Loading...
Plans (104) "c`C\ 7 CA — M56 MiTeko MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-356_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: R45755201 thru R45755212 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. �S���NGNEF,gs�O 87022PE 9r h Aj, OREGON q5° 4. L.0 ks.14— G`s A. He?, E''IRE :06/30/20 October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45755201 PL15-356_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:46 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZo8uslRJxzuVpbaJLrreQ75X3fOh1 oMg8NOWOIYHyPA2R P-10-01 1 1-2-0 111-0-12 1 1 2-6-0 1 2-4-9 I I 1-2-0 I I 1-9-11 1 r 8-01 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 TII e e • 11 24 23 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 I I 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 1 3-6-12 1 8-8-5 p-3-s[ 1 19-6-8 1 22-11-8 3-6-12 5-1-9 11-7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(XV)- 12:0-1-8,Edae),f3:0-1-8,Edgel,f18:0-1-8,Edge),f19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incl. 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 Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <C1/40d P R°per, V,N qNGINE`c'4 /02 870 2PE 9 .47 N�Aj, OREGO rye OQv� 9O AMBER \� , OS A. HEp`�P EXPIRES:06/30/2017 October 27,2015 1 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with M7ekr connectors.This design Is based only upon parameters shown,and is for an individual building component,not IF a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mriek° 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/fell Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755202 PL15-356_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:48 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-kWOdj6KBV WIXquTky3TbAy8zxUdAgcjgrgtodAyPA2P Via_ 0-N01i . 1 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 ! .i a - a n _o - e_ o_ c ii 1 - Io c ° '• a \- /-N /N /-N /-\- / / \ /�\ / \ lc: ie .. a en o 11. 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 16-5-2 17-0-21 23-9-0 I 16-5-2 6-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- f18:0-1-8,Edge),f29:0-1-8,Edoe),f30:0-1-8,Edge) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1608/0,3-4=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=-3859/0, 8-9=4510/0,9-10=-4510/0,10-11=4847/0,11-12=-4847/0,12-13=-4859/0, 13-14=4859/0,14-15=4583/0,15-16=-4583/0,16-17=-4583/0,17-18=-3948/0, 18-19=-3948/0,19-20=-3948/0,20-21=-2879/0,21-22=-2879/0,22-23=-1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=1183/0,2-38=0/1068,4-38=-952/0,4-37=0/846, 6-37=-730/0,6-35=0/625,8-35=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=-931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��R�0 PROFF 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be �Cj �lAG I NrCE /O attached to walls at their outer ends or restrained by other means. �� ?'j 870 2PE 17r- , N -0), OOREGSN ti�OWN On M&ER 1 N. `S A. HE�'`�P EXPIRES:06/30/2017 October 27,2015 t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTekuS connectors.This design is based only upon parameters shown,and is for an individual building component,not Ip a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �x building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing lythek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755203 PL15-356_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:49 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9g iZ-CjZ?xS LpGptOS22wVVn_gj9h9muxPZ4dg4UcM9cyPA2O 1 1-0-0 1 10-10-2 j 1 1-2-0 I P-7-141 Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e o o - o � o - o e o e - o _ e_ irk ci 0 o e o o - o e 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= �2 12-10-10 I 11-8-10 12-3-101 I 19-0-8 I 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edael,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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 Ina 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=013591,25-26=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. `��-�tO PROF4-, •� 06, �NG�NEFR /Gk. �� 8 II 2PE �9r 7 NEAT OREGO tti O<U 9C ',/BER .V\ n`S A. He?, EXPIRES:06/30/2017 October 27,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 14 Design valid for use only with MTek®connectors.Thu design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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 HeiaMs,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755204 PL15-356_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 13:51:50 2015 Page 1 p ID:s3crybS_6sJgMSM2Sm_D_y9giZ-gv7N8oMR17?F3Cd74UV3FNDO4IPQIZ2zJ8Mvh2yPA2N 1 0-10-0 1 i 1-2-0 1 1�� I-3-13 t 2-6-0 I 1 1-2-0 1 1 1-37 I Scale=1:19.8 1.5x3 II 3x4= 3x4 II 4x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 7 8 3x4= 9 e o o e • o /e e • - ° � o o , o N / - N el o- o o o- 0 176 16 15 e 13 12 11 10 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4 = I 3-0-0 I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— f2:0-1-8,Edgel,13:0-1-8,Edae1,f7:0-1-8,Edge1,18:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. < P R QFF� ss 3NG(NF / c � R 0 2� ,7 `c87022 P: r-- y �Aj, OR GON c15tv� 9C, 41BER .\\ O �`S A. HE RCP EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Mil... Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Ls to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl 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 R45755205 PL15-356_UPPER F06 FLOOR 3 1 Job Reference Sootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:51 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-95hIMSN3oR76hMCJeBOIoamY7iiw1 x67Yo5SDVyPA2M 10-10-0 II 1-2-0 ii 1-0-12 I I 2-3-1 I I 2-6-0 ii 1-2-0 I I 2-3-3 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 eo a ® O e N _NIL -...411111111411111411111111, 4111.10.1.1.1.1.1.1° _ O O Oo O O - 11444111111111111111111111111111111111111 14444441114.41444414401 - 0 1 18 17 'A 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 8-8-5 I9-3-5?-10-5I 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,Edgej,[3:0-1-8,Edge],[4:0-3-0,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=-1/0-1-12,11=571/Mechanical Max Uplift 19=105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=805/0,5-6=805/0,6-7=1681/0,7-8=-1777/0,8-9=1777/0 BOT CHORD 15-16=-499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=-177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <�� Q ED PR 4co �NGjN-FR /029 Q 87022P; r -, 4 >cv 7 ^3j,OR GON q. OLv MQER 1 .r �`� A. lie?' EXPIRES:06/30/2017 October 27,2015 t t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Mil... Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 R45755206 PL15-356_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:52 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-dIF7ZUNhZkFzJVm VBvXXLoJgbSzQm RWGmSrOmxyPA2L 1-0-0 --6 11-2-0 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 • a- • O • O O • `- O O 30 29 28 27 26 25 24 23 22 21 g 3x4 = 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 1)-11-11 I 18-8-12 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edge1,123:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 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/TP12007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.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. �< O PRQ�Fss �c�\. ',.„.V" F'7 /0, 17 87022PE r CP rN nv ^0j, OREG•N (y5 1.0 9O FMBER \1 p.�O Oct `2 A- HE-?` EXPIRES:06/30/2017 October 27,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev.10/03/2015 BEFORE USE. Dodge valid for use only with MiTek6"connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall I" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile k' 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 R45755207 PL15-356_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:53 2015 Page 1 1 D:s3crybS_6sJgMS M2 Sm_Dy9giZ-5U p Wm gOKK2NgwfLi Ic2mt?rrMVOnV qC P?6aZINyPA2K I 2-3-0 I 2-3-0 I?