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Plans (472) 1\( i 4 (X)(-1L\ mom 1 fl ` L=) (.{0:()do kl,. Yt MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-354_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. ttiR�a PROFFs• s �NGINEFR 0 44, 87022PE 9r N cc‘ � "c>, L OREGON c1� 4 SER 11 ‘C) OS A. H - E ' ' •/ i E 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45755177 PL15-354_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:54 2015 Page 1 n. ID:s3crybS6sJgMSM2Sm_D_y9giZ-JSICOfhJDwxCLbLMojyx_ZvmWjHeA9GkRQnxjIyPA3F f 10-011 1-2-0 111-0-12 1 1 2-6-0 1 2-49 I I 1-2-0 I I 1-9-11 1 �&0-1 Scale=1:40.1 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 I I 3x6 FP= 3x6= 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 a a m e 8' �� 24 23 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 1 I 3-6-12 8-8-5 P-3-51 I 19-6-8 22-11-8 I 3-6-12 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— 12:0-1-8,Edge1,13:0-1-8,Edael,118:0-1-8.Edael,f19:0-1-8,Edael LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-377/Mechanical,21=950/0-7-0,24=-15/0-1-12,16=1450/0-5-8 Max Upliftl5=-480(LC 6),24=-121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. `��cD PR R OFFss ,� 0NGi.NEFR io2� 87022PE f / N rV y �Aj, OREGON rye <v� O �O '',I,/ On OS A- Hen�P EXPIRES:06/30/2017 October 27,2015 e 0 .r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10103/2015 BEFORE USE. k Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fill Quality Criteria,DS8-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-354 UPPER F02 R45755178 FLOOR 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 0 Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:56 2015 Page 1 ID:s3crybS65JgMSM2Sm_Dy9giZ-G W typKiZIXBvbvUkv8XP343Xt0e5rOukG2oByPA3D 0-V1ID 1-2-0 A�1i Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 4x4= 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 Et1 e 9 e s 1 =- 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 16-5-2 111(47_0 2 l 23-9-0l 16-5-2 6-1--14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edgel,129:0-1-8,Edael,130:0-1-8,Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft 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=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=-3859/0, 8-9=-4510/0,9-100-4510/0,10-11=-4847/0,11-12=-4847/0,12-13=-4859/0, 13-14=-4859/0,14-15=-4583/0,15-16=-4583/0,16-17=-4583/0,17-18=-3948/0, 18-19=-3948/0,19-20=-3948/0,20-21=-2879/0,21-22=-2879/0,22-23=-1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=-1183/0,2-38=0/1068,4-38=-952/0,4-37=0/846, 6-37=-730/0,6-35=0/625,8-35=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=-931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��1�ca PROFFS 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 ,, 0NGINEF9 siO attached to walls at their outer ends or restrained by other means. 2 870 2PE 9 7 -0j, OREGO J�O1.4 0 �M$ER 11 �S A. Heck EXPIRES:06/30/2017 October 27,2015 II 1 ma-, a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with Mgek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' o always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the ue fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crifeda,DSB-89 and BCSI Building 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 Job Truss Truss Type Qty Ply POLYGON R45755179 PL15-354_UPPER F03 Floor 5 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:57 2015 Page 1 I D:s3crybS6sJgMSM2Sm_Dy9gjZacjQLOgjC WrJm D23xTs2ecBXGtwBFNZIA700c1<dyPA3C 1 1-0-0 1 10-10-2 II 1-2-0 i?-7-14 i Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e o 1/7\ I' :,,,I e. 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5= 3x4= 12-10-10 I 11--100-7-00-7-0101 1 6 4 114-10 Plate Offsets(X,Y)- 112:0-1-8,Edgel.123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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/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=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1508/0,3-4=-1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=-3726/0,10-11=-3737/0,11-12=-3737/0,12-13=-3422/0, 13-14=-3422/0,14-15=-2618/0,15-16=-2618/0,16-17=-1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=-1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=-313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=-832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ti� G N Fq s, CN 8 a 2PE 19r •5-y �Aj, OREGO el, <v 9O AMBER \ �� On A A. I.1 i EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. Nil Y Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Solely Informa8on 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 R45755180 PL15-354_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:58 2015 Page 1 I D:s3crybS_6sJgMSM2Sm_Dy9giZ-CvJE0kgH8RdgCe71 ZZt8P3VCKfG62BJM2I9s3yPA3B 1 0-10-0 I I 1-2-0 1 113-_ ___I-0 9-3-131 2-6-0 I 1 1-2-0 I I _ 1-3-7 I Scale=1:19.8 1.5x3 I I 3x4= 3x4 II 4x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 3x4= 4 5 6 7 8 9 • e e o , , Ner - e e- a \v e o- 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 I 8-8-5 1 9-3-5 1 9-10-5 I 11-4-12 I 3-0-0 5-6-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— f2:0-1-8,Edgel,13:0-1-8,Edgel,17:0-1-8,Edgel,f8:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flaf) 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. '`�_ PROP ��`� �NG�N�F9 /�2 4r 8 I 2P (9f -7 N�Aj, OREGO ryo Q4� '9C, FM SEF O1 V. On A. He?, EXPIRES:06/30/2017 October 27,2015 e 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10103/2015 BEFORE USE. '- Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* ek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiuhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755181 PL15354_UPPER F06 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:59 2015 Page 1 I D:s3crybS_65JgMSM2Sm_D_y9giZ-g5Y5RMkS2SaUSMDJbG46hccfFkymrQETaiViPVyPA3A 1 0-10-0 ii 1-2-010-112 1 2-3-1 I I 2-6-0 ii 1-2-0 I I 2-33 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8 5 6 7 8 9 10 • e e e N e e ae 111.011e Al 1 1' 18 17 �'�, 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 I 8-8-5 19-3-5?-10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Edne1.13:0-1-8,Edoe1.14:0-3-0,Edge1,f6:0-1-8,Edgel,f7:0-1-8,Edgel LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Ud 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 lncr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. (lb)-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. x,50 AGN F.q `SAO 2 ct 87022PE r N y �'$, OREG N rye Q<C' 'AO ��BER11 On A. HE; EXPIRES:06/30/2017 October 27,2015 4 9 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Mill. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute,218 N.lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755182 PL15-354_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:00 2015 Page 1 I D:s3crrybbgS65JgMSM2S7 m_Dy9giZ-BH6Tfil4pm iL4 WD W8_cLEg9ojBDGawecpM EGxyyPA39 1 1-0-0 1 F�1 1-2-0 1(7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 1�u/ NIS \V \.14/" NI/I i�� ./ \ a / � N 0 e , , 30 29 28 27 26 25 24 23 22 21 IC 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 11-1141 I 18-8-12 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)-- 112:0-1-8,Eduel,f23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=-2571/0,5-6=-2571/0,6-7=-3284/0,7-8=-3284/0, 8-9=-3615/0,9-10=-3615/0,10-11=-3587/0,11-12=-3587/0,12-13=-3327/0, 13-14=-3327/0,14-15=-2563/0,15-16=-2563/0,16-17=-1483/0,17-18=-1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 2324=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. _co pROFe..0 �Ca �,AGINFF'4 /o 2 870 2PE N N - SAT OREG N ti�Q4N 90 cc�SER '\1 OS A- Heck EXPIRES:06/30/2017 4 October 27,2015 __ e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not I@ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek°" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755183 PL15-354_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:00 2015 Page 1 g ID:s3crybS_6sJgMSM2Sm_Dy9g2-8H6Tfil4pmiL4WoW8_cLEg9okBJOa34cPMEGxyyPA39 I 2-3-0 I 2-3-0 19-511 1-2-0 II 1-9-11 1 2-6-0 I 10.8-01 Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x6= 3x4 II 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 e a e_ o _. v — 1/_ i e 0 ! o /- � - e ° 18 17 16 15 14 13 12 3x4= 1.5x3 I I 3x4= 3x8= 3x8= 3x5= 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)— f4:0-1-8,Edgel,[15:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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/TP12007 (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 Upliftl2=-512(LC 3) Max Grav 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. ,\to��0 PROF „� ��GINEF'9 /02* 87022PE r' aHy -0j, OREGOp M � ' \ QbO8ER \ SA. He,- EXPIRES:06/30/2017 October 27,2015 4 4 imul.... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Sure 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755184 PL15-354_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:01 2015 Page 1 ID:s3crybS_6sJgMSM2Sm Dy9giZcUgrs2mia3gChgNiih7am1hy1YZHJNnm20_pT0yPA38 1 1-0-0 I 1952H 1 1-2-0 I p-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e / \/ N / \n J 0 29 28 27 26 25 24 23 22 21 GU 3x4 = 4x5 = 3x5= 3x5 = 3x5 = 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 I 11-7-10 112-2-101 I 18-11-8 I 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edael.123:0-1-8,Edael LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 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=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=-2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=-3697/0,10-11=-3697/0,11-12=-3697/0,12-13=-3396/0, 13-14=-3396/0,14-15=-2603/0,15-16=-2603/0,16-17=-1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. - b PRQp en �c\� �NG I N E-&-,9 /�2 Q 87022PE r f ,tn V, Aisv 7 SAT OREGON r15 1/ 9On F4$ER 11 Q �S A. HECk EXPIRES:06/30/2017 October 27,2015 e e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'Wel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Creeds,001-89 and SCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755185 PL15-354_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:02 2015 Page 1 ID:s3crybS6sJgMSM2Sm_D_y9giZ4gEE3OnKLNy3JgyuGPepJFEEKx4H2x6vGgjNOgyPA37 3x4= 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 _iy -. L. 0 N 1.5x3 II 1.5x3 II 8 7 6 3x4= 3x4= I 3-5-12 I 3-5-12 Plate Offsets(X,Y)-- f2:0-1-8,EdgeL[3:0-1-8,Edoe) LOADING(psi) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/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. R �\� x„,161 E -,4 % 87022PE �<- to � +ti SAT OREGON 11;.1,c)4)1 -> , FjyBER *N v.-V-\�vA. HE 0 EXPIRES:06/30/2017 October 27,2015 / i .r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate the design into the overall MiTek building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755186 PL15-354_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:03 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-ZsocHkoy6h4wx_X5g692rSnG?LDtnBy2VKTwYHyPA36 0-'1_ :_13-0 1 1-2-0 11 1-0-12 1 1 1-0.0 I Q 7=9.j I 1-2-0 110-11-3 1 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 54 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e e e - e_ o_ - a_ � o �, a 91\ NNip/ \ / N / 1:3;" t��JJ e _ _ o' e e 37 31 30 29 28 27 26 25 24 23 22 21 g 3x4= 3x6= 4x5= 3x5= 3x6 = 3x5= 3x5= 4x8= 3x4 = ' 1-1-0 0-7-0 0-7-0 1-3-12 5-1-9 r 7-0 0-7-0 9-8-3 Plate Offsets(X,V)- f2:0-1-8,Edgel,f3:0-1-8,Edgel,f9:0-1-8,Edgel,f10:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid 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.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=-164/0-1-12,20=1315/0-2-12 Max Uplift32=-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 n D P R()FF S be attached to walls at their outer ends or restrained by other means. �- �' 5)CAUTION,Do not erect truss backwards. �Co MAGI NS- /O 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. ,C? R 2"9 The design/selection of such connection device(s)is the responsibility of others. - $7022 PE 1-- 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 (1) CV Uniform Loads(plf) - Cy' OREG•N 2d Q4o Vert:20-32=-8,1-19=-80 �G� ��$ER 1 Concentrated Loads(Ib) 1 Vert:17=-791(F) �S A. HO; \-4.Q EXPIRES:06/30/2017 October 27,2015 t $ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek., is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Inlomwlon 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 PL15-354_UPPER F12 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:04 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-13L_U4obt CnY76HNggHOgJTJIdIWoCk CT4jyPA35 a1 1 1-2-0 I I 1-0-12 I I 2-6-0 I 2-4-9 I I 1-2-0 I I 1-9-7 I Scale=1:34.0 1.5x3 I 13x4= 3x4= 3x4 I I 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 s e / I 9 VIe e rj s li 19 18 17 16 15 14 13 12 3x4=1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x8= 3x4 = I 3-6-12 I 8-8-5 &&3-5 filo-51 14-6-4 I 3-6-12 5-1-9 b-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edoel,13:0-1-8,Edoel.114:0-1-8,Edael,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/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 Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max 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=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=-2148/0,9-10=-2148/0 BOT CHORD 18-19=-294/18,17-18=-294/18,16-17=-294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=-1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=-512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. -\011/4 PRQFFss �,`� �N�'IN�ER /0�y `C" 870 2PE c N 7 �Aj, OREGON 95) O 9O �c4QER O1 .4 EXPIRES:06/30/2017 October 27,2015 e e N ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev-10/03/2015 BEFORE USE1111 �� Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITA' 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755188 PL15-354_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:05 2015 Page 1 ID:s3crybS_6sJgMSM2Sm Dy9giiZ-VFvMiPpDdIKeAHgTxXBWxtskh966F1?Lzeylc9yPA34 3x4 = I 0-11-11 I I 1-2-0 I I 0-9-5 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 II III II raill NM 111 - o , N ■ ■ 1111. r ■ k2 1.5x3 II 1.5x3 II 8 // 7 6 5 3x4= 3x4 = I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— 12:0-1-8,Edael,f3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/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. (lb)-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. EP R QFF <<� Nssc, NGEcw. �` � 2tt9 2 8702P cli� y��A,, OREGO (151' (i '%..•,-,FMgER �\ s A- H�R,,,P EXPIRES:06/30/2017 October 27,2015 t , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 new 10/03/2015 BEFORE USE. III( Design valid for use only with Mita®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' o always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Quality Criteria,DSB-89 and BCS(Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Chios Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenthss /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury rm� Dimensions are in ft-in-sixteenths. 111%‘„ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS c1-2 C2-3 2. Truss bracing must be designed by an engineer.For �"1/1 6n 4 spacing, lEllt may requiretruss bracingindividual,or alternativelateral Tor I braces themselves p bracing should be considered. 1111111ir O 3. Never exceed the design loading shown and never L1111112141 ,xer_ stackmaterialsoninadequatelybracedtrusses.wide 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c2: cs 7 cs a designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. or PLATE SIZE PRODUCT CODE APPROVALS 9. useUnless with fire retardantnoted,preserythis ative ve treated,n is not ficableor 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-I 311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that e Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. ill by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 1 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. •M0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing onlyMINI . sfo 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. miTeke 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.10/03/2015 11111 MiTek 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. 4 PR O S ts- 44, 4 89782PE 9 OREGON ©4° .1;9 (14RY 1 2 4'Q' PA UL Ria 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 LUMBER SPECIFICATIONS TRUSS SPAN 8'— 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16510 SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 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 T T 1' 12 12 IIM-4x4 14.00 7 2 19.00 0 DESIGN ASSUMES SHEATHING TO ONE FACE. ;-, m0I�1OAl 111111 N f 4 5 ). y y y *tip PROFe 1-00 8-06 1-00 <t7~� ‘yG,iME�rR lb.. c. ir gt' 89782PE r' JOB NAME : POLYGON 3410-A NH - Al Scale: 0.3929 WARNINGS: GENERAL NOTES, unless otherwise noted �y '-$74, y p f"� ISI 1.Budder and erection contractor should be advised of all General Notes 1.This deign h based only upon me parameters shovel and is for an Individual I 7 OREGON O,l p Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and pope, [� 2.2a4 compression web bracing must be installed Where shown Incorporeso of component Is the responsibility of the building designer. -v,... G�C1 u A 5 a{''C 3.Additional temporary bracing to Insure stability during wnstrucibn 2.Dassumes the lop end bottom Mobs to be througWendyhout braced et `, I �Xy Is the responsibility of the erector.Adtl0lonal permanent bracing of Dec.ntin and at sa0 o n.respectively es ply woods braced throughout r dryr length by apo continuous sheathing such es plywood sheathing(TC)and/or drywal(BC). � �"^�, UL {`� DATE: 10/26/2015 the overall structure Is the raapanslblity of the building designer. 3.2a Impact bridging or lateral bracing required where shown•• SE K 14 8 7 12 2 4.No load aloud be applied to any component sett after sl bracing and 4.Installation of truss la the reeponelMMy of the respective contractor. 