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Plans / 7LIsS 5eA) ler MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-355_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45755189 thru R45755200 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <c-vk PRQFFS,S co" - ANG I NEc"7 I- 87022PE 91' u) y �Aj, OREGON q6' <QU� 9, ccMBER Al �S A. HO; EX• '`:06130/ October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355 UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - -- 7.530 s Jul 11 2014 Mitek Industries,Inc.Tue Oct 27 13:51:20 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-Z8J1rY?d5vDVTbKMJBy122_DyC9jGwiZPT4JdoyPA2r p-10-0102,0_111-0-12 2 1 1 2-6-0 1 2-49 11 1-2-0 1 1 1-9-t1 Scale=1:40.1 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 la< _ v . \ / \�11f(/ ` e e e e r ! o 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5 t3-5l I 19-6-8 I 22-11-8 1 3-6-12 5-1-9 7-0 9-8-3 3-5-6 0-7-0 Plate Offsets(XX)— 12:0-1-8,Edael,13:0-1-8,Edael.118:0-1-8,Eduel,119:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress lncr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=377/Mechanical,21=950/0-7-0,24=15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=-121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=1478/0,6-7=1478/0,7-8=1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=501/0,5-21=-1356/0,5-19=0/814,11-16=1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. .<<-.\ Se, PR R()FF`S'i4 �� �NG'NE�'7 /el'___, 87022PE � yN N Sr �AT OREGsN cyQU .1,9FMOO $EPON ka A. HEi\ EXPIRES:06/30/2017 October 27,2015 i I a WARNING-Verily design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mi. Design valid for use only with MTekd connectors.This design is based onty upon parameters shown,and B for an individual bulding component,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall / building design. Bracing indcated 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/7111 Quality Criteria,DSI-B9 and ICS]Bolding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clens Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755190 PL15-355_UPPER F02 FLOOR 6 1 Job Reference(o06onall Pacific Lumber&Truss Co., Beaverton,Oregon - - -- 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS 6sJgMSM2Sm_Dy9giZ-VWRnGDOtdWTDiuUkRc?V7T3WV?I5ksHrtnZQigyPA2p 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 21AT 24IA o e - e - e e o e , /A o + a 18 N -e e e 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 4x4 = 3x6= 4x6= 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 117-0-21 1 23-9-0 16-5-2 0-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edciel,129:0-1-8,Edge1,130:0-1-8,Edoel 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 1BC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=2891/0,5-6=2891/0,6-7=3859/0,7-8=-3859/0, 8-9=-4510/0,9-10=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. <<G _O P R Open S 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 �Gj 0, GI NEER /, attached to walls at their outer ends or restrained by other means. ,r 2 87022PE f N y fiAT OREGO cP 4N 9On ‘,/,1 .4./ '\\ �O SA. HE ' EXPIRES:06/30/2017 October 27,2015 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 11Y Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mfib k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quakily Crflerfa,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Hate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suke 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755191 PL15-355_UPPER F03 Floor 5 1 Job Reference(option) Pacific Lumber&Truss Co., Beaverton,Oregon • - - -' -- 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct27 13:51:24 2015 Page 1 ID:s3crybS_6sJq M SM2Smm�_��Dy9giZ-RvZYhv2798jxyCd7Y012Cu8t3pPZCmR8K52XmZyPA2n 11-0-0 I 011()__H-2 1 1-2-0 1 r 14l 11 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 19 " /' \ / N.drNam \a4/ fie/ / fie/ \ e / \• 0.,29 26 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 I 11-8-10 12-3-101 1 17-0-8 I 11-8-10 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) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BOLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4.4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown, TOP CHORD 2-3=-1508/0,3-4=-1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=3726/0,10-11=3737/0,11-12=3737/0,12-13=3422/0, 13-14=3422/0,14-15=-2618/0,15-16=-2618/0,16-17=1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=1125/0,2-29=0/987,4-29=847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=832/0, 16-22=0/717,14-22=609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. - 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `��,<d PR°FFss 6�'\. ANOINEE9 io* 87022PE r- // to N 5y �'O), OREGO rye OCU "PO AMBER '\1 �S A. Heck EXPIRES:06/30/2017 October 27,2015 4 1 a a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekm 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 verily the applicability of design parameters and property incorporate this design into the overall `� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/711 Quality Criteria,DSI-89 and BCSI Building Component Safety Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiatds.CA 95610 Job Truss Truss Type city Ply POLYGON R45755192 PL15-355_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS_6sJgMSM2Sm Dy9giZ-RvZYhv2798jxyCd7Y01zCu8xepXLCod8K52XmZyPA2n 1 0.10-0 1 1 1-2-0 I 1° - (-3-13l 2-6-0 I I 1-2-0 I I 1-3-7 I Scale=1:19.8 1.5x3 I I 3x4= 3x4 II 4x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 7 8 3x4= 9 • • • e < • • o. • oe — —, N e 17 16 15 013 12 11 10 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II 3x4= 4x6= 3x4= I 3-0-0 I 865 193-5 19105 I 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-9-7 Plate Offsets(X.Y)— 12:0-1-8,Edoel,[3:0-1-8,Edgel,f7:0-1-8,Edgel,f8:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 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) 1 FORCES. (lb)-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. ,k),EPR QFF <<- Gss� NFi `�, 9 o 2 9 87022PE 7 N N �'0�, OREG•N rt, <C/ fiO �M8ER \N �Q OSA HE�40P EXPIRES:06/30/2017 October 27,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . Design valid for use only with M7ek®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 property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/fP11 Quaky CQileria,DSB-89 and BCS!Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755193 PL15-355_UPPER FO6 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - -a- -` 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:25 2015 Page 1 . -- I D:s3crybS_6sJgMSM2Sm_Dy9giZ-v57wuF3mwRroZMCJ6kYCI5h5hDgrxAglZIo4J?yPA2m 01001�•2-0_i I 1-0-12 I I 2-3-1 I I 2-6-0 I 1 -0 I 23-3 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 • • e e • I/o e e \ oe e o PIA .�I �, 1" 18 17 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 I 845 19-3-5 10.51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-,Edge],13:0-1-8,Edge1,f4:0-3-0,Edael.f6:0-1-8,Edoel,f7:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress 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. ��c ' GNE��s/O <14 * cc 87022PE 91! y �Aj, OREG•N ti� AH �o FM8ER -0 \O OSA. He?, EXPIRES:06/30/2017 October 27,2015 1 I it a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not µ a truss system.Before use,the building designer must verify the appfcabilily of design parameters and properly incorporate this design into the overall �R 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 properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755194 PL15-355_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tsuc 0ki27 13:51:27 2015 Page 1 ID:s3crybpS6_�6sJgMSM2Sm__D_y9giZ-sU EgJx40S35WpgMiE9bggWmPv0RaP7Ka03HBNuyPA2k 1 1-0-0 1 r--7 i 1-2-0 I . Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e • e / N //`A. a eq e e• e 30 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 1)-11-11 18-8-12 I 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edoel,123:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 Ina YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:95 lb FT=0%F,096E 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(lb)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. ��0, tIG NEF9 s/, 444, 2 87022PE vc / N y SAT OREGON ti� OH 'AO tc�$ER O1 �O OSA. HE % EXPIRES:06/30/2017 October 27,2015 4 1 mu A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design validfor use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/Tfll Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon -i_ " -`' ` = 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 I D:s3crybS_6sJgM S M2Sm_Dy9giZ-sUEgJx40S35Wpg M iE9bggWmPw0Xi P3ma03H BN uyPA2k 1 2-3-0 1 2-3.0 1 1-2-0 II 1-9.11 2-6-0 I 0-0_1-0 Scale=1:34.2 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x6= 3x4 II 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 e e _ 19 e __ 18 17 16 15 14 13 12 3x4= 1.5x3 I I 3x4= 3x8= 3x8= 3x5= 3x5= I 16-2-4 I 19-7-4 1 16-2-4 3-5-0 Plate Offsets(X,Y)— 14:0-1.8,Edge1.115:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Ina 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 bracjng. REACTIONS. (lb/size) 18=588/0-6-0,12=412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=1736/0,4-55=1867/0,5-6=1867/0,6-7=1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=851/0,4-17=462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. � v, O P R OFFss �c\� ,NO'NE�R X029 870 2PEf 1' 7 co 'N ti fiAT OREGON ti�O� 90 F4eER ,\ , OS A. HE % EXPIRES:06/30/2017 October 27,2015 i I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111111 Design valid for use only with MTeS 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 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 Mitek' is always required for stability and to prevent collapse with possble personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TMl QuaMy Criteria,DS11-89 and SCSI lidding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Sure 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(optional) Pasifiu Lumber&Trus Cu., `Beaverton,Oregon 7.530 s Jul 11 201tMiTek Industries,inc:.Tue:Oct 2713:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZotMR kd6G_gLE2zW4Lad8vxslczg6gtljtU Nm ISmy PA2i 1 1-0-0 1 f i I 1-2-0 1 11.1 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 0 e , o -� a -.. e_ e_ a e_ ,. a o_ -., e N AO ` I////` \ / \14.. /- / 4/ NII / \ N e .. 3 29 28 27 26 25 24 23 22 21 3x4= 4x5 = 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 I 11-7-10 1P-2-101 I 18-11-8 I 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edael,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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 Ina YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=3396/0,14-15=2603/0,15-16=2603/0,16-17=1504/0,17-18=1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \AG NE swo 2 �� 87022PE vr" to 7c.‘ �4)), OREG•N q?Q4ti �o FM8EFL\ OS A. HE.?, EXPIRES:06/30/2017 October 27,2015 4 $ -- a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1" Design valid for use only with M7ekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into the overall budding design.Bracing indicated B 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/TPII Qualify Criteria,DSB-89 and SCSI Building Component 7777109 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 R45755197 PL15-355_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co:; Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct-27 13:51:29 2015 Page 1 ID:s3crybS_65Jq M SM2Sm_Dy9giZotM R kd6G_gLE2zW4LadBvxsrWglbt8otUNm ISmyPA2i 3x4 = 0-11-11 I 1-2-0 I I 0.10-1 1 1.5x3 I I 2 3 3x4= 4 1.5x3 I I Scale=1:8.7 • , N 1.5x3 II1.5x3 II 8 7 6 3x4= 3x4 = i 3-5-12 � 3-5-12 Plate Offsets(X,Y)— 12:0-1-8,Edgel.13:0-1-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(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. <<- ‘1,ED PROF-4. �cNGINE -,9 87022PE tP y �A, OREGO (f)O'Q '2OOSER �1 A. HO; EXPIRES:06/30/2017 October 27,2015 � I 1111, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mick®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 property incorporate this design into the overall building design. Bracing indicated a 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/IP11 Quality Criteria,051-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755198 PL15-355_UPPER F11 FLOOR GIRDER 1 1 Job Reference(notional) =Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11.2014 MiTek industries,Inc.Tue Oct 27 13:51:30 2015 Page 1 ID:s3crybS 6sJgMSM2Sm_Dy9giZ-G3wpxz6ul_USg75HvH8NR9OtAERBc0e1i1Wr CyPA2h Dpi 11-2-0 11-0-12 I I 1-0-0 019_i 1 1-2-0 i 0-111-3 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 0 741 IrAllagroir °1111W"W a..\h‘roag•Nmpri/ja- oNirpv- .4: �1 3 31 30 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4 = i-1-0 1-8-0 I2-37-0 1-3-A I 33-1212 I 8-8-5 3-5 -10-51 19-6-8 1-1A 0.7-0 0. 5-1-9 -7-0 0.7-0 94.3 Plate Offsets(X,Y)- r2:0-1-8,Edael,13:0-1-8,Eduel,19:0-1-8,Edael,f10:0-1-8,Edeel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0,29 24-25 >668 360 BCLL 0.0 Rep Stress tncr 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. (lb)-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 0 P R OF be attached to walls at their outer ends or restrained by other means. R F 5)CAUTION,Do not erect truss backwards. ,Co NG I NEER wo 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. C? The design/selection of such connection device(s)is the responsibility of others. �� $70 2 P E 9� 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 Uniform Loads(plf) 2S, Co +ta :v H Vert:20-32=-8,1-1s=8o -y '0j, OREGON 'i-' Concentrated Loads(lb) A �MBER �1 \� � Vert:17=-791(F) 0 P S A. HEck EXPIRES:06/30/2017 October 27,2015 i I mom s a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekm connectors.This design is based only upon parameters shown,and is for an individual building coponent,not , a truss system.Before use.the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall bulding design. Bracing indicated u to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -Miele 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 Quailly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss ate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cams Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755199 PL15-355_UPPER F12 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon" - •- 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27.13:51:31 2015-Page 1 IDa3crybS6sJgMSM2Sm_Dy9giZ-kFUB917WWHcyIHgTT?fc Mx4VercLvTAxhFPWfyPA2g 10-10 0 11 1-2-0 1 1 1Al2 1 1 2-6-0 I 2-4-9 ii 1-2-0 II 1-9-7 1 Scale=1:34.0 1.5x3 I 13x4 = 3x4= 3x4 I I 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 e e!;1 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-6-5 h-3-s 10-51 19-0"4 3-6-12 5-1-9 7-0 b-7-0 9-7-15 Plate Offsets(X.Y)— 12:0-1-8,Edgel,13:0-1-8,Edael.114:0-1-8,Edael,115:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift19=166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=2148/0,9-10=2148/0 BOT CHORD 18-19=294/18,17-18=-294/18,16-17=294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=345/0,2-19=-27/435,3-16=-616/0,5-16=1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=-512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��QED PR OFFS �k�\c, 0NGI l NEL-R S/o2- 87022PE tP ,� � 2'y c% GREG N rye 7\ 9O, AMBER 'N1 OSA. HE ' EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERABLE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekcomponent,connectors.This design is based only upon parameters shown,and is for an individual building not . a truss system.Before use,the bulging designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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 Suit 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755200 PL15-355_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon : '. r - ' - 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:32 2015 Page 1 • ID:s3crybS_6sJgMSM2Sm_Dy9giZ-CR2ZMe89GbkovRFfOiArXaUMt1 KQ4VhKAL?y25yPA2f 3x4 = 0-11-11 I 1-2-0 I I 0-9-5 I 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 II 1111 II MEI NM 111 0 N EM III 111 MN ■ ■ Mrl -/ 1.5x3 II 1.5x3 II 8 ppi 7 6 5 3x4= 3x4 = I 3-5-0 I 3-5-0 Plate Offsets(XX)— 12:0-1-8,Edoel,f3:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell 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 OF 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(lb)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. <<-Q,t0 P R Op ,So si �NGINEF9 o2_, 8 • 2PE / N5. 11\Aj, OREGO rye Q<Ii 'pO FMBER �1 v. OSA HES:k EXPIRES:06/30/2017 October 27,2015 4 __ / ®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 MirekO 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 �t 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/GIl Quality Criteria,DSI-89 and BCSI Building Component Suuite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Crus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j"4 Center plate on joint unless x,y 6-4-8 dimensions rawishownngsnot into ft-in-sixteenthsscale) Failure to Follow Could Cause Property offsets are indicated. I ( Damage or Personal Injury Dimensions are in ft-in-sixteenths. 04k. 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 TOP CHORDS 9 g,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'/16„ 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 1L\IIIIPM/11 pbracinshould 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 C7-8 C6-7 cs. r. designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 t0.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. N.0•••••• 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. • reaction section indicates joint ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. I 40 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.and Review all picturespo)rtionsbefore of thisuse.design Reviewi(frontngpiback,cturesalonewords Plate Connected Wood Truss Construction, is not sufficient. DSB-89: Design Standard for Bracing. F1'eMu kie 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 nut MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-D 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487343 thru K1487392 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. tc‘1%. -1) PR Op 444 89782PE 9f OREGON '''sr) TAN„ Ry PAUL j .r... -31/2016 October 27,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-09-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1507) 398 1- 5=(-243) 1108 5- 2=( 0) 277 BC: 2x6 KDDF #16BTR 2- 3=(-1108) 367 5- 6=(-246) 1109 5- 3=(-39) 56 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1509) 398 6- 9=(-242) 1110 3- 6=( 0) 269 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 8'- 9.0" TO 19'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _ BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 9.0" V 0'- 0.0" -244/ 1175V -92/ 92H 5.50" 1.88 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 14'- 9.0" -244/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 9.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "so spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. .. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.027" @ 6'- 0.0" Allowed = 0.692" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.049" @ 8'- 9.0" Allowed = 0.922" MAX HORIZ. LL DEFL = 0.008" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.012" @ 14'- 3.5" 5-11-11 2-09-10 5-11-11 Design conforms to main windforce-resisting Isystem and components and cladding criteria. T ' 320# 1320# 12 12 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-5x6 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 17 load duration factor=1.6, End vertical(s) are exposed to wind, e`� Truss designed for wind loads X7\\777 in the plane of the truss only. o o �D At o. f Al TI' l& v. o I 1.e 5 6 x. 4 I M-3x4 M-3x4 M-1.5x3 M-3x4 y y l ) 5-09-11 3-03-07 5-07-15 RR y 19 09 y �Cj���NGIN c/ 4 .. :9782PE 9r JOB NAME : POLYGON 3410-D NH - Al • •i+� till, Scale: 0.9028 .y WARNINGS: GENERAL NOTES, unless otherwise noted: F✓ . / 1 Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and la for an individual 7(- +R EGO'• �` �}. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper I� ./ „_ 2.Die compression web bradng must be Instated where shown•, incorporation of component la the reeporrelbAlty of the binding designer. -14,. A[]`! 6 3.AddNbnal temporary bracing to Insure stability during censtrudlon 2 Design andassu 10 the fop and bottom dame to he throuaterallyghout braced al a l 1 _4 is the responsibility f the erector.Additional permanent bracing of T o.c.and at 1 O ex.reepectivety unless braced throughout mah length by j�yy V 8Y o continuous sheathing such as pNwood intact a g(TC)and%or drywall(BC). /-�A 1 1` �\ DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.Dt Impair bridging or lateral bracing required where shown+. L/w SEQ.: K 14 8 7 3 4 3 4.No load should be applied to any component until after all bradng and 4.Installation of hues Is the responsibility of the respecthe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. TRANS ID: LINK design bads be applied to any component. and ere for My e0 e. dee 5.ComWTrus Ms no control over and amines no respomidlity for me 8.OsiMl bearing I lw ns Mown.Shim or we If EXPIRES. 12/3.1/v]016 necessary. M EXPIRES: GT47 t/LV lebrdetion.handling.shipment end bMallatbn of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This deNgn Is furnished subject to the limitations set forth by e.Plates shat he located on bola fade derma,and placed w their center TPIiWICA in SCSI,copies of which MIbe furnished upon request. lees wlndds with Ohl center tees. 9.Digits indicate size of plate In inches. MITek USA,Ino./COmpuTrus Software 7.6.7(1L}E 10.For basic connector plate design values the ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=(-735) 222 1-6=(-124) 520 2-6=(-193) 192 BC: 2x9 KDDF N1&BTR SPACED 29.0" O.C. 2-3=(-559) 199 6-5=(-121) 515 6-3=(-125) 381 WEBS( 2x4 RIDE STAND 3-4=(-559) 199 6-4=(-193) 192 LOADING 4-5=(-735) 222 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -83/ 620V -122/ 122H 5.50" 0.99 KDDF ( 625) 14'- 9.0" -83/ 619V 0/ OH 5.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.435" 7-04-08 7-04-08 MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" 1' 1 '1' MAX HORIZ. TL DEFL = 0.009" @ 14'- 3.5" 3-09-09 3-06-15 3-06-15 3-09-09 1' 1' T 1' T 12 12 Design conforms to main windforce-resisting IIM-4X4 system and components and cladding criteria. 9.00 7 9.00 .0„ Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 3 .0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, IIEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 2 4 0 0 ti ,. t Allillilliik•GM. of 1** 6 ** 5 0 0 M-3x4 M-3x8 M-3x4 0 l 1 1 7-04-08 7-04-08 y 14-09 y SCO V\G NEvcs c/P. re, li Zi 17' :9782PE 1-- JOB NAME : POLYGON 3410-D NH - A2 ' ,,✓- Scale: 0.3528 . MI WARNINGS: GENERAL NOTES, unless otherwise noted. 7 (I Truss: A2 Builder and erection centre dor should be advised of all General Notes I.This design h based only upon the parameters shown and N for an Individual 17 $REG©N " and Warnings before construction commences. building component.Applicability of design parameters and proper ►� 1f, y7y� �'" 2 2t4 compression web bradng mast be Interned where shown+. incorporation of component is me responsibility of the fou lEing deagner. V P .. V 3 Adtlebnal temporary bracing to Insure stability during construction2.Design assumes the top and bottom cholas to be laterally braced at is the responsibility of the erecter.Additions)permanent bradng of 7 a c end at ill c.c.respectivey unless braced throughout their length by /[�,'� ` crontinuo s sheathing such as plywood shoe shore and/or drywall(BC) • p/A' +t +�' DATE: 10/26/2015 the overall structure k the responsibility of the building designer. 3.2c Impact bridging or btwal bradng required where shown t• /x""''11 4.1 1.. SEQ.: El4 8 7 3 4 4 4.No load should be applied to any component until after at bradng and 4.Installation album Is the responsibility of the raapectNe contractor. fasteners are complete and at no time should any wads greater than 5.Design assumes susses ere to be used Ina non-corrosive environment, TRANS I D: LINK design wads be applied to any component end ere for.dr/condition"of use. 5.Compu1,0 hes no control over end assumes no responsibility for the B.De sign aumee hill bearing al ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components ry 7.Design assumes adequate drainage is provided. October 27,2015 8.This design is furnishedfurnishedsubjectsubject w the limitations set forth by 8.Plates shall o be located on bothfaces of Wsa,and placed w their center TPpW1CA In SCSI,copies of which win be famished upon request. Anes cclndde with Joint center lines. 9. es. MiTek USA,Inc./Com Trus Software 7.6.7(11_)-E 0 Farbigite Indicatesir°r pktaInign value. puill.For basic cannector plate design velar see ESR-1711,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 924 1- 6=(-900) 1523 6- 2=( -299) 1595 BC: 2x6 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=( -539) 190 6- 7=(-392) 1984 2- 7=(-1313) 347 WEBS: 2x4 ROOF STAND 3- 9=( 0) 0 7- 8=( -82) 132 7- 3=( -82) 334 LOADING 3- 5=1 -369) 190 7- 5=( -360) 1591 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-1557) 373 i BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -289/ 1931V -94/ 186H 5.50" 2.29 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1175.0 LBS @ 3'- 0.0" 8'- 0.0" -394/ 1656V 0/ OH 5.50" 2.65 KDDF ( 625) ADDL: BC CONC LL+DL= 620.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 620.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. .. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Q8. 'Dtl8CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.017" @ 3'- 0.0" Allowed = 0.359" �°�TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.052" @ 3'- 0.0" Allowed = 0.472" 7-07-03 tw:L0-04-13 f , , MAX HORIZ. LL DEFL= -0.004" @ 7'- 10.2" MAX HORIZ. TL DEFL = 0.008" @ 7'- 10.2" 3-01-12 3-07-15 0-04-13 T T 1' f--f Design conforms to main windforce-resisting 7-00 system and components and cladding criteria. f 'I' Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-7x8 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 9.00 17 load duration a M-4x6 4 End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. M-3x6 2 I l 4J. e o o l 0 l'-'1-'16 7 8 o M-3x5 M-3x8 M-8x10 M-1.5x3 l *1175# +6206 l+6206 l y 3-00 r 3-07-15 1-09-01y O P R Qp es 'St 8-00 • ��.`eo GINEE� s,O9 :9782PE c"' JOB NAME : POLYGON 3410-D NH - AGIRD .p ...elle Scale: 0.3303 / MIR WARNINGS: GENERAL NOTES, unless otherwise noted CI / /'�/'y >.0 1.Bolder and erection contractor should be advlaed old!General Notes 1.This design Is based only upon the parameters shown and is for an individual 7 OREGON Truss: AGIRD and Warnings before construction commences balding component.App8oamlly of design parameters and proper 4 f� p +r 2.2a4 cempresbn web bredng must be Installed where shown.. Incorporation of component Is the responsibility of the building Wagner 'f A�,y•_:A 6 4 • 3.Additional temporary bracing to Insure stabitly during conehudbnZ rho.2 Design rad at 10 the lop and bottom chords to he laterally throughout their al 7 '7 rl Y y fir la the responsibl8ty of the erector.Additional permanent bredng of continuos sasheathingrsuch s plywood sheathing)TC)anctively unless braced /r miyrwel)BC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown+c �' %UL SEQ.: K1487345 4.No load Would be epplied to any nampen.rlt cell eN.,.1 bn.alng and 4.nape on ofWeslawherespoa ettthnreo�oroeco trwroornent fadenereare complete end at no tad should any loads greater man sedgre ssume busses ere to be TRANS I D: LINK design loads be applied to any component. 6.Design aormes full bearing at an supporta shawl.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary.e ase EXPIRES: 12/31/2016. rabrkalron.handling.shipment and mdallalron of components. 7. esign,ermes adequate drainage 1.provided. October 27,2015 6.This design b furnished subject to the limitations est forth by 8.Plates shal be located on both faces of truss,and placed so their center TPIANFCA in SCSI,copies of which wig be fumlahed upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values we ESR-1311.EBR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 50 ( ) O TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF O'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" f MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 177 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, ,o Truss designed forwind loads o in the plane of the truss only. 0 ti ti f.o /..- .--4 -I o0IrIAMINIMIIIMIMIIIMIIMIMIIMI I 11111w=4111_ 111111. 1 M-3x4 l l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 Cj �� VD P R Q�rFsGINE s „,_""‘,/ - :9782PE v� JOB NAME : POLYGON 3410-D NH - AJ1 ,,ir .40100 Scale: 0.67711 ,� NM WARNINGS: G.ibis deign Is b, unteupotherwise sparamete 17 OREGON Truss: AJ 1 1.Builder and erection contractor Mount be advised of all General Notes ibis b based only upon the parameters shown sant b for an Individual >. end warnings before construction commence.. building component.Applicability of design parameters and proper Q Z 2a4 compression web brodrp ma be Ineklktl where shown+, Incorporation o/component la the responsibility of the building designer. ..�y /� a� 3.Additional temporary Mining to insure stability during construction 2 Design assumes IM lop sant bottom chords M be laterally braced el 7� �7 '�J _` is me responsibility of the erector.Atldmlonel permanent bracing of 7 oc.and at 10 c.c.raash as p y unless braced throughout their length by /� V DATE: 10/26/2015 the overaw structure la the responsibility continuous sheathing suchaslrersowro"drywaN(Bc) j� t �� apo mY of the building designer.brad . 3.2a impact bridging or lateral bndng required where shown++ L SEQ.: K 14 8 7 3 4 6 4.No bad should be applied b any component until after all brodng and 4.InsiaNatlon of truss Is the responalblNty of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes tore=.s are to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition.of use. 5,Compus has no control over and assumes no responsibility forme 6. Design 511 bearing at all supports ehenn.Shim or weage n uhEXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes haeebeeaadedon othfacelo protrse,an October 27,2015 8.Thta design k furnished.object k the limitations set forth by 8.Plates shah be located on both/alts of truss,and plead so their center TPNWtCA in BCS1,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits brdbate sire of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values we ESR-t311,ESR-1958(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIE 0'- 0.0" -39/ 347V -37/ 118H 5.50" 0.55 KEEP ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" 1' '1 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL= -0.000" @ 3'- 10.9" 9.00 3 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting �� system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, End vertical(s) are exposed to wind, `o Truss designed for wind loads 0 I in the plane of the truss only. 0 M 0 mr C 0 M-3x4 l l y 1-00 6-00 ('� Jy (PROVIDE FULL BEARING;Jts:2,3,4 I \�T P R Q , IN 44, ' :9782PE JOB NAME : POLYGON 3410-D NH - AJ2 ..r ""'''` Scale: 0.5814 , NW GENERAL NOTES, unless otherwise noted: p /'� WARNINGS: "a•'' OREGON N. �. 1.Bolder and erection contactor should be advised of ell General Notes 1.This design Is based Dory upon the parameters shown and h for an individual �l7 (' Truss: AJ2 and Warnings before res.ls cdon commences. building component Applbebillty of design parameters and proper 15'Z.9t4 compression web brednp must be installed where Moven". Incorpm-aeon of component la the respondbility of the building designer. 11;9, Gig[]fit:•y i 11 . 3.Additional temporary bracing to Insure debility during construction 2.Design ed cit 10 Ks.the lop and bottom stenos to be Wordy basad atrl f 1 _\i(/ is the responsibility d the erector.Additional permanent baling of 7 a c and al f d o c roach cc ply unlace bread throughout their length by V Won continuous sheathing such as plywood Meatte g(TC)and/or drywal(BC). PA 1 I L N DATE: 10/26/2015 the overal structure is the responsibility of lin building designer. 3,Ze Impact bridging or lateral bracing required where shown i i L/ SEQ.: K 14 8 7 3 4 7 4.No load Mould be applied to any component until after al baring and 4.Installation of truss la the reaponsibilly of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used h e non-corrosive environment, TRANS I D• LINK design bade be applied to any component. and are or"dry condition"of use. �/ l!7)i]l I] { 5.CompuTa.has no control over and assumes no responsibSly ler the H.Design assumes full bearing at all supports Mown.Shim or wedge 0 EXPIRES. 1 2 3 I/20 1 6 ane e. fabs ,handling.shipment and installation of components. 7.Design assumes adequate drainage h provided. October 27,2015 S.This design is furnished subject to the limitation.set forth by S.Plates shall be located on both faces of tons,and placed so their anter TPIANTCA In SCSI,copies of which will be furnished upon request. g,lineDigs oincidc with hint renter i tree to Bines. MiTek USA.Inc.ICornpuTrUs Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR•1958(MITee) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-129) 101 TC LATERAL SUPPORT G= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 ,,. MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 �) Design conforms to main windforce-resisting 9.00 '� system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Lo FAAIrti 0 M-3x9 l l y 1-00 6-00 [PROVIDE FULL BEARING;Jts:2,4,3 �uc��5 �yGINE�c� 6>caL. 89782PE fir' JOB NAME : POLYGON 3410-D NH - AJ3 ." ,,_ ,,r!r ``�""' • Scale: 0.4979 WARNINGS: GENERAL NOTES, unless otherwise noted C✓ 1.Balder and erection contentor Truss: AJ3 end Warnings before aansinxlloen commeould be nces. building of al caner.(Notes bbuuildl g comp nen.dApWl ability of design paraupon the parameters meters and proper wn and Is Individualn �X OREGON h� 2.2x4 compression web bradng must be Installed where shown♦ Incoryonibn of component a the responsibility of the building designer. =f1 'F�/V-ARY G U 3.Additional temporary bracing b insure stability during ensiludbn 2.Design assumes the top and bottom chords to be laterally brewed at 7 '1 J �‹j Is Me responsibility al the erector.AddS/neal permanent bredng of T a.c.and et 10 a.c.raapectbely unties braced throughout their length byqr. V DATE: 10/26/2015 the overall structure Is the responsibility of the binding designer. 3.E`rImp.durdgiingglor lateralg bradngareequi ed ab a shown a drywagec). �J 1 1 ...ANA .. SEQ.: K 14 8 7 3 4 8 4.*bad should be applied to any camponent unit after all bradng end 4.Installation orimes is the respondbNly of the respective contractor. 11 fasteners ere complete and et no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied toeey component. end are for"dry condition"of use. 5.CompuTms hes no control over and assumes no responsibility ler the 6 neceex ssumes full bearing at cap supportaahem.Shim or mese If EXPIRES:: . 12/31/2016 fabdcatbn,handling,shipment end Installation of components. "y 7.Design ssil be Nested on bath'face's provided. October 27,2015 S.This design b Nmlehetl subject to the limitations cel forth by B.Pales shall be baled on both faces of truce,and placed w their center TPNNTCA In SCSI,wpbs of WAtkh MMA be furnished upon request. linea coincide with joint center tins. 9.Digits Indicate sae of pate in inches. MiTek USA.Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic cements,plate design values we ES19.1311,ESR-19e8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.4" IBC 2012 MAX MEMBER FORCES 9WR/ODF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-191) 171 3-4=(-102) 46 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -67/ 19611 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -209/ 373V 0/ OH 1.50" 0.98 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.4" -85/ 40V 0/ OH 1.50" 0.06 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "on spacing. I 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 = 0.064" @ 2'- 9.2" Allowed = 0.459" �) MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.689" (, MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.00 7 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, n1 End vertical(s) are exposed to wind, of Truss designed for wind loads o in the plane of the truss only. ti ut 0 c, j,_ PIAMMINIM111111111. -i 0 M-3x4 J• 1-00 ,4 6-00 y 1-03-07 y ,%cO PRQF4-s PROVIDE FULL BEARING;Jts:2,5,3,4 I I ��`�� ,��yGIN�cF� 5��� ' 89782PE <' JOB NAME : POLYGON 3410-D NH - AJ4 ., „ „ -40.- • • Scale: 0.9745 WARNINGS: GENERAL NOTES, unless otherwise noted C/ tf) Mgr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown ands for an Individual a -9 OREGON r... Truss: AJ4 and Wammgs before construction commences. building component Applicability of design parameters and proper the ' +' 4/ Q ' ' In 2.2c4 compression web bradng must be Installed contra ahoahoy.:vIncorporation of component Is responsibility of me building designer. �'4A V0 3.Additional tem bracing to Insure Wall y during construction 2 Design assumes the top and bottom chords to be laterally braced at temporary 7 rec.end at 10 c.c.respectively unless braced throughout thee.length by �{L Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaO(BC). • P'A U t i� DATE: 10/26/2015 the overel structure la the responsiblity of the Wilding designer. 3.2a Impact bridging or lateral bracing required where shown a s {„/1.. SEQ.: K 14 8 7 3 4 9 4.No Wad should be applied to any component until after al bradng and 4.Installation of was Is the responsibility of the respective contractor. fasteners are compete end at no tine should any Weds greeter than 5.Design assumes busses ars to be used Ins non-corrosive environment, TRANS ID• LINK design bads be applied to any component. and are or"dry condition.ol use. 5.CompuTrus hes no control over and assumes no responsibility form12/31/2016a H.Dc�g assumes hal beaang al al supports shown.shim or wedge If EXPIRES: fabrication.handing.shipment and Installation of components. 7.Design assumes adequate drainage is provided. ri 4 1= r 27,2015 a.The design a famished subject to the Rmladon,set forth by B.Pates shall be located on both faces of wee,and placed so their center TPIA dTCA in SCSI,coplee of which will be furnished upon request. Ones coincide with joint center lines. .Digits Indicate size of plate in inches. c MITek USA Inc./ComPtiTrus Software 7.6.7 1L E 1D Fe,basic connector platedesign values see ESR-1317.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2- 9=(-530) 2802 3- 9=( -118) 244 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-3723) 756 9-10=(-389) 2429 9- 4=( -238) 1272 WEBS: 2x4 KDDF STAND 3- 4=(-3601) 763 10- 8=(-326) 1859 9- 5=( -205) 904 LOADING 4- 5=1-2847) 646 5-10=(-1145) 302 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1814) 408 6-10=( -206) 1111 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 473 10- 7=( -152) 207 TOTAL LOAD = 42.0 POE 7- B=(-2486) 476 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 7'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -580/ 2858V -132/ 140H 5.50" 4.