-5-9 11-2-0 II 1-9-11 1 2-6-0 I 0( 8-0H Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 3x4 I 13x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 a 11 e 111 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8= 3x8= 3x5= 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(XX)- 14:0-1-8,Edgel.115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift12=512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1736/0,3-4=-1736/0,4-5=-1867/0,5-6=1867/0,6-7=-1190/0,7-8=-1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=-1313/0 WEBS 2-18=1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=-851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(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 O PR°Fess �NG4NE�c'V v`-',•1- 4- _44, ' 8 • 2PE 19r -7��Ai, OREGO cf OWN 90 AMBER V` i..c' OS A. HECk EXPIRES:06/30/2017 October 27,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitekr connectors.The design is based only upon parameters shown,and is for an individual building component,not IQ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 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 R45755208 PL15-356_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 13:51:54 2015 Page 1 I D:s3crybS_6sJgMSM2Sm_Dy9giZ-ZgN u_APy5M V hYpwuJ Ka?Q DO?fveg ELvZ.Em K7gpyPA2J 1 1-0-0 1 �gZ 1 1-2-0 1 P-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 O N /�\ I :�0�.-.�0�.:� 0�.-.�o/., ••i-�g/:.\ Q • /"\. 19 N o e e e 3. 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5 = 3x5= 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 11-7-10 18-11-82107I11-7-10 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edoel,123:0-1-8,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) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18&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(lb)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=1500/0,4-5=2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=-3697/0,10-11=-3697/0,11-12=-3697/0,12-13=-3396/0, 13-14=-3396/0,14-15=-2603/0,15-16=-2603/0,16-17=-1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-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. ��-\'' PR°EPSs ��\� �NGI NEER /�2 87022 9t (p."1/446.'"N ^0i, OR EG „to 9O AMBER .\1 �O OkJ A. H E?`�P EXPIRES:06/30/2017 October 27,2015 s H ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wake connectors.This design is based only upon parameters shown,and is for an individual building component,not I4 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/Mil Quality Crfleria,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 Job Truss Truss Type Qty Ply POLYGON R45755209 PL15-356_UPPER F10 FLOOR 2 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:54 2015 Page 1 I D:s3crybS_6sJ qMS M2Sm_D_y9giZ-ZgNu_APy5M V hYpwuJ Ka?QDO6CvgRE S_ZEm K7gpyPA2J 3x4= 0-11-11 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 • • • • • , O N 1.5x3 I 1.5x3 II g 7 6 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(XV)— 12:0-1-8,Edgel,13:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) (/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �\`O< .4G N . ',y `4/O 41.- ' 870 2PE , rr N cv , Ni. 7 "3), OREGON q, 44 9O �MQER \\ O On A. HEP" \ EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mite's!.connectors.This design a based only upon parameters shown,and is for an individual building component,not l* a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 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 R45755210 PL15-356_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 13:51:55 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-1 txGBWQasfdYAzV4t15EyQx8tJzl zigiSQ3gMGyPA21 1 ° °i 11"2"0 I I I-0-12 I I I-ao 1 alb 1 1-2-0 I I0-11-3 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 e e e 0 0 ///` O e - O - e o o e 71 I • = • - O a11\ O O • e - I. g19 3 31 30 29 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6= 3x5= 3x5= 4x8= 3x4= 1 11-0 11-&-0 12-311 1 3512 8-8-5 C-3-5'0 3-5 -10-5i 19-6-8 1 -0 0-711 0-7-0 1-3-12 5-1-9 b-7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- 12:0-1-8,Edge1,13:0-1-8,Edge),19:0-1-8,Edge),110:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.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(lb)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=-2370/0,10-11=-2900/0,11-12=2900/0,12-13=-3113/0, 13-14=-3113/0,14-15=-2995/0,15-16=-2995/0,16-17=-2480/0,17-18=-2480/0 BOT CHORD 31-32=-450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=331/0,2-32=0/665,3-29=-917/0,5-29=-1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=-11/251,9-27=1122/0,18-20=-1819/0, 18-21=0/1654,17-21=839/0,16-21=-438/0,16-22=0/283,11-24=-266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to <CQ�E� P R OFen be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. �co NG(NFF zO 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. C? .' R 2 The design/selection of such connection device(s)is the responsibility of others. Qw $ • 2 PE 9f 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 U) -" >" Uniform Loads(plf) �A OREGO O �N Vert:20-32=-8,1-19=-80 '7 )s ti O Concentrated Loads(Ib) 0 FABER '' ` Vert:17=791(F) OSA He \,\‘'..‘ EXPIRES:06/30/2017 October 27,2015 c WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. p Design valid for use ony with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated b to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Milel( 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/1PI1 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 R45755211 PL15-356_UPPER F12 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:56 2015 Page 1 I D:s3crybS_6sJ qM SM2Sm_D_y9g iZ-V 3VePrRCdzIPo74GQ IcTVeTLCj N S iDgsh4pDviyPA2 H 0.� 1 1-2-0 11 1-0-12 11 2-6-0 2-4-9 I I 1-2-0 11 1-9-7 I Scale=1:34.0 1.5x3 I 13x4= 3x4 = 3x4 II 3x6= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 I/.a ;\ e-/ _ e o r/ \ ' Icrgtie 1 R e e ,1 11811. i 19 18 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-8-5 g-3-5 -10-51 19-6-4 I 3-0-12 5-1-9 7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f3:0-1-8,Edge1,r14:0-1-8,Edoel,f15:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift 19=166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=-2148/0,9-10=-2148/0 BOT CHORD 18-19=-294/18,17-18=-294/18,16-17=-294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=-1682/0,5-15=0/1201,10-12=1470/0, 10-13=0/849,8-14=-512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. C������NG F'4 s/0 870 2PE 9r to ,cv '4, -0i, N rye <U 9O �cWSERA• . OSA. Her% EXPIRES:06/30/2017 October 27,2015 i H ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Ip a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Qualify Criteria,DSB-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. iteCitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755212 PL15356_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Tess Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:57 2015 Page 1 ID:s3crybS_6sJgMS M2Sm_Dy9g iZ-zF2OcBRgOHtFP Hf7_S7 i2rOdZ6sG Rpt?wkYnR8yPA2G 3x4 = 0-11-11 _ f I 1-2-0 I 0-9-5 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 111 III III ME 11111M III , o ,110 NM III III ME 111 111 WI / 1.5x3 II 1.5x3 I I 8 =' 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— f2:0-1-8,Edgef,13:0-1-8,Edgef 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/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2 ‹48 1 2PE , Yr 7 Aj, OREGO tip Ow 9O AMBER \\ On A. H ERCP 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. NI, Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'ok' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 s " Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal Injury M. Dimensions are in ft-in-sixteenths. liMik 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 T „ 2. Truss bracing must be designed by an engineer.For o /16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ p bracing should be considered. ■_� O 3. 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 For 4 x 2 orientation,locate 7.8 '7 O- designer,erection supervisor,property owner and plates 0 'na from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully,Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ..."..• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. 11111141 ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Mill 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Reviewis all portions of this design(frontback,words Plate Connected Wood Truss Construction. and not pictures)sufficient.before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. M iTeks 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 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-A 10-22-15 The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487122 thru K1487139 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,R1,01) PRO, t5sN5 0NG{NE'kc. /0. ew 89782PE -7<` Y OREGON N4`' /fC�/I- R1J fr PAUL A 1 : 1Zr !! 