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Plans (33) MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 1 5-354_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: R45755177 thru R45755188 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. co ‘.4G NE44 Fq 87022PE 9r' N 9 �'OI, OREGON ti9 <U F,ysER >> ‘..\`'.1 OS A. Hev,`" E . ' : hI Ic .� October 27,2015 Hemandez,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 R45755177 PL15-354_UPPER F01 FLOORI 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - T530 s J0111 2014 MiTek Industries,Inc:Tue Oct 27 13:50:54 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-J81C0fhJDwxCLbLMojVx ZvmWIHeA9GkRQnxjIyPA3F 1�0-0� 1r 2-0 1 I 1 2-6-0 I 2-4-9 i 1 1-2-0 11 1-9-11 1 pDi Scale=1:40.1 1.5x3 II 1.5x3 II1: 1.553 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.553 II 1 24. vi 3 4 5 6 7 8 9 10 11 12 13 14 „... o N m e 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 II 3x8= 3x6 FP= 308= 3x8= 3x5= 9. 9-10-5 I 22-11-8 I 36-12 I 8-&5 L 3-51 I g 3-5-0 3-6-12 5-1-9 7-0 0-7-0 Plate Offsets(X,V)— 12:0-1-8,Edgel,13:0-1-8.Ednel.118:0-1-8,Edoel.119:0-1-8.Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) Vdefl 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 Ina YES WB 0.68 Horz(TL) 0.02 16 n/a n/a Weight:105 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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 Uplift15=480(LC 6),24=-121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. S 6)CAUTION,Do not erect truss backwards. ��. � I N EF9 s� Q�� P R OF�1J( o1, 87022PE / 5. %)% N �A OREGO el, 0 Ni ��or, BER \ PCO A. HES EXPIRES:06/30/2017 October 27,2015 tM 1 ... AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2005 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 buss system.Before use,the bulxf dingesigner must verify.the applicability of design parameters and properly incorporate this design into the overall .. rbuilding"design.8racing;indicated is to prevent buckling of individual tans web and/or chord members only.Additional temporary and permanent bracing --* 'MiTek'.' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/OP11 Quality Criteria,DSB-89 and SCSI Building Component 7777Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HetaSIs.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-354_UPPER F02 FLOOR 845755178 8 1 Pacific Lumber&Truss Co., Beaverton,Oregon - - ---- Job Reference(optional) _ - -. - 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oc127 13:50:56 2015 Page l IDs3aybS_6sJg M SM2Sm_Dy9giZ-G W typKiZIXBvbvUkv8XP343Xt0e5rOukG2oByPA3D I-_r 0-Ng 1i 2-0�i 7 i 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 Ii : o e c ry / �\ /�\ /.N /.\n/�Ne/ N /�N / ‘ 2i ��% "\.a. 19, 'e d 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= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND 3x5= /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 DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 17-0-2j 1 23-9-0 16-5-2 8.7-.0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-S,Edgel,(29:0.1-S.Edgel.(30:0.1-S,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud 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 BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=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=1608/0,45=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=288/0,14-01=-305/21, 17-31=0/551,17-30=991/0,2426=1187/0,2427=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. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �� P R OF�tS' 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ��°J ��GI NEt.- s/O attached to walls at their outer ends or restrained by other means. 2 870 2PE - (c‘-0j, OREGO ti Q11./ 'P er AMBER �1 OS A. HERNP EXPIRES:06/30/2017 October 27,2015 I WARNING-Verify enly design parameter and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MO-7477 rev.10/01/I015 BEFORE USE - Design valid for use only with Wok®connectors.This design is based only upon parameters shown,and is for an individual building component,notla _. &.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 tans web and/or chorclmembers only.-Additional temporary and permanent bracing Miee is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality CrIeria,056-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755179 PL15-354_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:57 2015 Page 1 IDs3crybS6sJgMSM2Sm_Dy9giZ-11QLOgjC WOmD23xTs2ecBXGbaBFNZIA700c1(dyPA3C I 10-0 I 10-10-2 II 1-2-0 I 1p-7-141 Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 34 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e/ e fie/ Ne/ ZNe/ _/, � 4/ \ e / �a N e e e e e 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 19-0-8 11-0-10 0-7-090-7-0 I 6-1-14 I 11-8-10 Plate Offsets(X,Y)- 112:0-1-8,Eddel,f23:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ltd 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 Incr 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=1508/0,45=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=0/3422,22-2300/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=1125/0,2-29=0/987,429=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 1.5x3MT20 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. •\(<- sz,EB PROFFss „.. .a'44 , GINEF' /029 ' 8 I 2PE 1 r yN ir" tv ‘Aj, OREGO rye„sit/ 90 ��SER -\1 OS A. R5 EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev.10/03/2015 BEFORE USE - t Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and a for an individual building component,not -. .;.a truss system:Eel ore use,the building designer must verify the applicability of design parameters and properly incorporate tilts design into the overall .. r. ly, and permanent bracing - .'' : MiTek` a�' ---building tlesigtt.Bracing indicated is to prevent buckling of individual truss web and/or chord members on Additional temporary p is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaSy Criteria.DS6-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sures Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-354_UPPER F04 FLOOR 3 1 R45755180 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon . 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:58 2055 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-CvJE0kgH8RdciCe71ZZt8P3VCKfG62BJM219s3yPA3B I 0-10-0 1 1 1-2-0 I �� 9-3-1) 26 0 I I 1-2-0 I 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= • • • a a e 9 ° • • • ° _..-t •Ni:o0 N O N e e e' \— a e 17 16 15 • 13 12 11 10 1.5x3 II 1.5x3 II /\ 3x6= 1.5x3 II 1.5x3 II 3x4= 4x6= 3x4 = I 3-0-0 0 I 8-8-5 19-3-5 19-10-5 I 11-4-12 I 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— f2:0-1-8,Edgel,(3:0-1-8,Edgel,f7:0-1-8,Edgel,18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl 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 Ina YES WB 036 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. PR opp �co �NGI NEER ` o 44 tr 8 • 2PE ,9r j -, �'ois ORE GO do �� cv 9�, $)18 ER \1 0 OS A. HE*k , EXPIRES:06/30/2017 October 27,2015 4 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO.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 on individual building coponent,not ..a truss system.Before use,the building designer must verify the appricabfidy of design parameters and.properly:incorporate this design into the overall �■ building design. Bracing indicated e to prevent buckling of individual truss web.and/or chord members:only.Additional temporary:and permanent bracing MiT ek 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/Till Qualify Criteria.DSI-89 and ICS!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 R45755181 PL15-354_UPPER F06 FLOOR 3 1 __ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - -- - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct27 13:50:59 2015 Page 1 ID:s3crybS_6sJgMSM2 Sm_Dy9giZ-g5Y5R M kS2SaUSMDJbG46hccfFkymrQETaiVi PVyPA3A 0-'1_. (1_1-42 1 1-2-0 I I 1-012 I I 2-3-1 I I 2-6-0 I 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 e • e V a � - -O l'-"9 N e e e 1 1�� 18 17 16 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 I 8-8-5 19-35 8.10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(XY)-- 12:0-1-8,Eduel,13:0-1-8,Eduel,14:0-3-0,Edael,16:0-1-8,EdoeL f7:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES 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 Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. WEBS 2x4 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. ��ED PROFF. ��\�� GINE F9 s/C)* 87022PE tP N 7 SAT OREG N rye 44 OS A. 1-15 P EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. iinne » Design valid for use onty 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 bulling 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 onty.Additu viai 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/fill Quality Criteria,DSB-B9 and BCSI Building Component Suite Safety Information available born Truss Mate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiohis,CA 95610 I Job Truss Truss Type Qty Ply POLYGON PL15-354_UPPER F07 Floor 9 1 R45755182 Job Reference(optional) -.Pacific Lumber&Truss Co.,-:. Beaverton,Oregon 7.530 s Jul 11:2014 MTek Industries,Inc..Tue-Oct 27 13:51:00 2015 Page i - - ID:s3crybS_6sJgM SM2Sm_D_y9giz-8H6Tfi14pmiL4Wo W8_cLEg9oj8DGawecpMEGxyyPA39 ~� p-6-6/I 1-2-0 i 7-14 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 304= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 1324*6\ I jirc&I,(6\lia\vNiii 1,1 21 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 1,-11-11 i 18-8-12 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(XX)- 112:0-1-8,Edgel.123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 BOLL 0.0 Rep Stress Ina YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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.t&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=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=1480/0,34=-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. �c�1G0 PRQp ��5 �NGINEFR 1/O 1r 87g. 0 2PE 9f' N -y. "o,, OREG N rf, �t APC silitiER '\'‘ �O OSA. HEn EXPIRES:06/30/2017 October 27,2015 4 9 a WARNING-Verify design parameters and Asap NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M&7473 rev.10/07!1015 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 bulding designer must verify the.oppficabitit'yofdesignparameters and properly incorporate the design into the overall building design.Bracing indicated a to prevent buckling-of 4ndividual:tnns.web andiorchord members-only_Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-B9 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755183 PL15-354_UPPER F08 FLOOR 7 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon - - - 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:00 2015 Page 1 I D:s3crybS_6sJq M S M2Sm_D_y9giZ-8H6Tfi14pm i L,44 WoO W8_cLEg9ok8JOas4cpMEGxyyPA39 I 2-3-0 I 2-3-0 1 1 1-2-0 ii 1-9-11 1 2-6-0 I I I Scale=1:34.2 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x6= 3x4 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e _ . . /I \ / iP/v '............. 