The URL can be used to link to this page

Plans (50) VIA 5_ 11 60024 ®® HMII i7110 e- I= re ) btL b MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-355 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45755189 thru R45755200 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. .�R�� R�rFS'S �C- C�G l N EFR r2j `r 87022PE c— — u, ytc\'cj, OREGON 9.9 4Y "POOSMBER 1'+�P� A. H-� EX` s :06/30/ 'I October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. _ Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Thins Cn., tser:ivartrn,Oregon -• • 7.530 s Jul 11 2014 Mitek lndustries,.Inc..Tire Oct Z,'.-1-3:51,20 20:15 Pager 1 ID:s3crybS_6sJgM SM2Sm_Dy9giZ-Z8J 1 rY?d5vDVTbKMJ E3y122_DyC 9jGwiZPT4JdoyPA2r 0-10-0i 1 1-2-0 H 1-0-12 1 1 2-6-0 I 2-4-9 11 1-2-0 11 1-9-11 1 P-8-°I Scale=1:40.1 1.5x3 II 1.5x3 II 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 •V o -.- o o _ e IV • 1,1 5 WI 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 I I 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5 3 sI I 19-6-8 1 22-11-8 1 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,Edgel,[3:0-1-8,Edge],[18:0-1-8,Edgel,[19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 lncr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-377/Mechanical,21=950/0-7-0,24=-15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=-121(LC 6) Max Grav21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=1478/0,6-7=-1478/0,7-8=-1478/0,8-9=1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��\\V) P R Ope- Lcc?`5 ��GIN�F,9 ego 87022PE �r" � 'OJ, GREG N (19O�� .:448ER \N A. HES EXPIRES:06/30/2017 October 27,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I 111 g -===E,. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t a truss system.Before use,the building d=esigner must verify the applicability of design parameters and property incorporate this design into the overall �M building design.:Bracing indicated isto:preveni buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I „, 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755190 PL15-355_UPPER F02 FLOOR 6 1 Job Reference(option Pacificumber&Truss Co., Beaverton,Oregon 7.530 s.141 11 2014.MiFek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9g1Z-VWRnGDOtdWTDiuUkRc?V7T3WV?15ksHrtnZQigyPA2p I 1-0-0 1 0-N0 1�A 7=14 Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 m ' N -ill,-.-/411116\ /A& /-M/-\!/-M/�' •�_�n-. O N 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4 = 4x4= 3x6= 4x6 = 3x4 = 1,5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 17-0-2I 1 23-9-0 I 16-5-2 b-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- [18:0-1-8,Edgei,[29:0-1-8,Edge],[30:0-1-8,Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incl. 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-44,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=3859/0,7-8=3859/0, 8-9=-4510/0,9-10=4510/0,10-11=4847/0,11-12=4847/0,12-13=4859/0, 13-14=-4859/0,14-15=4583/0,15-16=4583/0,16-17=4583/0,17-18=3948/0, 18-19=-3948/0,19-20=3948/0,20-21=2879/0,21-22=2879/0,22-23=1613/0, 23-24=1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=013427,27-28=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=-305121, 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. _ D P R OFF 3)Refer to girder(s)for truss to truss connections. <(, tS' 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 �`.-, ��GI N� R c$'c7 attached to walls at their outer ends or restrained by other means. '449 'ct-. 87022PE f `�A OREGO .1 o �N 0 A. HER EXPIRES:06130/2017 October 27,2015 OO , WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.10/03/2015.BEFORE USE. 111AI l i Design valid for use only with MTekp connectors.This design is based only upon parameters shown,and is for an individual building component,not �T a.truss ays,em:-Before.use;the building designer must verify the applicability of design parameters and properly incorporate this,design-into the overall; building-design:,,Brdcin0 indicotedis'toprevenfbuckling of individual truss web and/or chord members only.Additional temporary and-permanent bracing , ..:._milek , 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 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 R45755191 PL15-355_UPPER F03 Floor 5 1 Job Reference(optional) P.ac fs Lumber n";i s Cr1, 13e werto 1,Oregon 7.530 Jul 11 2014 MPT:k?s:�u3 ris ln�:_'i'ur a 2793:51:24 2015 Page 1 . ID:s3crybS_6sJgMSM2Sm_Dy9giZ-RvZ'r'hv2798jxyCd7YQ 1 zCu8t3pPZCmR8K52XmZyPA2n 1 1-0-0 1 10-10-2 II 1-2-0 1?-7-141 Scale=1:32.4 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 4x4 = 3x4= 4x4= 1 /1<: 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 a O E. O O O O O . O }= O F4', / \ / N ./ N ./ N ./ N / 1...„\_/ \ \_ O O O @ O O a e O 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5 = 3x5= 4x4= 3x5= 4x5 = 3x4 = 12-10-10 I 11-8-10 112-3-101 1 19-0-8 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- f 12:0-1-8,Edoel,f23:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1508/0,3-4=1508/0,4-5=-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. ,siv PR°Fes r�5 �NGINE -R Sio2 Q 87022PE y Aj, OREGON ep 4../ S A. H5 EXPIRES:06/30/2017 October 27,2015 ,,.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. . • • kfei -� • .:.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 Befored_rse:the,building designer must-verify.the.applicability of design parameters and property incorporate this design into the overall .-.-:.,,.....:,,,,,,,,,,r., ..+,,:= ,•.." :building desi ru;;e cern'indicatesl:isto revevt:'buckiin oftodiv dual truss weh and/or chord members only.Additional temporary and permanent bracing [ie :,-r '' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 _- Job Truss Truss Type Qty Ply POLYGON R45755192 PL15-355_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 13:51:24 2015 Page 1 ' ID:s3crybS_6sJgMSM2Sm_Dy9giZ-RvZYhv2798jxyCd7Y01zCu8xepXLCod8K52XmZyPA2n 1 0-10-0 1 1 1-2-0 I F -H 9-3-13i 2-6-0 I 1-2-0 I I 1-3-7 Scale=1:19.8 1.5x3 II 3x4 = 3x4 II 4x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 7 8 3x4= 9 - • • m • m - o • - • o o • mo __./N N 0 o s o- 0 0 17 16 1513 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 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— 12:0-1-8,Edgej,13:0-1-8,Edgej,17:0-1-8,Edgel,18:0-1-8,Edgej 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/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/1v1echanical 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. �ti� oRR0FEs (.1. vi L-7,9 S/o2 87022PE -r • • u) `""o>, OIREG•N ti940 �,o __ 'A b0 BER 1\�P A. HEFT EXPIRES:06/30/2017 October 27,2015 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IMI N Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not ,.:,. ..:...