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 and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 6'— 6.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 1416BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall VON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP K-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-03 4-03 T '1 1' 12 12 HM-9:4 19.00 7 2 7 14.00 1 I I PI\ DESIGN ASSUMES SHEATHING TO ONE FACE. 411111111 m 1 0 0 ti g 5 y 1-00 y 8-06 y 1-00 y ��o4,F'N4`PR Els IQ... 89782PE ire JOB NAME : POLYGON 3410—A NH — Al • }, .( • . • Scale: 0.3929 / / WARNINGS: GENERAL NOTES, unless otherwbe noted: � OREGON /�� 40 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an Individual "s' _OREGO V s,"„ Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper :{"/ A Y 2.254 compression web bracing must be installed where shown 5. Incorporation of component Is the responsibility of the building designer. .,e7� C/.et .. G V,�'�" 3.Addtibnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al TT "7 J Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure Is the responsibility 1 the building continuous sheathing such as plywood sheathing(TC)aMror drywall(BC), lir AA 1 i I a` ponsi ty o g designer. 3.25 impact bridging or lateral bracing required where shown•+ �./1•+ SEQ.: K1467122 4.No load should be applied to any component until after all bracing and 5.Insulation of truss thhe areessposibto be illly Inherespect anrvtorment _ _ fasteners are complete and at no time should any bads greater than and Design to dly strusses on"of use. TRANS ID: LINK desigConrp bade be applied tory component. 8.Design assumesfull bearing al aN supports shown.shim or wedge if 5.CompuTrushas nocontrol over and assumesnoresponsibility for the necessary. EXPIRES: 12/31/2016 fabrication,handling.shipment end Installation or components. 7.Design assumes adequate drainage Is provided. October 26,2015 8.This design is furnished subject to the limitations eel forth by S.Plates shall be located on both faces of truss,and placed so their center Tp: IIA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicele size of plate In inches. MiTek USA,Ina./CornpaTnus Software 7.6.7(1 L)-E 15.For basic connector plate design values see ESR-1311,E517-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC •• LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 I! TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-210) 121 5-6=(-182) 181 5-1=(-292) 162 3-7=(-475) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-245) 133 6-7=( -29) 41 1-6=( -53) 156 WEBS: 2x4 KDDF STAND 3-4=( -6) 146 6-2=( -66) 99 LOADING 6-3=( -73) 153 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -46/ 317V -219/ 195H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -66/ 512V 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 8'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 8'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.095" @ 5'- 3.3" Allowed = 0.380" MAX TC PANEL TL DEFL = 0.152" @ 5'- 1.7" Allowed = 0.570" 3-03 4-03 MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" f f 1' MAX HORIE. TL DEFL - 0.001" @ 7'- 4.3" 12 12 M-4x6 14.00 17 N 14.00 Design conforms to main windforce-resisting 2 4.0" and components and cladding criteria. INWind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 sit M-3x9 ko o Q� f ti N OO 1 I� , M-1.5x3 M-3x8 M-1.5x3 1 b b 3-03 4-03 t0 PROPe ck SO y 7-06 y1-00 y ..„Cp � . coo t :9782P E �'" JOB NAME : POLYGON 3 410-A NH - A2 a► mill, Scale: 0.3413 , - WARNINGS: GENERAL NOTES, unless otherwise noted: © SIMI� Truss A2 1.Builder and erection contractor should beadvised ofall General Notes 1.This design Abased only upon the parameters shown and s for anindividual } "7 OREGON qe and Warnings before conatructbn commences. building component.Applicability of design parameters and proper %% 4Z, ry 2.2x4 compression web bracing must be inataNed where shown a. incorporation of component b the reaponstbllRy of the building designer. •,aJ� "l1 A5,n(/ 3.Additional temporary bracing to Insure stability tludng construction 2.Design assumes the lop and bottom chorda to be laterally braced at 7 '"^"''11 :J �� is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c. as ly plywood sheathing(TC) braced throughout their length by el` DATE: 10/26/2015 the overall structure is the responsibility of the building designer. continuous sheathinginr such l bracing re uir a where shown 0r Orywell(BC). p,/t t `, 3.lr Impact bridging or lateral required where t e0 A L SEQ.: K 14 8 712 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to a component. and are for"dry condition"of use. TRANS I D: LINK tinosom ponen. 6.Design assumes lull bearing al all supports shown.Shim or wedge If 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation or components. 7.D sign assumes adequate drainage is provided. October 26,2015 6.This design is furnished subject to the limitations set forth by 8.Plates Mel be located on both faces of truss,and placed so their center TPIWTCA In BCSI,copies of which 0111 be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate Sias of plate in inches. MITek USA,Ino./CompuTrua Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) BR 6-7=(-152) 151 2-6=(-201) 259 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-113) 180 6-3-(-441) 292 WEBS: 2x4 KDDF STAND 3-4-(-165) 87 3-7=(-341) 344 LOADING 4-5=( -52) 8 7-4=(-147) 184 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 439V -196/ 390H 5.50" 0.70 KDDF ( 625) 7'- 6.0" -317/ 463V 0/ OH 5.50" 0.74 KDDF ( 625) M-1.509 or equal at non-structural BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE vertical members (uon). LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 4-01-12 3-04-04 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" .1 ,( . MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 12 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" M-1.5X3 5 MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" 14.00 -/ 14-3.5 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" M-1.5x4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • • M-3x4 load duration factor=l.6, • Only left end vertical is exposed to wind, \IN Truss designed for wind loads in the plane of the truss only. o M-2.5x4 or equal at non-structural diagonal inlets. o I Truss designed for 4x2 outlookers. 2x4 let-ins 0 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. M-1,5x3 c o0 1 co 1 o , ss se f6'_. .z.7 -> M-3x4 M-3x4 cit0 PR Ore 0 y1-00y 7-06 0-03 G.s, -� INE• .. /3 89782PE c' JOB NAME : POLYGON 3410-A NH - A3 • • Scale: 0.2889 ��r1�y�� � WARNINGS: GENERAL NOTES, unless otherwise noted: 6.v.'/. OREGON/1/^� ^"'.J 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 enIndividual ,,dR /' o REGON !�, �. Truss: A3 and Warnings before construction commences, building component.Applicability of design parameters end proper _( /It, AV 2.2t4 compression web bracing must be installed where shown tl incorporation of component Is the responsibility of the bulMirg designer. r['7 A py ' G 4 V 3.Additional temporary bracing to ham stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 "-1 :.7 Is the responsibility of the erector.Additional permanent bracing of 2'on.and at 10'o.c.respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure is the responsibility of building desl continuous sheathinginor later l b plywood required e where sod/•drywall(BC). it- PA U L ` p N o g Boar. 3.2a Impact bridging or lateral bracing where Mown�� S E K 14 8 712 4 4.No bad should be applied b any component until alter all bracing and 4.Installation of buss Is the responsibility of the respective contractor. 4' fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the B.Dels�eaumeeNllbeatlngalall suppodsshoon.Shim orwetlgeif EXPIRES: 12/31/2016 m. Y {_ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OCtouer 26,2015 8.This design is furnished subject to the limitations set forth by B.Plates Mall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. Ilnes coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-113) 180 6-3=(-441) 292 WEBS: 2x9 KDDF STAND 3-4=(-165) 67 3-7=(-341) 344 LOADING 4-5=( -52) B 7-4=(-147) 184 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 439V -196/ 390H 5.50" 0.70 KDDF ( 625) 7'- 6.0" -317/ 463V 0/ OH 5.50" 0.