PE r y -02., OREG•N rl, Q1C/ fit' SMB BER 11 �' OS A. HeO'c'' EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ; Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1111 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755194 PL15-355_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:s3crybS_6sJgMSM2Sm Dy9giZ-sUEgJx40S35WpgMiE9bggWmPv0RaP7Ka03HBNuyPA2k 1 1-0-0 1 p-0-01 I 1-2-0 1 D-7-141 Scale:3/8"=1' 4x4 = 3x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0 ‘711 MK"Ai/ill.PriglirAMMPIPrgiO A/ N A/ N 1 /N. / //1'"\: . 30 29 28 27 26 25 24 23 22 21 I 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4 = 12-8-14 I 11-4-14 11-11-1, 18-8-12 I 11-4-14 0-7-0 0-7-0 8-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC20127PI2007 (Matrix) Weight:95 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) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=-2571/0,5-6=-2571/0,6-7=-3284/0,7-8=-3284/0, 8-9=-3615/0,9-10=-3615/0,10-11=-3587/0,11-12=-3587/0,12-13=-3327/0, 13-14=-3327/0,14-15=-2563/0,15-16=-2563/0,16-17=-1483/0,17-18=-1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=-282/0,13-23=-406/0,2-30=-1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 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. PR°�FA.-X s NGINEFs0 ... A '4 'L- �c 9 87022PE c.-- / y -0j, OREGON tic Otv 'Ao c°tijQER 1\ . OS A. He?' EXPIRES:06/30/2017 October 27,2015 4 I isam ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2010 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 Miiek 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/1191 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 R45755195 PL15-355_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 41- g ID:s3crybS_65JgMSM2Sm_Dy9g1Z-5UEgJx40S35WpgMiE9bggWmPwOXiP3ma03HBNuyPA2k I 2-3-0 2-3-0 I I 1-2-0 II 1-9-11 1 2-6-0 I 0 S-0� Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 304 I 13x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 I e 1 O e 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8= 3x8= 3x5= 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)— 14:0-1-8,Edge),115:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=-1867/0,5-6=-1867/0,6-7=-1190/0,7-8=-1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=-1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=-851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. •C'S.. P R QFFss Q��\ ,ANG I N E�cR /"2.9 870 2PE / r N rN y �Aj, OREGON ti�OWN 'AO c'MBER \1 On A. HEC�P EXPIRES:06/30/2017 October 27,2015 t, __ 1 il ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE A111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-otMRkd6G_gLE2zW4Lad8vxskzg6gt1jtUNm ISmyPA2i 1 1-0-0 I1.-2 I 1-2-0 1 P-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 , _o o_ o_ ,, o_ 30 0 :. o_ o • IIJN / / / N / N /O • • O O O C '- a il 20 3i 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 I 11-7-10 16-11- 1 -201070I11-7-10 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edael,123:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress lncr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012TTP12007 (Matrix) Weight:96 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. (Ib/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=-2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=-3697/0,10-11=-3697/0,11-12=-3697/0,12-13=-3396/0, 13-14=-3396/0,14-15=-2603/0,15-16=-2603/0,16-17=-1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 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)30. 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. -�cED PR OF .. �� \� �NGINE9 s/o2 87022PE �r yN �N Aj, OREGON qci l.iii 1.O k"4,1 Or, p �`s A• H ERCP EXPIRES:06/30/2017 October 27,2015 I mil-, ®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 Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design 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/TPI1 Qualify Cdferia,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 R45755197 PL15-355_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZotMRkd6G_gLE2zW4Lad8vxsrWglbt8otU Nm ISmyPA2i 3x4= I 0-11-11 I I 1-2-0 I I 0-10-1 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 0 N / e e e 7 1.5x3 II 8 It6 1.5x3 II • 3x4= 3x4= I 3-5-12 I 3-5-12 Plate Offsets(X,Y1— 12:0-1-8,Edne1.13:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 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) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 1 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 'Sti¢0D PROFe.„ c; �NGINEF1 /0 e,49 -PL..v1' / ycc „v iv "0)., OREGON (IS'O(v �O AMBER \� \e EXPIRES:06/30/2017 October 27,2015 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 Mileke 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Quality Criteria,D5B-89 and BCSI Building Component Suuite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Crus Heights,CA 95610 Job Truss Truss Type Oty Ply POLYGON R45755198 PL15-355_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:30 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-G3wpxz6u1_U5g75HvH8NR9OtAERBc0e1itWr CyPA2h 10-10-0 I I 1-2-0 1 1-0-12 1 1 1-0-0 l 11 1-2-0 I 0-11-3 1 Scale=1:33.3 304= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 5x6 = 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18 19 o I/ I,?4 N O O O O e O O O e �^e X -• 3 31 30 29 28 27 26 25 24 23 22 21 3x4= 3x6= 4x5 = 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4 = I 1-1-0 11-8-01z�-0 I 3-6-12 8-8-5 ?-1 as ts�-8 1-1-0 0-7-0 0-7.0 1-3-12 5-1-9 7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- f2:0-1-8,Edael.F3:0-1-8,Edge1,19:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=-164/0-1-12,20=1315/0-2-12 Max Uplift 32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=-2370/0,10-11=-2900/0,11-12=-2900/0,12-13=-3113/0, 13-14=-3113/0,14-15=-2995/0,15-16=-2995/0,16-17=-2480/0,17-18=-2480/0 BOT CHORD 31-32=-450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=-917/0,5-29=1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=-11/251,9-27=-1122/0,18-20=-1819/0, 18-21=0/1654,17-21=-839/0,16-21=-438/0,16-22=0/283,11-24=-266/0,10-24=0/844 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)32,20. 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 �� E� PR ore ss be attached to walls at their outer ends or restrained by other means. F 5)CAUTION,Do not erect truss backwards. ,GJ ‘. GIN EF /O 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. �� ' 7 2 The design/selection of such connection device(s)is the responsibility of others. 870 2 P E /�r 7)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 (f) >N Uniform Loads(plf) N Vert:20-32=-8,1-19=-80 7 -0), OREGON 45) @ Concentrated Loads(Ib) 9C '" &ER \\ Vert:17=-791(F) A. HS? EXPIRES:06/30/2017 October 27,2015 t 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 MiTektE connectors.This design is based only upon parameters shown,and is for an individual building coponent,notwill-. 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/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755199 PL15-355_UPPER F12 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:31 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_0_y9giZ-kFU B917VVWHcyIHgTT?fc_Mx4VercLvTAxhFP WfyPA2g 0-- -0 1 1-2-0 1-0-12 1 1 2-6-0 I 2-49 I I 1-2-0 11 1-9-7 1 Scale=1:34.0 1.5x3 II 3x4 = 3x4 = 3x4 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 0 N 41 19 18 17 16 15 14 13 12 3x4=1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4= 3-6-12 8-8-5 F9-3-5 10-51 19-64 3-6-12 5-1-9 '0-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edael,r3:0-1-8,Edgel,F14:0-1-8,Edoel,F15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift 19=-166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=-2148/0,9-10=-2148/0 BOT CHORD 18-19=-294/18,17-18=-294/18,16-17=-294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=-1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=-512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 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. �\co�titGNGP EF9 (Si 2 �� 87022PE yr A.44 37 cC '" N �Aj, OREGON 453 kr 'Aen AMBER \1 ' 0 S A. HSCI� EXPIRES:06/30/2017 October 27,2015 6 12—.. ®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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not _ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755200 PL15-355_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:32 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-CR2ZMe89GbkovRFfOiArXaUMt1 KQ4VhKAL?y25yPA2f 3x4 = 0-11-11 I I 1-2-0 I 0-9-5 I 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 111 111 II Mill ill M 111 0 N M III 111 Ellij •rIII 111 own '/ 1.5x3 II 1.5x3 II 8 /' 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 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=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 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. j��D P R QFFS.n Q 8 • 2PE X91' yN j rcv �Aj, OREGO cP i 9oFMBERA\ C,O OS /1- HSC)‘ �P EXPIRES:06/30/2017 October 27,2015 • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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/1PI1 Quardy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Infonon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 naB Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g 1 rY MEEDimensions are in ft-in-sixteenths. ■� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. fully embedteeth. required. ee BCSI. and u y diagonal or X-bracing,is always S �� TOP CHORDS 2. Truss bracing must be designed by an engineer.For Q 1/f 6 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I inKp bracing should be considered. I..., O 3. Never exceed the design loading shown and never ilLMIllpiZlikii stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 6-7 c5-6 ,9 designer,erection supervisor,property owner and plates 0-1/A' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, 9 or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. se-- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. reaction section indicates oint ® ( number where bearings occur. j17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. MINN NO ,�, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words 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, 1lIII]I 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-D 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487343 thru K1487392 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. X00 PROFe� � 6 �NG1NE�c 6) 6.‘ 01, 414 -7/09 89782PE `' -7,y OREGON c'�`' Q" c/gRY AA U L RAir ` . r 31/2016 October 27,2015 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 and Truss-BC LUMBER SPECIFICATIONS 14-09-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-1507) 398 1- 5=(-243) 1108 5- 2-( 0) 277 BC: 2x6 KDDF #16BTR 2- 3-(-1108) 367 5- 6=(-246) 1104 5- 3-(-39) 56 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1509) 398 6- 4=(-242) 1110 3- 6=( 0) 269 LL - 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. CON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"00. CON. TC UNIF LL( 100.0)+DL( 26.0)= 126.0 PLF 6'- 0.0" TO 6'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 9.0" TO 14'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 9.0" V 0'- 0.0" -244/ 1175V -92/ 92H 5.50" 1.68 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 14'- 9.0" -244/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 8'- 9.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.027" @ 6'- 0.0" Allowed = 0.692" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.049" @ 8'- 9.0" Allowed = 0.922" MAX HORIZ. LL DEFL - 0.008" @ 14'- 3.5" MAX HORIZ. TL DEFL - 0.012" @ 14'- 3.5" 5-11-11 2-09-10 5-11-11 Design conforms to main windforce-resisting 320# 432014 system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 9.00 V M-4x6 M-5x6 a 9.00 (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 4/1 in the plane of the truss only. NioN o `T o I 1** 5 6 ** 4 I 0 M-3x4 M-3x4 M-1.5x3 M-3x4 0 ) b ,1 y 5-09-11 3-03-07 5-07-15 ) ) PROP.e 14-09 fizo N0'lN�k-, /0 it a9782PE JOB NAME : POLYGON 3410-D NH - Al • . scale: 0.4028 ,1017 WARNINGS: GENERAL NOTES, unless otherwise noted. ;e6' '� � �� . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an indN dual - rt Truss: Al and Wamings before constructor commences building component.Applicability of designparameters and V ‘'.- incorporationfs tIs the res pty oe designer. 5J 2 2.2x4 compression web bracing must be installed where shown.. o componen poiwibil I the buildingdes 1", p 3.Additional temporary bracing to Insure stability during construction 2.Design assume the top and bottom chords to be laterally braced at � .�'1 ='' �a+`l. lathe responsibility of the erector.Additional permanent bracing of 2'o.c.and at la o.c.respectively unless braced throughout their length by - `(f DATE: 10/26/2015 the overall structure sibs responsibility of the building designer. 20 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. Impact oftrus or lateral bracing required where shown++ PA_U L SEQ.: K 14 8 7 3 4 3 4.No load should be applied to any see should component until alter all bracing and 4.Installation truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time shany loads greater than 5.Design assumes busses are to be used In a non-orrosive environment, TRANS I D: LINK design mads 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 mil bearing at all supports shown.Shim or wedge If EXPIRES: 12131/2016 fabrication,handling, necessary. edisubJ oto heslmitatio ssetcomponents. T.Designlass all es adeqon drainage is provided. an October 27,2015 6.This design k furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPI TCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-735) 222 1-6=(-124) 520 2-6=(-193) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-559) 199 6-5=(-121) 515 6-3=(-125) 381 WEBS: 2x4 KDDF STAND 3-4=(-559) 199 6-4=(-193) 192 LOADING 4-5=(-735) 222 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -83/ 620V -122/ 122H 5.50" 0.99 KDDF ( 625) 14'- 9.0" -83/ 619V 0/ OH 5.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. •• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.435" 7-04-08 7-04-08 MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" T 1' MAX HORIZ. TL DEFL = 0.009" @ 14'- 3.5" 3-09-09 3-06-15 3-06-15 3-09-09 . T T T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. IM-4x4 9.00V 9.00 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.Or, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 , load duration factor=1.6, g� End vertical(s) are exposed to wind, • Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 4 4.4 0 0 t ft 410 o I 1** 6 * 5 o M-3x4 M-3x8 M-3x4 0 > y y 7-04-08 7-04-08 y l s c f5 R OF:e 14-09 :.cc6 GAN � 6% :9782PE v` JOB NAME : POLYGON 3410-D NH - A2 ' �. Scale: 0.3528 . - ' WARNINGS: GENERAL NOTES, unless otherwise noted, ��©� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an individual Truss: A2 and Warnings before construction commences building component.Applicability of design parameters and proper AQ 2.2a4 compression web bracing mull be Installed where shown+, Incorporation of component S the respons bllty of the building designer. kj V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda tobelaterally braced at T� ��N"' J t- istheresponsib'Ity of the erector.Additional permanent bracing of tre �o.c.and al 10 o.c.respectively unless braced throughout their length by ` 1Jr' DATE: 10/26/2015 the overall structure is the responsibilityf me bu Itl n des Impacts sheathing such as plywood sheath ng(TC)and/or drywell(BC). "A i t 144 �r y� o g designer. 3.2v bridging or lateral bracing required where shown++ 1.J Yom. SEQ.: Ki4 8 7 3 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any compone t and are or drymntldon or use. 5.CompuTrus has no control over and assumes no responsibility for M . 016 1 Ue 8 nDe ease asumea lull beefing et all supports shown.Shim or wetlge if EXPIRES2/31/2 fabrication,handling,shipment and Installation of components. 7. ry. Design shallassumes located o nal drainagepset feces of truss,and placed so their center TPVINTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ilnes. B.Digits indicate size of plate In inches MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E t0.For basic connector plate design values sae ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 PC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-2060) 424 1- 6-(-400) 1523 6- 2=( -299) 1595 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-( -534) 140 6- 7-(-392) 1484 2- 7-(-1313) 347 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 7- B=( -82) 132 7- 3-( -B2) 334 LOADING 3- 5=( -369) 140 7- 5=( -360) 1541 TC LATERAL SUPPORT <- 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- B=(-1557) 373 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -289/ 1431V -94/ 186H 5.50" 2.29 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1175.0 LBS @ 3'- 0.0" B'- 0.0" -394/ 1656V 0/ OH 5.50" 2.65 KDDF ( 625) ADDL: BC CONC LL+DL= 620.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 620.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 QaTRTO 8CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.017" @ 3'- 0.0" Allowed - 0.354" iNDL.B1PTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.052" @ 3'- 0.0" Allowed - 0.472" 7-07-03 ,I 0-04-13 'f ,f ,. MAX HORIZ. LL DEFL = -0.004" @ 7'- 10.2" MAX HORIZ. TL DEFL - 0.008" @ 7'- 10.2" 3-01-12 3-07-15 0-04-13 T T T 1-1 Design conforms to main windforce-resisting system and components and cladding criteria. 