•......„,a•truss system...Before use,the building designer must verity the applicability of design parameters and properly incorporate.this design into the.overall:.,_ J• building design;:t;racing indicated is to prevent buckling of individual truss web and/or chord members only.Additional femporory'and perrrianent bracing ''Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 GreenbackLanefabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights_CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755193 PL15-355_UPPER F06 FLOOR 3 1 Job Reference{optional) •Pay rfic Lumber 8 Truss.Co., Beaverton,Oregon - . . 7.5 30 :i,ii 11-2014 MTek Industries,Inc.Tue Oct 27 13:51:25 2015 Page 1 ID:s3crybS-6sJgM SiM2Sm_Dy9giZ-v57wuF3mwRroZMCJ6kYC15h5hDgrxAglZlo4J?yPA2m [0-10-0 ii 1-2-0 1 1 1-0-12 1 1 2-3-1 I I 2-6-0 I I 1-2-0 1 1 2-3-3 Scale=1:29.7 3x4= 3x4= 3x4 = 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 e e 0 e \II I/ _ o N o a o - o O -e OJ 1r�� 18 17 18 15 14 13 12 11 3x4 = 3x6 = 3x8= 3x6 = 3x4= 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,Edge],13:0-1-8,Edgel,14:0-3-0,Edgel,16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 16=958/0-7-0,19=-1/0-1-12,11=571/Mechanical Max Uplift 19=105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=-125710, 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. ycO PRQri � �`c, Sc- N�F'V /02 z 87022PE . -r CV -7 �0j, OREGIN (1Q O<UN A. HES EXPIRES:06/30/2017 October 27,2015 ! ®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 Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component.not truss.s steM.,Betore.use,the bulding.de.signer must verify the applicability of design parameters and property incorporate this design;n to.the.overallp, 11VMI Ilk .. r, >„=.buildini,I'-oevgr,Bracing.indicatedis.to preventtbuckling•of individual truss web and/or chord members only.Additional temporary and permonent;bra .ngiai„- m7i pkv -:.ie 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 Qualfty 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. Su to 109 Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755194 PL15-355_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon ,----r:sri. -: 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Od 27 13:51:27 2015 Page 1 •- ' - ID:s3crybS_6sJgMSM2Sm_D_y9giZ-sUEgJx40S35WpgMiE9bggWmPvORaP7Ka03HBNuyPA2k 11-0-o I I I 1-2-0 I p-7-141 Scale:3/8"=1' 4x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 _ e /, \ r o �a a .. a a-. a - o e o a -. a CV' A\\ - i '-. ,p1-,/ , N. / 14\.- / N.- / '\- i - _ AL\ ,4, B O e - e _ _ IL 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 11-11-19 1 18-8-12 I 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- [12:0-1-8,Edge1,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 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, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=282/0,13-23=-406/0,2-30=-1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .DPRDre <�� Fgs ,\LT y %.87G02 �ER io2,f N 7 A>, OREGON 95) ,,,.44/ Os A. NER EXPIRES:06/30/2017 October 27,2015 od �� WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED.MITEK.REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. =..J. to H' • 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 parametersand,p rperly inc orporate this.design into the overq':I„ - building design: Bracing indicated is to prevent buckling of individual truss web and/cr-chord members enl/.1 dditionalaemporary'and permanent bracing Wei( 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/T911 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355 UPPER F08 FLOOR 7 1 • glob Reference(optional) Pacific Lumber S Truss Co., Beaverton,Oregon . . . • 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:s3CrybS_6sJgMSM2Sm_Dy9giZ-sUEgJx40535WpgMi E9bggWmPwOXi P3ma03H BNuyPA2k 2-3-0 I 2-3-0 1?-5-1 1-2-0 1-9-11 2-6-0 10-8-0 Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 3x4 11 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 / • • p O - 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8= 3x8= 3x5= 3x5= 16-2-4 19-7-4 16-2-4 3-5-0 Plate Offsets(X,Y)— 14:0-1-8,Edgel,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 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.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1736/0,3-4=-1736/0,4-5=1867/0,5-6=-1867/0,6-7=-1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=84/294, 10-12=0/1418,10-13=851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. s IN444 �F9 �a 2 870 2PE -Y"r • yfi-0j, OREGON ti` Q�U • O<4,1. ER A. HEP EXPIRES:06/30/2017 October 27,2015 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. !LATE- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is:for an individual building component,not ::•'ca truss system...Before-use,-the building designer must verify the applicability of design parameters and,properly incorporatedhis•design into thepveralt.,: -. ;11,7 mum _; :building design.`Bracing indicated.is to prevent buckling of individual truss web and/or chord members only..Additicnaliiemporory and ty/badnenl bracing- ITek: 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 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314.