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1656.0 LBS @ 7'- 9.0" 22'- 6.0" -306/ 1755V 0/ OH 5.50" 2.81 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.052" @ 7'- 7.9" Allowed = 1.079" MAX TL CREEP DEFL = -0.164" @ 7'- 7.9" Allowed = 1.439" MAX HORIZ. LL DEFL = -0.017" @ 22'- 0.5" MAX HORIZ. TL DEFL = 0.041" @ 22'- 0.5" 7-11-11 6-06-10 7-11-11 T ' T r Design conforms to main windforce-resisting 4-00-09 3-11-02 3-03-05 3-03-05 3-11-02 4-00-09 system and components and cladding criteria. T 4 +5980 I I i 'i Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 9. M-6x8 M-3x4 M-4x6 Q load duration factor=1.6, 00 9End vertical(s) are exposed to wind, S Truss designed for wind loads 11, WW in the plane of the truss only. M-1.5x3 M-1,5x3 3 0 c .!„ of M-3x8 9 0.25" M-3x8 -M-4x4 0 M-7x8(5) y *1656# l 7-07-15 7-02-03 7-07-15 y `,� .?,0) PR ESS 1-00y 22-06 y GIRIE /per �^ 89782 P E p�' JOB NAME : POLYGON 3410-D NH - B1 -,. ' .. • Scale: 0.2633 w WARNINGS: GENERAL NOTES, unless otherwise noted Truss: B 1 1.Balderinerection enrasi;sn co be adveasy. of all General Notes building component.ApThis design is based plicability of design paraupon the parameters meters and proper for Individual 74OREGON �>\ rt. 2.Sea compression web bradng must be installed where shown a. In 2.incorporation of component is the responsibility of the building tlesigner. �.ji �"`IRY ,� ,�',. 3.Additional temporary bracing to Insure stability during constructionconstructionsign assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 o c.and et 10 ex.ng such a s ply unless braced throughout Mirk length by DATE: 10/26/2015 the everalstruomreIa the reeponslblityaraebendingdesigner. continuous Impactridgingla,wer)bedngreuiredod here)awrordryw+1(Bc>. l''''',4 UL 3.ZIt Impact bridging or lateral bracing required where Mown** ,4 SEQ.: K 14 8 7 3 51 4.No wad should be applied to any component untll after Cl bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end et no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design wads beep plied to any component. end era kr"dry condition"of ass. 5.CompaTms has no control over and assumes no responsibilityforme 8.Design assume.nal bearing at all supports shown.Shim or wedge a EXPIRES: 12/31/2016 necesfabrication.handling,shipment and installation of components. 7.Design ssumes adequate drainage Is provided. October 27,2015 8.This design is furnished subject to the Imitations eel forth by 8.Plates shall be located on both feces of truss,end placed se their center TPIWWTCA In BCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. MRek USA,Inc./Com uTrus Software 1L 7.6.7 S.Digits Indicate size of plata In inches. p ( (.E to.For basic connector plate design values see ESR.1311,608.1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-276) 900 3-11=(-165) 146 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1234) 438 11-12=(-235) 871 11- 4=(-107) 373 WEBS: 204 KDDF STAND 3- 4=(-1057) 427 12-10=(-288) 905 11- 6=(-180) 148 LOADING 4- 5=( 0) 0 6-12=)-178) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -786) 383 8-12=(-125) 374 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1 -786) 375 12- 9=(-171) 164 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1058) 429 NOTE: 2x4 BRACING AT 24"OC UON. FOR ,LL = 25 POF Ground Snow (Pg) 9-10=(-1236) 444 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -229/ 1065V -133/ 141H 5.50" 1.70 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 6.0" -183/ 944V 0/ OH 5.50" 1.51 KDDF ( 625) nn For hanger specs. - See approved plans 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 = 0.025" @ 11'- 3.0" Allowed = 1.079" MAX TL CREEP DEFL = -0.048" @ 11'- 3.0" Allowed = 1.439" 9-11-11 2-06-109-11-11 ` f 1 1 1' MAX HORIZ. LL DEFL = 0.010" @ 22'- 0.5" 4-00-09 3-09-01 2-02 1-03-4503-05 2-02 3-09-01 4-00-09 MAX HORIZ. TL DEFL = 0.016" @ 22'- 0.5" T T 4 T 4 4 4 4 4 8-00 8-00 Design conforms to main windforce-resisting 4 f 4 f system and components and cladding criteria. 12 5 7N12 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6load duration factor=l.6, M-3x4End vertical(s) are exposed to wind, 6Truss designed for wind loads ort in the plane of the truss only. M-1.5x3 3 0 O i--1 WhillIMEMMEMMEMMEWIMMEMMEMMEMMEMW4 1.:i 11 **ID f 0.25" - x 0 M-7x8(S) ry ( R 1 7-07-15 1 7-02-03 y 7-07-15 y .'f5.. OF`6 l 1, 1 <v~� GINE -, ,, -s 1-00 22-06 :9782PE 1-- JOB JOB NAME : POLYGON 3410-D NH - B2 -+ -dor Scale: 0.2383 "/ GENERAL NOTE$ unless othenasa noted , Er,�1 OREGON/ �'=J AIM 1NARoidar7 t},,. 7.Binder and erection contractor ahold be advised of al General Notes 1.GIN design b based only upon the parameters shown end Is for en individual h Truss: B2 and Wemings before conshuclan commences. building component.Applicability of design parameters and proper 2 2.204 compression web bradng must be Installed where shovm+. incorporation of component la the responsibility of the building designer. +A f�,4i v. A D 3.Additional temporary bracing to insure stability during construction 2 Design assumes0ttO the tap and bottom chords to M laterally braced al 7 is the respanstMlgy or the erector.Additional permanent bracing of 2 oc.and at 10 o.c.eoa ee sly unless braced throughout their length by DATE: 10/26/2015 the overs/structure lame rerndbll dale bidding de cormnusu sheathing such as plywood sheathing(TC)and/or drywal(BC). -AUL 1` ''- apo ty o signer. 3.24 Impact bridging or lateral bracing required where shown++ �'1 l�i� SEQ.: K 14 8 7 3 5 2 4.Ne load should be applied to any component ural eller an bracing and 4.Installation oftruss Is thnt respoto nsibility e i henonapoctiae a nM onment. fasteners are complete and at no tint should any beds greater than Design assumes TRANS I D: LINK design bads be applied to any component. and arefandrfull bearing of ass. wedge 5.CampuTnn hoe no control over and assumes no responsibility for Me S.rOieecstewry assumes Ml bearin tales rt,sawn.Shim or wed If 'EXPIRES: 12/31/2016 fabrication.handling.shipment and Installation of components, 7.Design assumes adequate drainage is prodded. October 27,2015 8.This design Is furnished subject to the Ilmdatlons sat forth by 8.Plates shag be located on both faces of truss,and placed en their center TPWJTCA In SCSI.copies of which We be furnished upon request. Ines colndde enh joint anter line. 9.Digits indlute size of plate In Inches, MITek USA,Inc./CompuTrua Software 7.6.7(1L)-E /0.For basic connector plate design values see ESR-1311.ESR-1980(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 39-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 ROOF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 68 2-13=(-1562) 5593 13- 3=1 -290) 925 8-19=(-2001) 849 2x6 KDDF 91613TR T2 2- 3=(-7271) 2077 13-14=(-1344) 9516 13- 4=( -203) 1216 9-19-) -436) 1793 BC: 2x6 KDDF #160TR LOADING 3- 9=(-6598) 1990 14-16=1-1878) 5729 4-19=1 -296) 134 19-10=( -126) 251 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5309) 1772 15-17=1 -66) 198 14- 5=( -536) 2089 2x9 OF 2900F A; TC DRIP LL( 50.0)+DL) 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4271) 1965 17-18=(-1811) 5535 14- 6=(-2195) 909 2x4 KDDF #16BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5724) 2070 18-19=1-1633) 5091 6-16=( -59) 679 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-5080) 1843 19-11=(-1107) 3677 15-16=( 0) 194 TC LATERAL SUPPORT 0- 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 39'- 0.0" V 8- 9=(-3800) 1313 16-17=1-1797) 5368 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-4779) 1589 16- 7=( -117) 278 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=1-4870) 1558 17- 7=( -900) 389 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=1 0) 68 7-18=( -734) 292 NOTE: 2x4 BRACING AT 24"OC UON. FOR 18- 8=( -115) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner - 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 = -0.244" @ 17'- 9.5" Allowed = 1.659" MAX TL CREEP DEFL = -0.488" @ 17'- 4.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.125" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 '1 4 1 1' 2-07-042-05-112-10-12 4-01-13 5-03 4-08-03 3-11-10 3-11-12 3-11-15 Design conforms to main windforce-resisting T f 597.30# T f f 4597,30# T f system and components and cladding criteria. 12 12 M-5x10 M-5x8 Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 M-3x8 M-3x8 7M-4x4 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir1, 6 7 •8 n. 1load duration faotor=1.6, End verticals) are exposed to wind, M-3x5 Truss designed for wind loads 4 M-1.5x3 in the plane of the truss only. + M-1.5x4 i + T o M-5x12 m , . o mm �f 413 19 M-4x8 ` M-7x10 o M-115x3 M- 9x12 0.25;� M-3x10 M-3x10 1 1 o M-3x4+ M-7x10 M-3x4+ d 3.75 M-7x8(S) 12 ,< y ) , l J' y l y y 05-0 y 5-01-01 4-08-11 4-11-08 4-06-07 4-08-03 7-06-09 y y c E� P R OFC 1-08-05-08 8-08 22-10-08 1-00 u't' �' � 00 y sil 12-01-08 1-00).• 00 21-10-08 y c?~" N 15) d2 y 34-00 y 4z" 89782PE �� • JOB NAME : POLYGON 3410-D NH - C1X •. .-,..- .. '''""• • Scale: 0.1477 AIM WARNINGS: GENERAL NOTES, unless otherwise notetl G/ OREGON /�I� �_f Truss: C 1 X 1. end Warnings before cootrador Mould be nstruction commeanceebd of all General Notes 1.This design is building componemtlApppllicaaon bil y of design pararameters meters andwn and 1proper individual "J ©REG OI�I (A .. 2.leo compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 'I AN G4 RY Ab "L t�.. • 3.AdWionel temporary bracing to!more debility during construction 2.Design eeaums'me top and bottom choke to be laterally braced at I Is the responsibility of the erector.AddEonel permanent bracing of T op and at 19 0.0.respectively unleae braced throughout their length by DATE: 10/26/2015 the overall structure is the re sibnity of the building de continuouseImpactging sheathing aterlbh es pdsg required here s)and/or tlryweA(BC). PA 11l span signor. 3.2a bridging or lateral bredrg required where shown++ L,�7 1.. SEQ.: K1487354 4.No load should be applied to any component until after enbradngand 4.Installation t llni cant usiistheaespobyeinetyycfianemtivecontractor.n.nt, fasteners are complete and at no time should any bads greater than endue for"drystrussen're to use. TRANS I D: LINK design bade be applied to any component. 8.Design easumes MI bearing at all supports shown.shim or wedge II 5.Compal ue has no control over and assumes no reeponslbillty for the neces.ary. EXPIRES: 12/31/2016 fabdn8on,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October27,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP6WTCA in SCSI,copies of which will be furnished upon request linea coincide with joint center lines. 9.Digits indicate she of plate m inches. MiTek USA,Inc./CompuTrus Software 7.6.7)1L)-Z 19.For baric connector plate design values see ESR-1311.E3R.4988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 GIRDER SUPPORTING 10-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1070) 5622 13- 3=( -114) 950 10-19=(0) 130 BC: 2x6 KDDF #1&BTR 2- 3=(-7340) 1506 13-14=(-1068) 5610 3-14=( -480) 166 WEBS: 204 KDDF STAND LOADING 3- 4=(-6592) 1428 14-15=(-1050) 5792 14- 4=( -774) 3616 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5234) 1184 15-16=( -850) 5162 14- 5=(-2420) 500 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=(-5882) 1312 16-17=( -850) 5162 5-15=( -412) 2222 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 11'- 0.0" V 6- 7=(-3834) 828 17-18=( -556) 3764 15- 6=( -386) 1402 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 34'- 0.0" V 7- 9=(-3312) 724 18-19=( -516) 3376 16- 6=( 0) 492 8- 9=( 0) 0 19-11=( -516) 3376 6-17=(-2214) 498 NOTE: 204 BRACING AT 24"OC UON. FOR @@ADDL: BC CONC LL+DL= 3392.0 LBS @ 11'- 6.0" 9-10=(-4204) 856 17- 7=( -310) 1724 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-4426) 790 7-18=(-1958) 410 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 11-12=( 0) 68 9-18=( -438) 2272 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18-10=( -210) 200 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1127/ 5353V -195/ 195H 5.50" 8.56 KDDF ( 625) ( 2 ) complete trusses required. 34'- 0.0" -577/ 3102V 0/ OH 5.50" 4.96 KDDF ( 625) _,,_ Attach 2 ply with 3^x.131 DIA GUN @@ HANGER BY OTHERS TO APPLY CONC. nails staggered: LOAD(S)EQUALLY TO ALL MEMBERS. 9" c in 1 row(s) throughout 2x9 top chords, 9" on 2 row(s) throughout 2x6 bottom chords, \M\/ 9" oo in 1 row(s) throughout 2x4 webs. !COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.090" @ 11'- 7.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.286" @ 11'- 7.7" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.026" @ 33'- 6.5" 0-09-09 MAX HORIZ. TL DEFL = 0.063" @ 33'- 6.5" 9-11-11 13-05-10 10-06-11 T ' 1 f Design conforms to main windforce-resisting 5-02-05 4-09-06 1-04-09 5-07-12 5-07-12 0-09 4-07-05 5-02-05 T T 1' T T T T T T f system and components and cladding criteria. 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' _ f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12M-3x M-4x6 12 M-5x8 M-3x5 M-3x8 End vertical(s) are exposed to wind, 9.00 4 5 6 7 - Q 9.00 Truss designed for wind loads ✓+. in the plane of the truss only. M-3x9 M-3x4 74 + + \ Ill 1111111111111 0 0 4 i a i ifs .Z. 0 13 1 15 1 17 18 19 o I M-3x8 M-1.5x3 M-3x8 8 •25° M-3x4 M-1.5x3 M-3x5 I gyp/j!- o M 3392# M-7x8(S) M-3x8 0 �4 S6 O i-f7`'i/' (1S ). y l l , 1 1 1 S.` V l 5-00-09 4-07-05 1-11-13 5-04-04 5-04-04 1-11-13 4-07-05 5-00-09 l l ,�` 'C' �, _ 1-00 34-00 1-00 'Ct.' :97g2PE it �r" JOB NAME : POLYGON 3410-D NH - C2GIRD r ....r Sale: 0.1602 - WARNINGS: GENERAL NOTES, unless otherwise noted �/ V / /y K' 4) 1.Builder and erection contractor should be advised orae General Notes 1.This design is based only upon the parameters shown and I.for an IndMdual •4 OREGON y �- Truss: C2GIRD and Warnings before construction ooeanencee building component.Applicability or design parameters and proper e 4// ? Q` 2.bot compression web bredng must be metalled where shown 4. Incorporation of component Is the roeperlslblpty of the building designer. ..a'1 A ar 4Y A Y J Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bosom dross to be laterally braced at 3.AddT. 'l/•� Is the responsibility of the erector.Additional permanent bracing or 2 co.and at es tr.respeSNely unless braced throughout their length by / �`.4 DATE: 10/26/2015 the overall structure is the respenalbllty of the building designer. 3,2t impact bridging i or lateral brang such as cing required orequiredd sheathing(TC)whown ntlrywal(BC). 111 w�� 1 SEQ.: K 14 8 7 3 5 5 4.Na load should be applied to any component until seer all basing and 4.Installation Mhos Is the responsibility of the respective contractor. fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. design keds he applied to any component. and are for'dry condition.'of vee. TRANS ID: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12!31/2016 5.Com WTaa me has no control over and sumee no responsibility ler the tyceamry. �y t,, fabrication,handling,ehipment and insteileticn of compunente. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design is furnished subject to the!Imitations sat forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIIWTCA F SCSI,wpbs of which will be furnished upon request. Anes neindde with)slut center lines. 9.Diggs indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #166TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2159 12- 3=) 0) 331 8-18=(-113) 635 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. -C, 3=(-2898) 584 12-13=(-271) 1630 12- 4=(-138) 618 18- 9=(-221) 212 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 627 13-15=(-206) 1599 4-13=(-321) 203 LOADING 4- 5=(-1832) 493 14-16=( 0) 0 13- 5=(-211) 858 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1911) 444 16-17=( -9) 58 13- 6=(-529) 187 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1595) 493 17-18=(-236) 1632 6-15=( -98) 316 TOTAL LOAD= 42.0 PSF 7- 8=(-1299) 429 18-10=(-316) 1931 16-15=( 0) 82 NOTE: 2x9 BRACING AT 24"OC UON. FOR 8- 9=(-1719) 460 15-17=(-229) 1585 LL = 25 PSF Ground Snow (Pg) 9-10=(-1991) 479 15- 7=(-159) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 17- 7=( -78) 138 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-18=(-507) 162 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -227/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.092" @ 17'- 9.5" Allowed= 1.654" MAX TL CREEP DEFL = -0.185" @ 17'- 4.5" Allowed= 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 9-11-11 14-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" ,r MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 2-07-04 3-06-05 3-10-02 2-01-13 5-03 6-07-13 4-10-11 5-01 4 4 4 T T 4 T T T 12 M-4x6 12 Design conforms to main windforce-resisting 9.00 7M-3x4 M-3x8 M-4x6 Q 9.00 system and components and cladding criteria. 6 7 le. 47.- Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, M-3x9 End verticals) are exposed to wind, Truss designed for wind loads + M-1.5X3 in the plane of the truss only. M-1.5x3/\ / V o%M-9x9 o oIt ,40000,0c.44.-51'M-3x4+ M-3x8 03 i 1b 8 �F -`.� c 14 16 17 of M-3x4+ I M-5x8 M-5x6 0.25"e 1 0 M-5x10 oM-3x5 I ..3.75 M-1.5x3 M-5x8(S) o 12 1 1 1 1 1 1 1 1 l 2-05-081 7-02-07 1-051-41-12 4-11-08 7-01-05 9-07-15 1 1 . ti) P n /#' .5 1-0Q-05-08 8-08 22-10-08 y oo ,<0 GIN "q ''rte J. J. J. 1 1 12-01-08 1-00 21-10-08 1-00 34-00 1 1 .< =9782PE 9v 1-00 • AIN JOB NAME : POLYGON 3410-D NH - C2X • Scale: 0.1604 /"�/'y lL WARNINGS: GENERAL NOTES, unless otherwise noted 1 i R '„'a„�`J'`J,,,„ S. Truss: C 2}{ i Builder end erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown end is bran Individual 'K/V�, U and Warnings bebre construction commences. building componentApplkeblllty of design parameters end proper 'TAO' A r}yr '1 %' '� 2.Dt4 compression web bracing must be installed where shown+. Incorpuretbn of component is the responsibility of the building designer. /�I,1 e T 1 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom drams is be laterally braced al �y �� Is the responsibility of the erector.Additional permanent bradng of T o.c.end a110'o,c.reach..ply unless braced throughout their briglh by !""�, U L. DATE: 10/27/2015 the overall etrucluro le he responsibility ens.betiding designer. 3continuous sheathing such ae*wood aheatnhg(TC)and/or drywaA(BC). v No bad should be applied to any component until after a8 bracing and 4.In 4. Installation of rruss Is the respenelbtty Sr the hereon*contractor. hued bridging or lateral bracing required where shown•v SEQ.: K1487356 fastener as esmplet.and atno flare should any loads erecter than 6.Design assumes ion...s are to be used In a non-corrosive environment, �/ w loads and are kr of use. EXPIRES: 12/31/2016 TRANS ID: LINK design S.Compurrus has no control over and assumes no responsibility for he B.rOroe�aaa assumes full bearing at ail supports ahovm.Shim or wedge if �y hu brtdon,handling,shipment and InMellatlon of components. 7.Design assumes adequate drainage is provided. Octobe,r 27,2015 6.This design I.furnished subject to the limitations sat forth by B.Plates shall be located on both faces of lass,and placed so their center TPIAWCA in BCSI,copies of Mich will be finished upon request. lines coincide with joint center linea, MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E B.Digits Indicate size of plate In inches. 10.For basic connector plats design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-227) 1594 10- 3=( 0) 250 SPACED 29.0" O.C. 2- 3=(-1981) 425 10-11=1-228) 1543 3-11=(-368) 203 BC: 2x4 KDDF STANDR 3- 4=(-1602) 464 11-12=1-161) 1390 11- 4=1-140) 607 WEBS: 2x9 KDDF STAND LOADING 4- 5=1-1185) 438 12-13=1-161) 1390 11- 5=1-903) 102 TC LATERAL SUPPORT <= 12"OC. UGH. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1185) 438 13-14=1-263) 1960 12- 5=( 0) 285 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1602) 464 14- 8=1-262) 1462 5-13=(-402) 102 TOTAL LOAD = 42.0 PSF 7- 8=1-1981) 424 6-13=1-190) 607 8- 9=1 0) 68 13- 7=(-368) 202 _-------------------------- NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -239/ 1542V -239/ 239H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -239/ 1542V 0/ 0H 5.50" 2.47 (DIF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on 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 = -0.068" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.140" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.036" @ 33'- 6.5" MAX HORIZ. TL DEFL= 0.060" @ 33'- 6.5" 11-11-11 10-00-10 11-11-11 Design conforms to main windforce-resisting 1' f 1' ' system and components and cladding criteria. 6-02-12 5-08-15 5-00-05 5-00-05 1' 5-08-15 1' 6-02-12 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'r 12 - x (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M46 load duration factor=1.6, M-4x6 M-3x8 Q 9.00 End verticals) are exposed to wind, 9.00 q 5 6 Truss designed for wind loads �� .m in the plane of the truss only. M-3x4 N_34 3 + + 0 o , 1 11 vow El wwv 0 10 11 12 , 13 19Io 11 M-3x5 M-1.5x3 M-3x8 M-5x6(S) M-3x8 M-1.5x3 M-3x5 TiIo { n �j1:�Ofr6', 6-01 5-06-15 5-04-01 5-04-01 5-06-15 6-01 y y �C/ R 1"v 1-00 34-00 1-00 4t" 8978217E T • JOB NAME : POLYGON 3410-D NH - C3 Scale: 0.1727 '> ' ` Alga WARNINGS: GENERAL NOTES, ale..othen,t..noted: ,.eo OREGON�'� 1.Builder and erection contractor should be advised of all General Notes 1.Thla design Is based only upon the parameters shown and is for an Individual 7 q Truss: C3 and Warnings before construction conenencea, building component Applicability of design parameter.and proper / 2.Dia compression web braarp moat be instead where shown.. incorporationof component is the responsibility of the binding designer. ` 3.Addltionel temporary bracing to bear.stability during construction 2 Destgn and .t IS the lop end botom drama la be lalerely brocatl et is the responsidllly of to erector.Additional permanent brain f 7 cont0.inuous dna al 10'hin respectively as Ar woods brawn(TC)n d/their largln by g o 20 impact sheathing such as plywood braced throu and/or dryael(BC). PA U�„ DATE: 10/26/2015 the overall rind na le the responsibility of the building designer. 3,2A Impact bridging or lateral bracing required where shown•. S E 14 8 7 3 5 7 4.No toad would be applied to any component until ager al Waring and 4.p.tao.tlenwot •West reamelblty o the resp tNNe coroave t ctor;,,,nt Q. fasteners are complete and at no time should any loads greater than nesters keds be applied to any component. end are for"dry condition of uea EXPIRES: c .l ry �] /q {p TRANS ID: LINK8.Design assumes full bearing at al supporhshovet Shim oreedge it Y�f IR ES: 2/31/LO IN 5.CompuTms has no control over end assumes no responsibility for the necessary. �y fabrication.handling.shipment and hhshlktlon of components. 7.Design assumes adequate drainage is provided. October 27,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both fawn of truss,and placed no their center TPW,'TCA in SCSI,copies of Mach will be furnished upon request. H.Inc.olndindide aejoint plate tn er Ines. DigitMiTek USA,Inc./CompuTrus Software 7.6.7)1L)-E /0.For basic connector plate design valva sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-499) 2175 14- 3=( 0) 331 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1643 14- 4=1-150) 620 WEBS: 2x4 KDDF STAND 3- 4=1-2564) 758 15-17=(-338) 1594 4-15=1-321) 179 LOADING 4- 5=1-1832) 614 16-18=( 0) 0 15- 5=(-244) 858 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 18-19=( -13) 58 15- 7=(-531) 222 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1-1411) 534 19-20=(-361) 1632 7-17=( -54) 331 TOTAL LOAD = 42.0 PSF 7- 8=1-1595) 601 20-12=(-401) 1431 18-17=1 0) 82 8-10=1-1299) 511 17-19=1-350) 1585 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 0 17- 8=1-176) 82 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-1719) 576 19- 8=1 -78) 138 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1-1941) 590 8-20=(-518) 182 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-13=1 0) 68 10-20=1-122) 635 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20-11=1-211) 187 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 1978 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. 0-01-13 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= -0.092" @ 17'- 4.5" Allowed= 1.654" 2-07-04 3-06-05 3-08-01 2-02 5-03 4-07-13 �2-02 4-08-11 5-01 MAX TL CREEP DEFL= -0.185" @ 17'- 4.5" Allowed = 2.206" MAX LL DEFL= -0.002" @ 35'- 0.0" Allowed = 0.100" 10-00 10-00 MAX TL CREEP DEFL= -0.003" @ 35'- 0.0" Allowed = 0.133" 1 4 1 1 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 12 M-83x4 9 12 MAX HORIZ. TL DEFL= 0.098" @ 33'- 6.5" 9.00 p M-4x6HINNN9,00 M-3x8M-4x6 8 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 1mph, h=23.7ft, TCDL=9.2,BCDL=6.0, AS7-10,M-3X9 ( ll Heights), Enclosed, Cat.2, Exp.e, FRS(Dir),lad duration factor=l.6,End Ve rtical(s) are exposed to wind,+ -FVTruss designed for wind loads M-1.5x3 in the plane of the truss only. 3 %M-4x4 0 0 4 ,,10:11.7'. M-5x10 r<5 • C `.\ � 1 M-3x4+ M-3x8 0 16 le 19 20 3 0 I M-5x8 M-5x6 0.25' M-3x5 I o 0 M-3x4+ M-5x8(S) o ..,e13.75 M-1.5x3 12 y 1 J y l l l l 2-05-08 J.o0-os-oay 7-oze ooa 1-051-001-12 4-11-08 7-01-05 22 to-oa 9-07-15 1-00 Co.'"n �G N. -`/es • l 12-01-08 i 00 21-10-08 l �� J' 0 J' 0 89782PE r- 1-00 34-00 1-00 JOB NAME: POLYGON 3410-D NH - C3X "" , = Scale: 0.1604 OREGON WARNINGS: GENERAL NOTES, unless omarwise noted: '.& . -V/j„, •E O ` (3�• 1. Truss: C3X 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters Mown and le for an individual Ay�/1t, q7 and Warnings before construction commernes building component Appllwbility of design parameters end proper 7 'l 2.204 compression web bracing must be Installed where shown 0. Incorporation of component Is the responsibility of the bedding designer. I. `�,+ Additional tem 2.Design aewmes me top end bottom chords to be laterally braced at 3.Add `, PA UL 4"� V temporary bracing to Insure stability during construction T o.c.and at f 0 o.c.respectively uness braced throughout their length by `` is the responsbllgy of the erector.Addlienet permanent bracing of continuous sheathing such as plywood sheathing(TC)endlur drywall(BC). DATE: 10/27/2015 the overall ebuciure is the responsibility of the bolding designer. 3.2/Impact bridging or lateral bracing required where shown c c SEQ.: K 14 8 7 3 5 8 4.No bed should be applied to any component until after al bracing and 4.Installation Ohms is the responsibility Otte respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses aro to be used in a non-connave environment, y/ c TRANS ID: LINK design pads be applied to any component. and are for"drycondglon•ofuse. EXPIRES: 12/31/2016 5.CompuTrue has no control over and assumes no responsiNny for the 8.Design assumes NI bearing at all supports shown.Shim or wedge if October 27,2015 fabrication,handling, pment and installation of co necessary,Designas std components. 7. assumesaded on drainage b provided. 8.This design is furnished subject to the limitations set forth by 8.Plates ahaA be located on both faces of truss,and placed so their center TPIWICA In BCSI,copies of which vAA be furnished upon request. Ines coincide with Joint center Imes. 9.Digits indicate sin of plate in Inches. MITek USA,Ina./CompuTrus Software 7.8.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF R1&BT2 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2- 9=(-210) 1513 9- 3=( 0) 293 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-1962) 415 9-10=(-210) 1512 3-10=(-477) 245 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 458 10-11=(-123) 1096 10- 4=( -87) 457 LOADING 4- 5=(-1086) 435 11-12=(-240) 1442 10- 5=(-125) 130 TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1508) 460 12- 7=(-239) 1443 5-11=( -81) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1962) 415 11- 6=(-472) 245 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 68 6-12-( 0) 291 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.077" @ 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.146" @ 20'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 1' T T 1' 7-02-12 6-08-15 6-00-10 6-08-15 7-02-12 Design conforms to main windforce-resisting 1 '1 ' ' 1' 1' system and components and cladding criteria. 12 12 M-4x6 M-5x6Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 Q 9.00 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x8(5) M-5x8(5) 0.25" N.1...25" AxdliilPjr4A11 0 0 c1� I 0010° 9'^1 -3x5 M-1.5x3 M-3x8 M-3x4 M-1,5x3 M-3x5 + o 0 M-3x5(5) C Fy�i/� y 7-01 y 6-06-15 y 6-09-15 y 6-05-03 y 7-01 y �C R� P R VFCC6 y l l . t4GIN k- /O 1-00 16-00 34-00 18-00 1 00 � 09 p('". 89782PE JOB NAME : POLYGON 3410-D NH - C4 • • ,� Scale: 0.1602 ,.-�„ WARMNOS: GENERAL NOTES, unless otherwise noted: /,,,K..' '"J i Balder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual �i j4-OREGON n. �, '- Truss: C4 and Warnings before construction commences building component.Applicability or design parameters and proper 5! {? J ^ 2.W4 compression web badng must be installed where shorn•, Incorporoibn o!companeM Ie the roepomlbNlN o/int building designer. .a9 A� q1�'' • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to de re gtr braced at 7 'l -\ Is the responsibility of the erector.Additional permanent bredng of 7 o.c.end at 10 o.e respectively uMeae braced throughout their length by `�} continuous sheathing such as pyvrood required and/or drywal(BC). r*/7 1 I L '' DATE: 10/26/2015 the overall structure h Me responsibility of the bolding designer. 3,24 Impact bridging or lateral brad"=required thele shown 4 4 �'{�./1•• SEQ.: K 14 8 7 3 5 9 4.No load should be applied to any component until afror al bradrlg and 5.4.DesignN atio n of truss is the responsibility sibuey el e n n endue a ria ot. fasteners are complete and at no time should any loads greater man dellen baa be applied to any component. and are for"dry condition"of ue.. TRANS I D: LINK 5.Comp"Tras hes no control over and essurn.a no responsibllby for the H.Design assumes Ml bearing al al mopped ehowar Shimr wedge if EXPIRES: 12/31/2016 necessary. + i fabrication,handling,shipment and Installaaon of components. 7.Design assumes adequate drainage Is provided. October 27,2015 8.This design is furnished subject to the limitations set fodh by 8.Plates shall be located on both faces Ohms,and placed so their center 7PUWfCA In SCSI.copke of which will be bm0hed upon request. Ines coincide with Ootid center linen 9.Dbl.Indicate she of piste In Inches. MiTek USA.Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR4311,ESR-1988(Web This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-314) 1519 11- 3=( 0) 293 BC: 2x4 KDDF #1fiBTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1962) 527 11-12=(-319) 1517 3-12=(-477) 232 3- 4=(-1502) 569 12-13=(-155) 1096 12- 4=( -75) 466 LOADING 4- 5=( 0) 0 13-14=1-334) 1442 12- 7=(-141) 146 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=1-1086) 517 14- 9=(-333) 1443 7-13=( -73) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 13- 8=1-472) 232 TOTAL LOAD = 42.0 PSF 7- 8=(-1508) 571 8-14=( 0) 291 8- 9=(-1962) 527 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 RODE ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICON)). 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 = 0.080" @ 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.146" @ 20'- 0.0" Allowed = 2.206" 15-11-11 2-00-10 15-11-11 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" Tf MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-02-12 6-06-15 2-022 00-10 2-02 6-06-15 7-02-12 f f f I I I I I MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 14-00 T '1 5 6 T 4 12 M-4x6M-5x6 12 Design conforms to main windforce-resisting 9.00 Q 9.00 system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TC DL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWPRS(Dir), load duration factor=1.6, M-SX$(S) End vertical(s) are exposed to wind, M-5X8(5) Truss designed for wind loads 0.25 in the plane of the truss only. 0.25" Aldir plAiz4r� ih0 0 Yc I • -3x5 M-1,5x3 M-3x8 M-3x4 M-1.5x33 M-3x5 +` �1 M-3x5(S) y 7-01 y 6-06-15 y 6-09-15 y 6-05-03 y 7-01 y ��o ( X61`) J. J. `. J• y 16-00 18-00 /9 0 1-00 39-00 ) �44C:7. ,�, 1-00 :9782PE fir- JOB NAME : POLYGON 3410-D NH - C5 ) . Scale: 0.1602 Vir WARNINGS: GENERALNOTES, onleasothorvhenoted' 4J 1. Truss: C5 Buiderand erection cenBadorshouldbeadveedofaGeneral Notes 1.The design 4based only upon the parameters ehhovmand Isfor anIndividual y OREGON T. and Warnings before construction commences building component.Applicability of design parameters and proper 1 . 0. 2.2/r4 compression web bracing must be Intellect where Mown•, Income tion of componenta the responsibility of the building designer. � 4�y Z. ,,!:r 3 Additional temporary bracing to insure stability during construction 2 Design mums the lop end bottom tresis to be lateraay brecetlen Is Me responsibility of the erector.Additional permanent bracing ofcontinuT o.e.and st eaICY o.c.sash a.ph unless breed throughout meh brpih by DATE: 10/26/2015 the overal structure latnaro responsibility ofthe building designer. 2sImp ct sheathing such as plywood required heree end/cat tlrywel(BC). /r1"jA C3�.. apo ty ig3.2a Impact bttlging or lateralrebracing responsibility atthe where shown a /' `` SEQ.• K 14 8 7 3 6 0 4.No bad should be applied to any component until alter a8 bradng and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any pads greater than 5.Design mums trusses are to be used Ina noncorrosive environment, TRANS ID: LINK dedgn bads be applied to any component. end.re rotary condition"of use. 5.CompuTms ha.no control over end assumes no responsibility forth. 8.Dedgn assumes MI bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 7.Desig6.This design is furnished subject to the limitations set forth by B.Pk esnshall be boaedassumesuoneboth facesdrainagelo trrusis,ded.and placed so their center October 27,2015 TPBWTCA In BCBI,copies of MAGI will be furnished upon request. Anes oolndde with Ohl center lines. MITek USA,Inc./COmpUTN6 Software 7.6.7(1L}E 9.Digits indkele size of pate In Inches. 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 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-246) 209 BC: 2x9 KDDF A1&BTR SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1379 10- 4=( -60) 972 3- 4=(-1748) 960 11-12=(-153) 1254 4-11=(-615) 289 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-12711 955 12- 8=(-229) 1432 11- 5=(-36 ) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 960 6-12=( -60) 973 TOTAL LOAD = 42.0 POP 7- 8=(-1946) 412 12- 7=(-246) 204 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 68 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 , MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIE. LL DEFL= 0.038" @ 33'- 6.5" ' ,r ' 1' 1 f MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 Q 9.00 9.00 4.0" Design conforms to main windforce-resisting 5 4-( system and components and cladding criteria. Wind: 190 mph, h=25.6f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ZIIIIINM-5x6 M-5x6(5) (5) load duration factor=l.6,End verticals) are exposed to wind, Truss designed for wind loads 0.25" .25" in the plane of the truss only. 4 6 41 M-1.5x3 111f/Al\L /Alp,M-1.5x3 /A4 o -0+ c "wA1111141k_ nn . c O 10 112 o I l -3x5 M-3x4 0.25" M-3x4 M-3x5 o O ?'0 PAlQ/S �(� y y y y y ca GIN k- / 8-08-03 8-03-13 8-03-13 8-08-03 C�\ R a1 , y 0 y y 1-00 34-00 1-00 �" 8.782PE r JOB NAME : POLYGON 3410-D NH - C6 Scale: 0.1602 r WARNINGS: GENERAL NOTES, uNessotherwise noted •` ��OREGON ©'tee`) . I.Builder and°radon contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an individual \.JI l s r�V V Truss: C6 and Warnings before oonsinedlon commences, building component.Applicability of design parameters and proper • 2.204 compression oeb bradng must be Metalled where shown n. incorporation of component and Is the responsibility of the bulding designer. "Q' A Alf A 3.Additional temporary bracing to insure stability during construction 2 Design mimes the top and bo8om chows la he leterelly braced el r7 I 1 NI lathe ro siMINy of the tractor.Additional t boning of 2 0.5.and et 1a o,n,respectively mitts braced throughout Meir length by PA (] upon permanent continuous sheathing such as plywood sheathing(TC)and/or dryv2g(BC), /"',�, U s`` DATE: 10/26/2015 the overall structure Is the reaponsibANty of the balding designer, 3.2a Imped bridging or lateral bracing required where shown w w 4.No road should be applied to any component until seer a8 bredng and 4.Installation of truss is me responsibility of the respective contractor. SEQ.: K14 8 7 3 61 fasteners are complete and at no time should any keds greater then 5.Design assume.trusses are to be used in a non-wrrosve environment, and are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK 5,CompuTNshas nocontrol over and ..ars*noresponsibiiyfor lhe B.Design assumes full bearing'teleapporoahown.snlmorweagag �{ I, EXPIRES" 12/31/2016 fabrication,nendling,shipment and Installation of component.. 7,Design assumes adequate drainage N provided. October 27,2015 EXPIRES: 8.This design is hrMshed wbjecl to the limitations set forth by B.Plates sill be boated en both faces of truss,end placed so their center TPBWTCA in SCSI,copies of which will be furnished upon roque*. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ina./COmpuTrts Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mirk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2964) 606 1-6=(-574) 2210 6-2=( -246) 1338 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1892) 432 6-7=(-568) 2182 2-7=( -986) 270 WEBS: 2x9 KDDF STAND 3-9=( -202) 228 7-8=(-366) 1342 7-3=( -708) 3166 LOADING 4-5=( -14) 6 3-8=(-2634) 656 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8-4=( -204) 182 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J('-' ( 2 ) complete trusses required. LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -533/ 2562V -141/ 277H 5.50" 4.10 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN @@ADDL: BC CONC LL+DL= 1175.0 LBS @ 2'- 0.0" 10'- 0.0" -820/ 3392V 0/ OH 5.50" 5.43 KDDF ( 625) nails staggered: ADDL: BC CONC LL+DL= 620.0 LBS @ 4'- 0.0" \/�� 9" oc in 1 row(s) throughout 2x4 top chords, ADDL: BC CONC LL+DL= 620.0 LBS @ 6'- 0.0" /x\/X\ 9" oc in 2 row(s) throughout 2x6 bottom chords, @@ADDL: BC CONC LL+DL= 1755.0 LBS @ 7'- 0.0" 9" o in 1 row(s) throughout 2x4 webs. ADDL: BC CONC LL+DL= 944.0 LBS @ 9'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.015" @ 6'- 4.9" Allowed = 0.954" MAX TL CREEP DEFL = -0.045" @ 6'- 4.9" Allowed = 0.606" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.009" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.007" @ 9'- 6.5" Design conforms to main windforce-resisting 3-08-09 2-11-13 2-11-13 0-03-12 system and components and cladding criteria. T 1' 1' '' Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-1.5x3 5 load duration factor=1.6, II 4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. M-3x5 3 AIdl " Ali rik, , , . % sir % ...., _,.. 1" 6 7 **8 o M-3x4 M-1.5x3 M-5x8 M-4x8 y +11758 , 1620# +620#+17558 ♦944#, 3-06-13 2-10-01 3-07-01 +(NO) PFioFe's 1 10-0o y � ,'NGtNE6, `�'O- �` 89782PE �<" JOB NAME : POLYGON 3410-D NH - CGIRD • `f ' • Scale: 0.2896 / - •••11 WARNINGS: GENERAL NOTES, unless otherwise noted 40 Truss: CGIRD 1.Builder and erection contractor should be advised oral General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 9 OREGON nry' and Warnings before construction commences. building componentApplicability er design parameters and proper 4,// Vv Q- 2.2s4 compression web bracing must be instated where shown«, incorporation a!component Is the responsibility al the building designer. 