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-01-12 3-04-04 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" f 1' '1' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" 12MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" M-1.5x3 6 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" 14.00 -1 MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, 3 Only left end vertical is exposed to wind, Truss designed for wind loads # in the plane of the truss only. c I Lo 0 o M-1.5x3 I° W 0 M-3x4 M-3x4 s)kk„,Ep P R Ope- J, 1-00y 7-06 0y 3 1�yG1NE - /a' 't :9782PE v.-- JOB NAME : POLYGON 3410-A NH - A4 ,,,;d/ Scale: 0.2951 AIM WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and is for an Individual ,�^ ,II #REGON l�, a� Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper _{ 2V 2.244 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. .A�+4, C?:::/' ay•. `!_M 3.Additional temporary bracing to insure&lability during construction 2.Design assumes the IOP and bottom chords to be laterally braced length 77 `-7/"r Y `',7 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout theft by DATE: 10/26/2015 the overall structure Is the responsibility f the buildingdesigner. continuousxImsheathing such l bs plywood required a where sown')and/or drywall(BC). n J1 UL ' p N o goer. 3.2a Impact bridging or lateral bracing required where shown�+ SEQ.: Ki4 87 12 5 4.No mad should be applied 10 any component until after all bracing and 4.Installation of truss lame responsibility or the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncrorroslve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Decee�asumesfullbaeringetallsupponsahown.ShlmorwetlgeIt EXPIRES: 12/31/2016 fabrication,handlin ry g,edlsmencaa the components. 8.Designassumesbe onboth fad to prodded. October 26,2015 B.Thle design is furnished subject to the Ilmlmtiona set forth by 8.Plates shall be located on both faces of truss,and placed so rheic center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with)olnt center lines. 0.Digits Indicate sloe of plate In inches. MiTek USA,Inc./CompuTnls Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR•131 t,ESR-1988(MiTek) 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. I 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. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.S, 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. 7-04-08 7-04-0B T 1 T 12 IIM-9x9 12 14.00 7 �L N 14.00 A11111111161k o I O O M-3x9 M-3x4 9,E4 P R OFfi*C•S y1-00l 14-09 y1-00l ,t,.& A? �G,ItVE'�da;, c:'L 89782PE �r- JOB NAME : POLYGON 3410-A NH - B1 Scale: 0.2919 ,,f `• WARNINGS: GENERAL NOTES, unless otherwise noted. (,e10 1.Builder end erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown end is for an Individual S F V Truss: B1 and Warnings before construction commences building component Applicability of design parameters and proper �/OREGON co.,h L` 2.2v4 compression web bradng mud be Installed where show).. Incorporation of component is the responsibility of the building designer. 'TA? 44 a�y . I V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unlesschobraced m be latera s t their at 77. f"� ",,44Z... Is the responsibility of the erector.Additional permanent bracing of continuous o.c.and at 10 o.c.respectively braced throughout their length by PA DATE; 10/26/2015 the overall structure Is the responsibility f me bund) dee x I m act sheathing or such as ptywoae requsheired ere s angor arywan(Bc>. p�"t U L v N o g tuner. 3.zw impact bridging or latera bracing required where enown.. SEQ.: K].4 8 712 6 4.No bed should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater man 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS I D• LINK design loads be applied to any component and ars for condnio or use. 5.CompuTrus has no control over and assumes no responsibility for the e.DeeCee earn lull bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling, ry. I� edlsujecto theheelmatbnsfet forth by B.Designassumesbeseded en both Page is provided.an October 26,2015 6.This design la furnished subject to limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIMRCA 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(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Weft) • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-73) 426 3- 8=(-235) 254 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-620) 187 8- 6=(-62) 335 8- 4-(-235) 456 WEBS: 2x4 KDDF STAND 3- 4=(-481) 247 8- 5=(-235) 254 LOADING 4- 5=(-481) 247 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-620) 187 • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -134/ 734V -261/ 261H 5.5D" 1.17 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 9.0" -134/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-04-08 7-04-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f ,r MAX LL DEFL = 0.010" @ 7'- 4.5" Allowed = 0.692" MAX LL DEFL = -0.002" @ 15'- 9.0" Allowed = 0.100" 3-08-12 3-07-12 3-07-12 3-08-12 MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" f f 1 T '' MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.439" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.005" @ 14'- 3.5" 14.00 7 N14.00 MAX HORIZ. TL DEFL - 0.007" @ 14'- 3.5" 44.0" IllDesignconforms to main windforce-resisting L system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only- M-1.5x3 M-1.5x3 3 o O Lo' I Ki .V . 11N 8 o M-3x4 M-3x8 M-3x4 o J' y 7-04-08 y 7-04-08 y 1 �'�W p EF `r/A- 1-00 14-09 1-00 ,�` p-v� Q 8.782PE f" JOB NAME : POLYGON 3410-A NH - B2 J�/ ''a6�\\/ Scale: 0.2539 I i•/ C/� • ....mall.. WARNINGS: GENERAL NOTES, unless otherwise noted, F� OREGON ^4 1.Builder end erection contractor should be advised of all General Notes 1.This design 1s based only upon the parameters shown and a dr an individual a�, Truss: B2 and Warnings before construction commences. building ccsponanl.Appyoabdey of desigs parameters and proper ot rP �' 2.2x4 compression web bracing mud be installed where shown 4. Incorporation of component h the responsibility of the bolding designer. y A5i� 3.Additional temporary braGng to Insure stability during construction 2.Design and1assumes the lop and bottom unlesschobrads o be lateraIR braced at r� NI Is the responsibility of the erector.Additional permanent bracing of 2'o.c. at 10'o.c.respectively e, lyplywoods braced throughout their length by ` DATE: 10/26/2015 the overall structure is the responsibility of the buildingdesigner. continuous0Imactsheathing or ater lbcre vire coheres own.and/or tlrywell(BC). .�� ( ` pone N 3.2a Impact bridging or lateral bracing required where shown++ 1�. SEQ. : K 14 8 712 7 4.No load should be applied to any component until eller all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loeds greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design meds be applied to any component. and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling, nem-, a I.. edlsmeec totllestmaaions(compoh by 7,Designassumesbe lc ted on drainage Is truss,ruslsen OCIOVer 26,2015 S.This design la furnished subject to the limitations set forth by 8.Plates shall be located on both faces of and placed so melt center TPWVTCA In SCSI,copies o/which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTnls Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-09-00 GIRDER SUPPORTING 39-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6010) 1394 1- 6=(-834) 3572 1- 2=(-6010) 1344 9- 8=( -624) 2930 BC: 2x6 KDDF #1&BTR 2- 3=(-3954) 1006 6- 7=(-830) 3550 6- 2=( -626) 2930 9- S=(-6010) 1349 WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-3954) 1006 7- 8=(-796) 3550 2- 7=(-1718) 520 2x6 ROOF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6010) 1394 8- 5=(-750) 3572 7- 3=(-1454) 5668 TC USIR LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 14'- 9.0" V 7- 4=(-1718) 520 TC LATERAL SUPPORT <= 12"00, UON. BC UNIF LL( 967.7)+OL( 338.0)= 805.8 PLF 0'- 0.0" TO 14'- 9.0" V BC LATERAL SUPPORT <= 12"00. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1447/ 6419V -228/ 228H 5.50" 10.26 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 19'- 9.0" -1447/ 6414V 0/ OH 5.50" 10.26 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.035" @ 7'- 4.5" Allowed = 0.692" MAX TL CREEP DEFL = -0.071" @ 7'- 4.5" Allowed = 0.922" 7-04-08 7-04-08 MAX HORIZ. LL DEFL = 0.012" @ 14'- 3.5" 1' < 1' MAX HORIZ. TL DEFL = 0.020" @ 14'- 3.5" 3-10-08 3-06 3-04-04 4-00-04 Design conforms to main windforce-resisting 12 12 M-4x6 system and components and cladding criteria. 14.00 7 7 14.00 9.0" Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), As load duration factor=l.6, I3 Truss designed for wind loads in the plane of the truss only. gn M-4x122 M-4x12 4I4Ihj.5x3 16k o 0 of 14. 6 ct' 7 B o M-4x10 M-3x8 M-7x10 M-3x8 M-4x10 cc G PROF y 3-10-08 y 3-06 y 3-06 y 3-10-08 y .g tat P C y 14-09 y ;Co �.���N�� /a��C� 89782PE JOB NAME : POLYGON 3410-A NH - B3 • • Scale: 0.2641 r.,, NW WARNINGS: GENERAL NOTES, unless otherwise noted: f./ ry• �..wyj'�© ^±a^s p.�, i^ 1.Builder and erection contractor should be advised 01011 General Notes 1.This design is based only upon Me parameters shown and is for an Individual /� j t,,,/1"7 E G()I Y �'. Truss: B3 and Warnings before construction commences building component.Appicabultyordesign parameters and proper ,; 4/4/ Z.�' ¢Cj^ 2.2x4 compression web bracing must be Installed where shown.. incorporation of component k the responsibility of the bulMing designer. 9,p �}a.s 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced length 7 "7/Yy '� 1 ti is the responsibility of the erector.Additional permanent bracing of continuous o.c.and a heathin rsuch as ply unless braced Throughout their by DATE: 10/26/2015 the overall structure Is theres onsibikthedesi ner. xImpactsheathingsuchasplywoodeneree)easoodrywan(Bc). �JA UL �c` P ty ofbuilding g 3.2x Impact bridging or lateral bracing required where shown*• �"1 SEQ.: El4 8 712 8 4.No load should be applied to any component until eller ell bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater Then 5.Design as mes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design bads be applied to any component and are roHaywndinon^of ase. 5.CompuTrus has no control over end assumes no responsibllay for the 6.Design assumes mil bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7. Baume (- M° assumes drainage truss, October 26,2015 6.This design is furnished subject to the limitations sal forth by S.Plates shall be located on both faces of trues,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with join 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-t98e(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 39'— 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 19-08-08 19-08-08 '1 T T 13-01-12 6-06-12 6-06-12 13-01-12 T 1' T T T 12 IIM-4x4 12 7.00 3 Q 7.00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP — OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION M-3x5(s) M-3x5(s) POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE yy CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. o I • __ I I o M-3x5(s) of M-3x9 M-3x4 1C: n PR it p 19-08-08 19-08-08 �' . GI .ss/ 1-00 39-05 Y 8pp p r�11-00 '7' '782 E r JOB NAME : POLYGON 3410-A NH - Cl ' • Scale: 0.2151 / •�+• WARNINGS: GENERAL NOTES, unless otherwise noted 6" �R �� 40 Truss: Cl 1. uilder end erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and is for en Individual •V' (�� • and Warnings before construction commences building component.Applicabilitybitty of design parameters and proper 2/- (yV r '• 2.2s4 compression web bracing must be Installed where shown.. incorporation of component la the responsibility of the building designer. „ay� V4 a� G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 77 J4.� J , E•,e_ lathe responsibility of the erector.Additional permanent bracing of T o.c.and at 10'0.4 respectively unless braced throughout their length by • 1/ continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). PAUL U L DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3,2e Impact bridging or lateral bracing required where shown•• �9 SEQ.: K1487129 4.No load should be applied to any component until eller all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete end at no time should any lads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS ID: LINK design toads beapplied loany component, end are orgcondivan of ass. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full beefing etch supports 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 26,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIIWTCA In BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of pieta In Inches. MITek USA,Ino./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-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-373) 2318 3-10=(-291) 218 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2655) 548 10-11=(-230) 1927 10- 4=( -39) 557 WEBS: 2x4 KDDF STAND 3- 4=(-2398) 545 11-12=(-235) 1806 4-11=(-745) 284 LOADING 4- 5=(-1698) 498 12- 8=(-383) 2168 11- 5=(-312) 1306 TC LATERAL SUPPORT 6= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1698) 498 11- 6=(-745) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2398) 545 6-12=( -39) 558 TOTAL LOAD = 42.0 PSF 7- 8=(-2655) 548 12- 7=(-291) 218 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 57 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL = -0.260" @ 19'- 8.5" Allowed = 2.567" MAX LL DEFL = -0.002" @ 40'- 5.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 40'- 5.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 T f T Design conforms to main windforce-resisting 6-10-09 6-05 6-05 6-05 6-05 6-10-09 system and components and cladding criteria. T T 1' 1' T . T 12 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 Q 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 '", in the plane of the truss only. M-5x6(5) 24% M-5x6(S) 0.25" 0.25" 4 6 oo co +1 M-1.5x3 + /\)TM-1.5x3 u u7 0 0 44 we f M-3x6 M-3x4 v.25" M-3x4 M-3x6 PR F . M-5x8(S) �4�G l ), y y 5 ..0x1 P `5.> C\7 2,,10-01-01 9-07-07 9-07-07 10-01-01 'i00 39-05 1-00 4<" 89782P E 'r " JOB NAME : POLYGON 3410-A NH - C2 _....alr'-;- *-10+ . • Scale: 0.1401 WARNINGS: GENERAL NOTES, unless otherwise noted: v,2 1.Builder end erection contractor should be advised of all General Notes t.This design B based only upon the parameters shown and is ler en Individual OREGON ^, Truss: C2 and Warnings before construction commences. building component.Applkebllty of design parameters and proper S'(....1:1/6I (IQ O` 2.244 compression web bracing must be Installed where shown 4. incorporation of component is the responsibility of the building designer. .{ V 3.Additional temporary bracing to town stability during construction 2.Design assumes the top end bosom ruecholer to be laterally braced at �^ Y ) is the responsibility of the erector.Additional permanent basing of 2'ox.and at 10'ox.respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure is the responsibility I the building deal continuous0Imp sheathinginr such l b plywood required a where send/4 drywall(BC). TA- �J� e ' p ty o g goer. 3.20 Impact bridging or lateral bracing required where shown++ Ir SEQ. : K 14 8 713 0 4.No bed should be applied to any component until alter ell bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes busses aro to be used in a noncorrosive environment, TRANS ID' LINK design bads be applied b any component. and are for dry condition"of use. 5.CompuTrus has no control over and assume,no responsibility for the B.Dee QB assumeshull bearing et all suppo a shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. "y D� 7.pltign esabeletledon drainageIsraslsed.en October 26,2015 8.This design le furnished subject to the limitations sal forth by S.Plates shall be located on both bees of truss,end pieced so their center TPIA'VICA in SCSI,copies of which will be furnished upon request. lines coincide with joint anter lines. 