7-00 1' 1' • Wind: 140 mph, h-22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-7X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 9.00 7 M-9x6 4 End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. cc 4411 �1® 111 .1 I �- 6 8 vu M-3x5 M-3x8 M-8x10 M-1.5x3 1 *1175# *620# ,,*620# ,, y 3-00 l 3-07-15 1-04-01y rN) pRoj 's9782PE JOB NAME : POLYGON 3410-D NH - AGIRD • Air i Scale: 0.3303 _ ,, WARNINGS: GENERAL NOTES, unless otherwise noted V GREG©N 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is bran Individual A -$7^�_ "� Truss: AGIRD and Wammgsbebreconstruction commencea buldngcomponent Applicability ofdesign parameters and proper lw ft, 2Q lir 2.2x4 compression web bracing must be Metaled where shown incorporation of component s the recpons b IIN of the building designer. �� 3.Addllonal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �( Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 0.o.c.respectsely unless braced throughout their length by ` DATE: 10/26/2015 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aneammgTc)and/or drywan(6c). PA1r ' i L 1, spons N g 3.2x Impact bridging or lateral bracing required where shown x• V SEQ.: Ni4 8 7 3 4 5 4.No load should be applied to any component until after all bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component and are b anoondilon^onee. 5.CompuTrushasnocontroloverandassumesnoresponsibilitytorthe 6 nDecessaesign ssumesfullbaaringatalsupportsshoen.Shimorwadgeit .EXPIRES. 12/31/2016 fabrication,handing, N ghed shipment and f compoheyts. 7.Designsshallassumes caadequate drainage is provided. an October 27,201 5 6.This design is brnishetl subject to the IimHations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/W1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrss Software 7.6.7(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 TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 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 BEG 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" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" 'r < MAX TC PANEL TL DEFL - -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 17 MAX HORIZ. LL DEFL = -0.000" 0 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, End vertical(s) are exposed to wind, io Truss designed for wind loads in the plane of the truss only. 41 o /- rw 4 1 M-3x4 J‘ b )- 1-00 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 DPROF „EFs� NGlN � : ,. _ ,, � �9 , - . At 19182P fir-'' JOB NAME : POLYGON 3410-D NH - AJ1 ./ Scale: 0.6771 ,./ WARNINGS: GENERAL NOTES, unless o hrwise para ate OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual � r �� Truss: AJ1 and Warnings before construction commences building component.Applcabdlyofdesign parameters and proper � V rP _ Cr- 2.2x4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of Me building designer. 19.'9', ` �"J� 3.Additionaltemporary bracing to insure stability during construction 2.Designasumoe the top and bottom chorda to be laterally braced at �R J �1f3r4 is the responsibility of the erector.Additional permanent bracing of 2 o c and at lG o ng suchectively unless braced throughout their ingth by '�+' DATE: 10/26/2015 the overall structure is the responsibility of the building designer. continuousxsheathing rlbas acing re quire coheres awn 0 tlrywall(BC). PAUL ' +� � 3.2x Impact bridging or lateral bracing required where shown++ U SEQ.: Ki4 8 7 3 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"aruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If `p, fabrication,handing.shipment and Installation of components. necessary. "'PI RES' 12/31/2016 6.This design is furnished subject to the limiationsset forth by B.Plates 7. nshalllbelows eeduonbotfacesate drainage loftrus vss,eandplacedsotheircenter d. October 27,2015 TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Inn./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-B5) 72 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -34/ 397V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" f f MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.9" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.007 3 -/ 0 Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. 0 M + JJJ 11111.111111.111111.111cr 1 M-3x4 )' b )' 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4p PRpx s �c .tcLNEe. /Q :9'782f E -� • JOB NAME : POLYGON 3410-D NH - AJ2 i Scale: 0.5814 ,r7._ / WARNINGS: GENERAL NOTES, unless oterwise seta. OREGON t.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper s_ (59- --,,:s'-- incorporation 2 2x4 compression web bracing must be nstalled where shown 4. of component Is the responsibility of the building designee w'f� Lf/t a.� f V 3.Additional temporary bracing to Insure stability during construction 2 Design and ott 0.c.the top end bottom unlesschobrads ced throughout lbraced at TT "if�' J ' isthateapotsbllltyoftheerector.Additional permanent bracing of Inc.and al l0 o.c.respectively braced their length by �j \. - DATE: 10/26/2015 the overall structure is the responsibility of buildingdesi nen. 2xImmoueridging or sten lbaas cwg resheathing(TC)aredwheres awn.nd/or tlrywall(BC). •` �. + __ _ P N o 9 3.2z Impact bridging or lateral bracing required shown h v SEQ. : K1487347 4.No load should be applied to any component until after all bracingand 4.Installation of trussis is the to hresponsibility be f a n the repenos environment, tictive cttor. fasteners are complete and at no me should any b4.Inst ads greater than Ign assumes and are for 4cirx condition!.of use. TRANS I D: LINK design bads be applied to any component. 8.Design assumes all bearing al all supports shown.Shim or wedge if 5.CompuTrushas noconirMover and assumes noresponsibility for the necessary. 'EXPIRES: 12/31/2018 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shag be boated on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Inc./CompuTnls Software 7.6.7(1 L)-E t0.For basis connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-129) 101 TO LATERAL SUPPORT <= 12"00. 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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 = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 MAX HORIZ. TL DEFL = -0.001" 0 5'- 10.9" 12 Design conforms to main windforce-resisting 9.00 [ system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 vl, M-3x4 1-00 6-00 P PROVIDE FULL BEARING;Jts:2,9,3 4S 89782PE • JOB NAME : POLYGON 3410-D NH - AJ3 ,�� 'dew Scale: 0.9979 WARNINGS: GENERAL NOTES, unless otherwise noted: • OREGON1.Builder and erection contractor should be advised of all General Notes 1.ma design is based only upon the parameters shown and Is for an individual (�� Truss: AJ3 and Warnings before construction commences. bulling component.Applicability of design parameters and proper -.• -7 OREGON • 2.2a4 compression web bracing must be Installed where shown+. incorporation of component a me responsibility of the building designer. �• { V �: 3.AdditionalItemporary brat ng to insure stability during construction 2 Design assumes the lop and bottom chords to be laterelty braced at 9,9k• i v s the responsibility or the erector.Additional permanent bracing of 2'o.c.and at h a o.c.rsash as ely unless braced throughout their length by . �v continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL �'i L DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ - �+1 SEQ.: K 14 8 7 3 4 B 4.No load should be applied to any component until atter all bracing and 5.Installation of truss ithe responsibility o tt anon-corrosivedive ntraconrenvir •onment, fasteners are complete and at no time should any bads greater man Design assumes s are to nin TRANS ID: LINK design mads be applied to any component. 5 Be g "dry condition" ut sir supports shown.she or wedge 5.CompuTrus has no control over and assumes no responsibility for the ces assumes bearing ppo g EXPIRES. 12/3 /2016 fabrication,handling, ry. { 0 1 EXPIRES: G V edisuj ctto theesimatmnsrrheyb. 7.Designassumesbelcded oneth drainage laprusse CL0 er 27,2015 5.This design is furnished subject to limitations set forth by 8.Plates shall be located on bons faces of truss,and pmced so their center TPI/WTCA In BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 0.Digits indicate see of plate In inches. MiTek USA,Inc./CorrlpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-191) 171 3-4=(-102) 46 TC LATERAL SUPPORT <= 12"O0. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE' DL ON BOTTOM CHORD = 10.0 PSE' BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -67/ 196H 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" -209/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.4" -85/ 40V 0/ OH 1.50" 0.06 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 floc 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 = 0.064" @ 2'- 9.2" Allowed = 0.459" II MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 3 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.05 7 (- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All-Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, rn End vertical(s) are exposed to wind, 0 I Truss designed for wind loads o in the plane of the truss only. .19 0 ti /- ,sr 0 M-3x4 y b 1, k 1-00 6-00 1-03-07 (PROVIDE FULL BEARING;Jts:2,5,3,9 F rr (� �LQr�n�o} � .4.`. . 89 82 E JOB NAME : POLYGON 3410-D NH - AJ4 ___-0, .. "" . • Scale: 0.4745 NW WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: AJ4 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown ands for an Individual - -57 OREGON t.' and Wemmgs before construction commences. building component Applicability of design parameters and proper fl _ '� 2.2x4 compression web bracing must be Installed where shown r, incorporation of component rs the responsibility et the building designer l' .46; '(, f'l� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be braced al 7:(+� � -'•‘ �r(4- is the responsibility of the erector.Additional permanent bracing of continuous o.c.antl at 10 o.c.respecirvety unless brecetl throughout their IengM by DATE: 10/26/2015 the overall structure Is the re b f the des rdggor such lbacias sheathing(TC)requiredwhere oanetlrywall(BC). PAUL ��.. responsibility o building goer. 3. Impact bridging or such bracingplywood where shown r r - SEQ.: K 14 8 7 3 4 9 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design a non -corrosive trusses ere to be used in a nocorrosive environment, TRANS I D• LINK design hada be applied to any component and are wry camdio or use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge it EXPIRES: 12/31/2016 necefabrication,handling,shipment end installation of components. awry. e pbyT.Design all be lc ted on drainagePis provided. and 27,2015 8.This design Is furnished subject to the limitations set forth by e.Plates shell be located on both laces of truss,and placed so their center TPIAMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines 9.Diggs indicate size of plate in Inches. MITek USA,Ino./CompuTms 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 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 68 2- 9=(-530) 2802 3- 9=( -118) 244 BC: 2x6 KDDF #108TR SPACED 24.0" O.C. 2- 3=(-3723) 756 9-10=(-389) 2429 9- 4=( -238) 1272 3- 4=(-3601) 763 10- 8=(-326) 1859 9- 5=( -205) 904 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2897) 696 5-10=(-11 ) 302 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1814) 408 6-10=1 -206) 1111 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 473 10- 7=( -152) 207 TOTAL LOAD = 42.0 PSF 7- 8=1-2486) 476 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 7'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -560/ 2858V -132/ 140H 5.50" 4.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1656.0 LBS @ 7'- 9.0" 22'- 6.0" -306/ 1755V 0/ OH 5.50" 2.81 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF 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 LL DEFL = 0.052" @ 7'- 7.9" Allowed - 1.079" MAX TL CREEP DEFL = -0.164" @ 7'- 7.9" Allowed - 1.439" MAX HORIZ. LL DEFL = -0.017" @ 22'- 0.5" MAX HORIZ. TL DEFL = 0.041" @ 22'- 0.5" 7-11-11 6-06-10 7-11-11 T f f f Design conforms to main windforce-resisting system and components and cladding criteria. 4-00-09 3-11-02 3-03-05 3-03-05 3-11-02 4-00-09 1' 1 +598# ' ' ' ' Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-6x8 M-4x6 9.00 load duration factor=l.6, 9.00 7 M-3x4 End vertical(s) are exposed to wind, 5Truss designed for wind loads 9ENM-1.5x3 in the plane of the truss only. M-1.5x3 3 otoV/'Jf� yI o � -9- � 10 **8 to 0 1 M-3x8 0.25" M-3x8 -M-4x9 M-7x8(5) 1656# y y N7-07-15 7 02 03 7-07-15 y S\ G Ne.6l 1-00 22-06 . 'IL- . • ,• ` JOB NAME : POLYGON 3410-D NH - B1 - -.'...- Scale: 0.2633 - WARNINGS: GENERAL NOTES, unless otherwise noted, • • -per• pREfaf7N '� t.Builder and erection contractor should be advised of all General Notes I.This designs based only upon the parameters shown end is Or an Individual Q Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper �) �f 2 2x4 compression web bracing must be Installed where shown+. riceryn assumes of the top k bottom responsibility of the building easlgner. 7 V�R:Y. -N:6,7-::..6,,,_. 3 AddNonaI temporary bracing to Insure stability during construction 2 Design assumes the lop antl bottom choNsto be laterally braced al _r is the responsibility of the erector.Additional permanent bracing of contic.nuous atfoo.c respectivelyucaswood braced throughouttherlengthby v cont nacos sheaihmg sato as plywood sheathing(TC)anNor drywall(BC) � ��i L ��:'-. DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -v SEQ.: Ki4 8 7 3 51 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end et no time should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, and are fordry TRANS I D• LINK design loads be applied to any component ufull bion•g use. s.Designaaamea�llbearingatall supports shown.Shim arwedge ir -EXP�RES. 12/31/2016 5.CompuTrus hes no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWICA 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./CompuTms Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1317,EBR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-276) 900 3-11=(-165) 146 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1239) 438 11-12=(-235) 671 11- 4=(-107) 373 3- 9=(-1057) 427 12-10=(-288) 905 11- 6=(-180) 148 LOADING 4- 5=( 0) 0 6-12=(-178) 141 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9- 6=1 -786) 383 8-12=(-125) 374 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1 -786) 375 12- 9=(-171) 164 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1058) 429 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1236) 444 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -229/ 1065V -133/ 141H 5.50" 1.70 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 6.0" -183/ 944V 0/ OH 5.50" 1.51 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 = 0.025" @ 11'- 3.0" Allowed = 1.079" 9-11-11 2-06-10 9-11-11 MAX TL CREEP DEFL = -0.048" @ 11'- 3.0" Allowed = 1.439" ( l' f f MAX HORIE. LL DEFL = 0.010" @ 22'- 0.5" 4-00-09 3-09-01 2-02 1-03-15-03-05 2-02 3-09-01 4-00-09 MAX HORIZ. TL DEFL = 0.016" @ 22'- 0.5" T T T T T T T T f 8-00 / 8-00 Design conforms to main windforce-resisting A T 5 7 'I f system and components and cladding criteria. 12 12 Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 7 M-9X6 N 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, M-3x9 9 6 End vertical(s) are exposed to wind, G 6 Truss designed for wind loads A •in the plane of the truss only. M-1.5x3 M-1.5x3 3 o o .1 *MMINMwmmmmiNINEINIMMMMMmm...amomimmommmm'w4 2441 o 1 11 I M-3x4 0.25" M-3x8 M-3x4 **10 0 M-7x8(S) y • y y y .,` r P --�A7-07-15 7-02-03 7-07-15 �t - . S.._U -.y )' y �1 1-00 22-06 '4'97- 82 82.PE- fir", JOB NAME : POLYGON 3410-D NH - B2 . Scale: 0.2383 WARNINGS: GENERAL NOTES, unless otherwise noted: '�i Truss^ B2 1.Builder and erection contractor should be advised of all General Notes t This design S based only upon the parameters shown and is for an Individual If OREC.3()AI and Warnings before construction commences. building component Applicability of design parameters and proper F OREGON N. 2.204 compression web bracing must be petalled where shown 0. incorporation ofcomponent isthe respondb toyormebuildngdesigne7 .r 2 �e�' 3.Additional temporary bracing tonsure stability during construction 2.Design ed at 10 the top and bottom chords tobe throu ally brecetlat is the responsibility of the erector.Additional permanent bracing of Y o.c.and at sheathing -such 55 plywoodly unless braced throughout their length by DATE: 10/26/2015 the overall structure s the responsibility of the building designer. continuous iepactrdgsm oBatehasg reuired,lrere eoweO tlrywell(BC). 'L /y � �� 4.No load should be a I d to penen 3.2x Impact britlgmg or laterel brat ng required where shown++ P SEQ.: K 14 8 7 3 5 2 applied e any component until after all bracingand 4.Installation of truss Is the responsibility of the non-corrosive contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonrurrosive environment, --- - TRANS ID: LINK design loads be applied to any component. anaarekr dry condition.Druse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if 12/31/2016 fabrication,handling,shipment and Installation of components. ry' I,� EXPIRES: . 