4• fastenent are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ht s noncorrosive environment, design bads be applied to any component. end are for"dry condition"of use. F 12/31/2016!�/t] ).ry/'� TRANS I D: LINK 5.CompuTnu has no control over and assumes no responsibility for lha 6.Eeceaea edgn assumes Ml bearing at all supports Mown.Slam or wedge if EXPIRES• 1 2!31 201 6 ry fa riestlon,handling,shipment and melalkllonofcomponents. 7.Design assumes adequate drainage kprovided. October 26,2015 S.This Sedan Is furnished subject to the limitations set fart by B.Plates shall be located on both faces of suss,and placed so their center TPINVECA In SCSI.copies of whkh wig be Nmiaed upon request. S.IDlesa oine nciddte wiwith joint oplatntee erlines llines. MITek USA,Ina./CampuTrus Software 7.6.7(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-7980(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-210) 121 5-6=(-182) 181 5-1=(-292) 162 3-7=(-475) 192 BC: 2x9 KODF #15BTR SPACED 24.0" O.C. 2-3=(-245) 133 6-7=) -29) 91 1-6=( -53) 156 WEBS: 2x9 ROOF STAND 3-4=( -6) 196 6-2=( -66) 99 LOADING 6-3=( -73) 153 TC LATERAL SUPPORT <= 12"OC. U011. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" O'- 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 IMF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" T 1' 1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 9.3" 12 12 M-4x6 14.00 7 7\14.00 �„ Design conforms to marwindforce-resisting 9 2 system and components and cladding criteria. AK _ ♦ Wind: 140 mph, h=22.4ft, TC DL=9.2,BCDL=6.0, ASCE 7-10, 17I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 o11 Q� 1111161\sisliall 0 N of I a '" /- 611111111111111 . 111111111111M -/ M-1.5x3 M-3x8 M-1.5x3 y l )' 3-03 4-03 Fi l 7-06 y1-00 y �'� �� E ;*� :9782PE Vic' JOB NAME : POLYGON 3410-A NH - A2 .n• ..r' Scale: 0.3913 ,;/ WARNINGS: GENERAL NOTES, unless othenvise noted4) Truss: A2 1,Builder and erection contactor Mould be advised or all General Notes 1.This design is based only upon the parameters shown and is for an Individual "1+OREGON " • and Warnings before construction commences. building component Applicability of design parameters end proper f 'ri 2,2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. e j/il r V � 3,Additional temporary bracing to Insure atabllby during construction 2 Design and tO the lop and bottom drums to be laterally braced at 7 'l J Is the responsibility of the erector.Additional permanent bracing of 7 o.c,antl et t0 a.c.respectively en ply nod a braced throughout and/or melt length byilr DATE: 10/26/2015 the overall structure Is the re continuous sheathing stenas.dng reubed hoe sand/a tlrywal(BC). N'/i' it spons@Nity of the rmane designer. 3.co Impact badging or sterol bradng d she t where Mown * ,"1 V l.. SEQ.: K 14 8 712 3 4.414 load should be applied to any component untl eller all braGng end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any pads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment TRANS ID• LINK design wade be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hal beaang al all supped.shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Imtalleeon of components. ceanass 7.Destgnaawmesadeden drainage lopass, October 26,2015 e.This design Is Furnished subject w the limitations set(ooh by 8.Plates shall be located on both faces of Imes,and placed as their unlet TPIMTCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digit indicate aRe of pieta In inches. MTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10,For basic connector piste design values we ESR-7311,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-113) 180 6-3=(-441) 292 WEBS: 2x4 KDDF STAND 3-4=(-165) 87 3-7=(-341) 344 LOADING 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. SON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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) M-1.5x9 o equal at non-structural BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE vertical members (uon). LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 4-01-12 3-04-04 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" ,1' f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.025" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 12 M-1.5x3 5 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" 19.00MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.938" 14-3x5 MAX HORIZ. LL DEFL = -0.001" @ 7'-. 2.5 MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" JJ M-1.5x4 Design conforms to main windforce-resisting system and components and cladding criteria. ,, Wind: 140 mph, h=24.Oft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Only left end vertical is exposed to wind, 34011 Truss designed for wind loads !�C in the plane of the truss only. ti M-2.5x4 or equal at non-structural diagonal inlets. 0 I Truss designed for 9x2 outlookers. 2x9 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 W 0 1-1 4P"' IMIIIIMIIIII/ M-3x4 M-3x4 c.' PRp COs. y1-00y 7-06 0-03 ,..co-.. GIN ' ry ./cam. 89782PE �v.' JOB NAME : POLYGON 3410-A NH - A3 • Scale: 0.2889 r.. WARNINGS: GENERAL NOTES, unless othenHse noted. OREGON /�I�� 1.Bulder and erection contractor Mould be advised of al General Notes f.This design Is based only upon the parameters Mtn.end Is for an individual ..y .1 4,OREGO1V ©N" Truss: A3 and warnings before canstrudlon commence.. building component.Apglebimy of design parameters and proper '(°.�ay "p/'/ (IP 5 r� 2.Di4 compression web bracing must be Installed nfiere shown+ mcorporetbn of component Is the responsibility of the bulling designer. 7� Gj Ly` A b V/' 3.Additional temporary bating to insure stability during construction 2 Des,assumes the top and bottom unlesschabraced to be laterally brand et T al Y _t�(yr la the responsibility al the erector.Additional permanent bracing of 7 Data and et as o c.such. ptpeh/sads bread ihrouphoul their st(Bength by /J�,., �y DATE: 10/26/2015 the.venal structure la the responsibility of the bulli continuous sheathing or such as plywood shed 0,4,5TC)and/or drywall(BC). P.11.((1. ng designer. S 2li Impact bridging or lateral bracing required where shown++ r"{lT 1� SEQ.: El4 8 712 4 4.No load should ba applied to any component until alter al bracing and 5.4.DesignCation of truss Is tltrusses a he spa be used In t�non-corrosive a rrespective acctorment, fasteners are complete and at no time should any loads greater thanand ra for"dry trusare tob. TRANS I D: LINK design loads be applied to any component. 8.Design assumes fug bearing at all supporta Mown.Shim or wedge If EXPIRES: 12/31/2016 t� ]l t�/�4 n 5.CompuTrus Ms no control over and assumes no responsibility for the - necessary. EX IRES: 1 2/3 1/2 V 1 6 fabrication,handling,shipment and installassn of components. 7.Design assumes adequate drainage is provided. October 26),2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located an both faces of taros,and placed so their center TP WVICA in BCSI,copies of which will be furnished upon request. fines coincide wtth joint center linea 9.Diggs Indicate s5e of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(TL)-E 10.For basic connector piste design values see ESR-1311,ESR-7958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-113) 180 6-3=(-441) 292 WEBS: 2x4 KDDF STAND 3-4=(-165) 87 3-7=(-341) 344 LOADING 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 BAG REQUIRED BRG AREA OVERHANGS: 12.0" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "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" ,r MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" 12MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 5 M-1.5x3 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" 14.00 7 -/ MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" 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=24.4ft, 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. 65 i 0 M-1.5x3 f 10 0 0 ti M-3x4 M-3x4 Ivo PRO .J, ,I, 7-06 0y 3 N' 04.61N4',9 -O <tr 4t. :9782pE -71. JOB NAME : POLYGON 3410-A NH - A4 .id Scale: 0.2951 MI, WARNINGS: GENERAL NOTES, unless othereM noted' " /EGON 1.Buller and erection contractor should be advised or all General Notes t.This design h based sag upupon the parameters shown and Is for en individual •tttplll Truss: A4and Warnbefore construction commences. building component.Applicability of design pe�ameers and proper Qetri 2.2d4 compression web bredng must be metalled where shown+ incorporation orcomponem Is the responsibility or the building aargner. ARY ( . 