1, 1g 17 16 15 14 13 12 3x4= 1.5x3 II 3x4= 3x8= 3x8= 3x5= 3x5= 16-2-4 I 13-7-4 I I 16-2-4 Plate Offsets(X,Y)— 14:0-1-B,Edoe1.r15:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl lid 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. (lb/size) 18=588/0-6-0,12=412/Mechanical,13=1537/0-5-8 Max Uplift12=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. '`��EO PROFESS �� tNGINEFR /O29 cc 87022PE r ti 7 SAT OREGO `tit Q �'r, SER � 4/ 'A � . SA. HE�� EXPIRES:06/30/2017 October 27,2015 I .. I 1"' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. e Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent.not a truss system.Before use,the buiding designer must verify the applicability of designparameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individuakfruss web and/orchord'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/1'11 Qualtly Criteria,DSS-89 and BCSI Building Component 7Suite 777 Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Citrus Heiahts.CA 95810 Job Truss Truss Type Qty Ply POLYGON PL15-354_UPPER F09 Floor 2 1 R45755184 Job Reference(optional) Pacific Lumber&Truss Co., -Beaverton,.Oregon . -' -' 7.530 s Jul 11 2014 Wok Industries,Inc.Tue Oct 27 13:51:01 2015 Page 1 ID:s3crybS_6sJgMSM2So-o-m� y9giZ-cUgrs2mia3gChgNiih7amlhylYZHJNnm20_pTOyPA38 i 1 a0 1 0-9-2 ii 1-2-0 I I-1 Scale:318"=1 4x4= 3x4= 3x4= 3x4= 354= 3x4= 4x4= 354= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 8.4i 8 11.11k 1 _riiTard8WPN L 4"." N_do" N.,.! .... . 4,& . 3. 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5 = 3x5= 3x5= 3x5= 3x4= 3x5= 455= 3x4= 12-9-19 I 11-7-10 T�p-2-10I I 18-11-8 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(XV)- 112:0-1-8,Edaet,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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 Ina YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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=828/0-2-12,20=828/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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=0/981,429=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. t�v�° PROpe c. 0.0 NGINEF9 �0 4c' 87022PE 9r to ycl‘Aj, OREGO e15-- „111 9� �M$ER 11 '\ �`s A. HE.'i EXPIRES:06/30/2017 October 27,2015 a r a ... WARNING-Verify design.paramefers and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M/47473 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 buSding:designermust verify the-applicability of-desgn parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individbal truss web-and/or:ehord members only.Additional temporary and permanent bracing Mitek` __ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D5I.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 R45755185 PL15-354_UPPER F10 FLOOR 2 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon " - - '- - 7.530 s Jul 11 2014 MiTek Industries,Inc..Tue Oct 2713:51:02 2015 Fags 1 -' I D s3crybS6sJgM SM2Sm_Dy9giZ-4gEE3OnKLNy3JgyuGPepJ F EEKx4H2x6v(4 NogyPA37 3x4= I 0-11-11 I I 1-2-0 I I 0-10-1 I 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 ] .. . \ b 0 N • e 1.5x3 II 1.5x3 II 8 7 6 3x4= 3x4= I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— 12:0-1-8.Edoe1.13:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 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 Ina YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. 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. cc 2 87022PE 9r / y Lf2SAT e OREGO o CV TUU 118 ER SA. HE�� EXPIRES:06/30/2017 October 27,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil Design valid for use only with MiTek5)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designermust yeah/the.applicabilty of design parameters and properly incorporate this design into the overall building design.Bracing indicated a to prevent buckling of indNidcal tn.us"web and/oisulwrd 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 trss usystems,see ANSI/TPlt QuaMBy Criteria,DS6-89 and SCSI Balding 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 PL15-354_UPPER F11 FLOOR GIRDER 1 1 R45755186 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek industries.-int.Tue.Oct 27 13:51:03 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-ZsocHkoy6h4wx X5g692rSnG?LDNBy2VKTwYHyPA36 a�11 1 1-2-0 I I I-012 I 1_, ..1-0___I-0 ,1, 1_I 1 1-2-0 1 D-1 11-31 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 al �! e e� ® a a�• •a�s: _ WI e O 1,,t, e e 3 31 30 28 27 26 25 24 23 22 21 3x4= 3x6= 4x5= 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4= I 1-1-0 118012.3-01 36 iz I 935 105 19E8 1-1-0 0-7-0 0-7-0 1-3-1123 5-1-9 b-7-0�0-7-0 I 9-8-3 1 Plate Offsets(X,V)- f2:0-1-8,Edgel,13:0-1-8,Edgel,19:0-1-8,Edgel,110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud 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/TP12007 (Matrix) Weight 99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 DF No.18Btr(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 ��ccJ P R OF�S be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ,Co ANG INEER /,/Q 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. �? 2 The design/selection of such connection device(s)is the responsibility of others. 4� 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 87022PE Tf LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 (P Uniform Loads(plf) Vert:20-32=-8,1-19=80 t�,o OREG•N k1� Concentrated Loads(Ib) �.p /�. Q Vert:17=791(F) TER 11 �S A. HER�P EXPIRES:06/30/2017 October 27,2015 I lianiWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. a -Design for use only with Mien&connectors.This design is based only upon parameters shown,and is for an individual building component,not _ . a truss system.Sefore use,the buiding:ciesigneumust verify the,applicability of design parameters and properly incorporate this design into the overall _ building design;Bracing indicated xraprevent buckling at individual truss web and/or chord members only.Additional temporary and permanent bracing' 'v.,.:,' - 'f' his always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Melt " fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755187 [Job F12 FLOOR 1 1 Job Reference(optional) Beaverton: - 7.530 s Jul 11 2014MTek.Industries,Inc.-Tue Oct 2713:51:042015 Page 1 PadficLumber&TnusCo.; ID:s3crybS6sJgMSM2Sm_Dy9giZ-13L_U4obt_CnY76HNggHOgJTJIdIWioCk CT4jyPA35 0-x1-0-0 1 1-2-0 11 1-0.12 1 I 2-6-0 I 2-4-9 11 1-2-0 ii 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 8 9 10 11 1 2 3 4 5 6- 7 e / e s • • � \- 1°:11 N rip e e e • p 1 12 19 16 17 16 15 14 13 3x4 = 3x4=1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3xe= 1 I 3-6-12 I8-8-6 g b-7-05 10-7-0 9-7 5 I 3-6-12 Plate Offsets(X,Y)- [2:0-1-8,Edgel,13:0-1-8,Edoe1,114:0-1-8,Edoel.115:0-1-8,Edllel , LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud 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 Ina YES WB 0.61 Horz(TL) 0.03 12 n/a n/a Weight:88 lb FT=0%F,O hE BCDL 5.0 Code IBC20121TP12007 (Matrix) 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 Uplift19=-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=-18/294,34=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. `�Q,,00 P R Qi �c�\� $INER si ct 870 2PE f c' •-,• lA OREGON ti)Q4 v N. >Or, ER '\$ A. HE EXPIRES:06/30/2017 October 27,2015 S .r A WARNING--Verily 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 Mi Tek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bolding designer must verity the applicability of design parameters and properly incorporate this design into the overall 1T@ building design.Bracing indicated.isld•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/rrll Quofty Cdierla,DSI-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95810 IJob Truss Truss Type Qty Ply POLYGON PL15-354_UPPER F13 FLOOR 1 1 R45755188 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) - ,. --- - - 7,530 s-Jul 11-.2014 MTekindustries,Inc.Tue Oct 2713:51:052015 Page 1 ID:s3arybS68JgMSM2Sm_Dy9g1Z-VFvMiPpDdIKeAHgTxXBWxtskh966F1?Lzey1 c9yPA34 3x4 = 1 I 0-11-11 I I 1-2-0 I I 0-9-5 { 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 II III Ill ra. II SI III 0 1 N IMMI II III IMI E. ■ r11117! /' 1.5x3 II 1.5x3 II 8 Fri1 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/defl Ud 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 Ina YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012[TP12007 (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. /•• c PROpe�NGIN2� `� 870 2PE N ty 7 fi4>,, OREGO /ii <C/0 11' `'il,1 �'` 4O �S A. HE EXPIRES:06/30/2017 October 27,2015 mitWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015BEFORE 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 buss System.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overbill, ' -t buldingdesignr.,-Bracing indicated sto prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent Mang a_+ l.; T 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/M11 Quaky Criteda,D58-89 and BCS1 Bonding Component 7777 Greenback Lane • Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3/4 Center plate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. r�� IE Dimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1 2 TOP CHORDS 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth, diagonal orX-bracing,is always required. See BCSI. C1-2 c2a 2. Truss bracing must be designed by an engineer.For T �t wide truss spacing,individual lateral braces themselves 0'/16 4 may require bracing,or alternative Tor I 0 bracing should be considered. . 31111111F _ O _ � 3. Never exceed the design loading shown and never 11111.4110r /I44 �5-6 U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C7-8 designer,erection supervisor,property owner and FilFor 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-1a.from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each tes the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint •' This symbol indicaAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required directionof slots in THE LEFT. connector plates. 