9.Digits indicate size of plate in Inches. MiTek USA,lnc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-692) 3903 11- 3=(-173) 1251 7-16=( -89) 664 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-4596) 859 11-12=(-619) 3949 3-12=(-990) 280 16- 8=(-340) 247 WEBS: 2x4 KDDF STAND 3- 4=(-2929) 569 12-13=(-360) 2470 12- 9=( 0) 365 LOADING 4- 5=(-2366) 551 14-15=( -10) 75 4-13=(-612) 148 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2404) 711 15-16=(-223) 1731 5-13=(-931) 295 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1682) 508 16- 9=(-376) 2167 14-13=( 0) 94 TOTAL LOAD = 42.0 PSF 7- 8=(-2916) 570 13-15=(-139) 1299 OVERHANGS: 12.0" 12.0" B- 9=(-2655) 595 13- 6=(-385) 1177 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 57 15- 6=(-132) 773 15- 7=(-730) 287 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX 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" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 0.9" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.9" Allowed = 2.567" MAX LL DEFL = -0.002" @ 40'- 5.0" Allowed = 0.100" 19-08-08 19-08-08 MAX TL CREEP DEFL = -0.003" @ 40'- 5.0" Allowed = 0.133" 2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 MAX HORIZ. LL DEFL = 0.101" @ 38'- 11.5"MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 12 12 7.00 M-6x8 Q 7.00 Design conforms to main windforce-resisting 6.0" system and components and cladding criteria. AM-5x6(5) Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0.25" Truss designed for wind loads M-1.5x3 c in the plane of the truss only. 5 `* M-5x6(5) 0.25" y /),pip,M-1.5x3 44 M-3x6 AIIIII o M-3x8 0.1 rn 1 o M-5 12 r 13; ee _ 0 1.,.M-5x8 M-3x9 0 14 15 16 `9 i , M-6x8 0.25" M-3x9 M-3x6 I o a 3.75 M-1.5x3 M-6x8(S) 12 y y y y y y yQ,%,O P R OFA y y 05-08 5-01-04 5-06-08 y 6-07-04 9-08-05 10-00-03 y y �` 0,f N - nV 1-023-05-08 10-06 26-05-08 1-00 'T 39-05 '..' O9"!82 E C` JOB NAME : POLYGON 3410-A NH - C3 . ,,�,•,�!' --a► • • Scale: 0.1900 : WARNINGS: GENERAL NOTES, unless otherwise noted: �j p' Truss C3 1.Builder end erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an Individual OR OREGON (n and Warnings before construction commences. building component.Applicability of design parameters and proper e;., ('yu 2.2x4 compression web bracing must be Installed where shown e. Incorporation of component la the responsibility of the building designer. „e'/� �^ c.-.) (: �. 3.Additional tem bracing to Insure stability during 2.Design assumes the top sol bottom chorda to be laterally braced al TT "-Vy ') temporary g y g construction 7 on.and at f 0'o.c.respectively unless braced throughout their length by ` Is the responsibility of the erector.Additional permanent bracingof continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). P/�U L DATE: 10/26/2015 the overall structure Is the reeponeibidMere ty of the building designer. 3.2x Impact bridging or lateral bracing required ere shown+i /"1 l.. SEQ.: K14 8 7131 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 mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any componerd. and are for"dry condition"of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Design assumes full bearing atepsupports shown.Shim orwedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. October 26,20 1 5 6.This design Is furnkhed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA 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,IRO./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-751) 3890 10- 3=(-192) 1247 14- 7=(-732) 286 BC: 2x4 KDDF #168TR SPACED 24.0" 0.0. 2- 3=(-4597) 893 10-11=(-672) 3437 3-11=(-987) 293 7-15=(-101) 670 WEBS: 2x4 KDDF STAND 3- 4=(-2930) 569 11-12=(-384) 2468 11- 4=( 0) 365 15- 8=(-345) 264 LOADING 4- 5=(-2366) 551 13-14=) -10) 75 4-12=(-611) 148 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2405) 717 14-15=(-224) 1732 5-12=(-431) 295 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1682) 513 15- 9=(-395) 2171 13-12=) 0) 94 TOTAL LOAD = 42.0 POE 7- 8=(-2419) 589 12-14=(-139) 1292 OVERHANGS: 12.0" 0.0" 8- 9=(-2657) 564 12- 6=(-390) 1177 LL = 25 PSF Ground Snow (Pg) 14- 6=(-131) 774 .4, For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -295/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 0.4" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.4" Allowed = 2.567" MAX HORIZ. LL DEFL = 0.102" @ 38'- 11.5" 19-08-08 19-08-08 MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 .(' 1' 1' 1' 1' '' '( T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-6x8 'Cl 7.00 7.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 6 load duration factor=1.6, YNk M-5x6(S) Truss designed for wind loads 5 7in the plane of the truss only. 0.25" M-1.5x3 7 7` M-sx6(S) 0.25" 4 M-1.5x3 ft + M-3x6 3 o M-3x6 �` 111%Ntil,, N1N / ,N 4i �. 11 12 o 1 M-5x8 M-3x9 o M-6x8 04.25" M-3x4 M-3x6 *� 0 0 0 M-1.5x3 M-6x8(S) 43.75 12 b y )' )" )' > .' Q,,) PROpe y 2-05-08 5-01-04 5-06-08 y 6-07-04 9-08-05 10-00-03 y C,: w�c3LN E �/p 1-03" 05-08 10-06 26-05-08 y f?�` '1 ��2 P E ,�. y 39-05 JOB NAME : POLYGON 3410-A NH - C4 Scale: 0.1330 t`^ WARNINGS: GENERAL NOTES, unless otherwiae noted: Irr K+..., j'� /'�(�� h40 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and le for an individual T V R E'•Gl✓1 V a a� Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper .,.a) j, 9-V �( 2.2a4 compression web bracing must be installed where shown+, incorporation of component Is the re ponslbllity of the builtllrg designer. T ' 1(_y y..A G. V �', 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at a�f Y 'J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'ob.respectively unless bread throughout their length by continuous sheathing such as plywood aheething(TC)and/or drywall(BC). PA UL DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lalerelbracing required where shown** �"{ SEQ.: K 14 8 713 2 4.No load Mould be applied to any component until after ail bracing end 4.Installation of truss is the are to sibe illlty of xd In he respective contractor.emnt, fasteners are complete and at no time should any loads greater than Design assumes trusses design loads be applied N any component. and are for"dry condition"of use. TRANS ID: LINK 5.Compuirushas nocontrol over and assumes noresponsibility for the 6.Design rysameaNllbearingateflaappadaahavm.chicorsedgeif EXPIRES: 12/31/2016 fabrication,handling,shipment and 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 B.plates shall be located on both faces of truss,and placed so their canter TPI/WICA in BCSI,copies of which will be furnished upon request. linea coincide with joint anter lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CempuTrus Software 7.6.6(OL)-E 10.For basic connector plate design values see ESR-7311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 9=(-391) 2311 3- 9=(-291) 218 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2656) 598 9-10=(-243) 1920 9- 4=( -39) 557 WEBS: 2x4 KDDF STAND 3- 9=(-2399) 595 10-11=(-234) 1807 9-10=(-745) 289 LOADING 4- 5=(-1699) 998 11- 8=(-404) 2172 10- 5=(-317) 1307 TC LATERAL SUPPORT <= 12"OC- UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 503 10- 6=(-747) 284 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2401) 565 6-11=( -55) 563 TOTAL LOAD = 42.0 POE' 7- 8=(-2658) 570 11- 7=(-294) 238 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA so For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -294/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL = -0.260" @ 19'- 8.5" Allowed = 2.567" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 1' '' f Design conforms to main windforce-resisting 6-10-09 6-05 6-05 6-05 6-05 6-10-09 system and components and cladding criteria. T 1' 1' 1' 1' T T 12 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 ' 17.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 5 .(( in the plane of the truss only. M-5x6(5) al M-5x6(5) 0.25" 0.25" off. lo +1 M-1.5x3 _ 7-1.5x3 3 .f +. N u7 O 4 .wY O I M-3x6 M-3x4 d.25" M- 3x *� o 4 M-3x6 1 M-5x8(S) <s),. „0� PROf�..° y y y y y �� tyGINEF9 /� J, b 10-01-01 9-07-07 9-07-07 10-01-01 77�pp gypp 1-00 39-05 y CC' :9✓02t�-E �r JOB NAME : POLYGON 3410-A NH - C5 ,e„► ..•r Scale: 0.1580 . ORIN WARNINGS: GENERAL NOTES, unless otherwise noted: / f^ Truss: CS 1.Binder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for fin Individual y' OREGON y=" • and Warnings before construction commences. building component.Applicability of design parameters end proper Volny �" 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of me building designer. ..$) (f p� V 2.Design assumes the top and bottom chards to be laterally braced at 7 / "7w'f '` ,r1' 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /T- J.s ` `(v+' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andior drywall(BC). 1 PAUL R 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.: Ki4 8 713 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than s.