3.Additional lempoary bracing to Mauro debility during construction 2 Design sesames the lop and bottom chorda to De laterally braced at is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at t0 o.5.respectively unless braced throughout their length by DATE: 10/26/2015 he overall structure Is the ro ndbll of building designer. continuous edging or such as ptywoodacing re Meet where naw.tlryweA(BC). PAUL. sPo h a g g 3.2a Impact bridging or Ind rel bracing required wTero Mavm++ L. SEQ.: Ki4 8 712 5 4.No load should be applied to any component until eller ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no ume should any weds greater than 5.Design assumes trusses are to be used In e nomcorrosroa environment, TRANS ID: LINK design weds be applied to any component. and are eco for ndmon•or use. 5.CempuTrue has no control ever andaemesno responsibility for the 6.Deign assumes at supports Skims,wedge If euEXPIRES: 12/31/2016 fabrication.handling,shipment and instalieten of components. m.-, 7.Design assumes adeqS.The design is famished subject to the limitations set forth by B.Pla es shall be locateduoneboth facesdrainageis of truss.and pieced so their cents, October 26,2015 TPIWTCA In BCSI,copies of which iota be furnished upon request. lines coincide web joint center lines. MITek USA,Inc./Com uTtae Software 7.6.7 1L E 9.Digits Indicate sea of plate In Inches. P ( )• 16 For basic connector plate assign values see ESR-1311,ESP-1966 IMITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 14'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "mc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-04-08 7-04-08 4 4 T 12 HM-4x4 12 14.00 7 3 \14.00 Al. , 20411114111111111111116\o' i o 0 M-3x4 M-3x4 o) PPOF �tifiss y1-00 y 14-09 y1-00 y C~� , `yCa1 NE R /0 't' 89782PE C JOB NAME : POLYGON 3410-A NH - B1 Scale: 0.2919 ' WARNINGS: GENERAL NOTES, unless ethenWaa noted' Cr" �4) 1.Builder and erection contractor should be advbed of ell General Notes I.This design Is based only upon the parameters shown end Is for en individual AT lam(-OREGON er, �.. Truss: B1 and Warnings before conMnntion commences. building component Applicability of design parameters and proper i0. ///' (1�J 2 244 compression web bracing must be Installed where shown•. incorporation of component Ic me respondbAiry of the building designer. ..9� V A C. 4'' /'¢ 3.Additional temporary bracing to Insure stability during conatrudbn 2 Design assume'the lap ark bottom chords to be laterally braced et 7 "l Y J {/.- le the responsibility 1 me erector.Additional permanent bredng of Dec.co. and et 70 o c.respectivelychcply oed.nless braced Throughout their length by n/, o continuous sheathing such as plywood aheeming(TC)andbr drywall(BC). +�.A.1(L C"� DATE: 10/26/2015 the overall structure la the responsibility of the building designer. 3.2i Impact bridging or lateral Geeing required where shown+• r"{f4./1.. SEQ.: 14 8 7 12 6 4.No load should be applied to any eempenent until after aN bracing and 4.Installation assumes is is ththe ere ale Mblily ft respective o unokee sen environment, fasteners are compote and et no time should any loads greater than end am saaeeor"dry condition" tousb. T RAN S I D: LINK design bade be applied to any component. S.Design assumes hal bearing at all supports shown.Shim or wedge II Campania5.Campnia has no control over and assumes no responsibilty for the .ee.ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation ofcompanents. 7.Design assumes adequate drainage b provided. October 26,2015 S.This design is furnished subject to the limitations set forth by e.Plates shall be coaled on both faces of truss,and placed as their center TPEWTCA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center linea 9.Digits indicate eke of plate in inches. MTek USA,Ino./CompuTrus Software 7.6.6(1L(-E I0.For basic connector plate design values see ESR-1311.ESR-18003(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-73) 426 3- 8=(-235) 259 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-620) 187 8- 6=(-62) 335 8- 4=(-235) 456 WEBS: 2x9 KDDF STAND 3- 4=(-481) 297 8- 5=(-235) 259 LOADING 4- 5=(-481) 247 TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-620) 187 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=( 0) 86 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" 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/ 739V -261/ 2616 5.50" 1.17 ROOF ( 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 at 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" f f ,r MAX LL DEFL = 0.010" @ 7'- 4.5" Allowed = 0.692" MAX LL DEFL = -0.002" @ 15'- 9.0" Allowed = 0.100" 3-08-12 / 3-07-12 3-07-12 / 3-08-12 1 l MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" I f MAX BC PANEL TL DEFL = -0.028" @ 11'- 9.4" Allowed = 0.939" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.005" @ 14'- 3.5" 14.00 7 7\14.00 MAX HORIZ. TL DEFL = 0.007" @ 14'- 3.5" 4 4,0" p� I Design conforms to marwindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 \ ,/ 0 0 Ls-, ON .-..1.111111...iiilinimilioniiiiiiiiimilmminimi-• 41 c' 8 o M-3x4 M-3x8 M-3x4 0 y 7-04-08 y 7-04-08 1 4� �D PROfiFss )0 y y c.:;. <e..,�GINESR /, 1-00 14-09 1-00 C� 8'782PE c" JOB NAME : POLYGON 3410-A NH - B2 /\ Scale: 0.2539 #•/a 4' •r WARNINGS: GENERAL NOTES, unless otherwise noted' (/.,e�A1 OREGON Truss: B 2 1.Builder and erection contractor should be advieed of all General Notes 1.This design Is based only upon the parameter.shown and is Br an individual yq� ORE toON r-�"' and Warnings before construction commences. building component Appllcabg ty of design parameters and propst "r 7 'I V iQ` incorporation of component is the respondbNty of the building designer. 'T �//1 y,,,v: i r V�f\h 2.201 compression web bracing must be matelbd where shown 0. corpO11 77 'ill/`f "i J 3.Additional temporary bracing to Insure stability during conehuctlan 2.Design and.t a n.lop ane bottom unlesschobraced to be throughoutMorally braced et b the responsibility of the erector.Addilronel permanent bracing of 2'o.c at Is o c respectively their length by ` DATE! 10/26/2015 the overall structure is the responsibility of the building designer. continuous ri sheathing such as wing rArwooe aired tter.Rowe) •r+dell(BC). iirJl' +t �\ goer. 3.t2.o Impact bodging or the rel bracing required the where tNe co t a �"1�,/1.�. SEQ.: K1487127 +.Nomnead sen.cebe natto nocomponentanysoarall ehracing and 4.Designasn uflysrIsmsareobeeeitheoapedNeeenvirnn fasteners aro complete and etre time should any made greater than 5.Design assumes trusses aro to be used In a nonconoeNe environment, TRANS I D: LINK design loads be applied to any component. and.re for'dry condition"of use. y{'� c 5.CompuTrua hes no control over and assumes no responsibility for the 6.Design assumes full bearing at Cl suppose shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. cee 7.Padennary. assumes adequate odrainage is provided.an October 26,2015 6.This eedgn is furnished eubied to the'Watkins set bah by B.Plates shell be located on both feces of Truss,and placed so their center TPNM'CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Tina a Diglte Indicate alae of plate In Inches. MITek USA,Inc./CompuTrue Software 7.6,6(1L)-E 10.For basic comedor plate design vetoes see ESR-1311,ESR-1(038(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-09-00 GIRDER SUPPORTING 39-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6010) 1344 1- 6=(-834) 3572 1- 2=1-6010) 1399 9- 8=( -624) 2930 BC: 2x6 ROOF #1&BTR 2- 3=(-3959) 1006 6- 7=(-830) 3550 6- 2=( -626) 2930 4- 5=(-6010) 1349 WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-3959) 1006 7- 8=(-746) 3550 2- 7=(-1718) 520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6010) 1349 8- 5=(-750) 3572 7- 3=(-1954) 5668 TC UNIF LL( 50.0)4-DL( 14.0)= 69.0 PLF 0'- 0.0" TO 14'- 9.0" V 7- 9=(-1718) 520 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 467.7)+DL( 338.0)= 805.8 PLF 0'- 0.0" TO 19'- 9.0" V li BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1497/ 6914V -228/ 228H 5.50" 10.26 KDDF ( 625) J'- ( 2 ) complete trusses required. 19'- 9.0" -1497/ 6414V 0/ OH 5.50" 10.26 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Al` nails9" oc in 1 row(s) throughout 2x9 top chords, oc ,XVX\ 6" oc in 2 row(s) throughout 2x6 bottom chords, [COND. 2: Design checked for net(-5 psf) uplift at 24 spacing. 9" oc in 1 row(s) throughout 2x9 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.035" @ 7'- 9.5" Allowed = 0.692" MAX TL CREEP DEFL = -0.071" @ 7'- 4.5" Allowed = 0.922" 7-04-08 7-04-08 MAX HORIZ. LL DEFL = 0.012" @ 14'- 3.5" l 1' f 1 MAX HORIZ. TL DEFL = 0.020" @ 19'- 3.5" I 3-10-08 3-06 3-04-04 4-00-04 Design conforms to main windforce-resisting 12 12 M-4x6 [� system and components and cladding criteria. 