• Suite 109 Citrus Heights_CA 95610 /Job Truss Truss Type Qty Ply POLYGON R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon .. -- 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1' . . .. . ,- I D:s3crybS_6sJgMSM2Sm_Dy9giZ-otMRkd6G_gLE2zW4Lad8vxskzg6gtljtU NmISmyPA2i 1 1-0-0 I 1 0-9-2 II 1-2-0 1 P-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 72<:A / 10 11 12 13 14 15 16 17 18 19 e N 9.47N \ / N / a / \o/ \ v /-\ T e a o 0 e 3 29 28 27 26 25 24 23 22 21 0 3x4 = 4x5 = 3x5 = 3x5 = 3x5 = 3x5= 3x4= 3x5 = 4x5= 3x4= 12-9-1 0 11-7-10 112-2-101 I 18-11-8 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 1-12:0-1-8,Edgel,(23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 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/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (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. �V) F R OFe �� ss� ANGNES / �\c.-3, R 0 , 4 87022PE / "0>, OREGSN tis OtC/ SA H 0 EXPIRES:06/30/2017 October 27,2015 OC WARNING-Verify design parameters and READ NOTES ON-THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 1.111.01Pli . Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component:not a. . a truss system.Before use,the building designer must verify the:applicabi ityof dosign pa ameters•and properly incorporate this design into the overall. - building design. Bracing indicated is to prevent buckling of indrsiduaI:truss veb acid/o uI,dr8 nietrlbe,-s only.Additionai'teriiporary,and permanent bracing t1 iTek` 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/TP11 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 R45755197 PL15-355 UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon .. - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-otMRkd6G_gLE2zW4Lad8vxsrWgl bt8otU Nm ISmyPA2i 3x4= I 0-11-11 I I 1-2-0 I I 0-10-1 I 1 1,5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 e e o \ e 0 N e e s e 8 ♦ 7 1.5x3 II 6 1.5x3 I • 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— (2:0-1-8,Edgel,F3:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 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. 44..,N5 Nt^ji1NEF9 zp2-9 87022PE r I , , y ."()),, OREGON (-15) -Zi 'Ar F�jBER \\ . OS �P A- HEFT EXPIRES:06/30/2017 October 27,2015 4 . w . oa WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. WEE' Design valid for use only with M7ek0 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 parametersand properly incorporate this,design into-the overall• . .. =building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mermbers•onty.-Additional ternporary and permarient 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/TMQuality 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 R45755198 PL15-355_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co.,-- Beaverton,Oregon •`• • 7.530 s Jul 11 2014 MiTek Industries,Inc..Tue Oct 27 13:51:30 2015 Page 1" `' ID:s3crybS 6sJgMSM2Sm_D_y9giZ-G3wpxz6ul_U5g75HvH8NR9OtAERBcOeliiWr_CyPA2h 10-10-0{I 1-2-0 I I 1-0-12 I I 1-0-0 { 0'1 1 1-2-0 1 f 0-11-3 1 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e m • m m m m m o a_ i e o a o m a cil V / \ / .\ / \_ /r N-4/ ' N4_-/ .\. Ar csi \VI a a L4- O' • a O O O a - e 3 31 30 9 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= - 3x6= 3x5 - 3x5= 4x8= 3x4 = 1-1-D 11 8-0 I2-3-0 1 3-6-12 1 8-8-5 -3-5?-1D-SI 19-6-8 1-1-D 0.7-0 0.7-0 1-3-12 5-1-9 7-0 0.7-0 9-8-3 Plate Offsets(X,Y)- F2:0-1-8,Edgel,F3:0-1-8,Edgel,[9:0-1-8,Edge],[10:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 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 IBC2012fTP12007 (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=-299510,16-17=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=013031,22-23=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 ,\Vt) PR OFF S be attached to walls at their outer ends or restrained by other means. �, S. 5)CAUTION,Do not erect truss backwards. �Gj ‘„GIN .,„.,E , 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? ?.- The design/selection of such connection device(s)is the responsibility of others. Q' 870 2 P Er 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 (P Uniform Loads(plf) y "oT OREGON ��OAU. Vert:20 32=-8 1-19=80 Concentrated Loads-(lb) �S BER 1'� Q� Vert:17=-791(F)' • A HE EXPIRES:06130/2017 October 27,2015 00 ®WARNING-Verify design parameters arid READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1i-7473 rev.10/03/2015 BEFORE USE. lik II Mg.,..,.,....:.„,.;• . Design valid for use only with M7ek0'connectors.This design is based only upon parameters shown,and is for an individual building component,not a� a truss system.Before use,the building.designer:must.verfy.the applicability of design.parameter'and.properly;incorporate this design into the overall building design. Bracing indicated is to preverit'buckling of imd tidual.tit ss'veb dr d/or ck ord men beis'r_-nh/:'-Additional temporary and permanent bracing MiTek .,:,.,--z-,,,,,,,,,,,..,,,,,,,,,,;„:„,„:,:, 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 AN5l/TP11 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 R45755199 PL15-355_UPPER F12 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 13:51:31..2015,Page 1 ID:s3crybS_6sJgMSM2Sm_D_!9giZ-kFUB917WWHcyIHgTT?fc_Mx4VercLvTAxhFPWfyPA2g 10-10-0 1 1 1-2-0 11 1-0-12 1 I 2-6-0 I 2-4-9 ii 1-2-0 II 1-9-7 1 Scale=1:34.0 1.5x3 11 3x4 = 3x4 = 3x4 II 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 ® ®e �® e e a _ a I/ '\ 0°1 -48%•%.4 , 9 csi a e41;01e e o tJ rl 19 18 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = 1 3-6-12 1 8-8-5 3-5 9-10-51 19-0-4 1 3-6-12 5-1-9 7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edge1,13:0-1-8,Edge1,114:0-1-8,Edgel,[15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 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!nor YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift 19=-166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-181294,3-4=0/714,4-5=01720,5-6=-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. RpFe •\<<- - ss Gio� R � -7 Ct. ," yN87022P AT OREG N (5) A. HEC' EXPIRES:0613012017 October 27,2015 00 WARNING-Verify design parameters and READ NOTES-ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 1$ :-.. - Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not j � a truss system.Before use,the building designer must verify the applicability.of.design-parameters and.property incorporate this design into the overall g��' uuu_ building design. Bracing indicated is to prevent buckling of individual truss web and/or•.chbrd-memberoxonly.Additional-temporary and pemianent 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 BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755200 PL15-355_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beavefton;Oregon - 7.530s Jul 11-2014 MiTek Industries,Inc.Tue Oct 27:13:51:32 2015Page 1. • ' ID:s3crybS_6sJgMSM2Sm_D_y9giZ-CR2ZMe89GbkovRFfOiArXaUMt1 KQ4VhKAL?y25yPA2f 3x4 = 0-11-11 I I 1-2-0 I I 0-9-5 I 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 1111 I. ■- II 0 N I II ini III III IMI r II III me . - n 1.5x3 I I 1.5x3 I I 8 /' 7 6 5 3x4= 3x4 = I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— [2:0-1-8,Edge1,13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •. .,AG[NEFR /0-9 8 • 2PE iT f CC‘'0 OREOO 'moo rt.!" •. 