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 4 x 4 width measured perpendicular ESR-1 311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. �! b Indicated thebe symbol shown n of theand/hr truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at by text in bracing section of spacing indicated on design. output. Use T or I bracing Lumber design values are in accordance with ANSI/TPI 1 if indicated. g 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. .r Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. NO dill reaction section indicates joint 17.Install and load vertically unless Indicated otherwise. 1 { number where bearings occur. Min size shown is for crushing only. Nit 18.Use of green or treated lumber may pose unacceptable ® environmental,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 and pictures]before use.Reviewing pictures alone z Plate Connected Wood Truss Construction. Is not sufficient. DSB-89: Design Standard for Bracing. crew 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. i Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 ..... int MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-A 10-22-15 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: K1487122 thru K1487139 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. (03 PROF4c�,, " 04 Nl i0 2 89782PE r- t.- c" 5', OREGON O',� PAUL R- ~`"" October 26,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 8'— 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER SPECIFI#A6IONS TC: 2x9 KDDF #16BTR LOAD DUSPTIED I24R0ASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #168TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD= 42.0 PSF Unbalanced live loads have been End vertical(s) are exposed to wind, Truss designed for wind loads considered for this design. LL = 25 PIP Ground Snow (Pg) Tn sse esige df ore indss adsy. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-03 4-03 I T T 12 12 IIM-4x4 14.00 V 2 14.00 I\ ft DESIGN ASSUMES SHEATHING TO ONE FACE. 0 o e, 0 0 1 1 /- MIIIMMIIMIIIIMMIMMIIIMMININIMIMININIi -/ 5 4 l 1 9,0 P R OFFS k 1-00 1 8-06 1-00 i.- -.\AGtNEeh' 61 f0 9' ` 89782PE c' JOB NAME : POLYGON 3410—A NH — Al ,1 Scale: 0.3929 / —,... WARNINGS: GENERAL NOTES, unless otherwise noted -/� R .. � ^ 1,BuNder and eredkn contractor should be advised of al General Notes t.This design building component base oAnly upon the of Malin pararameters mewn awn nd Is d0 fora n individual cost l;' Truss: A 1 and Warnings heron constaotlen commences Incorporation d component is the respensimlly of the balding designer. `�J� 2,2r4 compression web bruins must be inetellamum.Mire shown«, 2.Design mthe top and bottom chords to be laterally braced et 6:4 }t{ 3.Additional temporary bracing to insure stability during construction Tsc.and et 10 o.b.respectWety unless braced throughout their length by11;91 �'A.0 a" :7'f\s" is the responsibility of the erector.Additional permened bracing of continuous sheathing such as plywood sheathing(TC)end/or drywel(BC). DATE: 10/26/2015 the overall structure is the responsibility d the building designer. 3.2k Impact bridging or lateral bracing required where shown n 4.No bad should be applied to any component until after ell bracing and 4.Installation of truss is the responsibiNly of the respedNe...Sector.SEQ.: K Z Q B L'L 2 fasteners are complete and at no time should any Made greeter than 5.Design mistimes busses are to be used in a non-oorioewe environment, and are for^dry condition•et use TRANS ID: LINK CsignW ds be aplied to any component. 6.Deagnassumesbmbearingatensupports shown.Shim orwedge if EXPIRES: 12/31/ 016 5.CompuTnshas neoodpment end assumes neresponsibility nenne.for me neetgnas. October 26,2015 fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is proWded.and S.This design is Nmiened subject to the limitations set forth by S.Plates shall be located on both faces citron,and pieced so their center TPWJfCA In SCSI,copies of which will be furnished upon request. lines coincide with 9,Digits Indicate*Se lof plate int niches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For bests connector piste design values see ESR-1311,ESR47988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 ROOF #1TBTR TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #190TR LOAD DURATION INCREASE = 1.15 1=2=(-210) 121 5-6=(-182) 181 5-1=(-292) 162 3-7=(-975) 192 WE88: 2x4 ROOF STAND SPACED 29.0" O.C. 2-3=(-295) 133 6-7=( -29) 91 1-6=( -53) 156 LOADING 3-4=( -6) 196 6-2=( -66) 99 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 7. ...00 .0 DSP 6-3=( -73) 153 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = . PSF BEARING MAX VERT MAX TION BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -46/ 317V -219/ 195H 5.50" 0.51 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -66/ 512V 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 8'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 8'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.095" @ 5'- 3.3" Allowed = 0.380" MAX TC PANEL TL DEFL = 0.152" @ 5'- 1.7" Allowed = 0.570" 3-03 4-03 1MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 9.3" 12 12 M-4x6 19.00 N 14.00 2 9"pn Design conforms to main windforce-resisting system and components and cladding criteria. Al ( Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, {I (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration facor=l.6, i�� End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 11 IIIIIIIIIIIIIIII M-3x4 0 I Q� ti , Ilik, __._ .iii4D N O cn I . 0 M-1,5x3 M-3x8 M-1.5x3 ), l 1 3-03 4-03 1 7-06 OFy1-00 y �`C�� s\ N -/123 ' :9732PE JOB NAME : POLYGON 3410-A NH - A2 Scale: 0.3413 / �/ -.0" NMI WARNINGS. GENERAL NOTES, unless otherwise noted. Tr / 'ry Truss: A2 I.Builder and eredlon contractor Mould be advised of a8 General Notes I.Ibis design b based only upon the parameters shovel and la for an Individual 1" O[R CG`S OAS 1 's end Warnings before conshudlon commences. building component.Appllcabllyy of design parameters end pro V f7G 1.7 V A V{{el r.s'�` �'a.,. 2.2,4 compression web bracing must be Installed where shown.. Incorporation of component la the respandbt of the building designer. 5.i a ^` 3 Additional temporary bracing to inure daWdy during construction 2.Design assumes the top and bottom Mobs to b laterally braced at . f DATE: 10/26/2015 is the ncpomlMlAy of tlq erector.Additional permanent bracing of 2o.c.and at f0 c.c.respectively unless braced throughout their length by (,,.. the overall structure la 8M responsibility of the budding tledgner continuous sheathing such as plywood aheething(TC)and/or drywell(80), `F SEQ.: K1487123 4.NomadMould be applied to any component until after ad bracing and 4.Installation not trruce It lateral lsponssiblty of the vfiereMe co.. �/�.1(L fasteners are complete and at no time should anybedsa Increspedee contractor. �{�,/L,• TRANS ID: LINK design load.be,applied to an pone greater men S.and dry trusses be used in.ronco oe eenvironmem, g ppl any m, and aro for"dry condition"of use. 5.Cornier-Gus hes no control over end assumes no rsaponsiblllty ler the S.Design amines full bearing at.A support Mown.Shim or wedge I1 wcesmry, 12/31�y�y fabrication,handling,shipment and Installation of compcomponents. EXPIRES: 1G01 8.This design Is furnishedsubject to the limitations set forth by 7.Design assumes adequate drainage Is provided, TPNNTCA In SCSI,copies of Mesh MA be furnished upon request. S lines w.Plates lnacide with Joint centell be located on rh 0.a olWu,aM placed so their unlet October 26,2015 Wel(USA,Inc./CompuTru.Software 7.6.7(1L}E B.Digits Indicate size of pleb M Inches. 70,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 4PECIFICATIONS TRUSS SPAN 7'- 6.0. IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 TC: 2x4 KDDF #16BTR 2-3=(-113) 180 6-3=(-441) 292 BC: 204 KDDF STANTR SPACED 29.0" O.C. 3-4=(-165) 87 3-7=(-341) 344 LOADING WEBS: 204 KDDF STAND 4-5=( -52) 8 7-4=(-147) 184 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 3.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 439V -196/ 390H 5.50" 0.70 KDDF ( 625) 7'- 6.0" -317/ 463V 0/ OH 5.50" 0.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M-1.5x4 or equal at non-structural LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. vertical members (uon). THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 4-01-12 3-04-04 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" ,� I MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 12 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" -7 M-1.5x3 5 MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.938" 14.00 / / MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" M-3x54r MAX HORIZ. TL DEFL= -0.001" @ 7'- 2.5" J�I Design conforms to main windforoe-resisting 41 M-1.5X4 system and components and cladding criteria. as Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Mx3x5 load duration factor=l.6, M-3x9 Only left end vertical is exposed to wind, Truss designed for wind loads 3 J` J! in the plane of the truss only. ff ti M-2.5x9 or equal at non-structural diagonal inlets. I Truss designed for 4x2 outlookers. 2x4 let-ins 0 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. M-1.5x3 f 0 M-3x9 M-3x4 `�c PTT ppps y y y ccoL 6. NGINEE-- f0 1-00 7-06 0-03 89782PE C... JOB NAME : POLYGON 3410-A NH - A3Scale: 0.2889Alla • , WARNINGS: GENERAL NOTES, unless otherwise noted -q 614 p { GUN '� �... 1.Buhler and erection contactor should be advised of a1 General Notes I.This design Is bated onN upon the parameters shown and Is loran ihoi dual Truss: A3 and Warnings before construction commence. building component.Applicability of design parameters and proper ,tea ti+ T.DM compression web bradrp must be Installed when Mown v. incorporation of component Is the responsibility of the building designer. 1l H J _ 4 2.Design assumes the lop anti bottom chords to be laterally braced el 3.Additional temporary bracing to More stability during corWonson T o.c.and at 10 o.o respectively unless braced throughout their length by " la the responsibility of the erecta.Additional permanent brodng of continuous.Aesmplywood ing such as sheathing(TC)andror drywae(B •I). A..0 L DATE: 10/26/2015 the overall structure Is the rosponsiblity of the building designer. 