14.00 \14.00 4.0" Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), p load duration factor=l.6, j1 Truss designed for wind loads in the plane of the truss only. M-4x122 M-4x12 At itM-1.5x3 M-1.5x3 • _ �� �`®���$ AOS,: L 0 1 6y 7 B I M-4x10 M-3x8 M-7x10 M-3x8 M-4x10 0 ii y 3-10-08 y 3-06 y 3-06 y 3-10-08 y <(''' P11Q' k 14-09 y ,. `, �C?IN -�C b/�✓ `�' 89782PE �< JOB NAME : POLYGON 3410-A NH - B3 Scale: 0.2641 � "' / War. WARNINGS: GENERAL NOTES, unless otherwise noted. f✓ 4) 1.Builder '-- Truss: B 3 and Warnings before caerection ns n etictor onould be commencee. of all General Notes bbuuildin comsign ponent.dAppllccaabiEyhof parameters rsign parameters and prope�Individual y � .OREGON} i Jl if �� 2.ga4 comprcesbn web bracing must be m.tslbd vdwre sheen, Inwrporatbn of component is the responsibility of the building designer. :(+Lys fV"/ipy f_ y-a-.. 3.Additional temporary bracing to Insure stability during construction Z Design assumes the top and bottom Marta to be letsnlly braced al 7 'l '�J � ` h the responsibility of ms erector.Additional permanent bndng of 2 an.end et 10 o c respect ply unless braced throughout their length by /ir DATE: 10/26/2015 the everal shooters Is the responsibility f the binding designer. continuous aheetmng such as plywood Meething(TC)and/or drywall(BC). P./I U t spo b o 9 3.2s Impact badging or lateral bracing required there Mown a a PA 1.. SEQ.: K 14 8 712 8 4.No iced should be applied to any component until after all bndng and 4.Installation of truss Is the responsiMNy of rhs respective contractor. fasteners are complete and et no time e should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition of use. TRANS ID: LINK 5.CompuTmshes nocontrol over end assumes noresponsibility for the 6 nDe es.aesumea ulbearing5tHeuppohMown.Ohm,orvedgeit EXPIRES: 12/31/2016 labdcation.handling.shipment and installation of components. 7.Design ssumea adequate drainage is provided. October 26,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shaft be located on both faces of truss,and planed so their center TP Wy1CA In GC51,copies of which will be furnished upon request. line coincide with joint center lines. S.Digits indicate sae of plate 6 Inches. MITek USA,Ino./Compclrus Software 7.6.6(1L)-E f0.For basic connector plate design values see ESR-1311,ESR-1086(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 19-08-08 19-08-08 T T T 13-01-12 6-06-12 6-06-12 13-01-12 T T T 1' T 12 IIM-4x4 12 7.00 p 3Q 7.00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP itil 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 NI THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION M-3x5(s) iiiio M-3x5(3) POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE +� flhllil EOTERALIENUI11111111tl61.11.- %. 4 10 +` o M-3x5(S)- o M-3x4 M-3x4 D PROPS 19-08-08 19-08-08 V 1-00 39-05 <C,y 1-00 17 8'782PE r JOB NAME : POLYGON 3410-A NH - Cl , '' Scale: 0.2151 g• WARNINGS: GENERAL NOTES, unless otherwise noted: •f K/' OREGON /+� 4) '� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ORE O N (�N` Truss: Cl and Warnings before construction commences. bulling component.Applicability of design parameters and proper 1<' 472 z.Sao compression web bracing mug be Installed where snows,+, Incorporation of component is the responsibility of the binding designer. V ,� ,+ 3.Additional temporary brains to Insure stability during construction 2 Design assumes Me tap and bottom chords la be laterally braced at '�,4 '�'R y 4 Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and a1 10 o.c.respectively unless braced throughout their length by s i continuous sheathing such as ptywootl where andror drywah(BC). 4 U t DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging ar lateral bracing required where Mown•a �"'1 1.. SEQ.: K 14 8 712 9 4.Na lead Mould be applied to any component until after all brains and 4.installation of truss Is the responsibility of the respective contractor. fasteners aro complete and at no time Mould any loads greater than 5 Design assumes busses era to be used Inc non errosive environment, TRANS ID• LINK design leads be applied to any component. end an tan"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deign assumes full bearing at all supports shown.Shim far wedge If ,,a I., EXPIRES:. 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. OCtO Ver 26,2015 8.This design a furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed w their center TPIANTCA in BCSI,copes of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate sae of plate in inches. Mrlek USA.Inc./CompuTrus Software 7.6.6(1L)-E II.For basic connector plate design values see ESR-1311,ESR-loon(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-373) 2318 3-10=(-291) 218 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2655) 548 10-11=(-230) 1927 10- 4=( -39) 557 WEBS: 2x9 KDDF STAND 3- 4=(-2398) 545 11-12=(-235) 1806 4-11=(-745) 284 LOADING 4- 5=(-1698) 498 12- 8=(-383) 2168 11- 5=(-312) 1306 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1698) 498 11- 6=(-745) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2398) 545 6-12=( -39) 558 TOTAL LOAD = 42.0 PSF 7- 8=(-2655) 548 12- 7=(-291) 218 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 57 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) 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) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.128" @ 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 6-10-09 6-05 6-os 6-05 6-05 6-10-09 ' Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 00 M-4x6 ' 7 DD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 AS( in the plane of the truss only. M-5x6(5) 3.1 M-5x6(0) 0.254 0.25" 1,4 M-1.5x3 4( )1000,M-1.5x3 + + N / to O o ii 1 -3x6 M-3 x4 '6.25" M-3x4 M-3x6 B 1 0) P R Q t M-5x8(S) 1 �� es,., J. 10-01-01 y 9-07-07 y 9-07-07 y 10-01-01 y �rJ `~ 19 .L�.. i 00 39-05 i oo „Lot,/89782PE 9 JOB NAME : POLYGON 3410-A NH - C2 amp. Scale: 0.1401 11111 WARNINGS: GENERAL NOTES, unless etherwle noted C., 'V p /^w�I� �' 7 Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and i for an Indvldual ,] OREGON EGOI V(124<Z, Truss: C2 and Warnings before construction commences. building component.Applkabity of design parametero and proper V 2.244 compression web bracing must be Installed where shown+. Incorporation of component lathe responsibility of the building tlesi8^er. .T1:.5,4'</.4�,l V '�. 3.ptld8anal temporary bracing to Insure stability during conehucibn 2 Ze.s.edames IM rep and vely u es.chobn to be througerallyhout braced et Y 2 e is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et 10 o c respectively Mass bracotl ihrou9hoN their length by DATE: 10/26/2015 the overall structure Is the responsibility f the boldin de continuous sheathing such as plpeood ehealhing(TC)andlor drywal(BC). P A' i L - s g signer. 3.23 Impact bridging or lateral bracing required where shown++ �,1 L SEQ.: Ki4 8 7 13 0 4.No load should be applied to any component until after all bracing and 4.Instigation of truss ha the a e e b�.bIl iity i the respective contractor. environment. fasteners aro complete and at no time should any loads greater than antlaro fon rdry trusses "of In b. T RAN S I D: LINK des gn bads be applied to any component. S.oedgn assumes full bearing at all supporta shown.Shim or wedge II 5.CompuTrus has no control over and tisanes no rssponsibHty for the �e.nry. ,.,a EXPIRES: 12/31/2016 fabrkation,handling.smpmeM and Installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design Is punished subject to the Nmiations set forth by 8.Plates shall be located on both faces of truss,and placed n their center TPIPN'CA In SCSI,copies of which MI be furnished upon request. Anes coincide with joint center lines. 9.019115 Imitate she of plate In Inches. MITek USA,Inc./CompuTtus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-692) 3903 11- 3=(-173) 1251 7-16=( -84) 664 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4596) 859 11-12=(-619) 3449 3-12=(-990) 280 16- 8=(-340) 247 3- 4=(-2929) 569 12-13=(-360) 2470 12- 4=( 0) 365 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-2366) 551 19-15=( -10) 75 4-13=(-612) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2404) 711 15-16=(-223) 1731 5-13=(-431) 295 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1682) 508 16- 9=(-376) 2167 14-13=) 0) 94 TOTAL LOAD = 42.0 PSF 7- 8=(-2416) 570 13-15=(-139) 1299 OVERHANGS: 12.0" 12.0" 8- 9=(-2655) 545 13- 6=(-385) 1177 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 57 15- 6=(-132) 773 15- 7=(-730) 287 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 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 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'- 0.4" 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" 19-08-08 19-08-08 f MAX HORIZ. LL DEFL = 0.101" @ 38'- 11.5" 2-09 $-01=04 5-03 6-05-08 5-06-12 6-11 7-04-09 MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 12 12 M-6x8 7.00 Q 7.00 Design conforms to main windforce-resisting 6,0„ system and components and cladding criteria. 