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Plans (29) -7 YvSTion_ 00I3 , 3z.5, MiTeklp 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. P R � °F ass>a, �c�� NGINEF 87022PE cn ,� tv �'o>, OREGON tisQui '2, 4i, 11�p� EX' .06/30/ October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355_UPPER F01 FLOOR 1 1 Job Reference Soptional) Pacific Lumber&Truss Co., __ -Beaverton,Orenon`'- 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:20.20:10-Page 1 - . ID:s3crybS_6sJgMSM2Sm_Dy9giZ-78J1 rY?d5vDVTbKMJBy122_DyCYjGwiZPT4JdoyPA2r 10-10-01[ 1-2-0 II 1-0-12 I I 2-6-0 I 2-4-9 II 1-2-0 11 1-9-11 1 13-8-01 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 l'-‘- 11%111 .1. 13 T .� a ° -e e• v - o r, NMI RC 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 1 8-8-5 3-51 I 19-6-8 I 22-11-8 3-6-12 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— 12:0-1-8,Edge1,13:0-1-8,Edge1,118:0-1-8,Edgel,119:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-377/Mechanical,21=950/0-7-0,24=1510-1-12,16=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=01553,4-5=0/559,5-6=-1478/0,6-7=-147810,7-8=-1478/0,8-9=105110, 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. ��) PR ore i co ‘AGIN -iti /0 Q 87022PE y fi"Cj, OREG•N o�ti 00 1E3ER 1'' A. Hee; EXPIRES:06/30/2017 October 27,2015 a a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. 1 AIIr=__,_ - Design valid for use only with•MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �. a truss system.Before use,the building designer must verify.the applicability-ot design parameters-and-property incorporate this design into the overall building design. Bracing indicated isio prevent buckling'of individudtfiot4 web and/or chorcl'rnerribers only.Additional temporary and permanent bracing iTek° . . • <.. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755190 PL15-355_UPPER F02 FLOOR 6 1 Job Reference(optional) Priciliri Lumber&Truss Co., Beaverton,Oregon 7.530.s Jul 11 2014_MiTekindustrles;IN,Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-VWRnGDOtdWTDiuUkRc?V7T3WV?I5ksHrtnZQigyPA2p 1 1-o-o 1 0-Mv 11i� Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 1- m o v c -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 1I7-0221 I 23-9-0 I 16-5-2 0.7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- [18:0-1-8,Edqel,129:0-1-8,Edge),130:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1608/0,3-4=1608/0,4-5=2891/0,5-6=-2891/0,6-7=3859/0,7-8=3859/0, 8-9=-4510/0,9-10=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=0/1068,438=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=-991/0,2426=1187/0,24-27=0/1072,22-27=931/0,22-28=0/841, 20-28=768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. .D P R OF'- 3)Refer to girder(s)for truss to truss connections. cS' 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 �Co<(51‘V. N�`7 �/� attached to walls at their outer ends or restrained by other means. 17 87022PE r' �y x.01, OREGO 2i'iti -�On �,13ER ��,\P,� • - A. HECK EXPIRES:06/30/2017 October 27,2015 OC WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE WS l Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall -.- . AVIS .. buildingdesign. Bracing indicated is toprevent bucklingof individual truss web and/or chord members only.Additional temporary andpermanent bracing Fr . 9 9� Po ry 9.' .. _:.�a��k`.• ,.: is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the. 7777 Greenback Lane fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755191 PL15-355_UPPER F03 Floor 5 1 Job Reference(optional) . Pacific Lumber&Truss Go., -_' Beaverton,Oregon 7.530 s Jul.11 2014_MWTek Industries,Inc.Trrx Oct 27.13:51:24'2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-RvZYhv2798jxyC d7Y01 zCu8t3pPZCmR8K52XmZyPA2n 1 1-0-0 1 10-10-2 II 1-2-0 I p-7-14{ 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 • 0 o 0/ N/ N / N2/ N:, /\/ \ : /0oa 0 0 - 29 28 27 26 25 24 23 22 21 w 3x4 = 4x5= 3x5= 3x5= 3x5 = 3x5= 4x4= 3x5= 4x5 = 3x4 = 12-10-10 I 114-10 112-3-101 1 19-04 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,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/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 BCLL 0.0 Rep Stress Incr. YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1508/0,3-4=1508/0,4-5=2627/0,5-6=-2627/0,6-7=-3368/0,7-8=3368/0, 8-9=3726/0,9-10=3726/0,10-11=3737/0,11-12=3737/0,12-13=3422/0, 13-14=3422/0,14-15=2618/0,15-16=2618/0,16-17=1511/0,17-18=1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=-1125/0,2-29=0/987,429=847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=832/0, 16-22=0/717,14-22=609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 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. ' 'S'S' �c9 /p2-7 'ct- • 87022PE r 5. O' OREGON tiP.Q, OnS,M8 ER \'��Q� A. HES EXPIRES:06/30/2017 October 27,2015 6 • ate. 