3.ZR Imped bridging or lateral brodng required where hum+a 4.No bad should be applied to any component until after al bradrw and 4.Installation of trust Is the responsibility of the respedhe contractor. SEQ.: K 14 6 7 I2 4 fasteners aro complete and sl no time should any loads greater than 5.Design assumes trusses ere to be used Ina noncorrosive enWrenment, and aro for"dry condition.of use. TRANS ID. LINK demgnloads beapplied toanycomponent. 8.Design assumes full besting at all supports shovel.Shim orwedge if EXPIRES: 12/3112016 B.compurrucontrol .has no control over arta assumes no responsibility for m• nete fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate damage is provided. October 26,2015 8.Thh design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of Voss,and placed so their center TPINyfCA in SCSI,copies of which MI los Nmbhb upon request. jointlines coincide with 9.Digits Indicate sizeof plate inrinches. MITek USA.Inc.ICompuTfuS Software 7.6.7)1L)-E tI.For basic connector phte design values see ESR-1311,ESR-7988(MITsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS _ TC: 2x9 KDDF #16BTR TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2-3=(-113) 180 6-3=(-941) 292 LOADING 3-9=(-165) 87 3-7=(-391) 349 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -52) 8 7-4=(-147) 189 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0" 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/ 939V -196/ 390H 5.50" 0.70 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 6.0" -317/ 963V 0/ OH 5.50" 0.79 KDDF ( 625) LIVE LOAD AT LOCATION(5) SPECIFIED NY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-01-12 3-04_04 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" IMAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" LL DEFL = 12 5 MAX TL MAX DEFL = 0.000" @ 0'- 0.0" Allowed 0.033" M-1.5x3 14.00 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.938" 1 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Only left end vertical is exposed to wind, \ Truss designed for wind loads in the plane of the truss only. ti I Lr) 0 I 0 M-1.5x3 /- cr 104/ m 0 , /- 6 -/ '7 M-3x4 M-3x4 y y ky <(., �a PR Op 1-00 7-06 0-03 �.,C t4G1N ', " ` '/per :973p E JOB NAME : POLYGON 3410-A NH - A4 Scale: 0.2951MI WARNINGS. GENERAL NOTES, unless other/Asa noted: Truss: A 4 7.Builder end erection confider should be advised of al General Notes i.This design Is based only upon Ms p parameters shown and is for open NWual -9��C']E7 y+ygL'�� andsWarnings eproerhebn nbador shcommences, Thisbuildingcomponent.Appllpbllilyoftlaagnprs shown and proper ,F fl 5,r1V'V 2.2a4 compression web bracing must be metalled where shown r. Incorporetlon of component Is Me responsibility of the building designer. /5) iri 5 3.Additional temporary bracing to insure stability during conatndion 2.Design assumes the top and bottom chords to be Weedy braced et DATE: 10/26/2015 I.the responsibility Drthe eraser.Additional permanent bhang of 7 ob.and etea bo.respectivelysuch plywood s braced throughout their length by �� the averaq structure is Me rosponsibllry or the holding designer. 3.Zr Impact continuous kroing on such es sheething(TC)and%or tlrywell(BC). S EQ.: K 14 8 7 12 5 4.No load should be applied to any component until alter sll bracing and 4.Installation of truss la Ma re pracing ty of the wfipe Moven♦♦ PAU1 fasteners are complete and at no time should anyloads responsibility of Me respective contractor. L TRANS 1 D: LINK design loads be applied to any component. greater than 5.Design assumes inane are to be used Ina non•ornsive environment, mponent. end are for"dry condition"of use. 5.CompuTns has no control over and assumes no responsibility for the B D6 ecessa assumes MI bearing at all supports Mown.Shim or wedge if fabrication,handling,shipment and Installation of components. ry' EXPIRES:. .q f'y r / ys� 8.Thla design b furnished subject to His limitations set forth by 7.Design assumes adequate ted on Dor faces a Is provided. t G7 ! V TPOWI'CA In SCSI,copies of which we be furnished upon request. B lines coPlates Macid wll be ith Joint center rllines. of Wu,and placed so their center October 26,2015 MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E g.Digits indicate size of piste in inches. 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC TRUSS SPAN 14.— 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER 4PECIFICATIONS TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE S.C.1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #16BTR SPACED 24.0" Osystem and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PIP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. y-102 ox equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-04-08 7-04-08 1 T 1 12 12 I I M-4x4 s 14.00 14.00 /74a 2 w o 1 OI O O 0 M-3x4 h('l1 M-3x4 #4.;<, 0) Pf0Fk,s GINE CV / l 1 y1-00 y C`5 . N d9 , C7 , 14-09 1-00 ' 89782PE p�"" JOB NAME : POLYGON 3410-A NH - B1 Scale: 0.2919 .. ✓�G'(� `/'� �i WARNINGS: GENERAL NOTES, uressothenvsa noted -,�OREGON ry�40 1.Bolder and erection contractor should be advised of a1 General Notes 1.This design Is based only upon the parameters shown and is kr an Individual 1,J Truss: B1 and Warnings before condrudbn commences. building component.Applicability of design parameters and proper , Gq 1 2 2.2t4 compression web bracing mud be installed where drown 4. incorporationuof component Is the res ods to of the building designer. 2 Design assumes the lop end bottom re ctaMs to M theroly bracedde at ` S.Additional temporary bracing to Insure stability during construction T so.and at 10 c.c.respectively unless braced throughout their length by ��UL \. Is the responsibility of the erector.Adtlltenel permes anent bracing of continuouheathing such as plywood sheathing(TC)and/ordrywall(BC). DATE: 10/26/2015 the wend structure is the reepondblity of the building designer. 3.2e Impact bridging or Neral bracing required where shown C e 4.No bed should be applied to any component until alter al bredng end 4.Installation of truss la the reeponsibllty of the respective contractor. SEQ.: K 14 8 712 6 fastener are complete end at no time should any leads greater then 5.Design assumes trusses are to be used Inc noncorrosive environment, and are for"dry condition"of use. EXPIRES: 12/31/2016 1 /r�.1 p TRANS I D: LINK design bads ba applied b any component. 6.Deeds assumes full bearing at al supports dawn.Shim or wedge if ( 'r1 Ga7. 2/31� i v 5.ComWTruehas necanirolover and assumes neraapponenlrybrine Delgnee. October 26,2015 hbe dean,handling,shipment end limitations of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished sub)ed to the limitations set forth by 8.Gates shall bee located tent cera eh foes of truss,and placed so their center TPWYfGA in BC81,copies of width roil be furnished upon request. lines Digits indicate sae of pate in inches. MITek USA,Inc.ICornpuTrue Software 7.6.6(1L)-E 10.For basic connector piste design values see ES12-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2X9 KDDF #16BTR TRUSS SPAN 19'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC; 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-73) 426 3- 8=(-235) 254 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-620) 187 8- 6=(-62) 335 8- 9=(-235) 956 LOADING CHORD = 32.0 PSF 4=(-981) 297 8- 5=(-235) 254 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP 43--- 5=(-981) 297 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 7=(-620) 186 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 92.0 PSF 6- 7=( 0) 86 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -134/ 734V -261/ 261H 5.50" 1.17 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 9.0" -139/ 733V 0/ OH 5.50" 1.17 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 et 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-04-08 7-04-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.010" @ 7'- 4.5" Allowed = 0.692" 3-08-12 3-07-12 3-07-12 3-08-12 MAX LL DEFL = -0.002" @ 15'- 9.0" Allowed = 0.100" '� .� ,� MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.439" 12 12 M-9X6 MAX HORIZ. LL DEFL = 0.005" @ 14'- 3.5" 14.00 7 \19.00 4 4.0" Y{ MAX HORIZ. TL DEFL = 0.007" @ 19'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1,5x3 M-1.5x3 0 0 i /w 'rt Alid I o 1 g o M-3x4 M-3x8 of M-3x4 0 l y ), oD PRUrp7-09-08 7-09-08 My � � - C,,4 01 00 14-09 i 00 ; `t- 8"782PE �'r" JOB NAME : POLYGON 3410-A NH - B2 ,,Q•7\s\./+'> • • Scale: 0.2539 ./ . a•/A 1. WARNINGS' GENERAL NOTES, unities otheredes noted •r 'F -^� Truss: B2 1.Bulkier and erection contractor Mould be advised etch General Notes t.This design Is based only upon the parameters shown end is for en Individual $.9 CSEGONI s)'s and Warnings before consrudbn commences. budding component.Applicability of design parameters end proper F'1 V'V 2.244 compression web bredng must be installed where shown e. incorporation of component Is the reaponsibIy of the budding designer. 3.Atlddlonel temporary bracing b Inoue stability during construction 2.Design assumes the lop and bottom chords to be lalerely limed al •'"'• q�ya. -I ' DATE• 10/26/2015 Talisa reapormldlMy of the erector.Additional permanent bracing of 2 c k.and at 10 c.c.respectively unless braced throughout their length by /'1/,I I �_4 the overal structure is the responsibility of the budding designer. continuous sheathing such l b plywoodsheathing(f0)required where Mown a tlrywad(BC) q^,+t V Q.: K 14 8 712 7 applied 3.2s Impact bridging or lateral bracing where mown.. PA V L S L 4.No bad should be a ed to any component ural ager all bracing and 4.Installation dews is the responsibility of the respective contractor. fasteners are complete and at no time should any pads greeter then 5.Deafen assumes tosses are to be used In a noncorrosive environment, TRANS ID: LINK design pada be applied to any component. and are for^dry condition*of uss, 5.CempaUrua hes no control over and assumes no responsibility for the 8.Design assumes full bearing al ad supports shown.Shim or wedge If fabrication.handling,ahipmeM and installation of components. necesesry' EXPIRES: �AVQ�Jd'1('{ @, 8.This design is fumiehed subject to the limitations eel forth by 8.Designesassumesaded on drainage face Io trues, n OCLOLJer 26,2015 vv G/J (CV [7 7PlANrCA In SCSI,copies of whkh eli be furnished u 8.Plates snap be bated on bolo feces of Truss,end pieced co their caner upon request. lines coindde with joint tamer lentis. MRek USA,Inc./CompUTNs Software 7.6.6(1LEE 9.Digits indicate size of piste In inches. 