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition"of use. 5.Com Trus has no control over end assumes no re B.Design assumes full bearing at ala supports shown.Shim or wedge if EXPIRES: 12/31/2016 pu responsibility for the wry, { �+ fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be basted on both faces of truss,and placed so their center TPIA TCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. a.Digin indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-371) 2281 3-11=( -293) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2610) 540 11-12=(-225) 1889 11- 4=( -40) 558 WEBS: 2x4 KDDF STAND 3- 4=(-2352) 537 12-13=(-228) 1733 4-12=( -745) 285 LOADING 4- 5=(-1652) 489 13- 9=(-334) 1892 12- 5=( -307) 1274 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-1658) 491 12- 6=( -696) 278 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2201) 508 6-13=( -1) 375 TOTAL LOAD = 42.0 PSF 7- 8=(-2334) 507 13- 7=( -134) 166 LETINS: 0-00-00 3-00-00 8- 9=( -24) 298 8- 9=(-2661) 509 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 57 OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -290/ 1745V -274/ 274H 5.50" 2.79 KDDF ( 625) 38'- 10.0" -284/ 1745V 0/ OH 5.50" 2.79 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.158" @ 26'- 2.4" Allowed = 1.896" MAX TL CREEP DEFL = -0.326" @ 26'- 2.4" Allowed = 2.528" MAX LL DEFL = -0.002" @ 39'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 39'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.057" @ 38'- 4.5" 19-08-08 19-01-08 MAX HORIZ. TL DEFL = 0.093" @ 38'- 4.5" T T T 6-10-09 6-05 6-05 6-05 6-05 3-07-15 2-07-10 T 1 f 1' T T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 7.00 '''‹17.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 1"( load duration factor=1.6, End vertical(s) are exposed to wind, M-5x6(S) M-5x8(S) Truss designed for wind loads 3.1 in the plane of the truss only. 0.25" 0.25" +q M-1.5x3 111100,._,,x3 3 M-3x6 o , 0 c 1 r 11 12A 13 - of o s�O P A OF EA.,- M-3x6 M-3x4 0.25" M-3x4 M-4x6 1 I- ((, M-5x8(S) ,..,,St ,' y y ), .1 ,`cj� 1�Ca1 N E 19 /Q�y 10-01-01 9-07-07 9-07-07 9-06-01 C..' - 1.. i 0 38-10 i 00 C :9782PE �� JOB NAME : POLYGON 3410-A NH - C6 • .i► -.." Scale: 0.1932 / / XIII WARNINGS: GENERAL NOTES, unless otherwise noted, ' C.+' ('� h.� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is bran individual 4 OREGON EGOI V Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper "(!/- A ^ " 2.2s4 compression web bracing must be InsMIled where shaven+, Incorporation of component Is the responsibility of the building designer. ,,a�� CI,,Q . ((s'. 3.Additional temporary bracing to Insure stability during constcuctbn 2.Design assumes the top and bottom unlesscholer to be laterally t their al T'7/1- ", ` Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively braced throughout their length by 17 �/.+� S tla DATE: 10/26/2015 the overall structure is the resonslblN of buildingdesigner. 2s Impacinuous t sheathingr suerlbacinh as g required where showIng(TC)and/or n AUs.+. P h o 3.2v Impact bridging or lateral bracing requiretl where shown++ SEQ.: K1487134 4.No bed should be applied to any component until after all bracing and 4.Installation oftruss serrso ytlnon e y ctNe -corrosive Ithpsibiltfthe �nodusnidionrmenl, fasteners acomplete and at no time should any b 5. ads greater thanDesign assumes design loads be applied many component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes ullbearing etall supports shown.Shim erwedge i! EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. sorry smen posey 7. drainage to truss, October 26,2015 I.This design is furnished subject to me limitations set form by B.Plates ansa be locates on euro renes of sues,end places so their center TPINJTCA 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,Ino./COmpuTrus Software 7.6.7(tL)-E 10.For basic connector plate design values see ESR-1371,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 38'— 10.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 441&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=29.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 POE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-08-08 19-01-08 T T T 13-01-12 6-06-12 6-06-12 12-06-12 T '1 '1 T T 12 HM-4x4 12 7.00 3 Q 7.00 M-3x5(S) M-3x5(S) 1111111111111111.11111111111. a+ vv. 0 2 9 w R 4. 1 O o M-3x5(S) 5 0 M-3x4 y k .3,0) PR apex, ,l'----,1' 19-00-08 19-01-08 `C ' GINE n t�//a 1-00 38-10 L4 1—Q10 �'f7 89782PE c, JOB NAME : POLYGON 3410—A NH — C7 •.. „-..e.'.. '-+io' . . Scale: 0.2057 WARNINGS: GENERAL NOTES, unless otherwise noted: (...,is 4) Truss C7 1.Builder end erection contractor should be advised of all General Notes t.This design based only upon mh Pie parameters shown and is for an individual •V OREGON �*�s.. and Warnings before construction commences. building component.Applicability of design parameters and proper ' �/ (}IV ` 2.2x4 compression web bracing must be installed where shown x. Incorporation of component k the responsibility of the building designer. wc'Y, 'A a.s y G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom unless brads o be laterally braced at 7 'l j'� :.1 �e�: Is the responsibility of the erector.Additional permanent bracing of co2'o.c.and at 10'o.c.respectively braced throughout their length by PAUL ` DATE: 10/26/2015 the overall structure Is the responsibility f the buildingdesigner. 2x Impact sheathinginsuch bs ac plywood air a where)shoand/wn 0r drywell(BC). P N o 3.2x Impact bntlging or lateral bracing required where shown • SEQ.: K 19 8 713 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss 1s the responsibility of the respective contractor. fasteners are complete and al no time should any loam greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, designloads be applied to anyt and are forr�'dry condition"of use. TRANS ID: LINKoscamponen. 6,Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. OCL{O1I� = 26,2015 6.This design Is furnished subject to the(imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPLNJICA 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 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 DF 2900E LOAD DURATION INCREASE = 1.15 1-2=( 0) 40 2-5=(-27) 30 3-5=(-120) 106 BC: 204 DF 2900E SPACED 29.0" O.C. 2-3=(-59) 41 WEBS: 204 DF 2900F 3-9=( -8) 3 LOADING TO LATERAL SUPPORT <= 12"O0. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -17/ 5814 5.50" 0.99 DF ( 670) LL = 25 POE Ground Snow (Pg) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.24 DF ( 670) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP co AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-08-09 0-03-12 MAX TO PANEL LL DEFL = 0.013" @ 2'- 3.3" Allowed = 0.199" MAX TC PANEL TL DEFL = 0.013" @ 2'- 1.9" Allowed = 0.298" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 4.50 D MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 190 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End Verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. i m 0 LP f iiii IP of l z .1s 0 M-3x4 M-1.5x3 b 3, ), 3-08-04 0-03-12 1 b 3, 1-00 4-00 �`<-,,'op PR opeIS'S 89782PE �' JOB NAME : POLYGON 3410-A NH - D1 • Scale: 0.6177 ,� • I, ,� O WARNINGS: GENERAL NOTES, unless otherwise noted: t,=" 4! /� 40 I.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown end is for an individual It+ OREGON 6sa e„, Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper r'' '0 2,2x4 compression web bracing must be Installed where shown+. incorporation of component h the responsibility of the building designer. ! �A RY A n V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chorda to be laterally braced a[ 7 x^''71 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respecthely unless braced throughout their length by \ DATE: 10/26/2015 the overall structure is the responsibility of building designer. 2xcontinuousIactridging or such as plywood aired he sheathing(TC)and/or tlrywalgae). AA U t- P b o e a 3.2a Impact bridging or lateral bracing required where shown*• SEQ.: K 14 8 713 6 4.No load should be applied to any component until alter all bracing and 4.Installation of trues le the responsibility of the respective contractor. fasteners ere complete and at no time should any bads greater than 5.Design assumes Pusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component and are hrdncontldlor'sfuse. 