6 ,y-, Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Y! M-Sx6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 ***4.4444%%::25" Truss designed for wind loads ` Tr the plane of the truss only. 5 M-Sx6(S) 0.2$" 4 M-1.5x3 J. M-3x6 3 toM-3x8 A .Iiith. "' 11 1213 F- ee M-3x6�` O4 M-5x8 M-3x4 0 14 15 16 o M-6x8 0.25" M-3x4 I 0 0 4 3.75 M-1.5x3 M-6x8(S) PR 12 y ,�o P R o 1 l ), y ), y 2-05-08 5-01-04 5-06-08 6-07-04 9-08-05 10-00-03 y y k �yG1N E-F `r/�1 1 0X,05-08 10-06 y 26-05-08 y 00 ,, lG1e . 39-05 " :89782PE r- JOB NAME : POLYGON 3410-A NH - C3 .. -.._....e . -ow Scale: 0.1400 Ii/. WARNINGS: GENERAL NOTES, unless otherwise noted: Cr' OREGON �( ^'�I! I Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ,/y_ i' p. Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters end proper ,6 2.2*4 compression web bredng must be installed where shown v, incorporation of component Is me responalbPity of the building designer. /� 3 Additional temporary bracing to Insure stability during construction 2 Design assumes me tap end bottom chorda Ie be laterally braced al _4�(,v Is the responsibility of the erector.Additional permanent bracing of coos.and at e o c respectively ply woods braced throughout r dryeir length).by V Spon ntlnuous sheathing such se ptywnotl shealhing(TC)arMbr tlrywaN(BC). PA u L `'\ DATE: 10/26/2015 the overall structure Is the respondbtity of the balding designer. 3.2c Impact bridging or lateral braGng required where shown+e SEQ.: K].4 8 7131 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss Is Be reepontbilty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition.of use. 8.Dee���rywmea full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES: 12121/2016 fabrication,handling,shipment and inetelietbn of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design Is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of mise,and plead so their center TPIIWTEA In SCSI,copies of which will be furnished upon request. ones coincide with joint center lines. 9.Digits Indicate else of plats In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988 Welk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-751) 3890 10- 3=(-192) 1247 14- 7=(-732) 286 BC: 2x4 ROOF B1&BTR SPACED 24.0" O.C. 2- 3=(-4597) 893 10-11=(-672) 3437 3-11=(-987) 293 7-15=(-101) 670 WEBS: 2x9 KDDF STAND 3- 4=(-2930) 569 11-12=(-384) 2468 11- 4=( 0) 365 15- 8=(-345) 264 LOADING 4- 5=(-2366) 551 13-19=( -10) 75 4-12=(-611) 198 TC LATERAL SUPPORT <= 12"OC. TON. 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. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1682) 513 15- 9=(-395) 2171 13-12=( 0) 94 TOTAL LOAD = 92.0 PSF 7- B=(-2419) 589 12-14=(-139) 1292 OVERHANGS: 12.0" 0.0" 8- 9=(-2657) 564 12- 6=(-390) 1177 LL = 25 PIP Ground Snow (Pg) 14- 6=(-131) 774 "' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -295/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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" MAX HORIZ. LL DEFL = 0.102" @ 38'- 11.5" 19-08-08 19-08-08 MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" f2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 1' '1 1' 1' '1' 1' T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 M-6x8 Q 7.00 Wind: 190 mph, h=29.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 17t load duration factor=1.6, Y! 5x6(S) Truss designed for wind loads in the plane of the truss only. 0.25" M-1.5x3 7 5 M-5x6(5) 0.25" y /)pip,M-1..5x3 M-3x6 3 Lo M-3x8 m� vi Z, 1 1. 1112 n 11.M-5x6 M-3x9 0 0I M-6x8 04.25" M-3x4 M-3x6 i 0 0 0 M-1.5x3 d 3 75 M-6x8(5) 12 y y y y � O -pp O [. 2-05-08 5-01-04 5-06-08 6-07-04 9-08-05 10-00-03 ` • 6,y � GENE fl l 1 l ) N, %. i90 1-070-05-08 10-06 26-05-08 l 39-05 :9782PE �� JOB NAME : POLYGON 3410-A NH - C4 '^ Scale: 0.1330 lir WARNINGS: GENERAL NOTES, unless otherwise noted: f.I ((('''��� /'� 40 1.Baader and erection nentredor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is ror an Individual "1 R EGON 1 e'+ Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters end proper ��/ Q illegr 2.2a4 compression web bracing must be lnetelled where show„.. mamoroeon or component is me responsibility ohne bulMing assigner. s 3.Additional temporary bracing to Insure siabilay during construction Z Design sesames the top and bottom cholla to be laterally braced at p Y A Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end et 10'o e respectively ly anises braced throughout their eit(B by �aa DATE: 10/26/2015 the overall structure is the responsibility rtne haemo continuous sheathing such as plywood ahead char.s and/or drywaIl(BD). PA Li L. o g designer. 3.20 Impact bridging or lateral bracing required where shown.. V SEQ.: K14 8 713 2 4.No load should be applied to any component aura alter alt treeing and 4.Installation of tams Is the responeibiwry of the respectNe contractor. fasteners are compete and at no erne should eny loads greater then 5.Design assumes trusses era to be used in a noncorreeive environment, and are for"dry condition"of use. TRANS ID: LINK design toads be applied to any component. 8.Design assumes full be.nngataNsupports shown.Shim orwedge it EXPIRES: 12«31/2016` 5.CompuTrue has no control over and assumes no responsibility for the mammy. �{ I.� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design is furnished subject to the limietisns set todh by 8.Plates shell be located on both faces of truss,and placed so their center TPW.TCA in SCSI,copies of which erG be furnished upon request. linea coincide with(561 center lines 9.Digits indicate alae of plate in inches. MITek USA,inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 57 2- 9=(-391) 2311 3- 9=(-291) 218 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2- 3=(-2656) 548 9-10=(-243) 1920 9- 4=( -39) 557 WEBS: 2x4 KDDF STAND 3- 4=(-2399) 545 10-11=(-234) 1807 4-10=(-745) 284 LOADING 4- 5=(-1699) 498 11- 8=(-404) 2172 10- 5=(-317) 1307 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 503 10- 6=(-747) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2401) 565 6-11=( -55) 563 TOTAL LOAD = 42.0 PSF 7- 8=(-2658) 570 11- 7=(-294) 238 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -294/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 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 f 4' 4' 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. 1' -1 T T T T T 12 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 4+( in the plane of the truss only. M-5x6(5) 211%3.1 M-5x6(0) 0.25" 0.25" +1 M-1.5x3 \Ilk M-1.5x3 3 + + o o 'n o a 1 N01 a 9 11 *'8 o io M-3x6 M-3x4 U.25" M-5x8(S) M-3x9 M-3x6 io �R�© gnOFrn y y y y y GA`GII�Nl1E G CI l l 10-01-01 9-07-07 9-07-07 10-01-01 AppYe ppC7 1-00 39-05 y °4t*,I :9782 E ��. JOB NAME : POLYGON 3410-A NH - C5 410, .N.r Scale: 0.1580 1<r/' WARNINGS: OThedeNOTsb, urdes an hnrese epare eta 1? OREGON Truss: C 5 1.Budder and erection contractor shoed be advised of all General Notes 1.ThIs design Is based only upon the parameter Mown and la for an IittlNMual I` ((MMy,,"s and Warnings before construction commences. buNding component.Applicability of design parameters and proper r'15' 2.2a4 compression web bracing must be metalled where shown+. Incorpontlon of componentis me rasponsibRty of the budding designer. �N r (..' •, - incorporation Additional temporary bracing to Insure stability duhng construction 2.Design assumes the top and bottom chords to be laterally breced al �� "N ply '�5 �{„i Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et 10 o c.reach 55 ph unless ssthb throughout their length by ` V DATE: 10/26/2015 the Quern Acetate is the re continuous sheathing such as plywood sneething(TC)and/or drywen(BC) �'p i 1 \ responsibility of the building designer. 3.2a Impact bridging or lateral bracing requked where shovm++ +J i,. SEQ. : K14 8 7 13 3 4.No load Mould bs applied to any component until after all bradng and 4.Installation of nose is the responsibility of the respective contractor. fastener are complete and at no time should any bads greater than B.Design assumes Misses are to be used In a noncorrosive environment. TRANS I D: LINK design bade be applied to any component. and are for"dry condition.'of use. 5.CompuTrus has no control over and.3.141111011 no responsibility for the 8.Design aeearn MI bearing et all supports shown.Shim or vredge If EXPIRES.. 1 2/3 11201 6 necessary. �a 1,� �+ EXPIRES: fabncatbn,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. October 26,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWICA In BCSI,copies of which soil be furnished upon requect. lines coincide 05th)ulnt center lines. M)Tek USA.Inc./Com uTrus Software7.6.6(114-E 9.Digits Indicate size of plate In Inches. P10.For basic connector plate design values see ESR-1377,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-371) 2281 3-11=( -293) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2610) 540 11-12=(-225) 1889 11- 4=( -40) 558 WEBS: 2x4 KDDF STAND 3- 4=(-2352) 537 12-13=(-228) 1733 4-12=( -745) 285 LOADING 4- 5=(-1652) 489 13- 9=(-334) 1892 12- 5=( -307) 1274 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1658) 491 12- 6=( -696) 278 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2201) 508 6-13=( -1) 375 TOTAL LOAD = 42.0 POE 7- 8=(-2334) 507 13- 7=( -134) 166 LETINS: 0-00-00 3-00-00 8- 9=( -24) 298 8- 9=(-2661) 509 LL = 25 PIF 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 BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -290/ 1745V -274/ 274H 5.50" 2.79 KDDF ( 625) 38'- 10.0" -284/ 1745V 0/ OH 5.50" 2.79 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 = -0.158" @ 26'- 2.4" Allowed = 1.896" MAX TL CREEP DEFL = -0.326" @ 26'- 2.4" 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" 19-08-08 19-01-08 MAX HORIZ. TL DEFL = 0.093" @ 38'- 4.5" 6-10-09 6-05 6-05 6-05 6-05 3-07-15 2-07-10 f ' 1 ' ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 M-4x6 'c:17.