10.For beak connector plate design values see E5R-1311,ESR-1988(Minsk) This design prepared from computer input by PACIFIC LUMBER-BC 14-09-00 GIRDER SUPPORTING 39-05-00 INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS. BC: 2x4 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6010) 1394 1- 6=(-834) 3572 1- 2=(-6010) 1399 4- 8=( -624) 2930 BC: 2x6 KDDF #16BTR2- 3=(-3959) 1006 6- 7=(-830) 3550 6- 2=( -626) 2930 4- 5=(-6010) 1399 LOADING 3- 9=(-3954) 1006 7- 8=(-796) 3550 2- 7=(-1718) 520 2x6 KDDF # WEBS: 2x6 KDDF 02 A STAND; LL = 25 PSF Ground Snow (P9) 4- 5a(-6010) 1394 8- 5=(-750) 3572 7- 3=(-1954) 5668 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 ELF 0'- 0.0" TO 19'- 9.0" V 7- 4=(-1718) 520 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 467.7)+DL( 338.0)= 805.8 PLF 0'- 0.0" TO 14'- 9.0" V BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA RIQIIRD STORAGE DOES NOT APPLY CUE TO NOT BEANIAL BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1497/ 6414V -228/ 22OH 5.50" 10.26 KDDF ( 625) 14'- 9.0" -1447/ 6414V 0/ OH 5.50" 10.26 KDDF ( 625) �� ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: \/1/ 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. ,XVX\ 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.035" @ 7'- 4.5" Allowed = 0.692" MAX TL CREEP DEFL = -0.071" @ 7'- 4.5" Allowed = 0.922" 7-04-08 f 7-04-08 ,r MAX HORIZ. TL DEFL = 0.020" @ 14'- 3.5" 3-10-08 3-06 3-04-04 4-00-04 f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 14.00 [7 \14.00 Wind: 140 mph, h=23.Sft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9.0" (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dur), 3 011load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x12 M-4x12 2 M-1.5x3 M-1.5x3 AV o o AP" :a ■pp rAMINIMIllt IIMIIIIMELN 0 1 6C 7 8 I M-4x10 M-3x8 M-7x10 M-3x8 M-4x10 0 k k k k k DEQ PROFe 3-10-08 3-06 3-06 3-10-08 ,<4:, 64/1 �`vGINE.S� Q"Y' y y Ca 14-09 4t` $9782PE r .. • JOB NAME : POLYGON 3410-A NH - B3 Scale: 0.2691 ,. 00.;'. /Y�/G WARNINGS: GENERAL NOTES, uMese otheNse noted: -94,OREGON n a. f.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual V� ��"' Truss: B3 and Warnings before consbuc ion commences. buoringcomponM.Anent is thhofdesign plit of and proper � 2.9x4 compression Web bradng must be installed More shown+. Design .so a Wmpop nl b IM responsibility of the allybuilding eddgner. _4!' 3.Additional temporary bracing to Insure Wdllly during construction 2.D.dgn ad t 10 the lap and bottom unless brac:Intoed d throughout Mawtl et 1l la the respondbllty of the erector.Additional permanent bracing of T ntimwnusasheettdng such as pywood sheathing(TC) nd/or drywal B). -A..0 L.. DATE: 10/26/2015 the oven)structure la to reapondblily of to balding designer. 3.D{Impact bridging or lateral bracing required Where Mown a s 4.No pad should be applied to any component until eder.1 bradng and 4.Installation of truss is the responsibility of the respec8Ne contractor. SEQ.: K 19 8 712 8 fasteners aro complete and at no time should any beds greater than 5.Design assumes trusses ere to be used Ina nancorrodve environment. design pads be applied to any component. and are for"drysondlier of use. TRANS ID: LINKS.Design assumes diva ng I sepporasir en.Shlmarw<ageu EXPIRES: 12/31/2016 5.comWTms Ms no control over and assumes no rosponalbilNy for the nece fabds.fen.handling,shipment end installation of components. 7.Designssumes adequate drainage is provided. October 26,2015 6.This design Is PbWTCA In CSlI.copied es ofd which WA be furnished upoto the limitstIons set forthby equest. 8 Antes s co shall Mth joint un both lines.of Wes,and placed no theta center 9.Digits Indicate sire of plate in Inches. MITek USA,Ino./CompuTnuS Software 7.6.6(1L)•E 10.For basic connector plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #16BTR TRUSS SPAN 39'— 5.0" OND. 2: Design checked for net(-5 LOAD DURATION INCREASE = 1.15 psf) uplift at 24 "oc spacing. BC: 2x9 KDDF #19BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON, system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 92.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads LL = 25 PIE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 14-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to gable end detail for complete specifications. 19-08-08 19-08-08 13-01-126-06-12 ,� 6-06-12 13-01-12 12 I IM-4x4 12 Q 7.00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP Ni OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY M-3x5(s) M-3x5(s) FHE +.r CONNORTECTIONDESIGN SATUATION.OFTHE COMPETENTLATERALBRACING PROFESSIONALTOTHISHINGE ADVICE IIiIili1111 .. MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. Li-, MF .rl/1 ` O o 7 M-3x4 M-3x5(S) of 0 M-3x4 )—_,I. C�w o 19-08-08 19-08-08 1-00 39-05 y K7 :.. . (�E00 4t .8.782PE ra JOB NAME : POLYGON 3410—A NH — Cl ,, • Scale: 0.2151 '1/ - . d,/ WARNINGS' • GENERAL NOTES, unless°theorise need. W/ ��°'�" 'ry Truss: C 1 1.Builder and erection contractor should be advised doll General Notes 1.Thla design is based only upon the parameters shown and le for an Individual -I OREGON N. and Warnings before construction commences. building component.Applicability of design parameters end proper yya�. OREGON V'V 2.2x4 compression arab booing mus be Installed where Sneath ti Incorporation of component is the responsibility of the building designer. Fie A 3.Additional temporary brining to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al �/ b the responsibility of the erector.Additional permanent bracing of 7 n.c,and at IC/o.c.respectively unless brawl throughout their length by DATE: 10/26/2015 the overal structure la the responsibility of the building designer. continuous sheathing or such as plywood re aired lire s end/or tlrywaN(BC) ' 4 SEQ.: K 14 8 7 12 9 4.No load ahold be applied to any component until ager all bowing and 4.In impact bodging or Neral bndng required 51 the amara Shawn a UL ns g4.IngellaDesign iIon of truss le the toonsiblllry or the raspactNe contractor. fasteners are complete and at no time should any Bads greater man 5.Dedgn assumes trusses are be used In a nprnwrroalve environment. TRANS ID: LINK deign Beds beappletltoanycomponent. .ntl.r.ror dywnagen^ofua. 5.CompuTrus hes no control over end assumes no responsibility for the 5.Design assumes full bearing at s.0 supports show.Shim or wedge If yVp pC�+ fabrication,handling,shipment end lnstallaton of components. Design n. + 1, EYE(-�lICJ. 12/31/2016 B.The deign is furnished subject to the limitations sat forth by 7.Plts 01,51 beeaaded both fcerotruvltlad. October 26,2015 TPIWTCA In SCSI,copes a/vmkh all be famished upon8.Palen shah be located on both feces of Imss,and placed so their center request. Nnea colndde high jobs center lines. MiTek USA,Inc./CompuTNs Software 7.6.6(1 L}E 9.Diggs indicate size of Mata In inches. W.For basic connector plate deign values see ESR-1311,ESR-1898(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2=( 0) 57 2-10=(-373) 2318 3-10=(-291) 218 TC: 2x4 KDDF #1&BTR LOAD DUSPAIED INCREASE = 1.15 2- 3=(-2655) 548 10-11=(-230) 1927 10- 4=( -39) 557 WE: 2x4 KDDF STANTR SPACED 24.0" O.C. 3- 4=(-2398) 545 11-12=(-235) 1806 4-11=(-745) 284 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1698) 498 12- 8=(-383) 2168 11- 5=(-312) 1306 5- 6=(-1698) 498 11- 6=(-745) 284 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 6- 6=(-1698) 545 1-16=( 745) 284 TOTAL LOAD = 42.0 PSF 7- 8=(-2655) 548 12- 7=(-291) 218 8- g=( 0) 57 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PUP 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" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. 1 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" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL = -0.260" @ 19'- 8.5" Allowed = 2.567" MAX LL DEFL= -0.002" @ 40'- 5.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 40'- 5.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL= 0.099" @ 38'- 11.5" 19-08-08 19-08-08 T 'f f Design conforms to main windforce-resisting 6-10-09 6-05 6-05 6-05 6-05 6-10-09 system and components and cladding criteria. f 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 7' '7.37.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 iW in the plane of the truss only. M-5x6(5) \1 M-5x6(S) 0.25" 0.25" 4 6 +1 1.5x3 M-1.5x33 + /)1popM- u 0 o in \ � 1'y p of /`I -3x6 M-3x4 D'.25" M-3x4 M-3x6 8 0 '{ e0 PROFS M-sxa ts) y �'r,�' ;�t^,�Oy'INE �QV'.f�',� y y y y 10-01-01 9-07-07 9-07-07 10-01-01 y y i oo 897821E r 1-00 39-05 JOB NAME : POLYGON 3410-A NH - C2 " -d0":<. Ili' aliff Scale: 0.1401 /�y 40 WARNINGS: GENERAL NOTES, ukees othery iso noted. '�� G V N h� �. 1.Builder and erection conhedor should be advised of al General Notes 1.This design h based onN upon the parameters shown and Is for an Individual d Truss: C2 and Warnings before construction commences. budding componentApplicability of design parameters and properIncorptea, r 2.2x4 comprewbn web bndng mud be installed where shown+ Design essu of component nl le the m chords of the budding designer. ry J 3.is the res temporary the to insure stability during construction o 2 Design eswmea the top end bottom chows th be TC)an braced at rr h Na responsibility of mendor.Additional permanent bracing of 2 o c end et 7G a.c.such antes braced throughout their nl)B by continuous Meaningeach sapy uNe sheathing(TC)throuand/or air len(BC). A..0`,,,,,. 0 DATE: 10/26/2015 the overall swdure Is aro reepondbtIN of the building designer. 3.2a Impact bridging or lateral brad required where shown 5 v 4.No load shade'be implied to any component until after al bradng and 4.Installation of truss is gra responsibility of the respadNe mntrador. SEQ.: K 14 8 713 0 fasteners are complete and at no time should any wads greater than 5.Design assumes trusses an to be used Ina nonmonodve environment, and an for"dry oandilon"of use. EXPIRES: t].l ry/�.4 TRANS I D: LINK design wads be applied to any component. 8.Design assumes full bearing at al supports shown.Shim or wedge if y f ARES. 12/31/20 1 5.ComWTmshas no control over ark assumes no reeponemlltiy for the 6 necessary. fabrication,handlwg,shipment end lnetelletion of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design is in BCs1shed subject to the1.copies of which wall be furnished upon request. 