1;s;; (---,Ay: A a,+ V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to a laterally braced sl 77 J Ie the responsibility of the erector.Additional permanent bradnp of 2 o.c.end et 7P o.c.roepec8vely unless braced throughout their length by ` DATE: 10/26/2015 the ousted structure Is the responsibility or the budding designer. 2,impact sheathing such as plywood Muddsheathing(TC)eres and/or drywel(BC). 1-11 . /t �+ 3.In tmpact of bridging or th lateral bracing required of the where shown t* �^'1 SEQ.: K1487362 4.Nobemeracmapplied any component uMyafter d.geradnpand 4.laRgebnomUuwktheCretobein anon.odNecoe+rector. fastenero are complete and at no time should any beds greater than 5.and are animas unease aro to be used In a nontorroava environment, TRANS ID: LINK design bads be applied to any component. .nasir.rot°arycondma of use. 5.CempuTmshas nocontrol over and assumes rwresponsibility for the e.Design assumes full bearing ataseuppan..nawn.Snlmsirwedge a EXPIRES: 12/3112.016. fabrication,handling,shipment and Installation of components. Design assumes 7.Design essl bees sided on bath Page Is provided. October 27,2015 8.This design is furnished subject to the limitations eel forth by 8.Plates shall be bated on both faces of buss,and placed co their center TPLWlCA In SCSI,copies a/which will be Nmlehed upon request. Ines coincide with joint center linea MiTek USA,Inc./Com uTrue Sollware 7.6.7(1L E 9.Delle Indicate size of pieta in Inches. P )- to.For basic connector plate design value.see ESR-1311,ESR-1988(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1.0'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 68 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(0) 111 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -77/ 264V -19/ 72H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -179/ 226V 0/ OH 1.50" 0.36 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.010" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.017" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.208" @ 5'- 10.2" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 1-11-11 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9.00 F77 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 -/ ( /o I 0 _-1 I r-I 0 ti c M-3x4 J, 3 l .cIts,V0 PROF 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 10-00 `cs'cte. �cyGIN E°O'r� 44, 17 4" 89782PE r" JOB NAME : POLYGON 3410-D NH - CJ1 • .1 /,\ ..� Scale: 0.5235 7 / -_,.. WARNINGS: GENERAL NOTES, unless othersNe noted V (Y('�(�� �4) 1.Builder and erection contrador should be advised of all General Notes 1.This design b based only upon the parameters shaven and is for en bdividu.l �y 1, -OREGON Truss: CJ1 and Warnings before conehuctbn commences. building component Apwbab:my of dedgn parameters and proper '(le I y/, et? 2.204 compression web bradng must be Installed where Moven*. incorporation of component lathe responsibility of the bolding designer. '1 V Ap y A 1.'. 3.Additional temporary bracing to insure stability during construction 2 Design eewmss Me tap and bottom Malls to be lateraly braced et 7 �7 J by b the responsibility of the eredo,.Additional permanent brining of 7 ntinuouus nd sheathingrespectively succh as plywood sheathing(TCunless braced )endlor drywall hout their BC). P ' DATE: 10/26/2015 the overall structure is me responsibility of the building designer. 3.2t Impact bridging or leterel bracing required where Moven++ UL. SEQ. : K1487363 4.No bad Mould be applied to any component until alter all bracing and 4.Mdwationoftm.siameaebMblltyused0 th ospecttivvecoenma/for.environment fasteners are complete and at no time should any lade greater then end g n rssumes oes..of use. TRANS I D: LINK design beds be applied to any component. 8.Design assumes full bearing al as supports Mown.Shim or wedge If y[] [ /� ] ry/ E CompuTrus hes no control over and assumes no responsibility forme Poe,a,1,. EXPIRES:R ES: 1 2/31/G V 1 6 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished sub)ed to the limitations set fast by B.Plates shall be located on both laces of Wes,and placed so their center TPWJICA in SCSI,copies of which coil be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate We of plats In inches. MITek USA,Ino./CornpuTfue Software 7.6.7(IL)-E 10.For bele connector plate design values see EBR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF (115BTR LOAD DURATION INCREASE = 1.15 BC; 2x4 KDDF #18131R SPACED 24.0" O.C. 1- 0) 92 2- 4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 364V -37/ 118H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -220/ 199V 0/ OH 1.50" 0.32 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 85V 0/ OH 5.50" 0.14 KDDF ( 625) "* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.018" @ 2'- 3.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.045" @ 2'- 0.7" Allowed = 0.435" MAX BC PANEL LL DEFL = -0.025" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.268" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 3-11-11 •� .� Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 17 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 1�) Truss designed for wind loads in the plane of the truss only. m 1 1 4 M-3x4 l l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 10-00 e 0 (y p Open, ,ca ��Ca1N��6) tt✓0. 89782PE nC JOB NAME : POLYGON 3410-D NH - CJ2 /' ,,.,. Scale: 0.4860 4111, WARNINGS: GENERAL NOTES, unless otherwise noted `r' ,,`rte' Truss: C J2 1.Builder and erection contractor should be advised of an General Nates I.This design le based only upon the parameters Shawn and Is for an Individual -S77 OREGON q and Warnings before construction commences. building component.Applicability of design parameters and proper CJ Y 2.Za4 compression web bradrp mud be Installed where*town Incorporation of copa mnenl la the responsibility of the building designer. „ay� ^� bruin 3.Additional temporary bing to Insure delft during construction 2.Design assumes the top and bottom chorda to be laterally bated al 77 'l is the responsibility of the erector.Additional permanent bradng of ?'o.c and et es a.0.respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure is the responsibility Utile building designer. 20 Impact bridgingsheathing or stet l b acing re.heel hmr.re s and/or drywan(BCJ. 1`.,S ` 3. Impactnttrs or bterel bredng required where Moven e PA L` SEQ.: K 14 8 7 3 6 4 4.No mad should be applied a any component until after el bradnn and 4.Installation of truss is the respondbinry of the respective contractor. fasteners are complete and at no time should any meds greater than 5.Design assumes trusses are to be used In a non-corrostve environment TRANS ID: LINK design mads be applied to any component. and are for"dry condition"or use. L� ( / / (� c 5.ComWTnu has no control over and assumes no responsibility for the 6.necessary. a mil bearing St an supports Mown.Shim or wedge it EXPIRES:ES. 12/311201.6 mbriulmn,handling.shipment and installation of components. Desiry drainage 8.This design N mrelehed subject m the limitations set forth by 8.Pates shall be loan assumes fed onabath faces ls of euvas,and placed so their center October 27,2015 TPPWTCA in BCS',copes of which wit be furnished upon request. lines coincide with joint center lines. !Area USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits mdicete sale or pate in inches. 70.For basic connector pate design values Sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1EBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-170) 221 3-5=(-287) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-347) 162 WEBS: 2x4 KDDF STAND 3-4=(-101) 63 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -78/ 534V -55/ 165H 5.50^ 0.85 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 10.9" -114/ 53V 0/ OH 1.50" 0.43 KDDF ( 625) 10'- 0.0" -42/ 268V 0/ OH 5.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOPICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.004" @ 5'- 1.1" Allowed = 0.270" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX BC PANEL TL DEFL = -0.428" @ 5'- 1.3" Allowed = 0.605" 5-11-11 MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.2" MAX HORIZ. TL DEFL = 0.003^ @ 9'- 9.2" M-1.5x3 Design conforms to main windforce-resisting 123 0system and components and cladding criteria. 9.00 4.4. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticale s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. CD A111111 l0 0 0 a 4. c Idl o M-3x4 M-1.5x3 y � y 1-00 y 'PROVIDE FULL BEARING;Jts:2,9,5 I 10-00 � PRO F :9782PE <' JOB NAME : POLYGON 3410-D NH - CJ340, -� Scale: 0.4485 .,I MINI / WARNINGS: GENERAL NOTES, unless otherwise noted: ". OREGON �� I.Balder and"radion contractor should be advhed dal General Notes 1.TMs design N based only upon the parameters Shown and is for an indhidual Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper +' 2.2r4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. .y G4 RY. 1 i(d 3.Additional bracing to mase slabNly during construction 2.Design andsome.the top and bottom chord"to bo hteralty bread at Is me responsibility of the erector.Additional permanent bracing of 2's.c. at 10 c.c.respectively unless broad throughout their length by (� continuous sheathing Such as plywood eheathing(TC)and/or drywaREIC). `` DATE: 10/26/2015 the overa"structure is the reunalb"Ity of the building designer. 3.2u Impact bridging or lateral bracing required where Mown** PAUL .\ SEQ.: K 14 8 7 3 65 4.No bad Mould be applied to any component until after all bracing and 4.Installation of trues Is the reaponstblety of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a nomconowv°environment, and TRANS I D: LINK design bads be applied to any component. Design for"dry condition"ring use. 5.CompuTme has no control over and assumes no responsibility for the e.°°"°"assumes full bearing a a supporta ancon.Shim or wedge 1! EXPIRES: 12/31/2016 bbdcation,handtbg,shipment and lnstala0on of components. 7.Design assumes adequate drainage h provided. October 27,2015 e.Thh design is furnished sublecl to the limitations sat forth by S.Plates aha"be bated on both faces atoms,and placed so their anter TP9WFCA In SCSI.copies of which MI be furnished upon request. fines coincide with joint anter lines. 9.Digits indicate Alza of plate In Inches. MITek USA,Ina./CnmpuTrus Software 7.6.7(1L)-E 10.For base connector plate design values see ESR-13/1,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-153) 194 3-5=(-252) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-318) 149 WEBS: 2x4 KDDF STAND 3-4=( -79) 37 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)001.) 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 533V -74/ 213H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -95/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) 10'- 0.0" -37/ 253V 0/ OH 5.50" 0.40 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 7-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" f 'f MAX TC PANEL LL DEFL = 0.007" @ 2'- 9.3" Allowed = 0.391" MAX BC PANEL TL DEFL = -0.931" @ 5'- 1.3" Allowed = 0.605" MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.2" IAt MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.2" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4, load duration factor=1.6, N 4 e End vertical(s) a exposed to wind, Truss designed forwind loads o in the plane of the truss only. 0 io 0 c o AIl -/ 0 1 M-3x4 M-1.5x3 y 1-00 y (PROVIDE FULL BEARING;Jts:2,4,5 I 10-00 y ~ (j�`V PR l;9.°' KG,<04."`C..0. SCi �7 es �" 89782PE v' JOB NAME : POLYGON 3410-D NH - CJ4 . • Scale: 0.4170 `.dit ••'� WARNINGS: GENERAL NOTES, unless o8ronvhe noted: Cr Truss: CJ4 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters.town and Is for en individual "f7 OREGON (tea". and Warnings before conWudlon commences. building component.Applicability of design parameters and proper / 0 2.2a4 compression web bracing must be Installed where shown.. incorporation of component lathe responsibility of the building designer. .ay (/A a,� +V V '� . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom atoms to be laterally r belt at 7 `7{`i J is the responsi811Iy of the erector.Additional permanent bracing of 2 o.c.and et 1 P c.c.respectively unless braced throughout their length by ` DATE: 10/26/2015 the oversl structure is the reaponalRl of the build) dealner. Ia Impactmridging or lateralsadng rewiredood hereeo netlrywel(BC). .n/t' +t \ N to g 4.In bodging or 18.lateral bowing required the where tNe co+a �'7 t,/L SEQ.: K1487366 4.Na load.nawdw.pWledtoameampanemtrsyarter.ubredrigand 4.mstepagonorwslalamereepanmblptyofinereapedlveeamndor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses ere to be used in a noncorrosive environment, deal bade be applied to an and are for"dry condition"of tee. TRANS ID: LINK o^ pP„e raomponest. 5.Comm:True has no control over and assume.no responsibility for the 6.Design assumes run bearing at at supporta Wow.Shim or wasp.a EXPIRES: 12/31/2016 febrceson,handling,shipment and installation of components. salary. '.Design assumes adedan drainage hprovided. October 27,2015 8.This design is furnished subject to the limitations set forth by S.Plates shat be located on both faces of truss,and placed w(heir center TPW TCA In SCSI.copies of which MMI be furnished upon request. Ines coMcide with joint center lined 9.Digits indicate sbe of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design saiues see ESR-7311,ESR-1988(Mitch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-199) 235 3-5=(-305) 259 BC: 2x9 KDDF #115TR SPACED 29.0" O.C. 2-3=(-369) 170 WEBS: 2x4 KDDF STAND 3-9=(-113) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 558V -93/ 262H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.2" -62/ 288V 0/ OH 5.50" 0.96 KDDF ( 625) 9'- 11.7" -78/ 128V 0/ OH 1.50" 0.21 NODE ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9-11-11 MAX TC PANEL LL DEFL = 0.011" @ 7'- 8.2" Allowed = 0.379" 1 ' MAX BC PANEL TL DEFL = -0.428" @ 5'- 1.3" Allowed = 0.605" -/ MAX HORIZ. LL DEFL = -0.003" @ 9'- 9.2" MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.2" Design conforms to main n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 0 No I r 2 Ad o /// 5 I o M-1.5x3 II EO PR per. S,gy 1-00 y (PROVIDE FULL BEARING;Jts:2,5,9 110-00 / (� GIN E / �' 8.782PE 1' JOB NAME : POLYGON 3410-D NH - CJ5 Scale: 0.3653 - 4. -es,.NI WARNINGS: GENERAL NOTES, unless otherwise noted, C/' OR. ry�'�y IL' �40 1.Budder and erection contractor should be advised of all hse General Nates 1.This design bad only upon the parameters shown and is for an Individual O -7REGON Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper //. �.v " 2.214 aompreeelon web bracing must be installed where shovm 4. incorporation of component b the roeponelbAlry of the balding designer. .A it r v1�^ 3.Additional temporary bracing to bear.stability during construction 2.Design assumes the lop and bottom seachoW to be laterally t their at . 'l J la the responsibility of the erector,Additional permanent bracing of 7 continuouso.and at 10'o c respectively unless braced throughout their length by DATE: 10/26/2015 the overall'timbre is tMro responsibility of budding de 2eltnMginorwehlbas acing required here cnestlrywaA(BC) PAUL �� ego ley o signer. 3.2s Impact bridging or senna bracing d sheathing(TC) he required where shaven** �"'A U 1� SE nn 8 7 3 67 4.No bad should he applied b any component anti after Si bracing and 4.Installation altos.is the responsibility of the respective contractor. Q• fasteners aro complete and et no time should any bads greater than 5.Design assumes trusses are to be used Ina nen-corrosive environment. design bade be applied m any component. and are for"dry condition"of use. V C .A r�r�.1/rf L� TRANS ID: LINK 5.CompuTrus hes no control over and assumes no responsibility br the 8.Design assumes full bearing at ci supports shown.Shim or wedge if EXPIRES: 12/3 A/2016 fabrication,handing,shipment end installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 S.This design le fumlehed subject to the limitations set torah by 8.Plates shall be located on bon faces of truss,and placed so their center TPIMRCA In BCSI,copies of which vii be furnished upon request. Ines coincide with)Dint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Ina./CornpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MITeh) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #ls BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting 2x4 KDDF STAND 9 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 3-01-04 0-03-12 T T T 12 4.00 D M-1.5x3 3 4 —/ O ti I N 2 O 01 M IIIIIIdtli 1 giliglIIIIIIIIIIIimmi 1 —/ Ad M-3x9 M-155x36 l y 1-00 3-05 8.782PE c JOB NAME : POLYGON 3410-D NH - D1 .r " Scale: 0.6603 . -^_ WARNINGS: GENERAL NOTES, unties otherwise noted: 4) Truss: D1 1.Builder and erection contractor should be advised or al General Notes 1.This design la based only upon the parameters shown and is for an individual 17 OREGON " and warnings before conetructlon commences building component.Applicability of design parameters and proper 4 2C V .y 2.2i1 compression web bradnp must be installed where shown 5. Design ratbn of component an Ie the rospo chords of the buy bra designer. �� •R f ` jr� 3.Addinonai temporary bracing to Insure etabllhy during wnstmctbn 2 Design and t IN'the top end bottom sus braced to be literally braced at N the responeNllty of the erector.Additional permanent bracing of 2'a.c.ea at ea e.c.respectively plywood use Nroughout ihek bngth by DATE: 10/2 6/2 015 the overal atruebae is the reaponsibnity of the building designer. ll Impost shgammr lteh ae delimed her sheen 5 drywelgec>. �j�' i� 3.In Impact bridging or lateral bracing requited respective shown a5 V SEQ.: K 14 8 7 3 7 0 4.No foal should be applied to any component untA after a9 bracing and 4.Installation Ohms is the responsibility of respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design mads be applied le any component. and ere for•dry condition^of use. 5.campurrne has no control over and assumes m responsibility form. B.Design assumes m l bearing at el supporta sheen,shim or wedge n EXPIRES: 12/31/2016 rebrk.non,handling,shipment and installation of components. 7.Desigassumes adequate drainage Is provided 6.This design is furnishedsubjectto the limitations set forth by B.Plates shag be located on both faces of truss,and placed so their center October 27,2015 TP9VRCA in BCSI,copies of which coil be furnished upon request. Anes coincide with joint center lines MiTek USA,Inc./Com uTrue Software 1L 7.6.7 9.Digits indicate size of plate In Inches. p ( )-E 10.For basic connector plate design values see EBR-1311.ES12-1908(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-44) 19 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 865 0/ OH 1.50" 0.19 KDDF ( 625) '* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.143" MAX HORIZ. LL DEFL= -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" Design conforms to mai n windforce-resisting -I system and componentsand cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.6, End vertical(s) are exposed to wind, o� Truss designed for wind loads I in the plane of the truss only. ol 0 N ,, jilindEIMMIENW 1 l M I f 1 2-_ 4.. 