6.This design Is furnished subject to the limitations set forth by 7.Designassumesbesc ted neoface is truss, (Detober 27,2015 8.Plates shall a with on both races of truss,and placed w their center TPWVECA in BCSI,copies of which will be furnished upon request. lines coincide wim joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CumpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1562) 5593 13- 3=( -240) 925 8-19=(-2001) B49 2x6 KDDF #1&BTR T2 2- 3=(-7271) 2077 13-14=(-1344) 4516 13- 4=( -203) 1216 9-19=( -436) 1793 • BC: 206 KDDF #1&BTR LOADING 3- 4=(-6598) 1940 14-16=(-1878) 5729 4-14=( -296) 134 19-10=( -126) 251 , WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5309) 1772 15-17=) -66) 198 14- 5-( -536) 2084 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4271) 1465 17-18=(-1811) 5535 14- 6-(-2145) 904 2x4 KDDF #1&BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 6'- 0.0" TO 26'- 0.0" V 6- 7=(-5724) 2070 18-19=(-1633) 5041 6-16=( -59) 679 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-5080) 1843 19-11=(-1107) 3677 15-16=( 0) 144 TC LATERAL SUPPORT <= 12"01. UON. BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3800) 1313 16-17=(-1747) 5368 BC LATERAL SUPPORT <- 12"OC. UON. 9-10=(-4779) 1584 16- 7=( -117) 278 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11-(-4870) 1558 17- 7=( -400) 384 TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 7-18=( -734) 292 NOTE: 2x4 BRACING AT 24"OC UON. FOR 18- 8=( -115) 749 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" '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" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.244" @ 17'- 4.5" Allowed - 1.654" MAX TL CREEP DEFL - -0.488" @ 17'- 4.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL - 0.125" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 f 2-07-042-05-112-10-124-01-13 5-03 4-08-03 3-11-10 3-11-12 3-11-15 Design conforms to main windforce-resisting T f < ir597.30# T f f 1597.30# T ' system and components and cladding criteria. 12 12 M-5x10 M-5x8Wind: 140 mp h, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00177 5 M-3x8 M-3x8 =M-4x4 Q• 9.00 6 7 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ar Al. load duration factor=1.6, M-3X5 End vertical(s) are exposed to wind, 4 Truss designed for wind loads M-1.5x3 in the plane of the truss only. M-1.Sx9� + o M-5x12 /Ir vl, $ 13 19 --- '`�, oI / M-7x100 M-9x8 M-115x3 M-9x12 0.25;'' M-3x10 M-3x10 ro o M-3x4+ o M-7x10 0 M-3x4+ 3.75 M-7x8(S) 12 J' ' k k y y k b 2-05-08 1-0D-05-08 5-01-01 6-08 4-08-11y 9-11-08 4-06-07 22-10-08 B-03 7-06-09 y 00 �r.5� PROFE.• ", 12-01-08 1-00 34-00 21-10-08 ,� .4.„-i4G[P447 .l5f' `t 89782PE JOB NAME : POLYGON 3410-D NH - C1X .• .-� -..� Scale: 0.1477 , •mole WARNINGS: GENERAL NOTES, unless otherwise noted . OREGON VIV �k Truss C1X 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual -f1 and Warnings before construction commences. building component Applicability of design parameters and proper Q _ 2.2a4compreesion web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,�}' �'}� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at T� ��>�f- "� 1' A.s(jYa�- Is[ha raspons lolly of the erector.Additional permanent bracing of 2'o c.and a110 o.c.respectively unless braced throughout their length by ` . . DATE: 10/26/2015 the overall structures the responsibility or the buildingdesl continuous suchasbating re aired omenes ownandr0arywan(Bc). A�til. �`_ goer. 3.In Impact bridging or lateral bracing required whereshown++ - V SEQ.: K 14 8 7 3 5 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, " TRANS I D: LINK design bads be applied to any component. and are or cry condition-mase. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full baa ring at all suppodsshown.Shimorwedge it EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate Is providetl. OcLouer 27,2015 8.This design Is furnished sub(ect to the limitations set forth by 8.Plates shall be located d onon both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with)pint center lines. 9.Digits indicate stie of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7(1 L)Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 39-00-00 GIRDER SUPPORTING 10-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1070) 5622 13- 3=( -119) 950 10-19=(0) 130 BC: 2x6 KDDF #15BTR 2- 3-(-7340) 1506 13-19-(-1068) 5610 3-14=( -980) 166 WEBS: 2x9 KDDF STAND LOADING 3- 9=(-6592) 1928 14-15=(-1050) 5792 19- 9=( -779) 3616 LL = 25 PSF Ground Snow (Pg) 9- 5-(-5239) 1189 15-16=( -850) 5162 19- 5=(-2920) 500 TC LATERAL SUPPORT <= 12"OC. UON. TO UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 39'- 0.0" V 5- 6=(-5882) 1312 16-17=( -850) 5162 5-15=( -412) 2222 BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 100.0)+DL( 88.0)- 188.0 PLF 0'- 0.0" TO 11'- 0.0" V 6- 7=(-3834) 828 17-18-) -556) 3764 15- 6=( -386) 1402 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 39'- 0.0" V 7- 9=(-3312) 729 18-19=( -516) 3376 16- 6=( 0) 492 B- 9-) 0) 0 19-11=( -516) 3376 6-17=(-2214) 498 NOTE: 2x4 BRACING AT 29"00 UON. FOR @@ADDL: BC CONC LL+DL= 3392.0 LBS @ 11'- 6.0" 9-10-)-9204) 856 17- 7=( -310) 1729 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-9426) 790 7-18=(-1958) 910 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 68 9-18=( -438) 2272 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18-10-) -210) 200 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1127/ 5353V -195/ 195H 5.50" 8.56 KDDF ( 625) ( 2 ) complete trusses required. 34'- 0.0" -577/ 3102V 0/ OH 5.50" 9.96 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN @@ HANGER BY OTHERS TO APPLY CONC. nails staggered: LOAD(S)EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/I60 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.090" @ 11'- 7.7" Allowed = 1.659" MAX TL CREEP DEFL = -0.286" @ 11'- 7.7" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = -0.026" @ 33'- 6.5" 0-09-09 MAX HORIZ. TL DEFL = 0.063" @ 33'- 6.5" 1-'r 9-11-11 13-05-10 10-06-11 f 1' 1' ' Design conforms to main windforce-resisting 5-02-05 4-09-06 1-04-09 5-07-12 5-07-12 0-09 4-07-05 5-02-05 system and components and cladding criteria. T T T T T T T T T T 10-00 Wind: 140 mph, h-23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 M-5x8 M-3x1 M-4x6 12 End vertical(s) are exposed to wind, 9.00 V q M-3x5 M-3x8 5 6 7 N9.00 Truss designed for wind loads 0/ ",� in the plane of the truss only. M-3x9 NII ,Mo -3x4 3 +,////71 + 0 0 // B - x8 M-7 �.(SS" M-3x4 M-3x8 M-1.5x3 M-3x5„r ! o) PRor 13 1 15 1 17 18 19 M M-3x8 M-1.5x3 M-3x8 yy r c o ai1r3392# ,-G° �w ' E. / .:. y y b �YY l y 1' b 1' �r+;-t%°' i� 5-00-09 4-07-05 1-11-13 5-04-04 5-04-04 1-11-13 4-07-05 5-00-09 y y . V - 1-00 34-00 1-00 - - :.9782 P-E A-- JOB NAME : POLYGON 3410-D NH - C2GIRD .r Scale: 0.1602 'W. / AVM WARNINGS: GENERAL NOTES, unless otherwise noted 4,. 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands for en Individual 7' OREGON c3,.. Q, Truss: C2GIRD and Warnings be fore construction commences building component.Applicability of design parameters and proper n rt 2.2z4 compression web bracing must be Installed where shown 4. incorporation of component Is the respons D IM1y of the building designer. +(f 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced at •.E"1 d i{�,,' is the responsibility of the erector.Additional permanent bracing of 2 o c.and at 10 o.c.rsush es ply unless braced throughout their length by T v v DATE: 10/26/2015 the overall structure is the responsibility of the buiidin designer. continuoussheathinglater lbacing requiredd iwhere shown) rtlrywall(BC). R '"+1. '�' _ pone N g g 3.2x Impact bridging or lateral bracing where shown«« l.7 L SE Ki4 8 7 3 5 5 4.No load should be applied to any component until alter all bracing and 4.Installation of tussle the responsibility of the respective contractor. 4' fasteners are complete and at no time should any beds greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. p �+v TRANS I D: LINK 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge i( E y PI RES: 12/S1/2016 necessary. A fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIlMCA In SCSI,copies of which will be furnished upon request. lines coincide wkh Joint center lines. S.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTnus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&DTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2159 12- 3=( O) 331 8-18=(-113) 635 BC: 2x9 KDDF #1&BTR SPACED 29.0" D.C. 2- 3=(-2898) 589 12-13=(-271) 1630 12- 4=(-138) 618 18- 9=(-221) 212 WEBS: 2x9 KDDF STAND 3- 9=1-2569) 627 13-15=(-206) 1599 9-13=(-321) 203 LOADING 9- 5=(-1832) 993 14-16=) 0) 0 13- 5=(-211) 858 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1911) 999 16-17=( -9) 58 13- 6=(-529) 187 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-1595) 993 17-18=(-236) 1632 6-15=( -98) 316 TOTAL LOAD = 92.0 PSF 7- 8=(-1299) 929 18-10=(-316) 1431 16-15=( 0) 82 8- 9=(-1719) 460 15-17=(-229) 1585 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1991) 479 15- 7=(-159) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 17- 7=( -78) 138 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-18=(-507) 162 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 BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.97 KDDF ( 625) 34'- 0.0" -227/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) 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 = -0.092" @ 17'- 9.5" Allowed = 1.659" MAX TL CREEP DEFL = -0.185" @ 17'- 9.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 9-11-11 14-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 2-07-04 3-06-05 3-10-02 2-01-13 5-03 6-07-13 4-10-11 5-01 T , T .f T T T T T 12 12 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 9.00 7 5 14-3x4 M-3x8 N 9.00 6 .7./ err , Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3X4 End vertical(s) are exposed to wind, 9 Truss designed for wind loads M-1.583 in the plane of the truss only. •t M-1.5x3 3 oM-4x4 \iw.x." NN v, to -, -I' M-3x9+ 3 I 1`6. L *cma 1 M-3X8 0 1411'16. 9 16 17 18 • 1 to M-3x9+ o M-588 M-586 0.25" M-385 io M-5810 M-5x8(S) o a 3.75 M-1.5x3 12 y yb b b b b b l ls) P R pF� -os-oey 7-02-07 1-osl ®1-lz 4-11-08 7-01-05 9-07-15 1-0y y y-05-08 8-08 22-10-08 y 00 �?�N � / 12-01-08 1-00 21-10-08 - 'F 1-00 34-00 y y :t::.: :--9782PE ,. 1-00 JOB NAME : POLYGON 3410-D NH - C2X r' Scale: 0.1609 • WARNINGS: GENERAL NOTES, unless otherwise noted: .1-7 0-EGON (N_ 1.Builder and erection contractor should be advised of all General Notes I.This designs based only upon the parameters shown ands for an Individual -""' ray. Truss: C2X and Warnings before construction commences bolding component Applicability of design parameters and pro /k �jy/ . /may" 2.2x4 compression web bracing must be Metalled where shown if. incorporation of component is the responsibility of the building designer. �TT r { � � js"" 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at PAUL IS the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o c respectivelyply unless braced throughout their length by DATE: 10/27/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing required where shown++ •• S EQ.: El4 8 7 3 5 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK desgnloaaebeappedmanycomponem. and are fordrycondirun'.of use. EXPIRES: 12/31/2016 Trus has 6.DesignassumesNllbearingataOsupponsshown.Shimorwetlgelf 5.ComOctober 27,2015 pu responsibility for slaty fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design s furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BEST,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ENR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-227) 1544 10- 3=( 0) 250 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-1981) 425 10-11=(-228) 1543 3-11=(-368) 203 WEBS: 2x4 KDDF STAND 3- 4=(-1602) 464 11-12=(-161) 1390 11- 4=(-140) 607 LOADING 4- 5-(-1185) 438 12-13=(-161) 1390 11- 5=(-403) 102 TC LATERAL SUPPORT 4- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1185) 438 13-14-(-263) 1460 12- 5=( 0) 285 BC LATERAL SUPPORT 4- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1602) 464 14- 8-(-262) 1462 5-13=(-402) 102 TOTAL LOAD = 42.0 PSF 7- 8=(-1981) 424 6-13=(-140) 607 8- 9-( 0) 68 13- 7=(-368) 202 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) 7-14=( 0) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -239/ 1542V -234/ 234H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -239/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.D" Allowed = 0.133" MAX LL DEFL = -0.068" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL - -0.140" @ 17'- 0.0" Allowed - 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.036" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 11-11-11 10-00-10 11-11-11 Design conforms to main windforce-resisting ,r < 4' 4' system and components and cladding criteria. 6-02-12 5-08-15 5-00-05 5-00-05 5-08-15 6-02-12 ,r T T T T T 4' Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 9.00 177 M-4x6 6 M-3x8 M-4x6 Q 9.00 00 End vertical(s) areexposed to wind, NW 4 5 Truss designed for wind loads W in the plane of the truss only. M-3x4 M-3x4 3 } 0 /1" o ,-i ti 110 1I 12 ' 13 14 9 I -1M-3x5 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x5 F. I 0 M-5x6(S) 4�� r'. 6-01 5-06-15 5-04-01 5-04-01 5-06-15 6-01 y y r,,..--.4•%; '"((j- �N �j 1 . )' 9 1-00 34-00 1-00 89782PB - , JOB NAME : POLYGON 3410-D NH - C3r . Scale: 0.1727 r. • - L • �. WARNINGS: G. hRAeiNOTES, any ss uponhrwise e • �� OREGON 'aI 1.Budder and erection contractor should be advised of all General Noes 1.This design s based only upon the parameters shown and is for an individual t ^� Truss: C3 and Warnings before construction men Ca. building component.Applicability adesign parameters and proper �f• (j4 2.2x4 compression web bracing must be installed where shown s. Incorporetmn of component k the responsibility of the building designer. Y ' 6: 3.Additional tem brown to insure stability Bunnconstruction 2.Design assumes the top and bottom chords to be laterally braced at �p - { ti temporary g y g 2 o.c.and at 10 o.c.respectively unless braced throughout their length by -ir • V is Me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �l� iii DATE: 10/26/2015 the overall structures the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown s.- SEQ.: �"7-V 1- �l- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • S E Q.: K 14$7 3 5 7 fasteners are complete and at no time should any Wads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, aition'of use. TRANS I D: LINK design loads be appl ed to any component. 6 Ds gn assumes Nare for rety O beefing al all supportsshown.Shim or wedge if 5.CompuTrushas nocontrol over and assumes noresponsibility for the nee ryu l,� EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OCto Ver 27,2015 6.This design is furnished subject to the limitations set forth by 6.Plates shat be located on both faces of truss,and placed so their center TPVWICA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=1-499) 2175 19- 3=( 0) 331 BC: 2x4 KDDF #1&BTR SPACED 24.0•' O.G. WEBS: 2x9 KDDF STAND 2- 3=(-2898) 727 19-15=(-381) 1643 14- 4=(-150) 620 3- 9=(-2569) 758 15-17=(-338) 1599 9-15=(-321) 179 LOADING 4- 5=(-1832) 619 16-18=( 0) 0 15- 5=1-244) 858 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-) 0) 0 18-19- BC LATERAL SUPPORT <= 12'•00. CON. =( -13) 58 15- 7=(--54) 222 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1911) 539 19-20=(-361) 1632 7-17=( -54) 331 TOTAL LOAD = 42.0 PSF 7- 8=(-1595) 601 20-12=(-401) 1931 18-17=( 0) 82 8-10=(-1299) 511 17-19=(-350) 1585 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 8=(-176) 82 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1719) 576 19- 8=( -78) 138 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1941) 590 8-20=(-518) 182 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 68 10-20=(-122) 635 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 '•oc spacing. 0-01-13 fr VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 10-00-10 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" .r MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-07-04 3-06-05 3-08-01 2-02 5-03 4-07-13 f2-02 4-08-11 5-01 MAX TL CREEP DEFL = -0.1185" @ 17'- 4.