8.imitations set forth by lines mPlates indd all belocated )elnt center noth esa of truss,and placed so their coker 9.Digits Indicate she of Pete In Inches. MITek USA,Inc./COmpuTrue Software 7.6.6)1L)-E 10.For bade connector plate design values see ESR-7371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #13BTR TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #O&RTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-692) 3903 11- 3=(-173) 1251 7-16=( -89) 664 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2- 3=(-9596) 859 11-12=(-619) 3999 3-12=(-990) 3- 4=(-2929) 569 12-13=(-360) 2470 12- 4=( 0) 365 16- 8=(-390) 297 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2366) 551 19-15=( -10) 75 4-13=(-612) 198 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2404) 711 15-16=(-223) 1731 5-13=(-431) 295 6- 7=(-1682) 508 16- 9=(-376) 2167 14-13=( 0) 99 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 92.0 PSF 7- 8=(-2916) 570 13-16=(-385) 1299 8- 0=(-2650) 545 15- 6=(-332) 1773 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 57 15- 6=(-132) 773 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 15- 7=(-730) 287 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OCATIOG MAX VERT MAX HORZ SIG REQUIRED SPG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 KDDF ( 625) !COND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 0.4" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.4" Allowed = 2.567" 19-08-08 MAX LL DEFL = -0.002" @ 40'- 5.0" Allowed = 0.100" 19-08-08 MAX TL CREEP DEFL = -0.003" @ 90'- 5.0" Allowed = 0.133" 2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 MAX HORIZ. LL DEFL = 0.101" @ 38'- 11,5" 12 fMAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 7.00 M-6x8 12 Q 7.00 Design conforms to main windforce-resisting 6.0" 6 fi+( system and components and cladding criteria, 0! M-5x6($) Wind: 190 mph, h=24.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NNINNN 0.25" load duration factor=1.6, M-1.5x3 Truss designed for wind loads in the plane of the truss only. M-5x6(S) 0.25" M-1.5x3 M-3x6 ,n M-3x8 � 4 /1L 12 13�� _ o o M-5x8 M-3x4 0 14 15 a 4 o o M-6x8 0.25" M-3x4 M-3x6"\ o a 3.75 M-1.5x3 M-6x8(S) o 12 ) l y y 1 l l - l y o5-ay 5-01-04 5-06-08 6-07-09 9-08-OS y 10-00-03 1-0 05-08 10-06 26-05-08 l � ..., C 1N c- ,/ '9 y 1-00 39-05 y 8972PE JOB NAME : POLYGON 3410-A NH - C3 Scale: 0.1400 WARNINGS: - 1.Builder and erection contractor should be advised of all General Nolet 1.GENERAL NOTES, unless omhe p.,ise noted: 4111, Truss: C 3 and Wamkgs before construction commences. building This is based only upon the parameters shown and la for an individual OREGON Q,'.- -;',. . 4y 2.234 compression web bracing must be installed where shown♦, bcorp roti not component Is the orotlaslgn parameters and proper V�l t.,�V 3 Additional tem 2.Design assumes the top of the building designer, temporary bracing to Insure steb86y daring venstructbn g p and bottom chords to be laterally braced at "' �/�E•y Y_ v DATE: 10/26/2015 ismereepsntebtinyormeereaor.Aadnbnelpennenentbrodngor 2'o.c.andat10oerespectivelyunlessbracdthroughouttheirlengthby aT J _{ the overall structure is the responsibility of the building designer, continuousImps sheathing ater l b ring re aired here s ew.rand/ora nryweA(BC). \�} SEQ.: El4 8 7131 4.No baa shouts ha applied to any component until aver all bred d 3.25 Impact bridging or lateral brodng required where Mown.en P/i. L 1 fasteners am complete and at no time should an hada an 4.Installation Ohms is the responsibilityb.us.of the respective contractor. I'{ L TRANS I D: r greater than 5.Design assumes vases are to be need Inc non-corrosive environment, LINK N K design bade be applied to any component. and are for dry condition"of use. 5.Compurnp Ms no consul over and sesames no responalbllay ler the 0.Design assumes full bearing at all supports Mown.Shim or wedge II (bila.„an,Mndlmg.Mipm.ntand bntegalbnof�mpanenta. 7.Design netB.�seumes EXPIRES: 12/31/2016 d. 6,This design le furnished subject to the llmMtbns set forth by 8.Plates shall be located edon both faces oftrusate drainage is is,eand placed so their center TPtMTCA In SCSI,copies of*doh MN be furnished upon request. linea coincide MIS joint center line& October 26,2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1L(-E g.Digits Indicate size of plats in inches, 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1- 2=( O) 57 2-10=(-751) 3890 10- 3=(-192) 1247 14- 7=(-732) 286 TC: 2x4 RIDE #16BTR LOAD DURATION INCREASE = 1.15 2- 3=(-4597) 893 10-11=(-672) 3437 3-11=(-987) 293 7-15=(-101) 670 BC: 2x4 KDDF STAND SPACED 29.0" O.C. 3- 4=(-2930) 569 11-12=(-384) 2468 11- 4=( 0) 365 15- 8=(-345) 269 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2366) 551 13-14=( -10) 75 9-12=(-611) 148 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2405) 717 14-15=(-224) 1732 5-12=(-431) 295 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1682) 513 15- 9=(-395) 2171 13-12=(-139) 1292 BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 92.0 PSF 7- 8=(-2419) 589 OVERHANGS: 12.0" 0.0" e- 9=(-2657) 564 12- 6=(-390) 1177 14- 6=1-131) 774 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA •• For hanger specs. - See approvedplansLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) p LIVE LOAD AT LOCATION(S)DEAD(L) SPECIFIED BY IBC 2012. 0'- 0.0" -295/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 0.4" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.9" Allowed= 2.567" MAX HORIZ. LL DEFL = 0.102" @ 38'- 11.5" 19-08-08 19-08-08 MAX HORIZ. TL DEFL= 0.169" @ 38'- 11.5" ff 2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 Design conforms to main windforce-resisting ff f12 system and components and cladding criteria. 12 M-6x8 Q 7.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.0" 6 (( load duration factor=l.6, Truss designed for wind loads Y! M-Sx6(S) in the plane of the truss only. 0.25" M-1.5x3 7 M-5x6(5) • 0.25" M-1.5x3 4 M-3x6 Agiggilliiik,n M-3x8 r AiiillikboI c ,•••,.., �. 11 1zr �e" is .go M-3x9 0 13 6x8 0.25" M-3x4 M-3x6 t o o o - M-5x8 I I M- o M-1.5x3 M-6x8(S) 123.75 y12 1 1 y y y titi© PROFFS co'), y 05-0 y 5-01-04 5-06-08 y 6-07-04 9-08-05 10=00-03 ,�jttN�tC� �w0 1-073.05-08 10-06 26-05-08 y Mi ir 39-05 s`9 82PE • JOB NAME : POLYGON 3410-A NH - C4Scale: 0.1330 ' pr 40 WARNINGS: GENERAL NOTES, unless otherwise noted: (_. OREGON �� 1.Bolder and eredfon consador should be advised of el General Notes 1.Thls design is bard ontysppoonthe ry efparam Wet shown n end grore n Indiddual Truss: C4 anewammgebelow.onwdoncommences. beumrwcomponent.foompop ,Q- 1,qp�„ Ab . , 2.204 compression web bradng must be Invalid where Moven v. incorporation assn of component is the responsibility G of IM ally ra edYgner. J 2.Design assumes the tap and bo8om chords le be laterally braced et 3.Additional temporary bradrg to Imre stability during canstrudlon 7 o.0.end at 1G ow respectively unless braced throughout their length by r �A,+t .�' Is me responsibility of the cedar.Additional permanent brodng of continuous sheathing such as plywood sheathing(TC)and/or dryvnn(BC). u L DATE: 10/26/2015 the overal structure lathe reeponelblmy of the bending designer. 3.2K impact badging or lateral bracing required where ehcwn n• No bad should be applied to any component until after el brodng end 4.Inslaletlon of truss la the responsibility of the reepectte centredor. SEQ.: K14 8 713 2 4.fastener.are complete end et no time ahold any loads greater than 5.Design assumes trusses am to be used Ina noncorrosive environment, and are for'dry condma Waring of see. EXPIRES: 12/31/2016 TRANS I D: LINK deYgn bads be appliedcanto any r andcomponent. 5.Design assumes hill bNnng at all supports strovm Shim or wedge If 8.ComWTruaMan000nholoverandassumes noreaponsibilityente.for the merry. October 26,2015 labrketion.Mndrg,shipment and a limitations ion o/components. 7.Deelgn assumes adequate drainage M provided. 8.This design Is furnished subject to ms limiations set forth by 8.liPlates nes coincide ash int centel be loaded on r line. faces ofbur,and paced se thetr ceder TPUNRCA M BC31,copies of which will be Nmlahed upon request. 9.Digits Indicate Nie of plate In inches. MITek USA,IDC./CompuTrue Software 7.6.6(1L)'E 1o.Far bads connector plate deYgn values re ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 9=(-391) 2311 3- 9=(-291) 218 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2656) 548 9-10=(-293) 1920 9- 9=( -39) 557 LOADING 3- 4=(-2399) 545 10-11=(-234) 1807 4-10=(-745) 284 TC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0).+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1699) 498 11- 8=(-404) 2172 10- 5=(-317) 1307 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1699) 503 10- 6=(-747) 284 TOTAL LOAD = 42.0 PSF 6- 7=(-2401) 565 6-11=( -55) 563 OVERHANGS: 12.0" 0.0" 7- 8=(-2658) 570 11- 7=(-294) 238 LL = 25 PSF Ground Snow (Pg) ** For hanger s BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA g pets. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -294/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL = -0.260" @ 19'- 8.5" Allowed = 2.567" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 6-10-09 6-05 6-05 6-05 6-05 f Design conforms to main windforce-resisting 1 f f f6-10-09 system and components and cladding criteria. 12 12 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 7.00 Q 7'00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 4c+( _\ in the plane of the truss only. M-5x6(5) 3.1 M-5x6(S) 0.25" 0.25" .. to +l M-1,Sx3 1111/11111, 3 M-1.5x3 \\ 0 v / No1 9 r of M-3x6 M-3x4 Y.25,r 11 .,� o M-3x4 tstR ryp/� y M-5x8(S) M-3x6 I 4V f R Wr l 1-00 10-01-01 9-07-07 39-05 9-07-07 y 10-01-01 y , " NC�IIV � �, `{- :9782PE 1414 Vic"" JOB NAME : POLYGON 3410-A NH - C5 Scale: 0.1580 ..or -.0" WARNINGS' GENERAL NOTES, unless othervdee rated. �/ SIM Truss: C 5 1.Builder and erection contractorMould be advised of reg General Noes 1.Two design is based onlysh 40 upon the p ramet rs own and is for an Individual 117+OREGON and Warnings Mare construction commences, building component.Applicability of design parameters and proper N. 2.204 compression web badng must M installed where Moven*. i Corparetlon of component la the responsibility of the building tlaMlgner. �l 'Ci' 3.Additional temporary bracing to insure stability dump construction 2.Design assumes me tap and bottom chose to M laterally braced et "Q� OA py tom: "" Fl, DATE: 10/26/2015 Is the responsibility of the erecter.Additional permdi bracing of 2 o.c,and at 10 o.c respectively unless braced throughout theh length by 4 a T 1 �_4 the overall structure is the responsibility of the building designer. contlnuota sheathing such as plywood sMeming(re s and/or tlrywel(BC). ,1 ( V SEQ.: K 14 8 713 3 4.Na load should be applied to any component untl after Cl bradng and 4.Installation 2.la of trrusgs la the reor isponsibility of the Mere contractor. A U� T 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads M applied to any component. and are for'dry condition"of use, 5.CempuTas had no toarol over and amines no responsibility for the 8 Design assumes NII beefing al al supports shown.Shim or wedge If EXPIRES: p fabnatbn handling,shipment end Installation of components. necessary7.Design assumes ^r'O C C e 12/31/2016 8.This design is furnished subject to the limlatlons set forth by 8.Plaesshal be loafed on both facesequate drainage lof s truvss,and placed so their center October 26,2051- T-t C.s7 TPINVTCA in Best,copes of which MI be Nmiehd upon request. Ones coincide with joint center linen MITek USA,Inc/CompuTrus Software 7.6.fi(1L}E 9.Nth Indicate she of plate In inches. 