0 M-3x4 1 l l 1-00 3-05 (PROVIDE FULL BEARING;Jts:2,9,3 I `��V•NCaINR 0i ,. E. 4c� 2w c 89782PE <` JOB NAME : POLYGON 3410-D NH - D2 Scale: 0.8868 � WARNINGS: GENERAL NOTES, uNessaManvhe noted 1.Builder and erecdon contractor Mould be advised of ad General Notes 1.This design Is based only upon the parameter.shown and is for an individual OREGON Truss: D2 and warnings before construction commences, building component.ApplkaNlIty of design Parameters and proper 2.244 compression web bracing must be msielbtl wfiere shown.. Incorporation of component is the responNbNIN of the building designer. 3.Addition.'temporary bracing to Insure stability during construction Design assumes the lop and bottom chords to a laterally braced al Is the responsibility ohne erector.Aadglotnl permanent bracing or Z o.c.and al 10 o.c.reepectNely unless braced throughout their length by //yy (j continuous sheathing such es plywood sheathing(TC)and/or drywnu(BC). '--E4'+L `10/26/2015 DATE: the owarae sirudurs ie me respnnslbsry onha lending designer. 0.2s Impact bridging or lateral bracing required where shown.. V 44 bad should be applied to any component until oder al bracing and 4.Installation of Inns Is the reeponsiblty of the raspeclNe contractor. SEQ.: K 14 8 7 3 71 .Nfastener.are complete end at no time should any loads greater than 5.Design assumes trusses are b be used Ina noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are assuor mes fullbe bearing of use. E CompuTrus has no control over and assumes no responsibility for the e.Design..sums.hit haa ng at al supports shown.s nm or wedge B EXPIRES: 12/31/2016 fabrication,handling,shipment and InsteBstion of components. 7.Design assumes adequate drainage Is provided. October 27,2015 8.This design is furnished subject to the limitation set forth by 8.plates shall be bated on both faces of truss,and placed so their center TPINWCA in BCS(,copies of whkh 0,10 be furnished upon request. 9.lines nelhcooldcide with joint center (Ines. of plate In MITek USAinc./CompuTrus Software 7.6.7(1L)-E 10.Forbasto connector plate design values see ESR-1711.ESR-1ge8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 7 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti ti 0 o �9 � I M-3x4 l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 0-00 tkep PR()Fe ,s ,N <�ZJGIN�$R 2 4t" :9782PE JOB NAME : POLYGON 3410-D NH - J1 k.r► Scale: 0.5751 ,. WARNINGS: GENERAL NOTES, unless otherwise noted 1 Builder and eredion contisclor Truss: J 1 and Wammge before conetrudloonnould be commences.sstl of all General Notes bbnlding coms design pbased onent.n.Apppliability of design parameters andn the parameters shovel and 1proper individual 9�'OREGON g4a• " 2.2e4 compreseon web bracing must be Installed where shown♦ incorporetbn of component Is the responsibility of the building destgner. V�� 3.Add � .C}VAdditional lemponry bracing to Insure debility during construction 2.Deeign assumes me top and bottom chords to be laterally brewed at Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o c.respectively unless braced throughout their length by ..mss` DATE: 10/26/2015 . the overel structure la they2x ImpacoMlnuouct atehlbas pyng re aired lArs,.a ownandt+r dryweW(BCJ. �'^,Yt a..s responsibility Orme balding eestgner. 3.zs Impact bddgmg or!sterol breang required whore.sown++ U Lw ♦SEQ.: El4 8 7 3 7 2 4.No load should be applied to any component until after all bradng and 4.Installation of taros Is the responsibility of the respective contractor. lesteners are complete and al no time should any loads greater than H.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 8.CompuTnro has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supped.shown.Shim or wedge If •••ry �{ l EXPIRES: 12/3112018 fabrication,handling,shipment and Inetalletbis n of components. 7.Design assumes adequate drainage provided. October 27,2015 8.Thio design N NmlMed subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center TP WJFCA In SCSI,copies or which wig be famished upon request. Ines coincide with joint enter lines. MITek USA.Inc./Com uTrue SoM1ware 7.6.7 1L E S.Digits Indicate alae of plate In Inches. P ( )- 10.For bash connector plate de•Ign values see ESR-1311,ESR-1885 IMITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF NILBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF N1&BTR SPACED 29.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed = 0.472" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. o rn I M-3x4 l >L 1 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 8-00 PR or, w \A 'I NEE6, 4 :9782PE JOB NAME : POLYGON 3410-D NH - J2 ..► Scale: 0.5501 .111V- WARNINGS: / WARNINGS: GENERAL NOTES, unless otherwise noted , G*' J >ti4 1.Balder and eredbn controdor should be advised oral General Notes 1.This design Is based only upon the parameters shown and Is for an individual "4?,, �OREGONA tr• �: Truss: J2 end Warnings before construction commences. building component.Applicability of design parameters and proper f V 2.2s4 compression web bradsg must be Installed where shown• incorporation of component Is the responsibility of the building designer. ✓9, V A {� V '� 3.Additional temporary bracing to Insure stability doming construction 2 Design assumes the lop end Bolam MONS to be laterally braced at la the rosponcbllity or the credor.Addlbnal permanent bracing of 2'o.c.and at IP o.c.respectively anises braced throughout their length by IJ{,.. DATE: 10/26/2015 the oweral structure is the responsibility or the building decontinuous sheathing such as plywood she5 chars)end/or drywsA(BC). p/1.Li t p signer. 3.2e Impact bddging or hlerol bracing required where Mown♦c V L SEQ.: K1487373 4.No bad should be applied to any comporwn until after al bradng and 44..D Installation of bees es lathe e reaatoblblItyof Inthe r s��e cosive ntractor.environment, fasteners aro complete and at no tine should any bads greater than and are for"dry Cusses re to be TRANS I D: LINK design hast be applied to any component. 8.Design assumes full beadng at al supports shown.Shirn or wedge If 8.CompuTrushas nocontrol over and assumes noresponsibility for the EXPIRES: 1.2/31/2018 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drahape Is provided. October 27,201 5 8.This design le furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truce,and placed so their center TPfWTIA in SCSI,copies of which will be furnished upon request. Ines colndde with Joint center Ines. 9.Digits Indicate elze of plate In Inches. MiTek USA,Ina./COmpuTrub Software 7.6.7(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF N103TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2-3=( 7) 60 5-7=(-77) 163 5-3=( 0) 18 WEBS: 2x9 KDDF STAND 2-3=(-207) 0 5-7=(-79) 163 5-3=( 0) 67 3-9=( -28) 90 3-7=(-168) 76 LOADING TC LATERAL SUPPORT <= 12"OC. U014. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) B'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" 'I l' MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 17 4 Design conforms to main windforce-resisting ° ystem s and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 c load duration factor=1.6, O I End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. N 98 o 1m r M-1.5x4 o r o 11.-Mal c' 1 M-3x9 M-3x5 y y 1 1 2-03-12 4-11-04 0-09 ) b ) y 1-00 2-05-08 8-00 5-06-08 f'3 (PROVIDE FULL BEARING;Jts:2,4,7 I {vtD PR Ft, � - 89782PE <` JOB NAME : POLYGON 3410-D NH - J2C • Scale: 0.5126 '. �J \' M. • WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: J2 C 1.90lder and erection cont"dor should be advised or al General Notes 1.Thle design Is based only upon the parameters shorn and a for an Individual i? OREGON N. and Wanting*before construction commences building component.Applicability of design parameters and proper 11/(/ \J 2.204 compression web bracing must be Metalled where shown.. Incorporetbn of component Is the responsibility of the building designer. ,A,y .4 p r a.Adtllbnni temporary bracing to Insure eebillty during construction 2 Dastpn assumes the top and bottom drams to be leterepy t et 77 y Is the respondbility of the erector.Additional permanent bredng of 2 o.c.end al td o C raapectNety unless bread throughout their length by DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood aheethlng(TC)and/or drywep(Bc). PA U L (,�` l3.In Impact bridging or lateral bracing required where shown.♦ J.� 1- SEQ.: Ki4 8 7 3 7 4 4.No load should be applied to any component until aper ail bracing and 4.Installation Ohms M the responsibility of the respedhe contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design toads be appled to any component. and are for"dry condition"of use, B.CompuTnp hes no control over and assumes no responsibility ler the 8.Design numbs hill bearing at ail supports shown.Shim or wedge It EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes d. 8.This design is furnished sidled to the limitations set forth by B.Plates shall be located uoneboth ifaces nage io s�ruvass,and placed so the:,center October 27,2015 TPi,WfCA in SCSI.copies of which veil be furnished upon request. Ines coindde with joint center lines MRek USA,Inc./COmpUTfUs Software 7.6.7(1L}E 9.Digits indicate size of plate In Inches. 10.For basic connector plate design values eee ESR-1311,ESR-1988(MITA) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -159/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" 9 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" 4 4 MAX BC PANEL TL DEFL = -0.159" @ 4'- 1.9" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 09.00 Design conforms to main windforoe-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. 0 I o 7 1 1.7=s414 M-3x4 y y 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ,i\VD (-R Qs k. ��Gj �‘yGlhtE�r? /91 89782PE c" JOB NAME : POLYGON 3410-D NH J3 • Scale: 0.9979 / _eve. WARNINGS: GENERAL NOTES, unless otherwise noted CI 40 1.Bader and erection contractor should be advised of all General Notes 1.Thls design is based only upon the parameters shovel and Is for an Individual ••1�;L OREGON C) ,,,. Truss: J3 and Warnings before construction commences. building component.Applkebllty of design parameter,and proper r y ] b4 comproasbn web bracing must be installed where shown e. Incorpontlon of component lathe roapomibility of the fou=ding Oeagner. "9 A[7 v. 1 J <r. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et 7 I _+ lathe responsibility of the erector.Additional permanent bracing of 7 o.c.and x110 o c respectively as sty se4 a braced throughout their length by ct\V DATE: 10/26/2015 the overelstructure lethe ro responsibility of designer. 3 2xIImpaisbs�^IngwehlbedsH'gahedo eshownasywegec). ir U�. Spon Hy o g g or lateral brad ng K1487375 4.No bad should be applied to any component until after ail bradngand 4.le Design oft.sisthhs responsibility used f.eb�croe..�tor.nent. fasteners ere complete end et no erne should any bads greater than 9 TRANS ID• LINK design beds be applied to any component and are 1st^drysfullberiof use. 5.Compares has no control ever and assumes no responsibility for the 6.Designary.assumes hit Dearing et all supports shown.shim or wage if EXPIRES: 12/31/2016 ry• fabrication,handling,shipment and Ihnhaon of components. 7.Design assumes adequate drainage is provided. October 27,2015 furnished8.This design Is furnished subject tothe5 limitations set forth by 8.Plates shall be bated on both faces of Ines,end plead so their center TPLWTCA In BCS',copies of which will be furnished upon request. linea coincide with joint niter Ines. 9.Digits Indicate she of plate In inches. MiTek USA,Inc.iCompuTfus Software 7.6.7(1L)-E 10.For baste connector plate design values see ESR-1311,EBR-1988(61110k) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x9 ROOF #16BTR SPACED 29.0" O.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x9 KDDF STAND 3-9=) -73) 63 3-7=)-310) 190 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 926V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) B'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.9" Allowed = 0.270" MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed - 0.078" 4 MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" ° MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ti (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 o End vertical(s) are exposed to wind, I , Truss designed for wind loads in the plane of the truss only. NAINIII111111111110.........._ IN T.- 7 p...-- -1 .1 -m r0 M-1.5x9 of M6-304 0 0 1 M-3x4 M-3x5 J• l l l 2-03-12 9-11-09 0-09 l l l 1-00 2-05-08 8-00 s-os-oaj,,,EQ P R Ope 'PROVIDE FULL BEARING;Jts:2,9,7 04GIN -6, rpm :9782PE ter" JOB NAME : POLYGON 3410-D NH - J3C ,r -400 Scale: 0.9686 Nfil WARNINGS: GENERAL NOTES, unless otherwise noted � (I OREGON y plc /y F� 4t 1.Builder and erection contractor should be advbed of al General Notes 1.This design I.based only upon the parameters shown and Is for an Individual "' O R EG O N Truss: J3Cand Warnings before construction commences. building component.Appliubllityofdesign parameters and proper G (� �Q. 2.2u4 compreelon web bracing must be installed where shown+. Incorporation or component is me responsibility Orme building designer. .9 n t f.:,� 3.Additional temporary bracing to Insure etabllty during construction 2.Design assumes me top and bottom choke to be leterally braced at �l I is Me reaps Abi ty of the erector.Additional permanent badng of 7 o.c and at I Cr o c.respectively unless braced throughout their length by '� continuous shealhing such as plywood epee ing(TG)andbr drywal(BC). �./�IA. +t DATE: 10/26/2015 the overall structure Is the reaponeibllty of building designer. 3.Sc Impact bddging or lateral bracing required where shown++ �1 t,1 4 SEQ.: Ki4 8 7 3 7 6 4.No bad should be applied to any component until alter e8 bracing and 4.Installation of trues Is the responsibility of the respective contractor. %stoners are complete and at no time should any loads greater than 5.Design assumes trues..are to be used Ina non-corrosive environment TRANS I D: LINK sewers loses be.pp see to any component. 6.o+len assare for umes run nearing use. suppoNs shown.Shim or wedge 11 5.CompuTruehasnocontroleverandassumesnereepcnslbilltyforthe nece..ary. y EXPIRES: 12/31/2016 nbncaton,handling,shipment and Installation of components. 7.ledge assumes adequate drainage Is provided. October 27,2015 9.The deign Is Nmiahed eubjed to Sr.limitations set forth by S.Platen thee be located on both races of truss,end placed as their center TPINWTCA In BCS,copies of which will be furnished upon request. lines coincide with joint center lines. SDigIndicate e of platIn inches. ,MRek USA,Inc./Com uTrus Software 7.6.7 1L E 10.For basic connector plate design veluee see E5R-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 4k14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. 00N. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIP 0'- 0.0" -49/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. .� VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.956" @ 4'- 9.0" Allowed = 0.629" MAX TC PANEL TL DEFL = -0.967" @ 4'- 6.0" Allowed = 0.935" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 7 _n, Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) ae exposed to wind, Truss designed forwind loads in the plane of the truss only. tia o 1 Cev 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 BI 00 4\ GIN �^�J� :9782PE 9C` JOB NAME : POLYGON 3410-D NH - J4 ,r -mw Scale: 0.9357 / WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ 4) - Gr' 7 Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 17 OREGON ©� Q.. Truss: J4 end Warnings before construction commences. balding component.App6r.Nlly of design parameters and proper / y� ] 2e4 compression web bracing must be Installed where shown+. incorporation of component b the responsibility of the balding eestgner. .9, (//1 a�y .. V ' 6C 3 Additional temporary bracing to Insure stability during construction 2.Design and .110 the lop and lemon chords to be througlaterallyhout t al T 'l JY �„a h me responsibility of the erecter.Additional permanent bracing of T o.e.ant al sheathing o.c.rospedNely a ass braced)TC)a dl their length by ,C6 DATE: 10/26/2015 the overal structure Is the re niebllty of the building designer. II Impo'nrdging Sr sad,asptyng required where scan+r eryvnl(BC). "l 11:1A ,S/t Wo 3.b Impact bridging olarerel bracing roqulretl where shown,, +"1 SEQ.: K 14 8 7 3 7 7 4.No load mould be applied to any component until after all bracing and 4.Instalatien of truss is the responsibility MN*respective contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes trusses***be used Ina noncorrosive environment, design pada be applied to any component. and aro for'dry condition.'of use. TRANS ID: LINK 6.Design assumes full bearing.t all supports shown.Shim or wedge if EXPIRES: 12131/2016 5.Compullua has no control over end Noumea no responsibility for the masssry. fabrication,handing,element end installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so theft center TPOWTCA In SCSI,copies of etrlh will be furnished upon request. in..coincide with joie center line. B.Digit.Indicate Me of plate In inches. MITek USA,Ina./CampuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 68 2-6=(-230) ( 0) 18 BC: 2x4 KDDF #1&RTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 WEBS: 2x4 KDDF STAND; 3-4=(-122) 92 3-7= 482 361 2x4 KDDF STUD A LOADING ( ) LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT K= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 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: Designchecked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- ps f) 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 = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" f -/ MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" ° Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 'I in the plane of the truss only. I co 0 in M-4x6 3 O o Al -m IO M-1.5x4 0 6 M-3x4 0 0 M-3x4 M-3x5 l l l 2-03-12 4-11-04 0-09 l l l _co PR 1-00 2-0IDE e 8-00I 5-06-08 l .,C. ‘..,\GIN .. , ,/ ROVIDE FULL BEARING;Jts:2,7,9 c.; ; I. ,_44./ :9782PE �1.- JOB NAME : POLYGON 3410-D NH - J4C ,Ir ,.i Scale: 0.3929 ,_� / MINN WARNINGS: OENERAe design untaupo ttt.otherwise mete 17 OREGON e47 Truss: J9 C Binder and a ed on centrador stroud be advised of all General Notes 1.Thissing Is based only upon the parameters shown end Ia ler an individual ���sJl�d and Warnings before construction commences. building component.Applicability of design parameters and proper Q 2.244 compression web bredng must be Installed where shown+. Incorporalbn of component Is the reeponebAgy of the budding designer. �� �/�A Y yj, 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top and bottom chorda to W laterally braced at T is the responsibility f the erector.Additional permanent bracing of T o.c and at 10 a.c.respectively unless braced throughout their length by DATE: 10/26/2015 the averal structure is the responsibility of the budding designer. 22 Impact sheathing or eaehl badngreukeds plywood where tlryweA(BC). w �1 ng3.2t Impact bridging or lateral bradng requked where shovm++ /� [` SEQ.: K 1 4 8 7 3 7 8 4.No load should be applied to any component antl alter ad bradrp and 4.Installation of truss Is the responsibility of the respective contractor lastenera are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a nonconoaive environment, TRANS I D: LINK design bade be applied to any component. end are for"dry condition"of use. 5.CompuTros has no control over and assumes no responsibility ler the 6.Design assumes full bearing et ad supports shown.Shim or wedge if necessary. EXPIRES: 12/ /20 fabrication,handling,ampment and Inselhibn of components. 