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100•' MAXTL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 10-00 10-00 l' f f MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 12 M-3x4 9 12 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9.00 M-4x6 N 9.00 M-3x8IIIIIIIIIIIM-4x6 7 e 0 ::::::':;;;;:;; ;;;;;;:iCeL'ad:::2olw:Ei-:::77-LS(Dir)' rmso mainwindfoce-resistingemscompoents andclading criteria.M-3x4Wind: h23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, s), Eclosed, Cat.2ExP.6, MWFRS(Dir),M-1.5x3 n fator=l.6,�-; + 1l(s) are exposed to wind, Truss designed for wind loads M-1.5X3 in the plane of the truss only. 3 o �M-4x4 c. 13 :+. v, 1 17 M-5x10 its _ ' m ee y M-3x4+ M-3x8 cs 16 18 19 20 3 0 I M-3x4+ o M-5x8 M-5x6 0.25" M-3x5+ 1 .73.75 M-1.5x3 M-5x6(S) o 12 b )' ) b b b y . y y-o5-oey 7-02-07 1-osry®1 -lz 4-11-0e 7-01-05 oe os 9 o7-1s i oo (a d/�' � `'1 1-0y-O5-08 8-08 12-01-08 1-00 21-10-08 1-00 34-00 1-00 - 89782PE • JOB NAME : POLYGON 3410-D NH - C3X � '1 • Scale: 0.1609 ow WARNINGS: GENERAL NOTES, unless otherwise noted: 17 OREGON r1 Truss C3X 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an Individual O • and Warnings before construction commences building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be Installed where shown 4. incorporation of components the responsibility of the building designer. ��fyyqq 2 Design assumes the lop and bottom chords to be laterally braced at . �� 3.uddBealtemporary bracing to Insure stability during construction PAUL ^ is the responsibility of the erector.Additional permanent bracing of Cn.c.and at l0 oc respectivety unless braced throughout their length by �+'- DATE: 10/27/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). SE K1487358 4.No load should be applied to any component until after all bracing4.In Impact of dging or thterelbrang r of thewhpresheeen•a 4•: ponenand 4.Design s of es trusses isms responsibilityrtue of the o-c rros contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses era to be used in a non-corrosive environment, �/ TRANS ID: LINK design loads baapplied taany component. and are for"drycondnlon'or use. -EXPIfRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Designassumesfull bearing at all supports shown.Shim or wedge If EXP RGJ rC/ G� fabrication,handling,shipment and installation of components. "' October 27,2015 6.This design is furnished t ished subject to the limitations set forth by 7.Design assumes adequate rain ge isprovided. 8.Plates shall be located on both faces of truss,uss,e and placed so their center TPI/WICA in BIB,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E S.Digits Indicate size or plate In inches. 1o.For basic connector plate design values see ESR-1311,ESR-1 008(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2- 9-(-210) 1513 9- 3-( 0) 293 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-1962) 415 9-10=(-210) 1512 3-10-(-477) 245 WEBS: 2x9 KDDF STAND 3- 4=(-1502) 458 10-11=(-123) 1096 10- 4=( -87) 457 LOADING 4- 5=(-1086) 435 11-12=(-290) 1442 10- 5=(-1 ) 130 TC LATERAL SUPPORT <- 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1508) 460 12- 7=(-239) 1443 5-11=( -81) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-1962) 415 11- 6=(-472) 245 TOTAL LOAD - 42.0 PSF 7- 8-( 0) 68 6-12-) 0) 291 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ DRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED 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" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.077" @ 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.146" @ 20'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL - 0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL - 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 7-02-12 6-08-15 6-00-10 6-08-15 7-02-12 Design conforms to main windforce-resisting T f f f f f system and components and cladding criteria. 12 12 M-4x6 M-5x6 Wind: 140 mph, h=29.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,9.00 9.004 (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-5x8(S) M-5x6(5) 0.25" 0.25" 6 o ,4UUULN 1 -3x5 M-1.5x3 M-3x8 M-3x4 M-1.5x3 M-3x5 1 M-3x5(5) y y l y y y y � PkRF 7-01 6-06-15 6-09-15 6-05-03 7-01 A , * y � - _ x-, IN • . 16-00 18-00 - � v + A ' 0 yy 1-00 34-00 1-00 - 89782 P E 1.` • • JOB NAME : POLYGON 3410-D NH - C4 Scale: 0.1602 • '1 i WARNINGS: GENERAL NOTES, unless otherwise noted. Sr"' -- 1.ButderendeneOtion cantnautor should be advisod of all General Notes 1.This design Isbased only upon the parameters shown and sfor anIndividual _ ,OREGON Q'. Truss: C4 and Warnings before construction commences. building component Applicability of design parameters and proper /�f I fy� 2.2x4 compression web bracing must De installed where shown+. incorporation of component s the responsibility of the building designer.' - jt1�j-y,;, '4 3.Additional temporary bracing to Insure stability during construction 2 Desgendslstemp and bosom chortle to be througaterallyhout braced at r� 7 is the responsibilityf the erector.Additional permanent f 2o.c.and a110 o.c.respectively unless bracedthroughou[their length by o permanen o continuous sheat ng such as plywood eheathing(TC)and/or drywall(BC). MAUL R' DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. G 2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K14 8 7 3 5 9 fasteners are complete and at no time should any mads greater than s.design ass"meeb"saes are m ee rises n a non-corrosive environment, and are for dry condition"of use. design maga be applied to any component.TRANS ID: LINK s Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: t21$i1 01fs 5.CompuTrus hes no control over and assumes no responsibilityfor the necessary. I, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 6.This design is mmished subject to the limitations set forth by B.Plates than be located on both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be fumished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-131I,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1,0TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11-(-314) 1519 11- 3-( 0) 293 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1962) 527 11-12=(-314) 1517 3-12=(-477) 232 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 569 12-13=(-155) 1096 12- 4-( -75) 466 LOADING 4- 5=( 0) 0 13-14=(-334) 1442 12- 7-(-141) 146 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF 4- 7=(-1086) 517 14- 9=(-333) 1443 7-13=( -73) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 13- 8=(-472) 232 TOTAL LOAD = 42.0 PSF 7- 8=(-1508) 571 8-14-) 0) 291 8- 9=(-1962) 527 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 BAG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 2748 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) {COND. 2: Design checked for net(-5 psf) uplift at 24 "or 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 = 0.080" @ 20'- 0.0" Allowed - 1.654" MAX TL CREEP DEFL = -0.146" @ 20'- 0.0" Allowed = 2.206" 15-11-11 2-00-10 15-11-11 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" f .. f ,r 7-02-12 6-06-15 2-022-00-10 2-02 6-06-15 7-02-12 MAX HORIZ. LL DEFL = 0.034" @ 33'- 6.5" .r f ,f ,r ,r ,r ,r MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" l 14-00 / A 14-00 '�, 5 6 f 12 12 Design conforms to main windforce-resisting 9.00 M-4x64 M-5x6 N9 OO system and components and cladding criteria. ,1r• Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-5x8 S 4IllIll M-5x8(S) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" �V • �C /4116Ni IL\ 0 __ MM a ,I 0 11 12 13 14 • I I -3x5 M-1.5x3 M-3x8 M-3x4 M-1.5x3 M-3x5 0 0 M-3x5(5) rrR O r J‘ 7-01 y 6-06-15 y 6-09-15 y 6-05-03 y 7-01 y •4Lv P R o/'�`S b 16-00 y 18-00 y y .Gtr �� /�� 1-00 34-00 1-00 JOB NAME : POLYGON 3410-D NH - C5 /// Scale: 0.1602 � ./� t� WARNINGS: GENERAL NOTES, unless otherwise noted: �� ©� It Trus s C 5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s kr an individual Q^• and Warnings before construction commences building component.Applicability of design parameters and proper r� ('� 2 • 2x4 compression web bracing must be installed where shown i incorporation of component s the responsibility of the building designer. � V -y I3. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at � .�iiy. t!YY - is the responsibility of the erector.Atld tional permanent bracing of Y 04.and at l0 o.c respectively unless braced throughout their length by T ` '['' DATE: 10/26/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required In ere s and/or drywall(BC). �` 3. Impact bridging or lateral bracing requaetl where shown s SEQ. : K 14 8 7 3 6 0 4.No load should be ed to any component until afterall greater and 4.Installation of truss is the responsibility of the respective contractor. • fasteners are complete and at no time should any loads greater than 5.Design a es trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied 0 any component. and are assumes r condition.of sae. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if necrosary fabrication,handling. EXPIRES: 12l3'i120'1- shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center TP WIICA 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,Ina/CompuTrus Software 7.6.7(1 L)-E tO.For basic connector plate design values see ESR-13t 1,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10-(-215) 1640 3-10-(-246) 209 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1946) 912 10-11-(-153) 1379 10- 4-1 -60) 972 WEBS: 2x4 RODE STAND 3- 4=(-1748) 960 11-12=(-153) 1259 4-11-(-615) 289 LOADING 9- 5-(-1271) 955 12- 8-(-229) 1932 11- 5-(-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-1748) 460 6-12=( -60) 473 TOTAL LOAD - 42.0 PSF 7- 8=(-1946) 412 12- 7=(-246) 204 OVERHANGS: 12.0" 12.0" 8- 9-( O) 68 LL - 25 POE' Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.97 KDDF ( 625) 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.198" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" T 1 , MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed - 0.133" / 5-10-14 / 5-06-09 / 5-06-09 / 5-06-09 5-06-09 / 5-10-14 / MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" I MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 9.00 7 M-4x6 9.00 4.0" Design conforms to main windforce-resisting 5 ,1u. system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 19-5x6(S) i-5x6(S) M-5x6(S) load duration factor=l.6, End vertical(s) are exposed to wind, 0.25" Ni.:5" Truss designed for wind loads in the plane of the truss only. 9 M-1.5x33 Alpp,.r-1 .5x3 0 0 ti ti m 1 ee 10 11 12 p �i wM-3x5 M-3x4 M-5x6(5)' M-3x4 M-3x5 I �CD 0 D. P R PROF-E• • y Y )' I' „`cam NG1N /� y y 8-08-03 8-03-13 8-03-13 8-08-03 y y �. 4> 1-00 34-00 1-00 $*782PB C' JOB NAME : POLYGON 3410-D NH - C6 _ Scale: 0.1602 a•/ ._� WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and ereoson contractor Should be adwsod or all General Notes 1.This design is based only upon lEe parameters shown and is ton an Indiuldual OREGON Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper 'ft's L r1� - 2.2x4 compression web bracing must be nstalled where shown+, incorporation of component Is the responsibility of Me building designer. .,A�_ �l a-�7 ..,S G. V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at lI ',i.fi t 3 Is the responsibility of the erector.Additional permanent bracing of 2o.c.and at t0 o.c.respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure is the responsibility of the buildingdesigner. continuous Impactsheathing stehesac plywood requirediwheresg(TC)awnntlrywall(BC). � j �] �"1♦�, p ty goer. 3. Impact bridging or lateralsuchbracing shown lJ 1� SEQ.: K1487361 4.No load should be applied to any component until alter all bracing and 4.4.Installation oftru sIn assmes sthhsrrepo sibbe illiitydihnoncortosveenac ty fthe contractor. ment, fasteners are complete and at no time should any loads greater than and are lot "dry condition.of use. TRANS I D: LINK design loads be applied to any component. 6 Design assumes full bearing al all supports shown.Shim or wedge ifCnmp 5.CompuTrushas nocontrol over and assumes noresponsibility for the EXPIRES 12131/2016 fabrication,handling, gcary shipment and installation of components.forth by s.Design s shall b assumes adequate drainage is truss,d. October 27,2015 6.This design Is famished subject to the limitations set forth by B.Plates shall be located on both faces of Truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1058(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2969) 606 1-6=(-579) 2210 6-2=( -246) 1338 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-1892) 932 6-7=(-568) 2182 2-7=( -986) 270 LOADING 3-4=( -202) 228 7-8=(-366) 1342 7-3=( -706) 3166 TC LATERAL SUPPORT <= 12"OC. (JON. 4-5=( -14) 6 3-B=(-2634) 656 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF B-9=( -209) 182 TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUNLL = 25 PSF Ground Snow (Pg) 0'- 0.0" -533/ 2562V -191/ 277N 5.50" 4.10 KDDF ( 625) @@ADDL: BC CONC LL+DL= 1175.0 LBS @ 2'- 0.0" 10'- 0.0" -820/ 3392V 0/ OH 5.50" 5.43 KDDF nails staggered: ADDL: BC CONC LL+DL= 620.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 620.0 LBS @ 6'- 0.0" ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, @@ADDL: BC CONC LL+DL= 1755.0 LBS @ 7'- 0.0" 9" oc in 1 row(s) throughout 2x4 webs. ADDL: BC CONC LL+DL= 999.0 LBS @ 9'- 0.0" ** For hanger specs. - See a pproved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. MAX LL DEFL = 0.015" @ 6'- 9.9" Allowed = 0.454" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.095" @ 6'- 4.9" Allowed = 0.606" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.007" @ 9'- 6.5" Design conforms to main windforce-resisting 3-08-09 2-11-13 2-11-13 0-03-12 ,r system and components and cladding criteria. 12 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 M-1.5x3 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. i r 0 _ Al MI8 o M-3x4 M-1.5x3 M-5x8 M-4x8 y +11758 , +6208 +620#+1755# 1944#, 3-06-13 2-10-01 Y 3-07-010 pRO y 10-00 y � I • S� 89782PE • f- JOB NAME : POLYGON 3410-D NH - CGIRD Scale: 0.2846 -J WARNINGS: GENERAL NOTES, unless otherwise noted Truss CGIRD 1.Builder and erection contractor should beadvised ofall General Notes 1.This design is based only span the parameters shown and is for an individual s.'$7 OREGON 's and Warnings before construction commences building component.Applicability of design parameters and proper (� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /5`� �/ (�y 3.Additional temporary bracing to insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at .. 11.:x_-f4R 7 15 1 �� 's the responsibility 011ie erector.Add onal permanent bracing of 2 o c and at 10 o c.respectively unless braced throughout their length by -19,-/r-* ` • a' _l DATE: 10/26/2015 the overall structure Is the responsibility of the buildingdes continuous sheathing such as plywood sheathing(TC)where shown tlrywall(BC). e ��UL ' V, designer. 3.In Impact bridging or lateral bracing required where shown++ /- SEQ.: Ki4 8 7 3 62 4.No load should be applied to any component until after sA bracing and 4.Installation of truss is the responslbitily of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are forfan drY oond:t:on at use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Des6 ign assumes full bearing at all supports shown.Shim or wedge if �/p� c'�'t !��) fabrication,handling,shipment and installation of components. ry' 4 -Ehl-'R'.CJ-. �G/ =�tl'](�� 6.This design is furnished subject to the limitations set forth by 7.PlaDetes assumes adequate othifceispruss,an October 27,2015 �7 G a7 /GV TPWVECA in BCSI,copiesf which will be furnished upon8.Plates shall be located on both feces of truss,end placed so their canter o request. lines coincide with joint center linea. 9.Diggs indicate sae of MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 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 and Truss-BC TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1-2=(0) 68 2-4=(0) 0 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=(0) 111 BC: 2x4 KDDF #1&BTR SPACED TC LATERAL SUPPORT <= 12"OC. UON. LOADING O.C. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ SRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 P5F LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE' 0'- 0.0" -77/ 269V -19/ 720 5.50" 0.42 KDDF ( 625) • 1'- 10.9" -179/ 226V 0/ OH 1.50" 0.36 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) ** For hanger specs. - See approved plans 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 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 = 0.003" @ 1'- 0.0" Allowed - 0.123" MAX TC PANEL TL DEFL = -0.010" @ 1'- 1.5" Allowed = D.184" MAX BC PANEL LL DEFL = 0.017" @ 4'- 4.6" Allowed - 0.454" MAX BC PANEL TL DEFL = -0.208" @ 5'- 10.2" Allowed = 0.606" 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. 1-11-11 T f Wind: 140 mph, h=19.9ft, TCOL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 9.00 V End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 / I .* g M-3x4 b y l (� 1-00 I PROVIDE FULL BEARING;Jts:2,3,4 10-00 � �1-O FC�� 89'782PE JOB NAME : POLYGON 3410-D NH - CJ1 Scale, 0.5235 WARNINGS: GENERAL NOTES, unless otherwise noted cyam ORE�iON ',- Truss Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 25 !T Truss: CJ1 an ti Warnings Wpm cons pct on commences. building component Applicability of design parameters and proper / /}.` Incorporation of components the responsibility of the building designer. . <> •l �Gv • 2.214 compresston web bracing must be installed where shown*. 2.Design assumes the top and bottom chords to be laterally braced at - ` i 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 1(70.c.respectively unless braced throughout cher length by -dera� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rN � DATE: 10/26/2015 the overall structure is the responslbihly of the building designer. 3.2t Impact bridging or lateral bracing required where shown** SEK1487363 4.No load should be applied to any component until after all bracing end 4.Installation of lases the responsibility of the respecilve contractor. 4• fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, deal loads be applied to t and are for dry condition"of use TRANS ID• LINK design pP any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIR1�.(�. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. EX P Lv ....ion,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center •TFOWICA in 6151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate In Inches. MiTek USA,Ino./CompuTfus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-46) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -23/ 364V -37/ 118H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -220/ 199V 0/ OH 1.50" 0.32 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 85V 0/ OH 5.