70.For Melo connector plate design values see ESR-7317,ESR•1 888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 57 2-11=(-371) 2281 3-11=( -293) 219 TC: 2x4 KDDF N1LOAD DUSPAIED INCREASE C 1.15 2- 3=(-2610) 540 11-12=(-225) 1889 11- 9=( -40) 558 BC: 2x4 KDDF ST&BTR NTR SPACED 24.0" O.C. 3- 4=(-2352) 537 12-13=(-228) 1733 9-12=( -745) 285 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-1652) 989 13- 9=(-334) 1892 12- 5=( -307) 1279 5- 6=(-1658) 991 12- 6=( -696) 278 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD= 10.0 PSF 6- 6=(-2658) 508 2-16=( -1) 375 7- B=(-2339) 507 13- 7=( -139) 166 TOTAL LOAD = 92.0 PSF 8- 9=( -24) 298 8- 9=(-2661) 509 LETINS: 0-00-00 3-00-00 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 57 OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -290/ 1745V -279/ 274H 5.50" 2.79 KDDF ( 625) 38'- 10.0" -284/ 1745V 0/ OH 5.50" 2.79 NODE ( 625) ICOND. 2: Design checked fox 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 = -0.158" @ 26'- 2.4" Allowed = 1.896" MAX TL CREEP DEFL = -0.326" @ 26'- 2.9" Allowed = 2.528" MAX LL DEFL = -0.002" @ 39'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 39'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.057" @ 38'- 4.5" MAX HORIZ. TL DEFL= 0.093" @ 38'- 4.5" 19-08-08 19-01-08 T 6-05 6-05 6-05 6-05 3-07-15 2-07-10 6-10-09 T .j ' 'f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 M-4x6 " 7.00 Wind: 140 mph, h=29.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" load duration factor=l.6, 5 4K End vertical(s) are exposed to wind, Truss designed for wind loads M-5x6(S) 3 1 M-5x8(S) in the plane of the truss only. 0.25" 0.25" +I M-1.5x3 Nop7M-1.5x3 3 } + 1,7_3.6 .n 0-lam' f� i 1 `M-3x6 M-3x4 0.25" M-3x4 M-4x6 to `�`0 PROp o M-5x8(S) �~�•..��GIN��R �f0�"1� 1 1 y y l 10-01-01 9-07-07 9-07-07 9-06-01 l ), l b 1-00 38-10 1-00 JOB NAME : POLYGON 3410-A NH - C6Bale: 0.1432 WARNINGS: GENERAL NOTES, unless otherwise noted • otherwiseo° ©Fl OREGON ^ �4 should1.Builder and erection contractor should be advised of al General Notes 1.This buildingdesign co Is based.onlyAppluabn6y of design parameters andpon the parameters shown and 1proper for an Indlvldual VJ Truss: C6 and Warnings before construction co mme suss incorporation of componeM la me reapanmblt y of the building designer. e$7 l }I -N6 2,2r4 compression web bradng mum be installed where shown.. 2 chords assumes the lop and bottom rords to be laterally braced at 15 3.Additional temporary bracing to insure skbilNy during construction - 2 o.a and et 1O o.n.respedNely unless braced throughout their length by � la the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)andlor drywa8(BC). DATE: 10/26/2015 the overall structure la the responmblity of the building designer. 3.24 Impact bridging or lateral bradng required where strewn a s 4.No load should be applied to any component until after al bradng and 4.melalatton or truss Is the responsibility of the respectNe contractor. ___ SEQ.: K 14 8 713 4 fasteners are complete and at no lima should any wads greater than 5.Design assumes twee*are to be used In a noncorrosive environment, end are for'dry condition"of use. T RAN S I D: LINK design wads be applied to any component. O.Design assumes full bearing at WI supporta mown.shim or wedge if EXPIRES: 12/31/2016 5.CompuTnn has no control over and assumes no responsibility for Inc necessery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 S.This design is fumimad subject to the limitations set forth by 8.Beale coincidee locatedoc NiGrboM faces of truss,and placed so their center TM/MA In SCSI,copies of whim wig be furnished upon request. g Digits Indicate eke of piste In Inches. MITek USA,Inc./CompuTnis Software 7.6.7(1L(-E 10.For basic connector plata design values see EBR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 38'— 10.0" TC: 2x9 KDDF #160TR OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 g (— SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. LION. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. EON, LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=29.9ft, TCDL=9.2,BCDL= DL ON BOTTOM CHORD = 10.0 PSF Exp.B, ASCE 7-10, RS)D (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=l.6, considered for this design. LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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. 19-08-08 1 19-01-08 I 13-01-12 6-06-12 1 6-06-12 12-06-12 12 I M-9x9 4 7.00 3 12 '7:17.00 M-3x5(5) M-3x5(S) y 44 N o 2 4 1 ® o 0 9 M-3x4 M-3x5(S) s of 0 l 0 19-08-08 y 19-01-08v PR oN��eV�fb N.38-10 1N0 l. 89782PE yr JOB NAME : POLYGON 3410-A NH - C7 Scale: 0.2057 �"•`_+•'+' �'i" . NW WARNINGS: GENERAL NOTES, unless otherwise noted: T rus s C 7 Builder and erection contractor should be advised of all General Notes This design is based on y upon IM parameters shown and Is for an individual OREGON 41 and Warnings before constructionrmustcommences. balding component.AppllcabllNy or design parameters and proper 174,.I �� 2 2a9 comproubn web bracing must M InNNled where shown+ Incorporation of component is the responsibility of the building designer. /V'. 3.Addiienal temporary bracing to insure stability during construction 2 Design assumes Ms top and bottom chords la be laterally baud at j DATE: 10/26/2015 is the rosponstbllity of the arodor.Additional permanent bracing of 2'ex.and at IP es.respectively unless braced throughout their length by [,,. �� .-- _t r IM overall structure Is the responsibility of the building designer. continuous sheathing such as bracing required sheathing(TC)and/w drywaN(BC). /t- \V S EQ.' Ki4 S 7 13 5 4,Na bad should be applied to any component untl after al bracingd 3 Installation Impact of la thlate tyoftthe re pre shown t a +�/7 1 il l R fasteners are complete and at no time should anyhada an 4. al inns la the rate Ba used of the reapedNe contractor. A/„7 L TRANS I D• LINK design loads be applied to any greater than 5.Design assumes cusses an to be In a nonconoalve environment, component. end are for"dry condition"of use. slbiliry for me S.Design assumes MI bearing at ail supports Mown.Shim or wedge if 5.CompuTrus has no control over and eesurnes no reepon EXfebncatlon,handling,shipment and Installation of components, necessary. P I E :. 12/31/2016 8.This design Is furnished Babied to the limitations set forthPlate. h by 7.Design assumes a ted on equate both faces of trues,and plead w thele center Is prodded. TPW'ICA in BCSI.copies of which call M furnished upon request. lines coincide with)Dint center lines. October 26,2015 Wee USA,IOc.ICompGTNa Software 7.6.7(iL}E 9.Digits Indicate sire of plate in Inches. 10.Far ba=le connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 90 2-5=(-27) 30 3-5=(-120) 106 TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 2-3=(-59) 91 BC: 2x9 DF 2900E SPACED 24.0" O.C. ;-q=( -g) 3 WEBS: 2x9 DF 2400E LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -69/ 325V -17/ 58H 5.50" 0.49 DF ( 670) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -18/ 159V 0/ OH 5.50" 0.24 OF ( 670) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1,4-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon), 'COND. 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/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133^ MAX TC PANEL LL DEFL= 0.013" @ 2'- 3.3" Allowed = 0.199" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.013" @ 2'- 1.9" Allowed = 0.298" 1 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 9.50 v Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q -/ load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads Xin the plane of the truss only. I 0 I ,.- .o. 1 0 li 1 2 i ��5 o M-3x4 M-1"5x3 .Jr '• ) 3-08-04 0-03-12 l l l 1-00 4-00 fit O PROF&E ENGINR /©� 897$2PE JOB NAME : POLYGON 3410-A NH - D1 Sale: D.6177 • ,•, ✓�G' ` '^ MINI WARNINGS: GENERAL NOTES, unless otherwise noted .ef �I:Ey8G71©N �Y, 1.BuNder and erection contrador should be advised of el General Notes 1.This design h based only upon IM parameters shown and Is for en Indlolduel 7- ��` Truss: D1 and Warnings before concoction commences, balding component,Applicability of design parameters and properincorpGAR Z+ j 2.2x4 compression web bredng must be Intoned where shown*. Design assumes of component Is the roapo ds toy of the budding designer. ,✓ 2 Design essence the lop end bottom chords to be laterally baud at 3.Additional temporary bracing to Insure stability during construction 2 o c end at 10 o.s.respedhroly unless braced throughout their length by r' 7*f A UL ..s�� Is the responsibility of me erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)end/or drywal(BC). /'"' DATE: 10/26/2015 the overall structure Is the responsibility of the balding designer. 3.24 Nowt bridging or lateral bradrg required where shown** - 4.No load should be applied any componeN ural ager an bradng and 4.Installation of truss is to rewonibiaty of the respective contractor.SEQ.: K 14 8 713 6 fastened are complete end at no time daunt any bads greater than 5.Design sesames truces are to be used Ina noncorrosive environment. and are for"dry condition"of use. TRANS ID: LINK desionloads beapplied toany component. B.Design assumes Mbearing at alsupporsahown.Shim orwwdpeil EXPIRES: 12/31/2016 5.CompuTrue nes no control over and sesames no responsibility for the nit fabrication,hendling,shipment and Metellaeon of components. 7.Design ssumes adequate drainage is provided. October 26,2015 8.This design Is mmiehed subject to the limitation set forth by 8.Plates shad be located on both faces oftruss,end plead se theiranter TPb WfCA in BCSI,apes of which will be fumehed upon request. lima coincide with toint center lines. 