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 ,f-e' load duration factor=1.6, End vertical(s) are exposed to wind, M-SX6(S) \ M-5X8(S) Truss designed for wind loads 3.1 in the plane of the truss only. 0.25" 0.25" J; vy }1 M-1.5x3 -1.5x3 3 + + 7 M M-3x6 o o 1 _ " ?I,,, \ . t 0 11 12 Y o -3x6 M-3x4 0.25" M-3x4 M-4x6 oI G0 PROF' M-5x8(s) A'E �'c+ y y y y y :� 04G S",9 �p 10-01-01 9-07-07 9-07-07 9-06-01 y �'G� 4. 17 i 00 38-10 1-00 4t- :J782PE JOB NAME : POLYGON 3410-A NH - C6 Scale: 0.1432 / AIM WARNINGS: GENERAL NOTES, uress otherwise noted. ®� C""' (y['�� /''�/'y(�' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 4-V/-7 41 W I V e �.. Truss: C 6 end Warnings before construction commences. building component Applicability of design parameters and proper /7' C1V ,a 2.2x4 compressionspa web bracing must be 1 batSd wiwre shown ff Incorporation of component is the responsibility of the building designer, +Q fiR RY.: 16 V (‹F' 3.Additions!temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterapy braced at I Is the responsibility of the erector.Addibonel permanent bred f 2 o.c.and at 10 o c respectively unless braced throughout their kngm by 9° continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). '1 U l DATE: 10/26/2015 the overall structure is the responsibility of the beading deelgneh 3.2M Impact bridging or lateral beating required where shown+ S EQ^: K 14 8 713 4 4.Ne bed should be applied to any component until ager all bracing and 4.Installation of buss Is the responsibility of the respective coMrector. fasteners are complete and at no time should any pada greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK deNgn loads be applied to any component. ander saw"me condition.of see. 5.CompuTrus has no control overand assumes no responsibility for the 8.Design co full bearing t al supports aIr oar Shim or we If �y c EXPIRES:: 12/31/2016. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design is furnished subject to the Ibneetinns sat forth by 8.Plates shag be located on both faces of trues,end plead as theft center TP WVTCA In SCSI,copies of which will be furMehed upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA.Ina./CompuTrus Software 7.6.7(1L(-E 1a.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by 1 Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 38'— 10.0" OND. 2: Design checked for net(-5 psf) at 24 "uplift TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 P oc spacing. BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP Wind: 190 mph, h=29.9ft, TCDL=9.2,BCOL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-08-08 19-01-08 I1 I 13-01-12 6-06-12 6-06-12 12-06-12 1 1' T T '1 12 IIM-4x4 12 7.00 3 ''S 7.00 01 M-3x5(S) M-3x5(S) o 0 2 O 1 q co o M-3x5 (S) 6 0 M-3x4 y �DPRpfiS )---419-08-08 19-01-08 � �. GIN �c Ss/0 1-00 38-10 �C/ 1-00 R 89782 PE <" JOB NAME : POLYGON 3410—A NH — C7 ,,,..' • Scale: 0.2057 air WARNINGS: GENERAL NOTES, unless othervese noted )�. Truss: C 7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shovm and is for an Individual "r} OREGON 'R.EG Oyk 1 ry"s and Warnings before construction commences. building component.Applicability of design parameters and proper 7- 4J L. 'Y V 2 2a4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. � � �: � 3 Additional temporary bracing to Insure stability tluring construction 2.Design assumes the top and bottom chorda to be laterally braced at ti la the respondblllty of the erector.Additional permanent bracing of 2 sc.and at l l a.c.roapeGNety antes braced throughout their length by /ir1 DATE: 10/26/2015 the overall structure is the responsibility of the building designer. continuoussheathingsuehas.dng e where)and/+tlryweA(BC). �A Ua"•' �\� 3.In Impart bndging or lateral legating required where shown++ SEQ.: K 14 8 713 5 4.Na load should be applied to any component until ager all bracing and 4.Installation of truss Is the responsib@ty of the respectbe contractor. fasteners an complete and at no time should any leads greater than 5.Deign assumes trusses are to be used In a nenroorroste environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condttmn^of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports ahovm.Shim or wedge If EXPIRES: 12/31/2016 febdcenon,handling,shipment end installation of components. neco Design ass umes 6.This design le famished subject to the limitations set forth by 8.Pla7. eshall be bb oatprovided. ed on both faces o buss,andequate drainage is placed so their center October 26,2015 TPIANFCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines MiTek USA.Inc./Com uTrus Software 1 L 7.6.7 9.Digits mdlcete size of plate b Inches. p ( I-E f I.For basic connector plate design value.se ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 DF 2900F LOAD DURATION INCREASE = 1.15 1-2=( 0) 90 2-5=(-27) 30 3-5=(-120) 106 BC: 2x4 DF 2900F SPACED 29.0" O.C. 2-3=(-59) 41 WEBS: 2x4 DF 2900F. 3-4=( -8) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" Cl'- 0.0" -69/ 325V -17/ 5818 5.50" 0.49 DF ( 670) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.29 DF ( 670) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). oc 'COND. 2: Design checked for net psf) uplift at 24 spacing. BOTTOM CHORD CHECKED FOR m 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-08-04 0-03-12 MAX TC PANEL LL DEFL = 0.013" @ 2'- 3.3" Allowed = 0.199" MAX TC PANEL TL DEFL = 0.013" @ 2'- 1.9" Allowed = 0.298" f f f 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 4.50 D MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 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), 4 -/ load duration factor=1.6, exposed 3 0 End vertical(s) are ex d to wind, Truss designed for wind loads 111 in the plane of the truss only. H , ....11111111111111111111111111111 1 m 0 1 H H m 1 1 2�� �5 M-3x9 M-1.5x3 J. ), l 3-08-04 0-03-12 1 l 1 1-00 4-00 �� , tiD RROfe„ cj . 89782PEzw T JOB NAME : POLYGON 3410-A NH - D1 amil Scale: 0.6177 V, �,�i( WARNINGS: GENERAL NOTES, unless olMrwlse noted. "--$74, �� r.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and h for on Individual OREGON (` �y,. Truss: D1 and Wemings before aonstrudlon commences. bulking component.Applicability of design parameters and proper Cie q„ 2.254 compression web bradng must be Installed where shown a. incorporation of component Is the responsibility of the bulking designer. ea q V: j,` 3.AdditNnal temporary bracing to Insure stability during construction 2.Design asst 10 me tap and bottom chords to be throughoutaterally braced et I _{lf Is the responsibility of the erector.Additional permanent bnsdng of 2 o.c.end at 10 h.c.respective a vely unless braced their length by //++ss V 2n lop nus sheathing such as plywood sheethIng(TC)and/or drywad(SC). r-A I 1 1 DATE: 10/26/2015 the overall structure N the reepondbdlly or the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ l./w, SEQ.: K 14 8 713 6 4.No load should be applied to any component unlit after ad bracing and 4.Installation of truss Is the responsibility at the respective contractor. fasteners are complete and et no time should any pads greater than 5.ledge assumes trusses are to be used in a nen-corrosive environment, TRANS ID: LINK designNadabeapplied toany component. andg�for sumesIoUben of supports wedge 5.CompuTrus has no control over and assumes no responsibility ler the 8.Design hitt bearing 1 d su rts shown.Shim or If EXPIRES: 12/31/2016 wary. rabdcalko.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design is furnished eub)ect tome limitations set forth by 8.Plates mad be loaded on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which WO be furnished upon request. 