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/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 = -0.018" @ 2'- 3.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.045" @ 2'- 0.7" Allowed = 0.435" MAX BC PANEL LL DEFL - -0.025" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.268" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 3-11-11 Design conforms to main windforce-resisting f- 'r system and components and cladding criteria. 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 9.00 7 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 0 Truss designed for wind loads in the plane of the truss only. lD i 0 co' O o 0 1 9 M-3x4 1-00 PROVIDE FULL BEARING;Jts:2,3,4 1 10-00 � ANG'" QA) ,'� 89782PE l''. JOB NAME : POLYGON 3410-D NH - CJ2 . • Scale: 0.4860 WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an Individual '$' Truss: CJ2 and Warnings before construction commences building component Applicably of design parameters and proper - ('�2 - 2.2x4 compression web bracing mud be instaIed where shown 4. Incorporation of component is the responsibility of the building designer. „x!J. fe�a� ` -V 2.Design assumes the top and bo 3.Additionaltemporary bracing to insure stability during constructobottomchords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 o.c and at l0 o.c.respectively unless braced throughout their length by ` 10/26/2015 the overall structure is the responsibilityrme buila�n designer. 20lep continuous sheathing such as plywood sheathnp(TC)and/or drywall(BC). AIA+.f I +-.------ DATE: l� o g 3.Zx Impact bridging or lateral bracing required where shown** {,i{� SEQ.: K 14 8 7 3 6 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no rime should any loads greater than 5.Design assumes trusses are to be used Ina non.00rtosive environment, TRANS ID: LINK Eedgn mads beeppfied toe component. and are for"dry common or use. • 5.CompuTrus has no control over and assumes no responsibility for the 0 Dee assumes full bearing at all supporta shown.Shim or wedge if _EXPIRES. 12/31/2016 2/31/201 6 fabrication,handling, ry. I� 0 l "�' shipmentcaotl installation of components.h 7.Design assumes adequate drainage is truss. October 27,2015 6.This design is famished subject to the limitations set fodh by 8.Plates shall be beefed on both faces of truss,and placed so their center TPVWrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,Ino./CempuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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) 68 2-5=(-170) 221 3-5=1-287) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-347) 162 WEBS: 2x4 KDDF STAND 3-4=1-101) 63 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. 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" -78/ 534V -55/ 165H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -114/ 53V 0/ OH 1.50" 0.09 KDDF ( 625) 10'- 0.0" -42/ 268V 0/ OH 5.50" 0.43 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.004" @ 5'- 1.1" Allowed = 0.270" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.178" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX BC PANEL TL DEFL = -0.428" @ 5'- 1.3" Allowed - 0.605" 5-11-11 MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.2" ,r ,r MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.2" 4 -/ M-1.5x3 Design conforms to main windforce-resisting 12I) 3 (j system and components and cladding criteria. 9.00 o 44,, Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End Vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o to I 0 i 5 -/ o l M-3x4 M-1.5x3 y 1-00 y (PROVIDE FULL BEARING;Jts:2,4,5 ] 10-00 y t.D.PRO/j t•' ki ,44:. .r .:9782 E • JOB NAME : POLYGON 3410-D NH - CJ3 Scale: 0.9485 ,_/ AIM. WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an individual . , OREGON) rtF Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper A4. 2.2x4 compression web bracing must be nstaAed where shown*. incorporation of component is the responsibility of the building designer. .V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chortle to be laterally braced at "7,E*k '-1 ' '�J' ^ 2 o.c.and at 10 o c respectively unless braced throughout their length by T `� ' N the responsibility of the erector.Additional permanent bracing of continuous sheathing or such as plywood sheethmg(Te)and/or drywall(BC). - R ' C+'�` DATE: 10/26/2015 the overall structure is the responslbihty of the building designer. 3.2x Impact bridging or lateral bracing required vMere shown r...- SEQ.: .* L S E Q.: Ki4 8 7 3 6 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design loads be applied to any componentand are or dry conditionof 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6 Des ssumesfull bearing etail supports shown.Shim orwedge if EXPIRES: 12/31/2016 necefabrication,handling,shipment and Installation of components. ry 7.Designlsslret b assumes adequate tobocdrainage is provided. October 27,2015 6.This design is furnished subject to the limitations sal forth by B.Plates shall be located on both/aces of truss,and placed so their center TPVWTCA in SCSI,copies of which cell be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek LISA,Inc./CornpuTras Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 68 2-5=(-153) 199 3-5=(-252) 199 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-318) 199 WEBS: 2x9 KDDF STAND 3-9=( -79) 37 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 533V -74/ 213H 5.50" 0.85 KDDF ( 625) LL - 25 POP Ground Snow (Pg) 7'- 10.9" -95/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) 10'- 0.0" -37/ 253V 0/ OH 5.50" 0.90 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D MAX LL DEFT, = -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" 7-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T f MAX TC PANEL LL DEFL = 0.007" @ 2'- 9.3" Allowed - 0.391" 4 MAX BC PANEL TL DEFL = -0.431" @ 5'- 1.3" Allowed - 0.605" MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.2" j) MAX HORIZ. TL DEFL - 0.002" @ 9'- 9.2" Design conforms to main windforce-resisting 9.00 12' system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,y load duration factor=1.6, 'y End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. 0 io , /- Alillki0 I ** 5 0 1 M-3x4 M-1.5x3 J• 1-00 y [PROVIDE FULL BEARING;Jts:2,4,5 10-00 y t(,s • �� {4 Q"" 89 82PE � JOB NAME : POLYGON 3410-D NH - CJ4 • • Scale: 0.4170 ''=1 '.� • WARNINGS: GENERAL NOTES, unless otherwise noted: / (3RECa`©N Truss CJ4 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and Is for an indrvdual and Warnings before construction commences. building component.Applicability of design parameters and proper `} 6, . ,' 2,2x4 compression web bracing must be installed where shown v. ,s,- incorporation of component la the responsibility of the building designer. �+j (f/' ` V 3.Additional temporary bracing to insure stabtlgy during construction 2 Design assumes the top and bottom chords to be laterally braced at � is the responsibility of the erector.Additional permanent bracing of 2'conbnuoo.c,and at l8 o c rsash as plywoodly unless braced throughout their length by ` DATE: 10/26/2015 the overall structure is the responsibility of the building20Impact sheathing such as bracing to sheathing(7C)s and/or tlrywell(BC). PAUL j Rl� pone ty designer. 3.2x bridging or lateral bracing required where shown** n SEQ. : Ki4 8 7 3 6 6 4.No load should be applied to any component until after al bracing and 4.Installation of trues is the responslbllty of the respective contractor. fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for onddion°Drees. 5.CompuTrus has no control over and assumes no responsibility mr the 6.�cesna ssumes mil bearing at ell suppods shown.Shim or wedge if _EXPIRES: J,2/3 j/20�6 fabrication,handing, ry. (�a I-. l '�+l u edismenctc theellmitaitio s set components. 7.Designassumesbe lc ted nedrainagetcio truss,an October 27,2015 6.This design rs furnished subject to limitations set forth by 8.Plates shall be located on both faces of Truss,and placed so their center TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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) 68 2-5=(-199) 235 3-5=(-305) 259 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-364) 170 WEBS: 2x4 KDDF STAND 3-4=(-113) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 558V -93/ 262H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.2" -62/ 288V 0/ OH 5.50" 0.46 KDDF ( 625) 9'- 11.7" -78/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) ** For hanger Specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9-11-11 MAX TC PANEL LL DEFL = 0.011" @ 7'- 8.2" Allowed - 0.379" MAX BC PANEL TL DEFL = -0.428" @ 5'- 1.3" Allowed - 0.605" 4 MAX HORIZ. LL DEFL = -0.003" @ 9'- 9.2" MAX HDRIZ. TL DEFL = 0.003" @ 9'- 9.2" 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, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 V load duration factor=1.6, 1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 ~� ti r` 2 r1 M-3x9 M-1.5x3 1-00 (PROVIDE FULL BEARING;Jts:2,5,4 [10-00 �y .�4. C?G ' 'y782 P E e.. JOB NAME : POLYGON 3410-D NH - CJ5 • Scale: 0.3653 �� g•/ �� WARNINGS: GENERAL NOTES, unless othorwise noted: OREGON1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual el Truss: CJ5 and Warnings before constructon commences buldng component Applicability of design parameters and proper ,d D n� 2.2x4 compressor web bracing must be natalled where shown+. incorporation of component s the responsibility of the building designer. +.(} `� at 3.Additional temporary bracing to insure stability during construction 2 Des gn assumes the top and bottom asschobrads ced be laterally braced en �' 1 is the responsibility of the erector.Additional permanent bracing of 2 o c and at ea10'o c respectively as plywoodly unless braced throughout their length by DATE: 10/26/2015 the overall structure s the responsibilitythe continuous sheathing such as sheath ng(TC)and/or drywall(BC). PAUL ��J ofbalding designer. 3.2x Impact bridging or lateral bracing required where shown++ • SEQ.: K14 87 3 67 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to am component. and are for•dry condition.'or see. S. CompuTrus has no control over and assumes no responsibility for the 8 necessary. essaesign ssumesfullbaaringetaAsupportsshown.Shimorwedgeif EXPIRES: 12/31/2016 fabrication,handling, ry { I� U edismencao theellaaion limitationssetforth components. 8.Design assumes boated on drainage Is truss, October 27,2015 6.This design is furnished subject to sal fodh by 8.Plates shall be on both races of truss,and placed so their center TPIIWTCA in BOB:,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate see of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITA) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 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: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.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. 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 Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 3-01-04 0-03-12 < T 1' 12 9.00 17. M-1.5x3 3 4 —/ 111 0 I N i 2o ti � ti f �aaww I W M o 1 ..E Mgr A M-3x4 M-1.5 5x3 l y y 1-00 3-05 mac,, - ��w ,4 At- 8*782PE .tee JOB NAME : POLYGON 3410—D NH — D1 / �d \ Scale: 0.6603 .. •'a-/' 1.' WARNINGS: GENERAL NOTES, unless otherwise noted � t Truss D1 I.Builder and erection contractor should beadvised atall General Notes 1.This deaigs s booed only span the parameters shoan end is for an individual OREGON '••• and Warnings before construction commences. building component.Applicability of design parameters and proper O 2.2x4 compression web bracing must be installed where shown.. Incorporation of component s the responsibility of the building dewgner. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords be laterally braced at 3. R1Y,+q4� �t,� _ is the reapnns blty of the erector.Additional permanent bracing of 2 o c and a110 o.c.respectivaN unless braced throughout thea length by 17i/,... ` {�{// DATE: 10/26/2015 the overall structure is the res onsibiA continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��a. p ty of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ i j SEQ. : K 14 8 7 3 7 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. PA+✓ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are to,"dry mnditlo,r ogee. 5.CompuTrus has no control over and assumes no responsibility for the 8 Designecassumes lull bearing at all supports shown.Shim or wedge if c�y/ ES�t Y�J3/� /{ (, fabrication,handling,shipment and Installation of components. nary 'EXPIRES:R EJ• '�2/aJ�120' y+' e.This design is furnished subject to the limitations set forth by 8.Designlscall besatled oneoth face ispruse and 27,2015 8.Plates shall be located on both faces of truss, placed so their center TPIAMCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B.Digits indicate sue of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-49) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 RODE ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.19 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 c '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 = 0.004" @ 2'- 0.1" Allowed - 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed - 0.143" MAX HORIZ. LL DEFL - -0.000" @ 3'- 9.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 9.3" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o End vertical(s) are exposed to wind, ea Truss designed for wind loads i in the plane of the truss only. N O 41 N m1 1 m o 1 2►EII4* 1 0 M-3x4 b b b 1-00 3-05 (PROVIDE FULL BEARING;Jts:2,4,3 I 4�� n'R}c0/�1.`[` . 89182PE JOB NAME : POLYGON 3410-D NH - D2 . Scale: 0.8868 .. . WARNINGS: GENERAL NOTES, unless otherwise noted: �'A ^' 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an Individual _ • , OREGO•N r� a.�. Truss: D2 andWaml ga before construction commences. building component.Applicability of design parameters and proper `//�� r6 2.2v4 compression web bracing must be Installed where shown*, incorporation of component s the responsibility of the building designer. - �+�, 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and benom chords lobe laterally braced al _( Is the responsibility of erector.Additionalpermanentof 2o.c.and at to o.c.respectively unless braced throughout their length by V p ty o bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL �� DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** +,e SEQ.: K 14 8 7 3 71 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used Ina noncorrosive environment. assign mads be applied to any cemponent and are for dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility bilk for the 6 Designassumesullbeeingatallsupportssh°"".Bhimorwetlgeif EXPIRES: 12/31/2016 spans y ry_ L L� EXPIRES:�7 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCS1,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DD F/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 1-2=( 0) 68 2-9=(0) 0 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 15717 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 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/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 = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.359" MAX BC PANEL TL DEFL - -0.078" @ 4'- 4.8" Allowed - 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" T 1' 12 Design conforms to main windforce-resisting 9,00 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, 3 -/ Truss designed for wind loads in the plane of the truss only. q, 0 0 ti o ,_ ra I T f- o �9 M-3 x4 y y 1-00 PROVIDE( FILL BEARING;Jts:2,3,4 8-00 y :9782PE fir- JOB NAME : POLYGON 3410-D NH - J1Alir i Scale: 0.5751 MAIO WARNINGS: GENERAL NOTES, unless otherwise noted: �i 'e2 Truss• Jl Builder and erection conro or should be advised of all General Notes This design sbacetlonly upon the paremeesshown and sfor an ntlrvldoel OREGON and Warnings before construcho commences building component.Applicability of desgn parameters and proper T�/sem �y. 2.254 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. �'*" Z. ` • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' � 1G1 y,�..'''A- ''''' '4-..,-..' q .�.�y�, _ is the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o.c.respectrvety unlese braced throughout their length by /�. T T 7 S S�a. DATE: 10/26/2015 the overall structure is the responsibility ---..:'continuous sheathing such as plywood sheathing(TC)and/or tlryvrall(BC). T p ty of the building ng des gner. 3.2x Impact bridging or lateral bracing required where shown++ • SEQ.: K1487372 4.No load should be applied toany component until after all bracing and 4.Installation of truss is the responsibility ot the respectNe contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a noncorrosive environment, • TRANS ID: LINK des gn bads be applied to any component. and are for"dry condition..of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shone.Shim or wedge if v C�'v Y}JI�y{)Y� �+ fabrication,handling,shipment and installation of components. ry' } A�'�G�. 