9.Digits Indicate eke of plate In inches. Welt USA,Inc.lCOmptTrUS 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 TC: 2x4 DF 2900E TRUSS SPAN 4'- 0.0" IBC 2012 MAXMEMBER FORCES 9WR/DDE/Cq=1.00 BC: 2x9 DF 2900E LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 1-2=( 0) 90 2-9=(0) 0 TC LATERAL SUPPORT <= 12"0C, UON. 2-3=(-59) 25 LOADING BC LATE .SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) TOTAL LOAD = 92,0 PSF 0'- 0.0" -65/ 333V 0/ 575 5.50" 0.50 DF ( 670) 3'- 9.2" 0/ 47/1 0/ OH 5.50" 0.07 OF ( 670) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 103V 0/ OH 1.50" 0.15 DF ( 670) "" 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. 12 BOTTOM CHORD CHECKED FOR 10P5F LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 o c spacing. I 9.50 D 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 = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.015" @ 2'- 5.4" Allowed = 0.222" MAX TC PANEL TL DEFL = 0.013" @ 2'- 5.4" Allowed = 0.334" MAX MORIS. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria, 0 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=1,6, End vertical(s) are exposed to wind, I Truss designed for wind loads o in the plane of the truss only. I .-1 ti M I: 1 � o 2'� 9.. M-3x4 1 y 1-00 4-00 y (PROVIDE FULL BEARING;Jts:2,4,3 Nip0) PROP4- moo r\Gi N EC- S DC7 "T .2 ` ` 89782PE JOB NAME : POLYGON 3410-A NH - D2 Scale: 0.8031 � WARNINGS' GENERAL NOTES, unless otherwise noted. SW Truss: D2 1.Budder and erection contractor Mould be advised of al General Notes t.This design is based only upon the parameters shown and la for an Indwlduel $�� OREGON 0� end Warnings before construction cemmenps building component.Applicability of design parameters and proFl 1,,,7 V 2.DO compression web bredng mud be installed Where shown+. Incorporation of component Is the responsibility of the building proper designer 3.Additional temporary bradng to muds stability during construction 2.Design assumes the top and bottom chords to be Wordy Erased at Cy DATE: 10/26/2015 is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'a n respedNely unless brewed throughout Nair length by1,9i "� the overal drudure la the responsiblity of the building designee continuous Sheathing well l b pNwood re uir a where shown and/or s tlrywal(BC). A e.-a SEQ.: K1487137 4.No load should be applied to any component until alter all bred4.In Impact bridging or Were)predngry at the whereaha contractor. fasteners UL i"\ ng and 4.Designllon of(rose is es responsibility oft a respedNa contractor. fasteners are complete and at no time should any loads greeter 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. S.CompuTrus has no control over and assume no reeponsibiley for the 5.Design assume.NII hearing al all supports Mown.Shim or Wedge If �l)t� /�{.1p fabrication,handling,shipment and installation of components. Dadgnmamm°ry• EXPIRES: ��C(�� 1 Gl J 1�2 V t V S,This design is furnished subject to the limitations sat forth by S.Platenshal be locaassumes ted uon both faate ces of is truss,and placed so their ceder October 26,2015 s..vv C/J LU [] TPINVTCA in SCSI,copies of which WI be Nmbhed upon request. lines coincide With joint center line. MITek USA,Inc./CompuTrus Software 7.6.7(11)-ES.Digits indicate size of plate In Inches. 70.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 3'— 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER 4PECIFICATIONS TC: 2x4 KDDF ST6NTR LOAD DURATION INCREASE C 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 204 KDDF STAND LOADING Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7— , TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights),, Enclosed, Cat.2,BCDLExp.AS MW-10(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration fEnclose.6, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x9 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. rNcte:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Il bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 12 4.50 M-1.5x3 4 3 g 0 I .-1 2 o f Io A- II411 -f =M-4x4 M-1 55x36 y 3. 3' y 1-00 3-05li\t f'bR Qj ��r„{NE�r,Q rQ�44 9 4t' :9782PE <' JOB NAME: POLYGON 3410-A NH - El sale: D.6222 .■�► WARNINGS: GENERAL NOTES, unless otherwise noted • o. OREGON�d�40 �.. 7.Budder an eredbn contractor should be advised of oil General Notes 1.This design a Me App miof sign parameters endparameters sho. d pros kr perproper individual I v'• Truss: E 1 and warning.bertha construction commences. Incorporation of component b the responsibility stow building designer. -9,,$) Vq fi�!" '��J 2.2x4 compression web bradng must be Installed where shown v. 2.Design assumes Aro tap an bottom chords to be laterally braced at 'L1�4 3.Additional temporary bracing m Insure steblllty during construction T o.e.end at ICY o.e respectively uNeae braced throughout their length by ��,j'^ t �\ b responsibility of the erector.Additional permanent bracing of coMlnuuua eheathm9 such se pNwood sheething(TC)and/or drytwA(SC). A L DATE: 10/26/2015 the o+arae structure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown so 4,No load should be applied teeny component anti utter Si bracing and 4.Installation of trues la the responsibility of the respeetNe contractor. SEQ.: K 14 8 713 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in e noncorrosive environment, end ere fardry mnglon"of we. 12/31/2016 d ry J3].A Y� .4 f� TRANS I D: LINK design bads be applied to any component. 6.Design assumes full bearing al ail supports shown.Shim or wedge if EXPIRES: 1 2/3 1/20 1`i 5.CompuTrwM.mmMralaa.r.n..>um..mnOtnpnfleetyfarthe rte Design October 26,2015 fabrication.handling,shipment an Installation of components. 7.Design assumes adequate drainage Is provided 8.Tuts design is Wished subject to the limitations set forth by 8.plats s 600 bee locithated on centerboth cows of truss,and placed so their anter TP WVECA in SCSI,copies of wfikh will be furnished upon request. Ines Digits Indicate sin of pcts In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values we ESR-1371,ESR-1988(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 9WR/DDF/Cq=1.00 TC: 2x4 KDDF#1aBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 1-2=( 0) 40 2-4=(0) 0 WEBS: 2x9 DF STAND 2-3=(-56) 24 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. CON. 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" -55/ 316V 0/ 9BH 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50^ 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.50 D net(-5 OND. 2: Design checked for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP g (- 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 = 0,005" @ 2'- 0.1" Allowed = 0.168" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.167" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" 3 I Design conforms to main windforce-resisting system and components and cladding criteria. If Wind: 190 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, M-3x9 0o Truss designed for wind loads in the plane of the truss only. ti /- o o , I tD 0 1 1 O /- 1 . y 1-00 3-05 (PROVIDE FULL BEARING;Jts:2,4,3 ��c,D r R Ope Z.cr" 89782PE JOB NAME : POLYGON 3410-A NH - E2 '' Scale: 0.8445 ��G� \' WARNINGS: GENERAL NOTES, unless otherwise noted 'ry Truss: E 2 1.Buller and emotion contractor should be advised oral General Notes 1.This daNgn Is based only upon the parameters Mown and h for an Individual OREGON ate, and Warnings before construction commences, baldingcomponent. ty o sign parameters and proper OREGON l.�V r V 2.2t4 cora ressron web brad o poaM.ApplkaMl I M p ng must be installed where shown+. Incorporation or component Is the responsibility al the building designer. 1" 3.Additional temporary bracing to Insure stability during conabuctlon 2.Design assumes ms top end bottom chords to be Merely braced at C'f y� .{4', ' Is the responsibility of the erector.Addeonel permanent bracing of 7 o.c.end at 10'sa o c respectively ant=es braced throughout their length by �+a al ! {UL �\ DATE: 10/26/2015 the overall structure is me racontinuo.steaming such as plywood sheathing(TC)and/or arywel(Bc). ("A sponobnry of the balding designer. 3.2e Impact bridging or lateral bradng required where shove++ SEQ.: K 14 8 7 13 9 4.No had stoma be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the raapedNe contractor. fasteners are complete and at no time should any hada greater than 5.Design assumes trusses are to be used m a noncorrosive environment TRANS ID: LINK dewgnloads beapplied toany component. and are for sdryaondplon^ofuse. 5.CompuTrvs hes no control over and essumes no responsibility forma B.Design assumes full bearing at al supports Mown.Shim or vntlgs if EXPIRES: 12/31/2016m..., fabrication, shipment and installation of components. 7.Design assumes adeqne drainageIs provided. October 26,20156.This design is furnished subject to the(imitaton seforth by S Plates intselocated orhhoes of truss,and placed co their centerTPIMTCA in BC51,collas of which NA be furnished upon request. (nes coincide joint aMallne. n MiTek USA,Inc./CompuTrua Software 7.6.7(1L}E 9.Digits Indlate sine of plata in inches. 10.For basic connector plate design values sea ESR-1311.ESR-t988(Wok) \ Symbols Numbering System 4 General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths /4 I I (Drawings not to scale)offsets are indicated. Damage or Personal Injury Ira. Dimensions are in ft-in-sixteenths. 6%,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. C1-2 c2-3 2. Truss bracing must be designed by an engineer.For O-'11g. 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 311Mbracing should be considered. _ O1 dke 1 = 114 O 3. Never exceed the design loading shown and never I♦�� U U stack materials on Inadequately braced trusses. IICI lird $ C6-7C5-64 designer,errecti nProvide copies of isupervisohis truss r,sproperty owneign to the rand For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-'4a' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint an d embed am edulall d by ANSKnots d w j e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 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 PLATE SIZEuse 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-1 352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. InIndicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,If no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. Min size shown is for crushing only. mil 18.Use of green or treated lumber may pose unacceptable environmental,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 and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. CDesign Standard for Bracing. mile e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013