7,AOn SER \\ P-o S A H E�� EXPIRES:06/3012017 October 27,2015 =, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. • . 7 Design valid for useonly with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not y g,- g, ability of.design:parameters and properly incorporate this design into the overall -: . a truss system.Before use,the bu�din deli ner must;yerrfy the.app!ic - building design..:Bracing indicated.isito prevent buckling of individualtruss web and/e r.chord members only.Additional temporary and permanent bracing ''..' ,a3 t_ r . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 Qvalty Criteria,DSB-89 and BCSI Building Component • Safely Information•available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Sym* ole rigSystemGeneral Safety 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 offsets are indicated. (Drawings not to scale) Damage or Personal Injury • i Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonalorX-bracin g,is always required. See BCSI. — - - 2. Truss bracing must be designed by an engineer.For 0-1/16"• 4 wide truss spacing,individual lateral braces themselves Ill 11iL WE BS may require bracing,or alternative Tor I Obracing should be considered.- T :121 �—� U3. Never exceed the design loading shown and never —� stack materials on inadequately braced trusses. - - - o 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 Pilli For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'I ' 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'Mei(20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber.r:> 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-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions • indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 - • section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BARING established by others. ../"...r15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. I1 DIE Fir 18.Use of green or treated lumber mo pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. IMO ANSI/TPII: National Design Specification for Metalwow 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. 77 M and pictures)before use.Reviewing pictures alone DSB 89: Design Standard for Bracing. m a is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ii mil a MiTek3 MITek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487237 thru K1487248 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. '\tiQ,0 P R pFt-S ;,cp G1 Nc. /0 1 89782P r' v OREGON '�� 0 ir PA UL Ct •E# 2 1/2016 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 ANSI/TPI 1. • • 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 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21ft, 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, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-04-08 7-09-08 12 12 6.00 TIM-9x9 Q 6.00 3 I 2 4 o ..- --/o of I//////////////////////////////////////////////////////////////////////////////////////////////////////////% �j 0 0 M-3x4: M-3x9 y y _ 1-00 19-09 wCti` <� G{� d9 ,gyp . t ;' :9782PE ;dc-" ,, JOB NAME : POLYGON 3410—B — Al Scale: 0.5145 WARNINGS: GENERAL NOTES, unless otherwise noted. (,+' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual " ' 0 R E G ON ON . Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper (t 2.244 compression web bradng must be Installed where shorn+, incorporation or component Is the responsibility of the building designer. �� t✓ir � V 3.Additional temporary bracing to Insure stabilityduring construction 2.Design assumes the top end bottom chords to be laterally braced etlis if ry g9 Z o.c.and et 10'o.c.respectively unless braced throughout their length by `�� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ _ '".U.L SEQ. : K1487237 4.No load should be applied to any component until alter all bradng and 4.Installation of Truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design loads be applied to any component, and are for"dry condition"of use. 6.Design assumes full bearing at all supporta shown.Shim or wedge if 5.Compu7rus hes no control over and assumes no responsibility for the neeasary. October EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 262015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1�err TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=1-30) 565 6-3=(0) 343 BC: 2x4 RODE #1&BTR SPACED 24.0" O,C, 2-3=(-748) 139 6-4=(-30) 565 WEBS: 2x4 RIDE STAND 3-4=1-748) 139 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ' LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 7DPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.496" MAX TC PANEL TL DEFL = 0.161" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 T T T 12 12 Design conforms to main windforce-resisting 6.00 IIM-4x4 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 �( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, goillIllitkikkikiki.....p _, Truss designed for wind loads in the plane of the truss only. r'"1 o t1 6 , 5 0 1 I o M-3x4 M-1.5x3 M-3x4 • • y ,L y 7-04-08 7-04-08 P.R°N y 1-00 b 14-09 y 1-00 %`�� -. CSs - 89782PE �' JOB NAME : POLYGON 3410-B - A2 --... --41""' . • Scale: 0,3895 WARNINGS: GENERAL NOTES, unless otherwise noted: (I �y /`�/''�p� 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 �f t,J R E CON cs,. ,i- TrussTruss: : A2 • and Warnings before construction commences. building component.Applicability of design parameters and proper L.y Yf� (i ` 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. _.A�_ 1 I. 1 ty 4'• . •i 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et 77 �! `J, Is the responsibility o1 the erector.Additional permanent bractng of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by -- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • • -• -U l .