1LfJ'IJG016 6.This design is furnished subject to the limitations set forth by T.Designlsshaltb assumes adequate ne othlf c e is truslsa October 27,2015 �J 8.Plates shall a located ice both(etas of truss,and placed so(heir center TPIMryCA in BCS(,copies of Which will be furnished upon request. Ines coincide with joint centerlines. MTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-t 588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING SC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 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 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.178" MAX BC PANEL LL DEFL - -0.017" @ 3'- 6.6" Allowed - 0.354" MAX TC PANEL TL DEFL - -0.032" @ 2'- 2.2" Allowed - 0.435" MAX BC PANEL TL DEFL - -0.116" @ 4'- 4.8" Allowed = 0.472" 3-11-11 l MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 177 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M o i I o 4 M-3x4 J, Jr Jr 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 4,1 VPROFS. e9'782PE c • JOB NAME : POLYGON 3410-D NH - J2i Scale: 0.5501 ";, WARNINGS: GENERAL NOTES, unless otherwise noted: �`!f OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q Truss: J2 and Warnings before construdlon commences. building component.Appicabildy ofdesign parameters and proper r • � ') 2.2x4 compression web bracing must be nataII d where shown+. incorporation of component s the responsibilitythbe I he building designer. • �{a�- 's*q RY 1 v 3.AddBmnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be lalaralty braced at M 2 o c.and at 10'o c respects • ply unless braced throughout their length by 2 V is the responsibiRry of the erector.Additional permanent bracing of continuous sheathing such as plywood Sheathing(TC)anNor drywall(BC) I� AA.Ut ```_' DATE: 10/26/2015 the overall structures the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEK1487373 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be applied to any component and are for dry condition"of use. c��//p (� ��+'+�r TRANS ID: LINK6.Design assumes full bearing at all supports shown.Shim or wedge f E-XPIR J. 12/31/2016 • 5.CompuTrus has no control over and assumes no responsibility for the necessary. /�+ {k,� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. OCIOI.. 27,2015 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate We of plate In inches. MITek USA,Int./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #165TH LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 14165TH SPACED 29.0" O.C. 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 WEBS: 2x9 KDDF STAND 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 LOADING 3-9=( -28) 90 3-7=(-168) 76 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZBIG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.Il9. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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/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 = -0.007" @ 2'- 9.4" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" 3-11-11 MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" ,r MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" T MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 7 4 Design conforms to main windforce-resisting ,A' system and components and cladding criteria. M-4x6 Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, O End vertical(s) are exposed to wind, nip Truss designed for wind loads I in the plane of the truss only. N o f-- it 0 7 �� y III��RIII M-1.5x4 1 o �� M6-3x9 0 1 M-3x9 M-3x5 y y y b 2-03-12 4-11-04 J" .J. 0-09 y y 1-00 2-05-08 8-00 5-06-08 _ (PROVIDE FULL BEARING;Jts:2,9,7 P R GtIV� 4 /Q S9782PE e JOB NAME : POLYGON 3410-D NH - J2C Scale: 0.5126 r tr WARNINGS: GENERAL NOTES, unless otherwise noted. Truss J2C 1.Builder and erection contractor should beadvised ofall General Notes This design sbased only upon the parameters shown and isfor an individual 17 OREGON and Warnings before construction commences building component.Applicability of design parameters and proper N. 2.2x4 compression web bracing must be Installed where shown+, incorporation of component k the responsibility of the building designer. y V 3.Additional temporary bracing to Insure stab) duo 2.Design assumes Me top and bodom chords to be lateral braced al .T.-4--�iQ T f�� tip during construction o7 (( Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 o.c.respectrvety unless braced throughout their length by DATE: 10/26/2015 the overall structure s the resonsblcontinuous sheathing such as plywoodshezthng(TC)and/ordrywallBC. P UL p ty of the building designer. 3.2i Impact bodging or lateral bracing required where shown++drywall( ) SEQ.: K1487374 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - -- TRANS I D: LINK design loads be applied to any component. and are for..dry condition or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ^e0Bes I, EXPIRES: fi213fi12(i1fi 8.This design is fumished subject to the limitations set forth by 8.Designtalesassumesadequatedrainageistruss,andd. 27,2015 e.Plates shall be located on both faces of truss, placed so their center TF NVFCA in BCS(,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-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 TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( -7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) rii LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.149" @ 3'- 2.1" Allowed = 0.957" 1' ' MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.9" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 �0 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. 0 o• f a o F ►�9 -! o 1 M-3x4 y y 1-00 y PROVIDE FULL BEARING;Jts:2,3,4 8-00 - �� P R pF.---S&. G `899'782 PE JOB NAME : POLYGON 3410-D NH - J3 • • Scale: 0.9979 • . WARNINGS: GENERAL NOTES, vitleas otherwise noted: / 1G'F-fJ OR.EfIV �. 1.Builder and erection contractorshould be advised of all General Notes 1.This design w based only upon the parameters shown ands for an lndrvdual Q Truss' J3 and Warnings be fore construction commences. budding component.Applicability of design parameters and proper ,e. �j, • 2 2x4 compress on web bracing must be Inst II d where shown if. incorporation as on of component Is the responsibility of the building designer. - '."4 lJ{r •l '4,- 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chods bra o be laterally braced L-S 7 i responsibility of the erector.Additional t f 7 o c,and at l0 o n respectsey unless braced throughout their length by s Me resp ypermanent bracingo continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - - PAUii. 1`�' DATE: 10/26/2015 the overall structure is Me responsibility of the building designer. 3.2ii Impact bridging or lateral bracing required where shown s o SE K1487375 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. • 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, deal loads be applied to a t. and are for"dry condition"of use. 12/31/2016 ��J y TRANS ID' LINK design PP any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If 'EXPIRES Gf�l l9/6'C S.CompuTms has no control over and assumes no responsibility for the necessary. L L/e7 /LV LJ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design b famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWIICA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ing./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS LU: 2x4 KDDF CATIOR TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 WEBS:: 2x4 KDDF STAND SPACED 24.0" 0.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( O) 68 LOADING 3-9=( -73) 63 3-7=(-310) 190 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF OCATIOG MAX VERT MAX TIOZ SIG REQUIRED SPG AREA) OVERHANGS: 12.0" 0.0" L0'-TIONS REACTIONS REACTIONS6H 525E 0 ( 625) 0'- 0.0" -32/ 426V8 -50/ 16 OH 5.50"" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V _ 0/ OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL B' 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" 4 MAX LL DEFL = 0.000" 0 7'- 3.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" 12 '' MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 9.00 MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. a Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'j (All Heights), Enclosed, Cat.2, Exp.e, MWFAS(Dir), M-4x6 <v load duration factor=l.6, 0 End vertical(s) are exposed to wind, 3 a' Truss designed for wind loads 4 - M-1,5x4 in the plane of the truss only. �. 0 1 M6-3x4 M-3x4 M-3x5 )' > ,1 )' 2-03-12 4-11-04 0-09 J' 1-00 y 2-05-08 y 8-00 5-06-08 ,I' (} { (fir (PROVIDE FULL BEARING;Jts:2,4,7 I � �5(/�t• LVf FA t s 77821-E JOB NAME : POLYGON 3410-D NH - J3C Scale: 0.4686 .Air WARNINGS: GENERAL NOTES, unless otherwise noted: IV, / MAW Truss J3C 1.Builder and erection contractor should be advised of all General Notes 1.This design 0 based only upon the parameters shown ands for an Individual .sem and Warnings be fore construction commences building component.Applicability of design parameters and proper jr OREGON p� 2.2x4 compression web bracing must be installed where shown.. ncorporation of component Is the respon0b Idy of the bund ng designer. ,I .s 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at j . • ,a.v $11."1"- , �. Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o c respectrvey unless braced throughout than lergth by /_ "'l/�' DATE; 10/26/2015 the overall structure is the responsibility of the building desrener continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). T �` SEQ.: K1487376 4.No load should bea lied to an 3 raxImpactbntlgingorlateralbrasigrequired tyofthewhereshownxa PAUL 1 PO y component until after all bracing and 4.Inslalmt on of truss is the responsibility of the respective contractor. -�.I fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTus has no control over and assumes no responsibility the 6.Design assumes full bearing at all supports shown.Shim or wedge If C�/p� p .{ )1� / fabrication,handling,shipment and instillation of components. necessary' C'/1 i"'�RS• i�fJ�l'GV1 8.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. EX i= RES L am' TPIAnITCA in BCS1,co B.Plates c inci be located on both faces oftruss,end placed so their center October 27,2015 pies of which will be furnished upon request. lines coincide wgh Joint center Ines. Mi7ek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate sac of plate in inches. 10.For basis connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER 4PECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 1-2=( 0) 68 2-4=(0) 0 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #14BTR 2-3=(-170) 138 SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -94/ 9BOV -79/ 213H 5.50" 0.77 KDDF ( 625) OVERHANGS: 12.0" 0.0" 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = 0.456" @ 4'- 9.0" Allowed = 0.624" 7-11-11 MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" 3 -/ MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 F7 Wind: 14lllmph, Heights),2ft,Enclosed,4Cat.2, Exp.9 ASCE (AMWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. to f -/ ►� o f 4►� o 1 M-3x4 • y y > - P R OFF 1-00 8-00 (PROVIDE FULL BEARING;Sts:2,9,3 f+�^j ��E7„,,` 1 . �` :-9782 L. JOB NAME : POLYGON 3410-D NH - J4Scale: 0.9357 ./ WARNINGS: GENERAL NOTES, unless otherwise noted n OREGf3• N I.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an individual Ff,,, Q TrussJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper r f3. _ incorporation of component is the responsibility of Me building designer. 2.2x4 compress on web bracing mud be Indalled where shown+ 2.Design assumes the top and bottom chords to be laterally braced atrier 3.Additional temporary bracing to Insure stability during construction 2'o.0.and at 10 AA respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A t U L DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4 Installation of truss a the responsibility of the respective contractor. SEQ.: K1487377 • aateneraaretempletsanaatnetmeanadaammadeerecterlien 5 Design assumes trusses are tobeodeananon<arroaveenveonment and are for"dry condition'.of use. �/ p�c r7I�/�jy{r��/� TRANS ID• LINK design loads be applied to any component. 6.Design assumes Poll bearing at all supports shown Shim or wedge I EXPIRES: �G{d l/201 5.CompuTrus has no control over and assumes no responsibility for the •necessary. 6 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWfCA In BCS(,copies of which will be furnished upon request. lines coindde with joint center Imes. 9.Digits Indicate size of plate in inches. MiTek USA,InnJCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values sea ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #19BTR SPACED 29.0" O.C. 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 WEBS: 2x4 KDDF STAND; 2-3=(-912) 91 5-7=(-350) 468 5-3=( 0) 69 3-9=(-122) 92 3-7=(-982) 361 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. IES) 0'- 0.0" -45/ 469V -74/ 2130 5.50" 0.75 KDDFPE(C 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 160V 0/ OH 5.50" 0.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7 - 11'7 -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" 7-11-11 MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed - 0.354" fMAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed - 0.972" 4 -/ MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL - 0.030" @ 7'- 3.0" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, cr Truss designed for wind loads j in the plane of the truss only. 0 I N M-4x6 3 �O o 1111 .o w ,F IIS I o -� M-1.5x4 y o i M-3x4 M-3x4 0 M-3x5 b l b I 2-03-12 4-11-04 0-09 k 1-00 k 2-05-08 y 8-00 5-06-08 k • ,[) PRQF��' (PROVIDE FULL BEARING;Jts:2,7,9 V�� _ �G1N L`•4 ('` . s 7 782 E v-- JOB NAME : POLYGON 3410-D NH - J4C Scale: 0.3929 WARNINGS: GENERAL NOTES, unless otherwise nowt '" / MAW Truss J4C 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an ndoldual OREG©AI and Warnings before construction commences, building component.Appl cabl ty of design parameters and proper V f'T C l7 I V 2.2n4 compression web braGng must be installed where shown A. incorporation of component h the responsibility of the building designer. �rf• 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced of 1:9--• V� tom,'''‘$' {! . � DATE: 10/26/2015 is the responsibility of the erector.Additional permanent bracing of 2'oz.and at to oc respectively unless braced throughout their length by T iJ the overall structures the responsibility of the building designer. continuous sheathing such as plywood aired here sand/or drywall(BC). �UL (Z` -i- SEQ.:: K1487378 applied 3 2x Impact bridging or leferelbracingrequiretl where shown++ 4.No load should be a II d to any component until after all bracing and 4 TRANSInstallat on of truss is Me responsibility of the respectHe contractor. fasteners are complete and at no time should any bads greater Man 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied b any component. and are for dry condition'.or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deign assumes toll bearing at all supporta hoer Shim or wedge if 'EXPIRES: yA AC�'a fabrication,handling,shipment and installation of components. �ry' C.. F'Gj�LY: 12/31/2016 . 6.This designs furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided, a a �7 TPVWTCA in BCSI,copiesof which will be furnished u e.Plates nbe located on both faces of truss,and placed so their center October 27,2015 pon request. lines coincide with joint center lines. 7.6.7(1 L)-E 9.Digits indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 LUMBER 4PECIFIC16IONS 1-2=) 0) 68 2-5=(0) 0 TC: 2x4 KDDF #1613TR LOAD DUSPTIED I24REASE = 1.15 2-3=(-254) 236 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 3-9=(-132) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -93/ 2629 5.50" 0.71 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -> VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" 0 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" (j MAX TC PANEL LL DEFL - 0.326" @ 3'- 10.6" Allowed - 0.626" MAX TC PANEL TL DEFL - -0.257" @ 3'- 11.0" Allowed - 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" 3 MAX HORIZ. TL DEFL - -0.004" @ 7'- 11.2" - 12 0 �) Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. • Wind: 140 mph, h=22.9ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 20 End vertical(s) are exposed to wind, o Truss designed for wind loads 0 in the plane of the truss only. I r 0 f 5 1 M-3x4 F'R 1-00 8-00 1-11-11 c,,`c �`N �-`10 . (PROVIDE FULL BEARING;Jts:2,5,3,4 ,9782PE r." JOB NAME : POLYGON 3410-D NH - J5 'o, Scale: 0.4026 'W- �. / Jn WARNINGS: GENERAL NOTES, unless otherwise noted: n OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an lndtddual G 2� Truss: J5 and Warnings before construction commences building component.Applicability of design parameters and proper corporation of component is the responsibility of me bullring designer. ARMY 2.9i4 compress on web bracing must be nstalbd where shown 2 Design assumes the top and bottom chords to be laterally braced at -r 3.Additional temporary bracing tomourn stability during construction Sio.c.and at 10'o c respect'seN unless braced throughout their length by +�+7 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AA.