7.Design assumes d. O.This design IsNmishedsubject tothe lmiationsset forth by 8.Plaesshall Wbdledonaboth faces oftrdrainage is uss,aand placed sotheir center October 27,2015 TPI,WICA in BC51,copies of which x91 be famished upon request. Ines ceindde with Joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.for baste connector plate design values see ESR-t311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1R13TR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132) 59 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 49V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PUP. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 1.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 7'- 11.2" 129.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.9ft, TCDL4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. PAIMIMIIIMIMIIIMMIMIMMIIMIMIMMII ,,,,,/ _� / 5 I 1 M-3x4 PROF 1-00 8-00 1-11-11 01' 4'100 r ,J�yGINEF `lo 'PROVIDE FULL BEARING:Jts:2,5,3,4 Ct,rV 6 .O. ` :9782PE JOB NAME : POLYGON 3410-D NH - J5 Ai, '.ir Scale: 0.4026 ,;/ MW WARNINGS: GENERAL NOTES, unless otherwise noted: {+..y /c/'�/'y F�' N.I.Builder and eredion contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an Individual /f_ I .OREGON V�� Truss: J5 and Wamings before construction commences. building component.Appllwbtlty of design parameters and proper + ' -{�'• • 2.2s4 compression web bracing must be Installed vinare Move+. incorporation of component la the responsibility of the building designer. 9 V.Q i v:A b �/I 3.Additional temporary bracing to Insure stability during construction 2.Destpn assumes the tap and bottom Moble to be throughout braced at I lT ��,I Is the responsibility of the erector.Additional m era f T o.o.and at 70 c.c.respectively unless braced throughout their length by apopensee bracing o continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). PAUL .. ' � DATE: 10/26/2015 the overal structure late responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown++ SEQ.: K 14 8 7 3 7 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the reepedlve contractor. fasteners are complete end at no time shoutd any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment and TRANS I D• LINK design bads be applied to any component. Design fan dry condbearingion'of use. S.CompuTrus has no control over ash assumes no rsapon.W811y ler the 8.Design assumes tall bearing el ail supports shown.shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end instellensn of components. 7.Design saumes adequate drainage is provided. October 27,2015 6.This deuton Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of Inns,and placed so their canter TPSWTCA M BCS',copies of which will be furnished upon request. lines colndde with joint center thew 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 19.For besic connector plate design values see E5R•1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7'• IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 BC, 2x4 KDDF #1&13TR SPACED 29.0" O.C. 2-3=(-365) 71 6-8=(-283) 408 6-3=( 0) 69 WEBS: 2x9 KDDF STAND 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=( -86) 38 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PEE TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL.= 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11_11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -/ MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 12 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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-1.5x4 M23x4 0-3x4 M-3x5 1 1 1 1 2-03-12 4-11-04 0-09 11-00, 2-05-08 1 7-06-03 1 .1* ��D PR0P4` s 8-00 1-11-11 �.c NGINE6 9 , (PROVIDE FULL BEARING;Jts:2,8,4,5 j /ty,,, v(��`� --77Q(� ('') `�!�''^ V"'• 89 82I-E �` JOB NAME : POLYGON 3410-D NH - J5C • ' . Scale: 0.3317 / -^^ WARNINGS: GENERAL NOTES, unlessotherwise parameters ,, � OREGON Truss: J 5 C and W anderectionbefore contractor ct onouldon be advised of all General Notes 7.This design Is onset.only upon Applicability a p esign p r mover and Ip fop r lMlvbual ((��N� and Wemirgs before conelrudlon commences, b corpo comp onent.ponetlth of design pay of era and proper V ].214 compression web bracing must las installed where shown«. Incorporation of component Ie Me responsibility of the building designer. Z.Design assumes the top and bottom chorda to be laterally braced al T� 'IR Y '� _{<j � 3.Additional temporary bracing to Insure stability during construction T e c and at 10 a.e.roapadNety tribes braced throughout ihelr length by V Y is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pNwood sheathing(TC)and/or drywall(BC) . DATE: 10/26/2015 the overaoverallstructurestructurela the responsibility of the building designer. 3.2r Impact bridging or lateral bracing seesaw'where shown«« �j�U� SEQ.: K 14 8 7 3 8 0 4.No load should be applied to any component end after a8 bracing and 4.Instalation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in.noncorrosive environment, TRANS I D: LINK design loads be spelled to any component. and are for"dry condition"of use. 5.Coopuirns has no control over and assumes no respunsibINy for the 8.Design assumes MI bearing at all supports siwwn.Shim or wedge If EXPIRES:. 12/31/2016 fabrication,handling.shipment and Inetallatien of components. necessary. 7.Designsshaltassumes adequateobath face is prodded. October 27,2015 8.This design Is furnished sh pment n the IlmetIon s set bah n S.Peshag be located n dna faces of truce,and plana m their center TPNWICA In SCSI,copies of which coil be fumed upon request. Anes coincide with Joint caner lines. I.Digits Indicate We of pate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design value.see ESR-1311,ESR-110/8(MINA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-322) 301 3-9=(-121) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 999V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 997V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TLL/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 = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 yWind: 190 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factorl.6, End vertical(s) are exposed to wind, uo Truss designed for wind loads o in the plane of the truss only. -,o /77/ -I I ,,V0 P R°F e. 1-00 y 8-00 y 3-11-11 y ' ` ( IN� ��� CJY,, /0y. [PROVIDE FULL BEARING;Jts:2,5,3,4 I * 6 "(/� '.C' :9782PE <' JOB NAME : POLYGON 3410-D NH - J6Srale: 0.3549 Ilir /tom i/. . WS WARNINGS: GENERAL NOTES, unless othenvb°noted C.,."ad1 "p' /'�I�1 1.Builder end erection nntrador should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for en individual V, ••REDO'V„h N. Truss: J6 and Warnings before cenatrucibn commences. bulling component.Appllcebity of design parameters and proper 4 Nr 2.244 compression web bradng must be installed Muse shown*. knrporatbn of component 1a the responsibility of the building deegner. NF1 A y.�` r'� 4 3.Addlbnal temporary bracing to Insure stability during construction 2 Design red.t lU the top and bottom acechobraced to t laterally brantl at 7.Fir �7(^��! 'J Is the responsibility f the erodor.Adtllbnel M brodng of 7 o.c end at 10 e.c.roepedNsly unless throughout their length by l o e balding a 2.impact ua sheathing such as plywood eh°e etre(TC)andlor drywe8(BC). PA UL DATE: 10/26/2015 the neral Madura is the responsibility of the balding designer. 3.2a impact bridging or lateral bradng required where shown.+ 4.. SEQ.: K1487381 9.Noload should be applied Ie any component antl after al bradg and are Installation oftra1 lasses are sebeblused lyof Inae rsspsamNe contractor.contractor. , fasteners completen and at time should any b4.Design ads greater than design bads be applied to any component. sod are ter"dry condition.of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noreonsibWyforth. ° Design assumes spEXPIRES: 12/31/2016 eery. 4 i,. fabrication,handling,shipment and re limitations of components. 7.Design assumes adequate drainage is provided. OCtober 27,201 5 6.This design Is furnished subject to the limitation°set forth by 8.pates shall be located on both feces of truss,and placed so their center TPIPATCA F SCSI.rapes of whkh x11 be furnished upon request. Ines ccindde with Joint center lines. B.Digits Indicate size of pate in inches MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design yokes see ESR•1311,ESR-1808(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2-3=(-389) 369 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=(-150) 96 LOADING 9-5=( -94) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POP OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 994V -131/ 3701) 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 990V 0/ OH 1.50" 0.63 ROOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11 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 = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" hi MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 17 system and components and cladding criteria. 3 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ko load duration factor=1.6, 4f o End vertical(s) are exposed to wind, I o Truss designed for wind loads in the plane of the truss only. 0 0 c VA 0 1 6'-- M-3x4 y y � �ivD PROFFss 1-00 8-00 y 5-11-11 y ` �.4GINE "R /0 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I i.. V :9782PE - JOB NAME : POLYGON 3410-D NH J7 ��.-'� Scale: 0.3133 lirWARNINGS: GENERAL NOTES, unless otherMee noted: CI `_„ Truss: J7 1.Balder and endbn comrade Mould be advised dal)General Notes 1.mi.design b based only upon the parameter.shown and h or en individual y OREGON��f1"J and Warnings before cenehudron commences. building component Applicability of design parameters and proper /Alt. 2.2a4 compression web bracing must be Instalbd where shown v. Design waIncorporation a component Is the responsibility of the building designer. ,ey�. � (],� 3.AddBonal temporary bracing to insure stability during construction Z.Design end.t i s the top and bottom...braced to be laterally braced at 77 `_ Is the responsibility of the eredor.Additional permanent bracing of 7 ox. at 10 o c respectivelying.006. pI,unless throughout their length by DATE: 10/26/2015 the overall abudarelathe reeRl o Impact bridgingrdggenitenOwingreuirewheresown•• aA(Bc) /*a,s�` [2 responsibility of the building designer. 3.Zs Impact ettrueor lateral Owing required where snows+• C` SEQ. : K 14 8 7 3 8 2 4.Na load should be Implied to any component until alter all bracing and 4.Installation oftrus•la the respenstbikty or the respective contractor. fasteners are complete and at no time mould any bads greater than 6.Design seeumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design load.be applied to any component. end are for Wry condition.of use. 12/31/2016)/ I� I 5.CompuTrus has no control over and assumes no responsibility for Ms 6.neueea.comas All Searing st ell supports shown.Shim or wedge If EXPIRES: I`2/31/'G0 1 fabriwtbn,handling,shipment and installation of components. ry' l,� 6.This design is furnished subject to the limitations set forth by7.Design assumes Weddle both to prnsu,a. October 27,2015 B.Plates shell be bested on both taws of trues,and placed se their venter TPIIWICA in BCSI,copies of which MA be furnished upon request. Anes coincide with joint center Wee. 9.Digits indicate sin of plate In Inches. MITek USA,Inc./CompuTru6 Software 7.6.7(11_)-E 10.For basic connector plate design values see ERR-131 t,ESR-1 985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #115TR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1fiBTR SPACED 29.0" O.C. 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"OC. U014. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 427H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 16851 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 973V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 10-10-03 5-01-08 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL= -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" M-3x5(S) Design conforms to main windforce-resisting system and components and cladding criteria. 12 ++ Wind: 140 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, to Truss designed for wind loads o in the plane of the truss only. a 0 ti CD 4, 4, t qI 1 _ 6-r-- 1 M-3x4 ���cGO PROpe ), y ). ,L 5 NGINEe• / 1-00 8-00 7-11-11 " 19 .91,,r (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I v„ 89782 PE JOB NAME : POLYGON 3410-D NH - J8 Scale: 0.2745 ,j��e/' 111411 WARNINGS: GENERAL NOTES, unless othennse noted: �'yp /''� s>., 7.Bottler end erection contractor mould be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an individual 15', i' .Of EGON�(; `.. Truss: J8 and Warnings before construction commences building component.Applicability of design parameters and proper +sr Iter♦ `J 2.2x4 eompreaaon web bracing mud be malalled Mare shown« incorporation of component is IM responsibility of the bulldog daagner. ""9 v/C�Cf`� E> ,(� 3.Additional temporary bracing to inure stability during construction 2 Design assumes instep and bottom chords to be laterally braced al rT I �Rf Is mere responsibility of the erector.Additional permanent bracing of 2 o.c.and at ea5 Dene reeped.ely unless braced throughout their length by ask spotcontinuous sheathing such as plywood sheathing(TC)and/or drvwall(BC). ' �A..0 .. vs DATE: 10/26/2015 the event structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown«« 4.Ne load should be applied t any component unit alter all bracing and 4.Instaiaton of trues Is the responsibility of the respective contractor. SEQ.: K 14 8 7 3 8 3fasteners are complete and at no time should any loads greater than 5.Design assumes(tosses are to be used In a non-corraave environment, and are for"dry condition^of use. design bade be applied to any component. TRANS ID: LINK 5.ComWTruehasnocontroloverandassumesnoresponalbiliyfortha 6.Oeeadna.aomesMlbee ngdeAwppo eshovm.Shimor wedge If EXPIRES: 12/21/2016 febdoation,handling.shipment and installation of components. rv. ober 7.Plabe beeadequatedrainage OCt0V?.f 27,2015 8.This design is furnished cabled to the limitations set forth by B.Plates snit located on both!etas of trues,and placed so their center i TPIWTCA In SCSI.copies of which will be furnished upon request. N.plans coincide Indicata ate of plate to Indra. MITek USA,Ina./COmpnTrua Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-7311,658-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 7.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE (AID Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 POE' Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 I 1 _ M-3x4 4 l l y 1-00 10-07 89782PE JOB NAME : POLYGON 3410—D NH — P1 • Scale: 0.6040 . � .. Affilr WARNINGS: GENERAL NOTES, otherMse I.Maderted OREGON G©� Truss: P 1 1der and erection contractor should be advised of Is rd General Notes 1.This design based only upon the paramparameters shown and Is ler an individual x. (��+ and Warnings before construction commences. building component.Applicability of design parameters and proper y . 2.254 compression web bradnp mus be Installed where drown+. Incorporollon of component la the responsibility of the building designer. ..�+) ittor z, Additional temporary lensing fo ineare stability during construction 2.Design andatlmanes the top and bottom chords to be laterally their et 7� � Y tithe responsibility of the erector.Additional permanent bracing of Dec. and o.c.such unless braced throughout their length by `4 DATE: 10/26/2015 the secret structure la the ro continuous sheathing such es plywood aheething(TC)and/or drywall(BC). ` �1 eponsiblity of the building designer. 3.Dt Impact bridging or lateral bradng rewired where Mown*+ 1.. SEQ.: K14 8 7 3 8 4 4.No bed should be applied to any component until after all brodng and 4.Installation alma Is the re•pondblRy of the rospectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonroormdve environment TRANS ID: LINK design loads be applied to any component. and are hr"dry condition"of use. 5.CompuTnts has no control over end assumes no responsibility for the 8.Dead assumes MI bearing el all suppose drown.Shim or wedge it l,� EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Designssume•adequate drainage Is provided. October 27,2015 8. This design b NndMed subled to the limitations set forth by S.Plates shall be heated on both faces of truss,and placed so their center TPI,W1CA In SCSI,copies of which will be furnished upon request. Ines colndde with joint center lines. 9.Digits Indicate aim of plate In Inches. MiTek USA,IDo./CornpuTrus Software 7.6.7(1L}E 10.For basic connector plate design values see ESR-1311,ESR-11288(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 7.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1.6BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-207) 605 6-3=( 0) 238 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-693) 135 6-7=(-211) 599 3-7=(-662) 186 WEBS: 2x4 KDDF STAND3-4=( -89) 82 7-4=(-132) 105 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -76/ 571V -93/ 129H 5.50" 0.91 KDDF ( 625) 10'- 7.0" -52/ 943V 0/ OH 5.50" 0.71 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 5'- 8.4" Allowed = 0.483" MAX TL CREEP DEFL = -0.027" @ 5'- 8.4" Allowed = 0.644" MAX HORIZ. LL DEFL = 0.004" @ 10'- 1.5" MAX HORIZ. TL DEFL = 0.007" @ 10'- 1.5" 5-10-02 4-05-02 0-03-12 ,� 'f 'f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 M-1.5x3 S Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, YEnd vertical(s) are exposed to wind, o Truss designed for wind loads in the plane of the truss only. 3x9 3 I I M N ,-I 1 1: _..gilIllhlillIllIllikb•- MIGI 1 -/ 2► 6 7 C, M-3x4 M-1.5x3 M-3x4 ) . l 5-08-06 4-10-10 y 1-00 y 10-07 ) �{�.�D P R°pens ��c.5 ENGIN ©gyp 89782PE r JOB NAME : POLYGON 3410-D NH - P2 `'�Js�♦�'/' Scale: 0.9915 WARNINGS: GENERAL NOSES, unless oelerwt.e noted: C/ OREGON 1.Budder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and t.for an individual ? OREGON Ns © �},,. Truss: P2 and Warning.before construction commences. building componentApplicability of design parameters and proper f �` 2.2r4 compresbn web bracing must be Installed where ellen«. incorporation of component b the responsibAity of the budding designer. C//i� 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the lop and bodam e.,chobe to be laterally their at I 'ly J Is the responsibility of the erector.Additional permanent bachp of T o.c.and Hid o,c.sante.5 sly cents==braced throughout thele length by r DATE: 10/26/2015 the overal structure la the responablly of the building de.l ner. 3.continuous bridging oe I n I braad�asgohed where eseen«r tlrywal(BC). pJl,'+l '�' rg g p god sheat wrier.shown«« AU 4. SEQ.: K1487385 4.No load ehoubbeapplied to any component until after all bracing and 4.Installation Lebonofhos.Iht s ere responsibility be fthe in h reapenthhea neater . er fastens are complete and at no time should eny bM5.Ins ads greater engn assumes trusses TRANS I D: LINK design bade be applied to any component. 8�r�aro for"dry fullbsarin f cel al supports mown.Snlm or we If 5.CempoTrus hes no control ever and essumas no responslblly for the ce:N animas p awedge EXPIRES. 12/31/2016. ry fabrication,handling,shipment and inaddletbn of component.. 7.Design assumes adequate drainage is provided. OCtObe r 27,2015 6.This design Is Nmished subject to the dmletbns set forth by 9.Plates shall be located an both faces of truss,and placed so their center TP WVICA in BCSI,copies of which x11 be furnished upon request. Ines coincide wlh joint canter lines. 