9.lees eess indkde joint t ale of ceenterl lines.. Inches. MITek USA,Inn/CornpuTrun Software 7.6.7(1L)-E 10.For basis connector plate design values see ESR-1311,E8R-1888(MOW This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9 1.00 TC: 2x4 DF 2900F LOAD DURATION INCREASE = 1.15 1-2=( 0) 90 2-9=(0) 0 BC: 2x9 DF 2900F SPACED 29.0" O.C. 2-3=(-54) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+13L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -65/ 333V 0/ 57H 5.50" 0.50 DF ( 670) 3'- 9.2" 0/ 97V 0/ OH 5.50" 0.07 DF ( 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4.50 v BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -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 HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 -/ Design conforms to main indforce-resisting system and components and cladding criteria. /' Wind: 140 mph, h=19.9ft, TCDL=9,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, End vertical(s) are exposed to wind, I Truss designed for wind loads oin the plane of the truss only. ti I MjZNIPAIIIIMIIMIMIMIIIVA O f 0 2►/ 9* M-3x4 l , y 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,4,3 �tiR D PR OF�Css 89782PE ��'" JOB NAME : POLYGON 3410-A NH - D2 , . Scale' 0.8031 '. ... WARNINGS: GENERAL NOTES, unlessotherwise parameters % ��OREGON Truss: D2 Binder and erection contractornRranl shouldnen s advised of all General Notes This design is based only upon the eaigrp shown and Is or en individual )� and Warnings before construction commences. building component.Applicability of design parameters end proper r0 2 Dt4 compresaen web bracing must be Installed where shown*, mcorpor sea of component la the reaponsibgtty or the building designer.by p,+G� 3.Additional temporary bracing to Insure stability during constmchon 2 Design assumes the tap and bottom chords to be laterally braced al e Is the responsibility of the ender.Additional permanent bracing of 7 o.c.and at 10 o.c.respediveN unless braced throughout their length by DATE: 10/26/2015 the overall structure la the responsibility of the building designer. continuous sheathing orI lateral l b plywood required sheathing(TC)and/or tlryssuIRl). �.� R�� 3.In Impact bodging or lateral bracing requlratl where shown*+ `' SEQ. : Ki4 8 713 7 4.Ne lead should be applied M any component until alter al bracing and 4.Insta9aten of truss Is the responsibility of the respectNe contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design Made be applied to any component. and are for"dry condition.of use. 5.CampuTrua has no control over and assumes no responsibility Mr the 6.Design assumes full bearing at all supports shown.Shim or wedge if .EXPIRES. 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequet6.This design Is furnished subject to the limitations set forth by 8.Plates steal be located one both latesdrainaget s rmsieed and placed as their center October 26,2015 TPPWI"CA in SCSI,copies of which all be furnished upon request. Anes colndde with Joint center lines, MiTek USA,Inc./Com Trus Software 7.6.7(1 L 9.Digits indicate size of pets In inches. W ).E 10.For basic connector plate design values see ESR-1311,EBR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 91613TR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PEE Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. M-1.5x9 or equal at non—structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 1 Y REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span OOH. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 'f T T 12 4.50 v M-1.5x3 9 —/3 0 O /— 1011111111111111111 I N 2 o f . 0 M-4x4 M-1 55x36 l l y 1-00 3-05 e�ti�cO PROF eo, :9782PE 1--- JOB NAME : POLYGON 3410-A NH - El ^+ -.dr Scale: 0.6222 '11111V / GENERAL NOTES, unless otherwise noted' V N.WARNINGS: ,A OREGON 7.Bulder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an bMlvldual 7� OREGON G l.1 V h Truss: E 1 end Warnings before construction commences. building component.Applicability of deign parameters and proper /,• 2 Z 2t4 compression web bredng must be installed where shown 4. Incorporation of component is me responsibility of the building designer. +Q Cl A `-. ,y Y 3.Atldlllonal temporary bracing to Imre NebllBy tludnB construction 2 Design assumes the lop and bottom chords to be laterally braced at a ''77 Y 1 J _y,.- la Mere IMbllly of me erector.Additional permanent bracing of T roc.and et 10 o e.respectively unless braced throughout their length by /.� `V Wa continuous sheathing such as plywood sheathing(TC)andbr drywag(BC). AA U l DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shorn++ 1•• SEQ.: K 14 8 713 8 4.No bad should be applied to any component until atter all bndng and 4.Installation dams Is the responsibility of the respective contractor. fasteners are complete end at no time should any pads greater than 5.Deelgn assumes trusses are to be used Ina nontorroelve environment. design pada be applied to any component. end are for"dry condition.of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design seumea mil bearing al a8 supports shown.Shim or wedge II EXPIRES: 12/31/2016 fabrication,handling,shipment and'installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 6.This design Ie furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss.and placed so their center TPIIWTCA In SCSI,copes of which will be fumlhed upon request. linea colndde with Joint center lines. 9.Digits Indicate see of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values sae ESR-7371,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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1-2=( 0) 90 2-9=(0) 0 WEBS: 2x9 DF STAND 2-3=(-56) 24 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. 0011. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -55/ 3161/ 0/ 48H 5.50" 0.51 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 2.2" 0/ 391/ 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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 -, Design conforms to mlwindforce-resisting system and components and cladding criteria. ir Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 41 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads M-3x4 'i in the plane of the truss only. H /- 0 o I10 0 1 o f ` 2/<., X4 y y y 1-00 3-05 (PROVIDE FULL BEARI NG;Jts:2,4.3 I ci PR Q , N. ��yG11 E,9 0 `‹ 89782PE 1. JOB NAME : POLYGON 3410-A NH - E2 Scale: 0.8995 �f/ G! WARNINGS: GENERAL NOTES, unless otherMse noted Truss: E2 1.Builder and erectioncontradorshould beadvised ofaaGeneral Notes 1.This design is based only upon the parameters shown and is for anlndlvklual 9 OREGON O'h and Warnings before canetrudbn commences. building component.Applicability of design parametera and proper I. Itz, 2.D,4 compression web bracing must be Installed where shown+. ,..,73- incorporation of component la the responstbWity of the building designer. �61 4��. �+ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom drone to M tatugho braced atAb <ev Is the to oinlDllily of the erector.Adtltticnal pennenenl brodng of 2 ec.end at 1,70.0.respedNely unless braced throughout Meir length by DATE: 10/26/2015 the avereX structure Is the re 2,Impact continuous sheathing such as plywoodacing re uir elhing(re s and/or dryweA(BC). Aq U L t2� sent'osi ity of the building designer. 3.In Impact les cath or lila rel bracing ty of the when shown++ `` SEQ.: K 14 8 713 9 4.No load should be applied to any component until agar ail bracing and 4.Installatkn of taros is IM responeblNty of the respective contractor. fasteners are complete and at no One should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design toads Ad applied teeny component and are for"dry condition"ofuse. 5.Compolrua hes no control over and assumes no responstbihy ler the 6 necessa eep sones full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the(imitations set forth by 8.Plates shell be located on both faces of buss,and placed so their center October 26,2015 TP6WTCA In BCS(,copies of which nil be furnished upon request. lines coincide wtth Joint center lines. Wee USA,Inc./Com uTrus Software 7.6.7(11..)-E 9.Digits Indicate s@e of plate m Inches. P 70.For basic connector plate design values see ESR-1311,ESR.t988(MITek) / Symbols Numbering System All General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MEIDimensions are in ft-in-sixteenths. Illb‘, Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 13 1/16" 4 wide truss spacing,individual lateral braces themselves 41 may require bracing,or alternative Tor I I bracing should be considered. O 3. Never exceed the design loading shown and never F U U stack materials on inadequately braced trusses. 0 O11111PBIIIIIIIP' a- Provide copies of this truss design to the building For 4 x 2 orientation,locate c» co-7 C5-6 O4.F- designer,erection supervisor,property owner and plates 0-16e from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i• Indicated b symbol shown and/or SYP represents values as published specified. �i Y Y 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. I 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. 4 M IO reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. MI INN Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ■i BCSI: Building Component Safety Information, ►� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTeANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013