�. DATE: 10/26/2015 the overall structure is the responsibility of the building designer, 3,2x Impact bridging or lateral bracing required where shown++ �"1 l. SEQ. : K14 8 7 2 3 8 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supporta shown.Shim or wedge if EXP I RES: 12/31/201 0 6 necessary. fabdcallon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October r3 r3 n 1 C 6,This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l IJ G ,L V J TP WVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc.(CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 249 .2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-782) 310 6- 7=1-140) 605 BC: 2x4 KDDF #1&BTR 3- 4=( 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIF 9- 5=1-329) 125 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"0C UON. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.91 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 79V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL= 0.007" @ 14'- 8.4" GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.4" SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f _ _ __-1 load duration factor=l.6, Truss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. T T 1' T 12 4 =M-4x4+ 12 6.00 . Q 6.00 M-4x6 4,003,' • T2 on 5 cri o 11 © 2 w ' 6 7 I M-3x4 M-1.5x3 M-3x4 M-3x4+ o � P Q M-3x4+ pC 7-04-08 6-11 8-02-08 ,;,� G `�S IN> 'EC` 4-1 1y 22-06 -00 1-00 ,' 897S2PE • -,41011p-JOB NAME: POLYGON 3410-B - Bl 111111,, Scale: 0.2612 WARNINGS: GENERAL NOTES, unless otherwise noted: 15, •-$7 OREGON ' ' 1.Budcontractor Builder end erection should be advised of all General Notes 1.This design Is based only upon the parameters shown end le for en Individual t9, G,q J Y .. .„).,,,z..... Truss B1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,>' 2.2x4 compression web bradng must be Installed where shown a. Incorporation of component le the responsibility of the building designer. -..__ 3.Additional temporary bracing to Insure stability during consm uctlon 2.Design assumes the tap and bottom chorda to be laterally braced et A I� C..�` la the reaponslbility of the erector.Addltlo nal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I"" `i continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a SEQ. : K 14 8 7 2 3 9 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ''►►//'' TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2016 5.C rnpuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If necessary. October 26 26,2015 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of trues,and placed so their center TPI/WTCA in BCS',copies of which will be furnished upon request. Ones coincide with joint center Ones. 9.Digits Indicate size of plate In Inches. M)Tek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design valuee see ESR-1311.ESR-19813(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-13=) -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 KDDF 9l&BTR T1 SPACED 24.0" O.C. 1- 3=(-1488) 562 9-10=(-560) 1245 3-10=(-404) 337 BC: 2x4 KDDF #1&BTR 2- 4=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1069) 431 11- 6=(-376) 1309 10- 5=(-462) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-1091) 979 5-11=( 0) 238 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 984 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED 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" -488/ 291V -93/ 88H 193.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 193.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. RI-1.5x4 or equal at non-structural COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). I 4 P P 9 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD • MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed = 1.079" GABLE END DETAIL FOR COMPLETE • MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed = 1.439" SPECIFICATIONS. MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 35-00 1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), ' '1' f '1 load duration factor-1.6, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads f 'f i' .( . in the plane of the truss only. 12 =M-4x4+ 12 • 6.00 2 6.00 M-4x6 M-3x4+ 0001°. 4 M-5x6(5) $1.,, 0.25" rn in 0 0 4 - 1111 ". : 7 44' o ., M-3x4 M-3x4 6.25" M-3x8 M-1.15x3 M-3x9 +`6 0 p P:R p�r�S, M-3x4+ M-5x6(S) y ), y •',<(,.'- -GINE• .,, • ':cS;r0.: y y 17-04-12 5-04-04 5-04-04 5-10-12 y y 1-00 34-00 1-00 _, 89782PE ,c" .. • JOB NAME : POLYGON 3410-B - Cl = '-11111111100` isal Scale: 0.1727 l! •,j .OREGON '�`�'• ' ,. WARNINGS; GENERAL NOTES, unless otherwise noted: ('t© 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en Individual ,�y r✓ . fir, Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters end proper 7 fiy lw� 2.2x4 compression web bracing must be installed where shown+, Incorporation of component le the responsibility of the building designer. - .___ - `✓ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of Z o.c.and at 10'o.c.respectively unless braced throughout their length by �J�.�.�,,,,, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K14 8 7 2 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, ryry rY��.# �j TRANS I D• LINK design loads be applied to any component. and are far"dry conditions use. EXPIRES: 1 2/3 /201 6 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. October 26,2015 fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In RCS!,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,lno.lCompuTrus Software 7.8.6(1L)-Z 10,For basic connector plate design values see ESR-1311,ESR-1986(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2s4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0.0. 