�,11� `,� - DAT E: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 0 4 No load should be applied to any component until after all bracing and 4.Installat on of truss is the respons bitty of the respective contractor. SEQ.: K1487379 fasteners are complete and at na time should any bads greater than 6 Desgn assumed busses are b be used in a non-cormdve environment, des loads be applied to an L and are for-dry condition"of use. C TRANS ID• LINK gra pp any 6.Design assumes full bearing at all supports shown.Shim or wedged EXPIRED+ '��, ' S.CompuTms has no control over and assumes no responsibility for the necessary. EXPIRES..e �[L�7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center October 27,2015 TPIAAMCA in SCSI,copies of Which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MiTek USA,Ino./COmpuTroS Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-7=(-185) 270 7-6=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-365) 71 6-6=(-283) 908 6-3=( 0) 69 LOADING 3-4=(-212) 177 3-8=(-921) 292 TC LATERAL SUPPORT <= 12"01. CON. 9-5=1 -86) 38 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 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" -37/ 999V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 16317 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 393V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8v 0/ OH 1.50" 0.01 KDDF ( 625) 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. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.021" @ 2'- 4.9" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.6" Allowed = 0.472" 9 1( MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 12 0 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. 17 Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, cw IEnd vertical(s) are exposed to wind, o Truss designed for wind loads in the plane of the truss only. M-9x6 3 rimi........._AMIMIMIImmmmmmimmmmmr..,_ ,:ciiii- �il ......,118 .,,' -i M-1.5x4 o _ o I1 M23x4 0 M-3x9 M-3x5 k y )' b 2-03-12 9-11-09 0-09 ) ), y y 1-00 2-05-08 7-06-03 J‘ )' y � pROfF • 8-00 1-11-11 F (PROVIDE FULL BEARING;Jts:2,8,4,5 8 �� ^' � .. + 9 82PE .. JOB NAME : POLYGON 3410-D NH - J5C • Scale: 0.3317 •.J � ' WARNINGS: GENERAL NOTES, unless otherwise noted: / Truss' J5C Builder and eretloncontradorshouWbeadvised ofall General Notes This design sbased only upon the parameters shown and Isfor anlntl dual OREGON and Warnings before construction commences. building component.Applicabil ty of design parameters and proper ,A_ /+� 2.2x4 compression web bracing must be nstalled where shown+, ncorporetron of component rs the responubgdy of the building designer `- V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateraIN braced at � ly;A....I ,��. �� is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o c,reapectNeN unless braced throughout their length by T DATE: 10/26/2015 the overall structure s the responsibilitycontinuous sheathing such as plywood aired here s own+tlrywell(BC). �y � ofthe building designer. 3 2x Impact bridging or lateral bracing required of red where shown++ !"c SEQ.: El4 8 7 3 8 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing el 01 supports shown.Shim or wedge if EXPIRES: �/ y�/n fabrication,handling,shipment and installation of components. 6 necessary. { 1,� CA P'.TlC�. �2/�I/G�1 6.This design is furnished subject to the limitations set forth by T.Pltesshallign b^esatledon othfagelopmss,an OCLOVQr 27,20C1A5 U e.Plates coincide be located on both faces of truss,and placed so their cooler TP WVTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. Wel(USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits indicate size of plate Sr inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5-(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"00. DON. 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 SRO REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -112/ 316H 5.50'• 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -f 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" AA MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL - -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 3 9.00 Wind: 190 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), )i load duration factor=l.6, End vertical(s) are exposed to wind, 63 Truss designed for wind loads o in the plane of the truss only. c o of o 5 ridift_ 1 o M-3x4 y )' �9`cs P..Qfi4-tS J• 1-00 y 8-00 3-11-11 �r.�� i`~vt �`T dj�� (PROVIDE FULL BEARING;Jts:2,5,3,4 1?. :9'!82 E fre' • JOB NAME : POLYGON 3410-D NH - J6Scale: 0.3548 /(75 1111 WARNINGS: GENERAL NOTES, unless otherwise noted: ^- f"�F1A1 /1 1.Budder and erection contractor should be advised of all General Notes 1.This esigns basetd Applicability on,hefdraameters shown and and s for an ndbidual ffR EGOIV �j�. Truss: J6 and Warnings before conBructon commences. building component. ppic itresponsibilityparamete handl proper sgner. -A < `Ly '. 2 204 compression web bracing must be installed where shown+, Incorporation o component '1 fiY 13 �" 3.Additional temporary bracing to nate stability during construction 2 Design nd at ICY the rap d boltchords to de laterally braced at r is the responsibility of the erector.Additionalpermanent bracingf 2nti and a�taoin.each as plywood seaceng(1I( ndlout rhewatl(I). o continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC).ir length by � PA�1.- �`' DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.h Impact bridging or lateral bracing required where shown a a _ SE K14 8 7 3 81 4.No load should be applied to any component until after ad bracing and 4.Installation of truss is the responsibility of the respecttue contractor. Q• 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, ilea loads be a fed to an t and are for'dry condition"of use. EXPIRES: p A/v�� /a7 .I�+ TRANS ID: LINK en PP any assumes 6.Design assumes full bearing at all supports shown.Shim or wedge d Vk7IRE : 12/317GO I V 5.CompuTrus has no control over ed assumes no responsibility for the necessary. + I, Af RES G/J GV e fabdcatbn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMgCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,lncJCompuTruS Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 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=( BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-389) 369 2-6=(0) 0 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"00. UON. LOADING 9-5=( -94) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PDF 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" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ° VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" q MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" It MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. 3 Wind: 190 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 1 li o End vertical(s) are exposed to wind, o Truss designed for wind loads -i in the plane of the truss only. o o o ErgIMI o M-3x4 y1-00 y 0-00 l 5-11-11 b �S�'. N c�' y/ (PROVIDE FULL HEARING;Jts:2,6,3,9,5 41 • +�p©sri�® ®ryry77l 82 E JOB NAME : POLYGON 3410-D NH - J7 `_�� Scale: 0.3133 WARNINGS: GENERAL NOTES, unless otherwise noted , ©�� Truss J7 1.Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an individual N and Warnings before construction commences. balding component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown-i-. incorporation of component is the responsibility of the building designer. 2 � 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at .57411,z...-- � �' 'r • is the responsibility of the erector.Additional permanent bracing or 2 o.c.and at l0 o ng such a respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure s the responsibility of the building designer. continuousx Ishgathor atehasalywg tequreod where shows rtlrywell(BC). P U` Cl 3 2x lmpti boldos Iors thterel prating required respec n 1 C T SEQ.: K I[�8 7 3 8 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiRly of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design a non- corrosive trusses are to be used in a nonorrosive environment, ''TRANS ID: LINK design loads be applied to any component. and are or ary cone on of use. 5.CompuTrus has no control over and assumes no responsibility for the 6Design assumes full bearing at at supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrcaton,handlin necessary g,ed pmenl and ie i:mbten of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design h furnished subject to the limitations set forth by 8.Pules shall be located on both faces of truss,and placed so their center TPIIuVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-459) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -89) 70 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 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" -30/ 445V -151/ 927H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 RODE ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. I1'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 10-10-03 5-01-08 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 r) 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 = 0.258" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" M-3x5(5) Design conforms to main windforce-resisting i)4i system and components and cladding criteria. 12 4# Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 3 o in the plane of the truss only. 0 it I N 0 C ii 1 6 i i+_ I M-3x4 1-00 8-00 7-11-11 �C? PROVIDE FULL BEARING;Jts:2,6,3,9,5 1 89 2 P• E 70ee JOB NAME : POLYGON 3410-D NH - J8 Scale: 0.2795 WARNINGS: GENERAL NOSES, unless otherwise noted pC' ry �'- A' 1.Builder and erectoncontactorshould beadvised ofall General Notes t This design isbased onNupon the parametersshown and lefor anlndwIdual • • -7 OREGON ^ Truss: J8 and Wamingsbefore construction commences. building componentAppicablityofdesign paametersand proper (L press on webg mu corporation of component s the res ponslbllly of the building des designer. 2.2a4 com bracing must be installed where shown+ mg '4, �j .{ t - 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords[o be laterally braced I .CS I� - { �.rr" is the responsibility of the erector.Additional permanent bracing of 2 o c.and at 1 O o c respectseN unless braced throughout then length by -T • DATE: 10/26/2015 the overall structure is the responsibility f the building des continuousshgingl or suehasedngg reuired neres own+drywell(BC). R�1'1t R�_ p N o g gnat. 3.2k Impact bridging or lateral s plywood required where shown++ -l✓ SEQ.: K 14 8 7 3 8 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. design loads be applied to any component. and are for"dry condition of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.DesgnassumesNllbearinBatallsupportsshown.Shlmorwetlgeit EXPIRES: 12/3112018 necessary. + I fabrication, sfurnis shipment to llmitaono(compoeeyis. 7.Plates assumeslcedoneothifaeio truss,an OCI0 er 27,2015 6.This design is furnished subject to the limitations sal lode by e.Plates shall be located on both faces of truss,and placed so their center TPUW1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 7.0" COND. 2: Desi TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 I Design checked for net(-5 psf) uplift at 29 "oc spacing. (— BC: 2x4 ROOF #16BTR SPACED 29.0" 0.C. Design conforms to main windforce—resisting TC system and components and cladding criteria. LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD— 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 f7 3 v 0 0 rh 2 I coo o M-3x4 4 1' i 1-00 10-07 y �, 9k PROF ,A.' 89782PE • ter`' JOB NAME : POLYGON 3410—D NH — P1 �/�� - Scale: 0.6090 - r am WARNINGS: GENERAL NOTES, unless otherwise noted: Truss• P1 Buller and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is or an lntlry dual • x? OREGON 1 and Warnings before construction commences building component.Applicability of design parameters and proper F vlli'N ^ 2.204 compression web bracing must be installed where shown a, mcorporal on of component Is the responsibility of the building designer. V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom unless braced to be throughoutNterally braced at " �iq � Is the responsibility of the erector Add/tonal permanent bracing on roc.and a110 oc respecirvety braced their length by ?.'14'.-1..$-'‘-'--.�� DATE' 10/26/2015 the overall structure Is the responsibility of the building tlesigner continuous sheathing such as plywooduiteding(TC)and/or dryvrall(BC). (j 3.In Impact of truss ng or lateral bracing required where shown PAUL j L • i SEQ.: K14 8 7 3 8 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. V fasteners are complete and at no time should any mads greater Man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for Me 8.Dee assumes lull bearing et all supports shown.Shim or wedge if EXPIRES: .l Y!��))!I��y{ aryy/{ (, fabrication,handling,shipment and installation of components. necessary. I.� CA P�!-1�+ � IL/J t�G(31 B.This design Is furnished subject to the limitations set forts by 7.Designlsshall be el adequate ted on both othifa es is fru., d. 'October 27,2015 TPIANfCA In BC SI,copies of which will be furnished uponrequest. 8 Ines coincide with)Diol center lines. s o(trusa,and placed so(heir center MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 7.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-207) 605 6-3-( 0) 238 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-693) 135 6-7=(-211) 599 3-7=(-662) 186 3-9=( -84) 82 7-9=(-132) 105 WEBS: 2x9 KDDF STAND LOADING 9-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 92.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 7.0" -76/ 571V -43/ 129H 5.50" 0.71 KDDF ( 625) 44 10'- 7.0" -52/ 993V 0/ OH 5.50•' 0.71 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 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 - -0.013" @ 5'- 8.4" Allowed = 0.983" MAX TL CREEP DEFL = -0.027" @ 5'- 8.9" Allowed - 0.649" MAX HORIZ. LL DEFL = 0.009" @ 10'- 1.5" MAX HORIZ. TL DEFL = 0.007" @ 10'- 1.5" 5-10-02 4-05-02 0-03-12 T . '1 ' Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-1.5x3 9.00 Cu" 9 5 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ZEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1,4_3.4 144111111101.11\ .o I m ti /--- _...edIIIIIIIIIIIIIIIIddlIllil 1 pillMIMI=I=I=I==6M1M1MMIIM.rlr 19191A m ** 7 0 M-3x9 M-1.5x3 M-3x9 y y )' 5-08-06 4-10-10 1-00 10-07 '" r ca. ' taall\I 89782PE c--'.. JOB NAME : POLYGON 3410-D NH - P2Scale: 0.4415 �Gr. � `• m WARNINGS: GENERAL NOTES, unless otherwise noted • 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is br an Individual -7• OREGON . Q„ Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4, . r1 53 2 2x4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. c P^�(:13' _ 3.Additional Temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at R 7 _{ is the responsibility of the erector.Additional PennanenI bracing of 2 o w and at 10 0.0.respectively unless braced throughout their length by /� Cal y continuous sheathing such as plywood sheathmg(TC)end/or drywall(BC). �� BAUL i 1 >G` : DATE: 10/26/2015 the overall structure is Ne responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ V c.. SEQ.: 14 87 3 8 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than B.Design assumes trusses are to be used Ina non-corrosive environment, assign loads be applied to any component. and are for"dry condition"of use. EXPIRES: �v r7I�)r� /�f({ �s TRANS ID' LINK pis responsibility6.Design assumes full bearing at all supports shown.Shim or wedge if EXP�R S: LfJ /GV16 S.tom Trus has no control over and assumes no re bili for the necessa yy ll�� GA rL J G/e7 /GV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIN?CA in BCSI,copies of which will be fumished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-4B) 64 3-5=(-241) 172 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-100) 84 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX SORE BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -67/ 463V -31/ 92H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.0" -37/ 318V 0/ OH 5.50" 0.51 KDDF ( 625) *+ For hanger specs. - See approved plans 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 = -0.229" @ 3'- 11.2" Allowed = 0.455" MAX TC PANEL TL DEFL = -0.306" @ 3'- 11.2" Allowed = 0.683" 7-05-04 0-03-12 f f MAX HORIZ. LL DEFL = 0.001" @ 7'- 5.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 5.2" 4.00 17 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 4 -/ 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, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. f M 1 M-3x4 M-1.5x3 y y y 7-05-04 0-03-12 1 b y 1-00 7-09 • PROFESS' JOB NAME : POLYGON 3410-D NH - P3 � � Scale: 0.5962 CjA . . WARNINGS: GENERAL NOTES, unless otherwise noted: 1Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual r - OREGON Q . N. Truss: P3 and Warnings before construction commences. bulling component.Applicability of design parameters and proper '(/ 2.2x4 compression web bracing must be nstalled where shown+, ncorporatbn of component re the responsibilityildy of the bung designer. 3.Addftonaltemporary bracing to insure stability during construction 2.Design assumes the top and bottom chords tolelateralty braced at (wS �� "'� t2 is the responsibility of the erector.Additional permanent bracing of 2'o c and at 10'o.c.respectively as ply unless braced throughout their length by DATE: 10/26/2015 the overall structure is the responsibility of the building designer. continuousxI sheathing suchrlb plywood sheathing(TC)whereshe,dor tlrywall(BC). ES CS 3.2x Impact bridging or lateral bracing required shown*+ B SEQ. : Ki4 8 7 3 8 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility ogle respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and arerof^pry antlrtion°or use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes toll bearing at all supports shown.Shim or wedge if necessary. EXP R / 1/ 0 1 g,shipment and Installation o(components fabrication,handling, a 1, . 