5.CompuTrus has no control over end assumes no responsibility for the 6 nDecesn assumes NII bearing at al supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling, ssry fabrication, um shipment and installation of components. .Design assumes adequate drainage is provided. October 26,2015 6 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed as their center TPVN?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Sigh indicate size of plate In inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR•f 968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 DF 2400F LOAD DURATION INCREASE = 1.15 1-2=( 0) 90 2-9=(0) 0 BC: 2x9 DF 2400F SPACED 24.0" O.C. 2-3=(-54) 25 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -65/ 333V 0/ 5718 5.50" 0.50 DF ( 670) 3'- 9.2" 0/ 97V 0/ OH 5.50" 0.07 DF ( 670) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 103V 0/ OH 1.50" 0.15 DF ( 670) *' For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "o c spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 4.50 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.015" @ 2'- 5.9" Allowed = 0.222" MAX TC PANEL TL DEFL = 0.013" @ 2'- 5.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 190 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, I Truss designed for wind loads o' in the plane of the truss only. 0 ti , o liallill11111111rAll I f 1 2 4 t ,, o111W.4111111 • M-3x4 b I I 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,4,3 • \Gs"< \ED PR°FA's Sc : GINE 02 cc- 89782PE �' JOB NAME : POLYGON 3410-A NH - D2 Scale: 0.8031 '� 1 W. AM WARNINGS: GENERAL NOTES unless otherwise noted: ,.... , v OREGON tCGON a Truss D2 Builder antlerectioncosststorshouldbeadvised of all General Notes Thisdesigncomponent.Applicability only upon the parameters design parameters and is for an Individual VnG I\jIV �yh and Warnings before construction commences. building component.Applicability of design parameters antl proper 74/4- ("yv • 2.2x4 compression web bracing must be Installed where shown s. incorporation of component Is the responsibility of the bulldiig designer. l.f i� 2.Design assumes the to end bottom chorda to be laterally braced at R 3.Additional temporary bracing to insure stability during construction p y (�, ' 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 it ` DATE: 10/26/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as pftwood sheathing(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing required Where shown L SEQ. : El4 8 713 7 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe B.Design assumes loll bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. wary Com' e p 7.Design assumes adequate drainage is truss, October 26,201 5 8.This design is furnished subject to the limitations set forth by B.Plates shall be totaled on both laces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTms Software 7.6.7 11-E 0 Digits indicate sizecof plate in inches.values( ) 1 9.Forts ind cafe ser plate design see ESR-1371,ESR-7988(MlTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads M-1.5x9 or equal at non—structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 T T T 12 4.50 M-1.5x3 4 -/ 3 l 410 2 - o /- ,Io 1 ,adigigillIllIllIl o -M-4x4 M-1 55x36 y )' )' 1-00 3-05 ,, (.9.,,D PR 4,15... 6' /a :9782PE �� JOB NAME : POLYGON 3410—A NH — E1 ,r _Apr Scale: 0.6222 / NMI4 WARNINGS: GENERAL NOTES, unless otherwise noted: f,./ ��jj (`+yy^^��p� h 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 -7OREGON Truss: El and Warnings before construction commences. building component Applicability of design parameters and proper ' �// ('�� �T. 2.2x4 compression web brairg must be Installed where shown e. Incorporation of component is the responsibility of the bulWing designer. C4.f,Q V 3.Additional temporary bracing to Insure stability during construction 2 2 0.0.assumes the top and bottom choke to be laterally braced at 1�' Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at ea10 oc rBush as espectNely unless braced throughout their length by DATE: 10/26/2015 the overall structure is the responsibility I the buildingdesigner. continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). ri J�U L `. ponsi ty o e 3.2x Impact bridging or lateral bracing required where shown+t 1.+ SEQ.: El4 8 713 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective connector. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are tot"dry oonditlon'otuse. 5.CompuTrus hes no control over and assumes no responsibility for the a necessary. esign assumes lull beefing et all supports shown.Shim or wedge If EXPIRES: XP I F ES'. 12/31/2016 ry/31/201 6 fabrication,handling,shipment and installation of components. 7, 7 01� ('(C Gla? !GV Pates shall sadedaon drainageLacto truss, October 26,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates ehefi be located on boar feces of truss,and placed so their center TPIM'TCA 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,lnc./CompuTlus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 ROOF #1&OTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 40 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 24 WEBS: 2x9 IF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -55/ 316V 0/ 48H 5.50" 0.51 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.50 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.005" @ 2'- 0.1" Allowed = 0.168" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.167" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" 3 -0' Design conforms to main windforce-resisting system and components and cladding criteria. lf Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 41 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads M-3x4 in the plane of the truss only. 0 Ogi 0 o 2><, �, 4 J, > b 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,4,3 I pRope ‘SCP 9 ' `e 89782PE yr JOB NAME : POLYGON 3410-A NH - E2 Scale: 0.8445r.1'r ' NW WARNINGS: GENERAL NOTES, unless otherwise noted: G/ +�1 ".J 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 `7 OREGON Truss: E2 and Waminga before construction commences. building component.Applicability of design parameters and proper l //- ('{r t` 2.2x4 compression web bracing moat be Installed where shown+, Incorporation of component is the responsibility of the building designer. .Q V VQ'+. 3.Additional tem bracing to insure stabilit during construction 2.Design assumes the top and bottom chorda to be laterally braced at (� �' Y temporary B y B wns 2'o.c.and at 10'o.c.respectNely 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). P4 U S l., Ck ' DATE: 10/26/2015 the overall structure Is the responsiblkty of the building deSlgner. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: Ki4 8 713 9 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for'dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.nDecessa saumea full bearing at all supports shown.Shim or wedge If EXPIRES: 12131/2016 fabrication,handling, ry (�44 {.px� edlpmencao theellmatbnof set loth by 8.Design bebeeed on Is provided. October 26,2015 6.This design is furnished subject to limitations forth by B.Plates shall be located on both laws of Truss,end placed so their center TPI/WICA in SCSI,copies olwfiich will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System afety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p Y 4 (Drawings not to scale) offsets are indicated. I Damage or Personal Injury MEDimensions are in ft-in-sixteenths. 114k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 wide truss spacing,individual lateral braces themselves 161111111,0AWipez, may require bracing,or alternative Tor I bracing should be considered. I_� 3. Neverckexceedtthe designdloading and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7.8 6-7 F— designer,erection supervisor,property owner and plates 0 "i s' 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 "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ^^, 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior ©2012 MTekOO All Rights Reserved approval of an engineer. ® (supports) occur. Icons vary but reaction section indicates joint ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. I1 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with NSI/try Standation project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. M is not sufficient. iTek3x 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