2- 3=(-2510) 513 10-11=(-254) 1799 10- 4=( -15) 946 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-692) 235 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 PIP 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 POE Ground Snow (Pg) 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" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 f T Of Design conforms to main windforce-resisting 6-00-05 / 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. Wind: 190 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=1.6, 4,0" Truss designed for wind loads 5 ,f,{ in the plane of the truss only. M-5x6(5) 40•00111114.140444444,44,M-5x6(S) 0.25" 0.25" 4 w. ,ill M-1.5x3 '1100,M-1.5x3 3 \\.• A/ rn rpt 0 0 / ,!,, o 1 , l0 b. 14 12 +8 o I M-4x4 M-3x4 0.25" M-3x4 =M-4x9 I o M-5x8(5) ,,, .0 PRopp-• k k k k k � r,�� C'aINE- �. k k 8-09-04 8-02-12 8-02-12 8-09-04 k k \ . d.: 1-00 34-00 1-00 �/ :7782PE r- • L JOB NAME : POLYGON 3410-B - C2 ��'r Scale: 0.1727 .--_ WARNINGS: GENERAL NOTES, unless otherwise noted: ` 1•(/..� J t.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 " .4.C.!R EGON ( Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/f � ''Cr• 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. C1,Q - 3.Additional temporary bracing to Insure eta bay during construction 2.Design assumes the top and bottom chords to be laterally braced at �I/y+�+ '.-e fiy. _1 Is the responsibility of the erector.Additional permanent brecing of 2'o.c.and at to'c.c.respectively unless braced throughout their length by r ` continuous sheathing such ae plywood sheathing(TC)andfor drywall(BC). PA U� t,-._ DATE: 10/26/2015 the overall structure Is the responsibility of the building designer, 3.h Impact bridging or lateral bracing required where shown+a / SEQ.: 1<14 8 7 2 41 4.No bad should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design eeaumea trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component, and an for"dry condition"of use. V 1 ? i/7 ±]1 J�I�(L� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/31/20 t 6 necessary. h fabrication,handing.shipment and Installation of components. 7.Design assumes adequate drainage is provided. Oct26 262015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPVWTCA In SCSI.copies of which will be furnished upon request, lines coincide with joint center Ones. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc,/CompuTrus Software 7.6.6(11)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE #1&BTR- LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2140 3-11=(-251) 179 16- 8=(-1198) 323 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-254) 1794 11- 4=( -15) 959 8-17=( -219) 1392 WEBS: 2x4 KDDF STAND 3- 4=(-2280) 489 12-13=1 -11) 71 9-12=(-644) 239 LOADING 9- 5=(-1619) 990 13-15=1 0) 0 12- 5=( -79) 498 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-2217) 609 19-16=1-402) 2988 12-14=(-142) 1299 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=1-721) 3679 5-19=(-312) 1082 TOTAL LOAD = 42.0 POE 7- 8=(-2836) 547 17- 9=(-825) 4279 13-14=( 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-9858) 992 14- 6=(-315) 210 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 7=(-679) 153 7-16=( 0) 347 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 1880 5.50" 2.47 KDDF ( 625) • 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.184" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 / MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" A i ' 6-00-05 5-05-13 5-07-09 4-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" ( .( .r ' .( ' .r ' MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 1' HM-6x6 Q 6.00 6.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. M-5x6(5) °IN% Wind: 140 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 0.25" M-1.5x3 load duration factor=1.6, q M-5x6(5) Truss designed for wind loads ,e. in the plane of the truss only. + 0.25" M-1.5x3 • \\... 3 M-3x6 e M-3x8 . .. '41 r 16 1, �`- 0 0 11 12 13 15 O M-3x4 I M-4x4 0.25" M-5x8 M-1.5x3 0l M-5x8 1 M-5x6(5) M-5x8 3.75 12 k y , ,l y y )' 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 2-05-08 y • D PR Qr1-00 21-10-08 9-08 2-05-0 00 <' ''' G RtS( \ k y y C GINE. • • , 22-10-08 1-00 11-01-08 � 7 y y 34-00 •:9782PE . JOB NAME : POLYGON 3410-B - C 3 ,R•*�-„� �rr Scale: 0.1602 1 . WARNINGS: GENERAL NOTES, unless otherwise noted: )t, (... YJ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �q .OR EGO N �''`, Truss: C 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ted// 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer, ? Cf/} Y. ' • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et 7 '�F Y '� ,' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respecas plywoodly unless braced throughout their length by /Lir. continuous sheathing such as sheathing(TG)andtor drywall(BC), .J�U t �� DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -AUL.1+ SEQ. : K14 8 7 2 4 2 4.No load should be applied to eny component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor, -- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26 201 5 6.This design le furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center October V r TPINVTCA In SCSI,copies of which will be furnished'upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.60 L)-E 10.Fot basic connector plate design value.see ESR-1311,658.1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ac spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 POE 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-11,2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 17-00 17-00 l T f '( 11-04-10 5-07-06 5-07-06 11-04-10 T T f T T 12 I IM-4x4 12 6.00 3 Q 6.00 IN M-3x5(S) M-3x5(5) ,y • • IlIlIlIlIill 01 0 7 I M-3x5(S) o M-3x4 M-3x4 y 17-00 y 17-00 ,1 v, . PRa�c S y .�`o �G•INEk� /0 1-00 34-00 �'' 1=00 ' .89782PE r ,. JOB NAME : POLYGON 3410-B - C4 40► - ►'' Scale: 0.2977 WARNINGS: GENERAL NOTES, unless otherwise noted: C.•' 4,, 1.Builder and erection contractor should be advised of all General Notes 1.Thie design Is based only upon the parameters shown and Is for an Individual \ �- OREGON h�,, /. Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ . . 2,2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ..[) .(/4Ry r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at 77 Jlj. , is the responsibility of the erector.Additional permanent bracing of 2'o,c.and et to o.c.respectively unless braced throughout their length by V' continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). AUL j f t DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 1 j L SEQ. : K 14 8 7 2 4 3 4,No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any beds greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design beds be applied to any component. end are for"dry condition"st use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge 1} EXPIRES: 12/31/2016 necessary, fabrication,handling,shipment end Inatallatlon of components. 7.Design assumes adequate drainage is provided, 26015 October 2 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 l ,L TPIANTCA In SCSI,copies of which mil be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l TC: 2x4 KDDF #i&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-04 6-09-04 T T T 12 12 6.00 IIM-4x4 Q 6.00 3 I 2 4 rn rn 0 0 M-3x4 M-3x4 y y y y 1-00 13-06-08 e'R p . �° 'RFs _�� - GAN- , .s(o ' 19782PE '{ JOB NAME : POLYGON 3410-B - D1 " „ r► Scale: 0.5385 i ::: WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual \ \ ®R Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �// '1-ON ��` 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. V • V 3.Additional temporary bracing to Insure stability during construction 2• Design assumes the top end bottom chords to be laterally braced et lh� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • �'y- -•• Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywrall(BC). .- /"'A!J t ��. DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown o n 4.. S EQ. : 1<14 8 7 2 4 4 4.No load should be applied to any component until after all bracing and 4,Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S 1 D• LINK design bads be applied to any component, and are for"dry condition”of use. 5.CompuTrus has no control over and assumes no responsibility Mr the B.Design assumes full bearing at all supporta shove.Shim or wedge If EXPIRES: 12/31/201fi. necessary. fabrication,handling,shipment and installation of components. • 7,Design assumes adequate drainage is provided. OCto Isar''f G r'f O.1 C 6.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center AJ L V,L I J TPINVTCA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-27) 511. 6-3=(0) 312 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x9 KDDF STAND 3-4=(-679) 129 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -87/ 683V -61/ 610 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1R PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 14'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 14'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" @ 3'- 7.4" Allowed = 0.453" MAX TC PANEL TL DEFL = 0.105" @ 9'- 11.2" Allowed = 0.680" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.0" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 6-09-04 6-09-04 1` '( 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 I I M-4x4 p 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 .... duration factor=1.6, .• 1011111111111111111 :. Truss designed for wind loads • in the plane of the truss only. 1.1 en r•1 I 17 1 2 6 M-3x4 M-1.5x3 M-3x4 k y y 6-09-04 6-09-04 y 1-00 y 13-06-08 y 1-00 � �d P.R Q Fps <�•� .- • ;4 .rte ,. :9782PE ':C-- JOB NAME : POLYGON 3410-B - D2 - ,,4119 Scale: 0.4010 WARNINGS: GENERAL NOTES, unless otherwise noted: t 1 C/ [/:.) /^y 1l ' 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for en individual \ 757. .®R E L,J�y O� Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper '� ' //', ?" 2.2x4 compression web bracing must be installed where shown+_ Incorporation of component Is the responsibility of the building designer. \I.�fP L�^ r 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 77� - 4 fit J \'4 ,� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - continuous sheathing such ae plywood sheathing(TC)and/or drywall(BC) -AUL �U t �. -- DATE: 10/26/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ / l- SEQ. : K1487245 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design beds be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. October 26 201 5 8.This design Is furnished subject to the limitations set forth by 8,Plates shell be located on both faces of truss,and placed so their center r V TPIhVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc.(CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 64 3-5=(-229) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-146) 119 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. : LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: • 12.0" 0.0" 0'- 0.0" -73/ 419V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -41/ 302V 0/ OH 5.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP -' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = -0.123" @ 3'- 4.5" Allowed = 0.422" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" 6-04-04 0-07-12 ,( ,r ,( MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 12 6.00 M-1.5x3 4 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r 0 r 0 I M O O M-3x4 M-1.5x3 y ,6 y 6-04-04 0-07-12 y y y 1-00 7-00 p, PR gy1• - ss • c� NGS •' ; -6) ,, p . .'c ' •89782PE • , JOB NAME : POLYGON 3410-B - D3 • Air _..000,r Scale: 0.5157 - . ' WARNINGS: GENERAL NOTES, unless otherwise noted: C"!" (/), _ 1.Builder and erection contractor should be advised of all General Notes 1.Thte design is based only upon the parameters shown and is for an individual =P .OREGON N., Truss: D3 building component.Applicability of design parameters and proper 4 (ti� er r and Warnings before canatrucllon commences. 9 P PW Y 9 P P Pa (J L' 2.2x4 compression web bracing must be installed where shown*. incorporation of component la the responsibility of the building designer. ,.