7.Design assumes adequate is provided. OVtOb@P 27,2015 6.This design is Nmishetl subject to the limitations set forth by 8.Plates shall be locatedd onon both faces of truss,and placed so their center TPWJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate elk of plate in Inches. MiTek USA,IIIc./CorllpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 9.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 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=l5ft, 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 forwind loads in the plane of the truss only. M-1.5x9 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). 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. 7-05-04 0-03-12 1' T T 12 4.00 M-1.5x3 i1I 0 I N 2 ME N � 1 _�M -> O 5 6 M-3x9 M-1.5x3 b k 1-00 7-09 � t) PRO - co , s �i' 102 :9782PE r JOB NAME : POLYGON 3410-D NH - P4 .0, • MIN 0.5837 ,:/ GENERAL NOTES, unless otherwise noted: / �A WARNINGS: � ©REG©N "s 1.Builder and erection contractor should be advised of all General Notes 1.This tlesgn u baced Doty upon the parameters shown and s roran Individual till GG��,77 'I 1111 Q� T r u s s: P4 and Warnings before construction commences building component.Applicability of design parameters and proper } A 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. if! LFe4^ _ 'V 3.Additional tem bracing to insure sta bll during construction 2.Design assumes the top and bottom chords to be laterally braced at 7� "'1 Ft y, g l p g rt bracing 2 o c and at 10 o.c.reaches ey unless braced throughout their length by • Y/�• • s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or Mywall(BC). BJ7U --..: , DATE: 10/26/2015 the overall structures the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ /"1 V L.� SEQ.: K1487387 4.No load should be applied to any component until after all bracing and 44..Installationolbnssign assumes issthe rrspobeuleydy of nthnonorrospcctive contractor. raale�raare°omWeteand alnatime an°mtlany loads greater man and are for"dry condition.of use. TRANS I D: LINK design loads be applied to any component. B Design assumes full bearing at ad supports shown.Shim or wedge if 5.CompuTrus has no control over endandasoassumesnoresponsibility for the nece aeary. I,� EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OCtOV@f 27,2015 H.This design is Nce mished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their nter TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate s¢e of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(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 LU: 2x4 ECIF CATIOR TRUSS SPAN 2'- 0.0" ISC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 2-3=( 0) 32 2-9=(0) 0 TC 2-3=(-62) 32 LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING DL ON BOTTOM CHORD = 10.0 PSF MAX VERT REX HORZ SIG REQUIRED SPG AREA LOCATIONS' REACTIONS REACTIONS 5I5E 0Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -71/ 30072 1V -19/ 72H 5.50" 0.96 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF:::::::::::0 round Snow (Pg) 1'- 11.7" -20/ 41V 0 / OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.003" @ -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" '� MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed - 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 9.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=19.9f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads '/ in the plane of the truss only. 0 ti ti o 7 7' o � o am 4 im d M-3x4 b b ), 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,9,3 Hca P R pcct* - kr 89`782PE Fc JOB NAME : POLYGON 3410-D NH - SJ1 0•;17"Scale: 0.6696 • n . WARNINGS: �. f.Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless upon otherwise este 'te Truss SJ11.This design icbacetl onryoabiSyepare9 PR shown and sfor anindividual OREGON ©pk' ntl Warn ngs before construction commences. building component Applicability of tlecign parameters and proper � II G I-1 tt VV 2.2t4 compression web bracing must be Installed where shown incorporation of component k the responsibility of the building designer. Y'�. /�,. � (�Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laleralry braced al g�_v� 2 DATE: 10/26/2015 Is the responsib'Iryofthe erector.Addtionalpermanent bracing of zo.aandatfao.�.reape�tvery lessbacedihroughouttherle�lg(hby �y. 'T the overall snmcture s the responsibility orthe building designer continuous sheathing such as plywood sheathing(TC)andror drywan(BC). �'[ �\ SEQ^ : K1487388 4.No bad should be applbtl to any component3 rax Impact bridging lateralbracingregwretl where shown s♦ � + '� l until alter all bracing and 4 Installat on of truss s the responsibility of the respective contractor. -L.I fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. n.ce7' EXPIRES: r}��.�� 8.This design is furnished subjects the limitations set forth by T.Design assumes adequate drainage is truss, provided. L TPI/WTCA In BCS',copiesf which will be furnished uponB.Pies coincidtes shall e with jointn anbortfaces of truss,and placed so their center October 27,2015 o )-E request. lines asic con with center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E B.Digits indicate size of plate in Inches. 10.For basic connector plate design values sea ESR-7311,ESR-1968(MiTek) This Pacific designLumber prepared andTruss-BC from computer input by TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2-) 0) 68 2-4=(0) 0 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-91) 63 SPACED 29.0" O.C. BC: 2x9 KDDF #1&BTR TI LATERAL SUPPORT <= 12"01. ION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 ROOF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'-: L L/24 Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX BC PANEL LL DEFL - 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 3 --/ MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 11 MAX HORIZ. LL DEFL - -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL - -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=l.6, I End vertical(s) are exposed to wind, Truss designed for wind loads 1o in the plane of the truss only. M O f_. O 1� 4 O 1 M-3x4 )' b b I 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I �(\ P R QFE�p JOB NAME : POLYGON 3410-D NH - SJ2 J • Scale: 0.6592 -� • EG M WARNINGS: GENERAL NOTES, unless otherwise noted. ///"'�., ..DN 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual • Id,s, ^,Q Truss SJ2 and Warnings before construction ommences. buiincorporation of component older g^pay of tensandproper YY A�kf '� t` rp g N on of component Is the f desigslbll responsibility of ter building designer. I 2.204 compression web bracing must be nstalNd where shown.. p,Design assumes the lop and bohom chortle to be laterally brecetl a[ ``` 3.Add lional temporary bracing to insure stability during construction Z o.c.and at 101 o c respectively unless braced throughout their length by � j+x A U a (�y._v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7"' L �+ DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s o 4 No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 14 8 7 3 8 9 5.Design assumes t fasteners are complete and at no time should any loads greeter thantrusses are to be used^e non-corrosive environment, and are for•dry condition"of use. TRANS I D• LINK deagn loads be applied to any component. 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES-. /J 6 5.Compurrus has na control over and assumes no responsibility for the necessary, l,� fabrication,handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 • B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 • BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 1-2=(-65) 64 1-3--(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. 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" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 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. [ 12 BOTTOM CHORD CHECKED FOR IOPSF 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" 9.00 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed - 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads io in the plane of the truss only. 0 m, 0 rn o /_ o o o 1IIII1 3 M-3x4 y y b 2-00 1-11-11 [PROVIDE FULL BEARING;Jts:1,3,2 I -4<t],---'%'a PROFS. • NCaINE��, �Q 9?82PT" JOB NAME : POLYGON 3410-D NH - SJ2X Scale: 0.6561 I f Me WARNINGS: GENERAL NOTES, unless otherwise noted: Truss SJ2X 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown ands for an individual OREGON Ott and Warnings before construction commences. Wilding ng component.Applicability of design parameters and proper - 2.2x4 compression web bracing must be installed where shown+. incorporation of component s the responsibility oft t building designer. aT ''AA((�� (}� 3.Additional temporary bracing to insure stabldy during constructor 2 Design and at 10 the top and bottom chords to be laterally braced at 7� +� kl' {t .{�`(y is the responsibility of the erector.Additional permanent bracing of 2'0.C. at 10 o.c.respectively unless braced throughout their length by T { 'L�+ DATE: 10/26/2015 the overall structures the responsibility of the building designer. continuousxImprdging sheathing ltehasatywgrtl requirediMeresho n+/or tlrywall(BC). �� ` 3.2x Impact bridging or lateral bracing where shown++ SEQ.: K14 6 7 3 9 0 4.No load should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied toany component. am are for"dry eonaiban^oruse. 5.CompuTms has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXP RES• 2/31/2016 fabrication.handling,shipment and Installation of components. necessary. 8.This design Is furnished sub)ect to the limitations set forth b7.MatesDesign essumelcted onate oth drainageistpruss,en ded. October27,2015 8.Plates shall be located on bent faces of truss,and placed so[hair center TPUWTCA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. Wok USA,IRC./CompuTrus Software 7.6.7(1 L)-E t0.For basic connector plate design values see ESR-7311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 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) 68 2-4=(0) 0 BC: 2x4 KDDF #16070 SPACED 24.0" O.C. 2-3=(-135) 92 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 BOG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -I MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL - -0.001" @ 5'- 10.9" 12 0 MAX HORIZ. TL DEFL - -0.001" @ 5'- 10.9" 9.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) areexposed to wind, Co Truss designed forwind loads o in the plane of the truss only. 0 w^ �- o P.=2-114►� 0 I M-3x4 y ,3 b b 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 4 10 PR-.'9• 1.66 cam A ,/0 8'`782PE ' • JOB NAME : POLYGON 3410-D NH - SJ3 ./ / Scale: 0.5345 ' • ___ WARNINGS: GENERAL NOTES, onions othenotaa noted: 'f�, OREGON �,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and s for an individual (SN. Truss: SJ3 and Warnings before construction commences. bolding component Applicability of design parameters and proper /. CL 2.2x4 compression web bracing must benstalied where shown+, incorporation of component alba responsibility of the building designer. 1:<'?-- ,�[: Cf [� V 3.AtlddDoditemporary bracing toinsure stablldyduring oo construction 2.Design assumes the top and bottom chords to be laterally braced at J A!i $ Is the responsibility f the erector.Additional t brawn 1 7 o c and at 1P o.c.rsuch asrvety unless braced throughout their length by •k �v p ty o permanent g o continuous sheathing such plywood sheath ng(TC)and/or drywall(BC). PA U 7 DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L SEQ.: K1487391 4.Noloaashould beapplied toany component until after all bracing and 4.Installation of truss Is the responsibility of the respectivecontractor. • fasteners are complete and at no lime should any loads greater than s.Design assumes wawa are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are assumor'dryes full beariition"ng of use. EXPIRES: 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumed full bearing al ed supporta shown.Shim or wedge If Ch PI.R t_S: 1`Z{ :1//016 ry, C/4 !-TC�7 L J JGV fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set NSA by B.Plates shag be located on both faces of truss,and placed so their center October 27,2015 TPIIWICA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MTek USA,(n0./CompoTfds Software 7.6.7(1L)-E t0.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x9 KDDF #16BTR TRUSS SPAN 7'- 11.6" BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 1-2-) 0) 68 2-4=(0 2-4=)S) 0 F/Cq=1.00 SPACED 24.0" O.C. TI LATERAL SUPPORT <= 12"OC. UON. 2-3=(-182) 120 BC LATERAL SUPPORT <= 12"01.). UON. LOADING 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 ERG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 249V -74/ 212H 5 .50"0 .40ZE SQ. N 0 KDDFP( 625) 1' 9.2" -145/ 296V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.6" -125/ 198V 0/ OH 1.50" 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" 3 -/ MAX TL CREEP DEFL = 0.000" 9 0'- 0.0" Allowed = 0.001" MAX BC PANEL LL DEFL = 0.008" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL - -0.008" @ 1'- 0.1" Allowed = 0.072" 0 MAX HORIZ. LL DEFL - -0.002" @ 7'- 10.9" 12 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, o Truss designed for wind loads 0 in the plane of the truss only. 0 ti f cc �-o s 0 1 M-3x4 )' y y b 1-00 2-00 5-11-11 • �{ p it r PROVIDE FULL BEARING;Jts:2,9,3 4- •^'.'.LO/'� �4! JOB NAME : POLYGON 3410-D NH - S J4 /�� Scale: 0.4973 .. `�� • WARNINGS: 7,Builder and erection contractor should be advised of all General Notes GENERAL designNOis unless otherwise mete Truss: SJ4 Builder er maga coon construction oncommences.advis 1.This is based only upon the parameters shown and is for an individual OREGON 2.2.compression bracing building component.Applicability of design parameters and proper /,�- �j}-,LJRE�Qty P� press on web brat n must be installed where shown+. incorporation of component s the responsibility or the building designer. `f�' Q� 3.Additonaltemporarybracingtoinsurestabilitydurngumtconstruction 2.Dealgnaso mesthetopandbottomchortletobelataraltybr oed �i DATE: 10/26/2015 is theresponmbllyoftheeredor.Atltltronalpermanentbraungof 2o.c.andatt0'o.c.respectively unless braced throughout their lengthby 9 �+� -'��"' V �- the overall structure is the responsibility of the building tlasigner continuous sheathing such as plywoodaired sheathing(TC)and/or drywall(BC). SEQ.: K1487392 4.No load should beapplretltoanycomponentuntilafteradbracin and 3.In tmpacnoftruset bridging rthterelponab tyofthewfipreshown++ � L fasteners are complete and at no time should an loads g an 4.Installation of trues s the responsibility of the respective contractor. - TRANS I D: LINK design loads be applied to an r greater man s.Design sesames basses are to be used m a non-corrosive environment, y component. and are for'dry condition'.of use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if v (� tebrcet design handling,shipment and llellabon of stet foonents. GO ry EXPIRES: 12/31/2016� �� . 6.This tles gn Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage's provided. `- �"T TPINJTCA in BCSI,copies of which will be fumished upone.Platesc roti be located n oe terl(aces of truss,and placed so their center October 27,2015 request. lines coincide with)Dint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E B.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 6-4-8 dimensions shown in ft-in-sixteenths 13/4 Center plate on joint unless x,y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. 11.1 Dimensions are in ft-in-sixteenths. 1111%46. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS cl_2 c2-3 2. Truss bracing must be designed by an engineer.For T " wide truss spacing,individual lateral braces themselves �'/16 Pii,PAitl may require bracing,or alternative Tor I Illirallt pa bracing should be considered. 1111.11111, U 3. Never exceed the design loading shown and nver U stack materials on inadequately braced trussese. 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0 rfrom outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint Th symbol indicates the AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 camber for dead loaddeflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 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 ,p, SYP represents values as published specified. Indicated by symbol shown and/or by AWC in the 2005/2012 NDSsheathed or purlins provided at be must 13.Top chordsds by text in the bracing section of the SP represents ALSC approved/new values spacing indicated design. output. Use T or I bracing with effective date of June 1,2013 if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. w Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without pnor ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. r ( number where bearings occur.forcrushingonly.Min size shown is in= , 18.Use of green or treated lumber may pose unacceptable ® MI 1 5environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal env pictures)before use.Reign(ng pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. •`T 20.Design assumes manufacture in accordance with Building Component Safety Information, ■ ■ek:' ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013