9.Dints Indleete eNe of plate In Indies. MITek USA,Inc./COmpaTrvs Software 7.6.7)1L)-E to.Fef baste connector plate design values eee EBR-1311.158-1998(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1S3TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-48) 64 3-5=(-241) 172 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-100) 89 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF I ' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA SI TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -67/ 463V -31/ 92H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.0" -37/ 318V 0/ OH 5.50" 0.51 KDDF ( 625) ** For hanger specs, - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.229" @ 3'- 11.2" Allowed = 0.455" MAX TC PANEL TL DEFL = -0.306" @ 3'- 11.2" Allowed = 0.683" 7-05-04 0-03-12 A f MAX HORIZ. LL DEFL = 0.001" @ 7'- 5.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 5.2" 9.00 C.'". Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 4 -/ Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, g (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. + 0 N o1 -adlliggllgillIllIllIllIllIlIlIll CD 101111110111111111111111.1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 INIMMEMINMEMMOMMEMOMMEMOMMINEMMIMMONd 0 2 ' S -/ 11.-- i 0 M-3x4 M-1.5x3 l > )' 7-05-04 0-03-12 l ' y 1-00 7-09 f pp � ., r nOi ��` t,\ IN R ,wow 44 9782PE 1.-- JOB JOB NAME : POLYGON 3410-D NH - P3 Scale: 0.5462 WARNINGS: GENERAL NOTES, unless*Merwle noted TrussP 3 1.Builder and erection contractor should be advised of al General Notes I.This design Is based only Won the parameters shown and Is Bran Individual ss� and Warnings before conmdlon commences building component.Applicability of design parameters and proper Q 2.2s4 compression web bracing must be Installed where stmwn+. incorporation of component Is IM responsibility of the building designer. -TA G4°l Y 15 OREGON ��, 3.Additional tem 2.Design assumes the top end bottom chards to be laterally braced at 'l porory bracing to insure debility during construction 2 o.c.and a1 10'o.c respectively unless braced throughout Mair length by _`fit responsibility theresponsibility of the erector,Additional permanent bracing o/ continuous sheathing such es plywood sheathing(TC)tinder drywaR(BC). A,.Y L DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2t Impact bndging or lateral bracing required where shown v• u{+, SEQ.: K148738 6 4.No load shoes M applied to any component until after al bracing and 4.Installation of truss is the reaponsibiNly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment. TRANS I D: LINK design leads be applied to any component. and are for dry condition"or use. 5.Compurrus has no control over and assumes no responsibility for the B. Design assumes roll bearing at all supped,shown.Shim or wedge It EXPIRES' 12/31/2016 fabrication,handling.shipment end installation of components. necessary.ss 7.Design shall eaaded on bot facesnage o rusd. and 27,2015 8.This design Is furnished subject to the limitations eel forth by B.Plates MaR be located on both faces of truss,and plead so their center TPIIWICA In SCSI,copies of which wig be furnished upon request. Ines coindde with joint center lines 9.Digits indicate sine of plate In moms. MITek USA,Ino./Compulrus Software 7.6.7(1L)-E 19.For basic connector plate design values see ESR-1311,ESR-IOM(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"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 PIP Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. M-1.5x9 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-05-04 0-03-12 T T f 12 4.00 v M-1.5x3 4 —/ i1I to 0 1 N 2 N H 1r I m 1 / 0 5 6 M-3x4 M-1.5x3 l , l 1-00 7-09 . 2 't :9782PE <' JOB NAME : POLYGON 3410—D NH — P4 Scale: 0.5837 'r .I WARNINGS: GENERAL NOTES, urdees otherwise noted - Car, , �4 1.Builder and erection contractor should be advised of a1 General Notes 1.Ibis design is based only upon the parameters shown and is for en Individual J'-OREGON [^� .. Truss: P4 and Wamtngs before construction commences. building component.Applicability of design parameters and proper .��u�jl�J'. 2 2.2r4 compression web tenting must be Instelletl where shown e. incorporation of component Is the responsibility of the building designer. T —AIR Y; 1 iG .� 3.Additional temporary bracing to Insure debility during construction 2.Design aswmaao n.lop and bottom chorus to braced throughout Nterelly braced at ♦ J �4Y. Is the responsibility of the erector,Additional permanent bracing of T Minuau nd ehesthln f each ea sty unless a thl TC and/or tlrynoi)EE), DATE: 10/26/2015 the overal structure lathe responsibility of the building designer. 3.2i Impact bridging or lateral braining plywood where.hewn n ) �"�U�- ` SE K 14 8 7 3 8 7 4.No load should be applied to any component until.Ser tel bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4 fasteners an complete and at no time should any Peds greater than 5.Design names trusses are to be used In.noncorrosive environment, design bade be applied to any component. end are for"dry condition"or use. ry t].d(.,�y .4 p TRANS ID: LINK 5.CempuTrshes nocontrol over and esaumesnoresponsibimyfor the 6.Design.asumeshdlbee ng at.Awppotedrown.Shimorvndpaif EXPIRES: 12/31/2016 wary. fabrication,hating,dllpment and ation of component.. 7.pedgn assumes adequate drainage is provided. October 27,201 5 e.Ibis design le furnished subject to thec NatIlmgatbna set forth by 8.Plates shag be located on both faces of buss,end placed so their center TPNNfCA in SCSI,copies of which MI be furnished upon request. Ines coincide with Joint center lines. 9.Diggs indicate size of plate In inches. MiTek USA.Ina./CampuTrus Software 7.6.7(1L)-E 10.For basic connector plate design veiues see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C4 1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-4=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (P9) 1'- 11.7" -20/ 415 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" .� MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti o o � I 06:2114 4 OE:Eil -1 M-3x4 l l 1 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 0\0 PR0Fes Es r1GIN '4 '`C7 .4t" 89782PE JOB NAME : POLYGON 3410-D NH - SJ1 Scale: 0.6696Mir K,.a' � WARNINGS:S: O.ml.de design is NOTES, udeupot the parameters OREGON 'F Truss: SJ1 t.endwand beorcenbadorehoNdbeadlaetlofailGenarelNotes holddesignisnent,ontyuponuepeelgnproepwnand Nbranmawmaal 0 and Warning.before conshudbn commences. building component,AppllcaNlity of design parameters and proper 10 2.204 compression web bredrp must be re of ed where shown.. Incorporation of component Is me responsibility of the building designer. ..ay 3.Additional temporary bracing to mwre stability during construction 2.Destgn.seams.the tap and oeIy sir ops o be lelerelty braced at l� �'T lI " 1f..' �' le the responsibility of the erector.Additional permanent bracing of T ac.end at 7 P o.c.roepecd ply oed.braced throughout their length by ��/ DATE: 10/26/2015 the ov.r.1 structure Is the responsibility come build) des ner. continuous sheathing such as plywood Mee where ocer a tlrywaA(BC). ng a 3.2.loped bridging or lateral bracing required where.hewn.. SEQ.: K 14 8 7 3 8 8 4.No bad should be applied to any component until after ail bracing and 4.metanenon of is the responsibility of the respective contractor. fasteners ere cempl.te and at no time should any bads greater than 5.Design assumes trusses are to be used m e nonconosve environment, TRANS ID: LINK design loads beapplied toany component. end ere for"dry condition.of use. 5.Command has no control over and assumes no re.ponalbllIy forth. B.Design assumes mil bearing at.A supports shoved Shim.r wedge K necessary. EXPIRES: 12/31/201 hbdce8on,handling,shipment and hesitation of cemponenta. 7.8.This design I.lumtehed subject to the limitations set forth by B.Plates nshal be boatassumes ed oneboth Nees of drainage isprovided. E. placed so theircenter October 27,2015 TPUWICA In SCSI,copies of vfiich w1A be furnished upon request. Ane.coincide with Joint center lines. MiTek USA Inc./Com Trus Software 7.6.7 0.Digits Indicate size of plate In Inches. W 1L( ).E 10.For basic connector plate design values see ESR-1371,ESR-Ilea(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF U1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PIE' Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00 7 3 -/ MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002^ @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), up load duration factor=l.6, o II End vertical(s) are exposed to wind, Truss designed for wind loads o I in the plane of the truss only. rn o o / 0 1./i M-3x9 1 1 1 1 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I 4,11.0) PROFe e`er~ � �i�E�R •0�' c •9782PE C' JOB NAME : POLYGON 3410-D NH - SJ2 • -•ie Scale: 0.6592 WARNINGS: GENERAL NOTES, unless otherwise noted' �� 0CyC�/1iN\1 1.guider end erection contractor should be advised of all General Notes 1.This deign is based only upon the parameters shown and is for an Individual R E VO�f VV O Truss: S J2 end Warnings before construction commences. bulding component.Applies/PIM of design parameters and proper ( 2.Rd compression web bracing must be Instal ed where Moven+. incorporation of component lathe responsibility of the building designer. .y �qRY Ab 3.Additional temporary bracing to Insure stability during construction 2 Design ad St 15 ms top and bosom MONS to M laterally braced et 4 by Is the reaponedtly of the erector.Additional permanent bracing of T continuous s ssheathingrsuch as plywood sMething(TCctNely unless braced 1 and/or drywaA lengthhout their ). r-111-11- v DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where shown+« ' �� 4.No load should ba applied to any component until after all bracing and 4.mataletln of tuna Is the responsibility of the respedke centrector. SEQ.: K 14 8 7 3 8 9 fasteners are complete and at no time should any loads greater man 5.Desgn assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design Nada beapplladtoany component. and are for dryeondbariofnae. 5,CampuTrus has no control over and assumes no responsibility for the 6.Des nn assumes NII bedn9 et est supports ahovm.shim or wedge a EXPIRES: 12/31/2016 e1 t31/2/11LS fa is de an,handing,shipment and installation of components, 7.Design assumes adequate drainage is provided. October 2/,2015 6.This design N furnished subject to Me limitations set faith by 8.Plates shall be located on both faces of trues,and placed so their center TPIMTCA In SCSI,copies of which will be fomehed upon request. 9.lines Digit oindindicddteeftith of joint plate ceinnter lines. MiTek USA,Inc./CotnpuTrus Software 7.6.7(1L)-E IN.For basic connector plate design«slues sea ESR-1311,158-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF P16BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x9 KDDF p16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 1 92.0 PIP 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 12 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" 9.0017 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -f MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 1 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 o 07 o f I o I 101=M 3 , M-3x4 1 l l 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 I oPROpe • cc� NGIN� /p.0.� �' 89a7782PPPE <' JOB N • AME : POLYGON 3410-D NH - SJ2X • Scale: 0.6561 1•V MEW ���� �( WARNINGS: GENERAL NOTES, unless otherwise noted Truss: S J2 X Sunder end eredbn contrador ehcud be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -17 OREGON rya s and Warnings before construction commences. beading component Applicability of design parameters and proper S IV CP ` 2.2a4 compression web bradng must be imblled where shown-0. Incorporation of componentla the responsibility of the building designer. ..A A e.�a-.i V r(}'. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lelereily braced at 7 `7!*(Y/ir } 4 lame responsibility of the erector.Addiseral permanent bracing of T c c end at 10 o.c.respectively unless braced throughout their length by • /� 1 '- DATE: 10/26/2015 the overen structure Is the reasonability f the building de continuous bridging orng suerh as bradng rplywooe uir a share s and/or tlrywaA(BC). �A PAUL �� y o ng saner. 3.2a Impact bsdging or the required where shown 0t« SEQ.: K1487390 4.No bad should beapplied toany component untoafter anbredrgand 4.Installation oftruss letheresponsibilityofthe respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are b be used in a nonbonosive environment, TRANS I D: LINK design bads be applied to any component. end era for"dry condition"of use, 5.CompuTrua has no control over end assumes no responsibiny for the 8.Design assumes full bearing Stan wppori.Nowa.shim ar wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. esery. 7.Design assumes adequate tanedsigprovided.designcubedthePlates fases of Inas,and placed co their mitten TPOWfCA hr SCSI,copies of which Mn be furnished upon request. lines coincide with joint center line uTrus Software 7.6.7 1 L E 9.Digits indicate CAs of pate in Inches. Mtlek USA,Inc./Com P ( )• to.For basic connector plate design values see ESR•131 t,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF 41613TR SPACED 29.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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" -25/ 310V -55/ 16511 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 197V 0/ 011 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.059" 3 -/ MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 ' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads o in the plane of the truss only. 0 c o1 cMill 0 1 M-3x4 1 l k k 1-00 2-00 3-11-11 +L, PR (+ 'PROVIDE FULL BEARING;Jts:2,9,3 I {(;" 0 61/ wC� • i �rA �rr-7 8.782PE r • JOB NAME : POLYGON 3410-D NH - SJ3 . Sale, 0.5345 . WARNINGS: GENERAL NOTES, unless otherwise noted. CI 4) 1.Builder and,radion contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and re for an individual -sr+"OR EGON�N. r�.. Truss: SJ3 and Wamingsbefore consructioncommences. buidingcomponent.Applkablmyofdesignparametersandproper '(i/�. 2.9 4 compression web bracing must be Instal ed where shown.. incorporation of component Is the responsibility of the building designer. +t1 /f `„ A IG 'v . 3.Additional temporary bracing to bwre stability during construction 2.Design assumes the lop and respectivelybottunless dards is be lahrelly throughout their length el 7 "7 Y 1 J�.-s y la the responsibility of the.radar.Additional permanent bredng of D continuous me.and aaheetmngsuch a plywood shealhing(TC)and/or drywall BC). P t t DATE: 10/26/2015 the overall structure Is the responsibility of the buiding designer. 3.Di Impact bridging or lateral bredng required where shown** A.U 4.. SEQ.: K 14 8 7 3 91 4.Na Mad should be applied to any component until after ail bracing and 4.IInnsst Baton of truss is thehe repo sibilty f tthenreappectNe contractor. fasteners are complete and at no time should any loads greater than ender,rssuary Incises re tousbe TRANS I D: LINK design bads be applied to any component. 8.Design assumes full bearing at al supports shown.Shim or wedge if 5.ComWMconTrueanotrolover and assumes noresponsibility orthe necessary. EXPIRES: 12/31/2016 fabrication.handling.shipment and inW.lhtlon of components. 7.Design assumes adequate drainage Ia provided. October 27,201 5 8.This design is furnished+abject to the limitations eel forth by 8.Plates ahaA be located on both faces Ohms,and placed ss their center TPBW1CA in SCSI.copies 01w11071wG be furnished upon request. Anes coincide with Joint center lines. 9.Digits indicate aka of plate in Indies. Wel(USA,lnc./CompuTrus Software 7.6.7(11)-E 10.For bead connector plate design value.see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-182) 120 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" 0/ 249V -74/ 212H 5.50" 0.90 ROOF ( 625) 1'- 9.2" -145/ 296V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.6" -125/ 198V 0/ OR 1.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" 3 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX BC PANEL LL DEFL = 0.008" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" / IIMAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" :11F.Z..1 9. 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l.6, to End verticals) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. 0 0 0,111111.1�� 0 M-3x4 ) 1-00 y 2-00 ) 5-11-11 y rr O PRQ;c�,5 5 PROVIDE FULL BEARING)Jts:2,4,3 ,{ '�(A� //� 444 8��V9�V7A 821P(�E "r" JOB NAME : POLYGON 3410-D NH - SJ4 Scale: 0.4473 IOW WARNINGS: GENERAL NOTES, uress otherwise noted: Truss: SJ4 1.Builder and erection contractor ehodd be advised of all General Notes Thls design Is based only upon the parameters shown and is for an individual a 'S7x-OREGON a.� • end Warnings before construction commences. building component.Applicability of design parameters end proper L /'- �('�� Q 2 2a4 compression web bredng must be InSaHad where shown*. Incorpanllan o!component Is the responsibility of the founding designer. IX,�'[J C/�h r (•+ ¢ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to M laterally braced et T j"� J Is me responsibility o!me eroctor.Additional permanent bracing of 011k'4 T o c.oa at 1a Docs respectively unless brocad throughout their length by DATE: 10/26/2015 the overall structure lathe rogwnaMlof the buNdl de continuous sheathing such se plywood sMsming(Tc)anmor drywan(BC). p1.' L. , M ng signer. 3.a.impact boning or erel bracing required where shown.ee Le SEQ.: Ki4 8 7 3 9 2 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners aro compels and et no lime should any bads greater than 5.Design assumes trusses aro to be used Ina non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. and are for"dry condition"ofuse. 5.CempuTrue Me no control over and assumes no responsibility for the e. Design rut bearing al all support.Mown.shim or wedge If EXPIRES: 12/31/2016 fabrlcetion,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design is furnished subject to the Ilmttalbrls set forth by 8.Plates shall be located on both feces of teres,end placed so their center TPWWTCA In BM,copies of which toll be furnished upon request. lines coindde with joint center line. uTrus Software 7.6.7(1L E 9.Digits Indicate size of plata In menta MiTek USA,Inc./Com p )- IN.For basic connector plate design values see ESR-7311,ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Center on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. DamageInjury 3/a plateI I (Drawings not to scale) or Personal In rY MEDimensions are in ft-in-sixteenths. ipik. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For O 1/16' 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 �-� !c()._ 166,11pLyAltziJ d stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building c7-e C6-7 C5-6 designer,erection supervisor,propertyowner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties.p plates 0-tna. from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint 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 I indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i• Indicated b symbol shown and/or SYP represents values as published specified. �i y y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is Installed,unless otherwise noted. BEARING Nes- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior \ ? (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. reaction section indicates j 1 number where bearings occur. oint ® 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MEN 11/140 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. sl is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, hiliTekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013