�11 /f f C I 3.Additional temporary bracing to Insure elability during construction 2.Design assumes the fop and bottom chords to be laterally braced et 7\ � '._ Y _:J• �YV✓ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - Is the responsibility o1 the erector.Additional permanent bracing of continuous sheathing such as plywood aheathing(TC)and/or drywall(BC). //��/� DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shoves++ v'(•.U.L SEQ. : K1487246 4.No Ioad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. --- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN" I D• LINK design loads be applied to any component. and are for"dry condition"of use. 12/31/2016 r}Jr�q Jry �r " 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports Shawn.Shim or wedge if EXPIRES: 1 2/3 1/2016 necessary. y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 262015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , TPINVTCA In BCS),copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311.ESR-1988(M)Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16,BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 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 PIP Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 P5F (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIP load duration factor=l.6, End vertical(s) are exposed to wind, • LL = 25 PSE 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. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall fox entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-01-04 0-03-12 1' T T • 12 4.00 v • M-1.5x3 4 -, 3,s� W O r I 2 0 M-3x4 M-155x36 ,1, ,L ,L 1-00 3-05 — -_PR 6'S ;' 89782 PE `,c--- JOB NAME : POLYGON 3410—B — El ,a•► ./" Scale: 0.6603 WARNINGS: GENERAL NOTES, unless otherwise noted: ,C✓" 40,. I.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 \.,•, \17/1/,'QR. EG ON " Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper � ry� �" 2.2x4 compression web bradng must be installed where shown*. Incorporation of component Is the responsibility of the building designer. '''.5);.9.• y. A / '� 3.Additional temporary bracing to Insure Mobility during construction 2.Design assumes the top and bottom chords to be laterally braced at � 2'c.c.and at 10'o.c.respectively unless braced throughout their length by -— \\1' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�,Q�ry l DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown*a {U s+ SEQ. : K 14 8 7 2 4 7 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responslbiilty of the respectNe contractor. fasteners are complete end et no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 6.Design ass 5.CompuTrue has no control over and assumes no responsibility for the assumes full bearing at all supports shown,Shim or wedge If necessary. EXPIRES': 12/3112016 fabrication,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' l u V,G J TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide wtth joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc,/CompuTrus Software 7.6.7(1L}E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-44) 19 • • TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ DH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.19 KDDF ( 625) • ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 D ICOND. 2: Design checked for net(-5 psi) 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 = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.193" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 9.3" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, o End verticals) are exposed to wind, Truss designed for wind loads Lo in the plane of the truss only. 0 I / ,-i 1 rn 0 1 - - o2>l 4** M-3x4 y )' y 1-00 3-05 (PROVIDE FULL BEARING;Sts:2,9,3 I Ck0D P,,IR/1Fe- I-f •:9782PE ' �. JOB NAME : POLYGON 3410-B - E2 40 -1111.'' Scale: 0.8868 l / :f WARNINGS: GENERAL NOTES, unless otherwise noted: `Cr.� j''� /'�/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 an Individual _ /� 7 '--.V R E LI O N ' Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper ll�n •�/�,r ry 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responslb0lty of the building designer, , .11,46;. 7 1, /1 P Y,.A GJ ..V 3.AddHie nal temporary bracing 10 Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at "f Is the responsibility of the erector,Additional permanent bracing of 2 o.c.and at 10 o.c,respectively Unless braced throughout their length by continuous sheathing such as plywood ahealhing(TC)andfor drywell(BC). p J�U L 1- DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 14 8 7 2 4 8 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design leads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK JJ�j m 6.Design EXPIRES: I''�/31/.2O 5.CompuTrus has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 26 20 A 8.This design Is furnished subject to the limitations set forth by B.plates shall be located on both faces of truss,and placed so their center October V, I TPUWTCA in BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) Symbols Numbering s General f PLATE LOCATION AND ORIENTATION 13/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) r� Dimensions are in ft-in-sixteenths. I l. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-1/1 6 4 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor I IL p bracing should be considered. 1111111141 O • 3. Never exceed the design loading shown and never •-11%p 11/ = stack materials on inadequately braced trusses. U 0 4. Provide copies of this truss design to the building C7-8 C6-7 c5 6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'h�' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each , This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARINGor less,if no ceiling is installed,unless otherwise noted. >,..= 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. I ii .a M FAN° 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: imift OM ANSI/TPI1: National Design Specification for Metal 9 jjjjj 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. y is not sufficient. DSB-89: Design Standard for Bracing. iTel( BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate . Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013