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 M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.-Before use,the building designer-must-verify the applicability of design parameters and property incorporate this design into the overall building.desi n.•.Bracin indicated:is-.toprevent-buckling°of individual truss web and/or chord members only.Additional temporary andpermanent bracing -.. 9 9 Po ry "..� .. l �� :,. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-B9 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 R45755192 PL15-355_UPPER F04 FLOOR 3 1 - _Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon • . _.7.530 s Jul 1,1 2014 MTek Industries,Inc.Tue Oct 27 1351:24 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-RvZYhv2798jxyCd7Y01 zCu8xepXLCod8K52XmZyPA2n 1 0-10-0 1 1 1-2-0 I 10-6-0 I Ct3-131 2-6-0 I I 1-2-0 I I 1-3-7 I Scale=1:19.8 1.5x3 II 3x4 = 3x4 I 14x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 7 8 3x4= 9 ® e • o a LI m® e o a a,NNNNNN;, i r4 si e e 0 e e 17 16 15 JO 13 12 11 10 1.5x3 II 1.5x3 II / , 3x6 = 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4 = I 3-0-0 I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— 12:0-1-8,Edgel,(3:0-1-8,Edae],[7:0-1-8,EdgeT,18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=-570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=.508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��ED-PRpF�On . �� 0'c,i NlcF9 /�* 87022PE �r cr, cv y -off, OREG•N r 5) ,ti 9'06,41 4\ lib' SA. H�� EXPIRES:06/30/2017 October 27,2015 s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rer.10/03/2015 BEFORE USE. ‘21111 Ilyr Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not .. a.truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall•...•....:......i., . S V S it '-builciirig,design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 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 r POLYGON R45755193 PL15-355_UPPER F06 FLOOR 3 1 Job Reference(optional) .Pacific.Lumber&Truss Co., Beaverton,Oregon .... 7.530 s Jul 11 d11 Wick indusiric:s,Inc.'Tue Oct 27 13:51:25 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Q,y9giZ-v57wuF3mwRroZMCJ6kYC15h5hDgrxAglZlo4J?yPA2m 10-1D-0 II 1-2-0 I I 1-0-12 i 1 2-3-1 I I 2-6-0 I I 1-2-0 ii 2-3-3 I Scale=1:29.7 3x4 = 3x4= 3x4 = 3x4= 3x4=- 1 1 2 3 4 3x8= 5 6 7 8 9 10 o e ee ® - V e e :. O :. p a .....444441411444111t - 00000000000011/_ • - I�t 1r418 17 1�8 15 14 13 12 11 3x4= 3x6= 3x8= 3x6 = 3x4= I 3-6-12 I 8-8-5 I9-3-5~}10-5I 17-6-0 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edgel,[4:0-3-0,Edgel,F6:0-1-8,Edge1,17:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress lncr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/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 puriins, 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=-80510,5-6=-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. 87022PE 9r (er� 37 '0T OREG•N (t)Opti 'AOn BER �N�Q� A. H - ik EXPIRES:06/30/2017 October 27,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE., 4... Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not. . . a.trusssyss em;..Beforeuse,.the building designer_must verify the applicabi ity of design parameters and properly incorporate this design into the overall .: _.7 7,,,,,,g, .-r: -• •building .es.r n.;Bracing inaicated isto prevenf buckling of individual truss web and/or chord members only.Additional temporary and peonaner:;bruc ing-,:: htle is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,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.Tue Oct 27 13:51:27 2015 Page 1 • ' ID:s3crybppS�._�BsJgMSM2Sm_D_r9giZ-sUEgJx4OS35WpgMiE9bggWmPv0RaP7Ka03HBNuyPA2k 1 1-0-0 1 -1 1 1-2-0 1 p-7-14 1 Scale:318"=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 - o a . o di. o/ / ' / \ if NJ /N / \ / \O • O O �� 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4 = 12-6-14 I 11-4-14 11-11-1. I 18-9-12 I 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/defl Lid 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,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=-2571/0,5-6=-2571/0,6-7=-3284/0,7-8=3284/0, 8-9=3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=3327/0, 13-14=3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=-1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=-282/0,13-23=-406/0,2-30=-1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \l0P R pFE � ' Gss5 F / �C? 9 � `-'.4.. o..-___ 87022PE •r 1 . g fi ..- , tv y Al, OREGON q9 OAU 0O '�BER 1\ Q� SA. HERk EXPIRES:06/30/2017 October 27,2015 t • 00 al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE-PAGE MI1-7473 rev.10/03/2015 BEFORE USE. w Design valid for use only with MTek®connectors.This design is based only upon parameters shown;:and is for an individual building component,not 116 .. -<. ._ a truss system.Before use,the building designer must verify the applicability of design parameters:and properly incorporate this design into the overall , -- • arm buildin deli n:-_Bracin indicated is toprevent bucklingof individual truss web and/or chordmembers on :Additionattem ra and�ermanentbracin - .. " �• k 9' 9 9 N� Po ry f- 9 �I�r BL,. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiqhis,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355_UPPER F08 FLOOR 7 1 L Job Reference(optional) "" - • - Pa fiicLumber&Truss Co.,. Beaverton,Oregon ..• . . . 7.SSL-s Jul i 12v-,4 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-sUEgJx40S35WpgMiE9bggWmPwOXi P3ma03H BNuyPA2k 2-3-0 1 2-3-0 1111 5 1 1-2-0 I I 1-9-11 1 2-6-0 I 10-8-0 I Scale=1:34.2 1.5x3 II 1.5x3 I I 3x4 = 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 3x4 I 13x8 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 e �'o a .. o e / II/ e o 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8= 3x8= 3x5 = 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)— [4:0-1-8,Edgel,[15:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Incl YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=412/Mechanical,13=1537/0-5-8 Max Uplift12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=-1867/0,5-6=-1867/0,6-7=-1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6.strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(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. ,'\<<-1 'cO PROP-so • ,t;3 �NGIN�cR /0* 870 2PE :� • yfi'0j, OREGON ti9 <U O 90 11'1BER \\` .. V- A.. HE EXPIRES:06/30/2017 . October 27,2015 a -o ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473.rsr.,10/03/2015 BEFORE USE. 11....,tiVr ti Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for anindivir±ual building component,not a ln, ayctern.:Before use..the building designer.must verify the applicability of design parameters and properly incorporate this des,n-in to;the•overall. �f r,. f._, vS•vbuildiriy:desig,-i-Bracin indica+ed•is to revenl•bucklin of individual truss web and/or chord members only.Additioix�i tem -rar.on it per:.-r;er�t L;,,_,n ,,,:a,',', „ _ is always required for stabilityand to preventvcollapse with possiblepersonal injury andpropertydamage. Forgeneralguidance regarding the y y q p I ry g g g 7777 Greenback Lane r. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Stifle 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon .. . • - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 •. ID:s3crybS_6sJgMSM2Sm_Dy9giZ-otMRkd6G_gLE2zW4Lad8vxskzg6gtljtUNmISmyPA2i 1 1-0-0 1 1 0-9-2 II 1-2-0 1 r a'7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 p - /IA\ a ° is er a ra o o = a o _ 6," 4, N. ../ N .4" NJ / \-/" \ / \.. 9 • D - 3. 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5 = 3x5 = 3x5= 3x5 = 3x4 = 3x5 = 4x5= 3x4= 12-9-10 I 11-7-10 112-2-101 1 18-11-8 I 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,[23:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1500/0,3-4=1500/0,4-5=2612/0,5-6=-2612/0,6-7=-3346/0,7-8=3346/0, 8-9=3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=3396/0,14-15=2603/0,15-16=2603/0,16-17=1504/0,17-18=1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. E -c<YPROF'sS ��co �t1GINE<cq f0 2 '' 87022PE ter" _N - AT OREG•N (1,(:) �ti 4 • A. HE EXPIRES:06;30/2017 October 27,2015 OCf WARNING-Verify design parameters and READ NOTES ON THIS ANDINCLUDED,MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - - -- ' a truss system.Before use,the building designer must verity the opplicability-of design parameters and.properly incorporate this design into the overall AVILa -• buildingdesign. Bracingindicated is toprevent bucklingof individual truss web-and/or chord me'rtbers oni Additioncihtem ra 'and emianent bracingMitek' -- 9 Y�" Po ry P is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TMQuality Criteria,DSB-89 and SCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 o 0 c o Job Truss Truss Type Qty Ply POLYGON R45755197 PL15-355_UPPER F10 FLOOR 2 1 Job Reference(optional) .' Pacific Lumber&Truss Co., Beaverton,Oregon ,-.. , .. ::: .' . '7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 _ ID:s3crybS_6sJgMSM2Sm_Dy9giZ-otMRkd6G_gLE2zW4Lad8vxsrWglbt8otUNmISmyPA2i 3x4 = I 0-11-11 I I 1-2-0 I I 0-10-1 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 0 0 e e e \ e o N e e e • 1.5x3 II 1.5x3 II 8 7 6 • 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— [2:0-1-8,Edgel,f3:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '<<- PR 0E4. c; �NGI N�F9 e 87022PE -9r j. y�'Oj OREGON 2�Q�L .. G'�S�B ER .\‘''' A. HES EXPIRES:06/30/2017 October 27,2015 00 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. W A Design valid for use only with Mitek0 connectors.This design is based only upon parameters Shown,and is for an individual building component,not '^] a tn.us.swtem.Before use,the building designer must verify the applicability of design parameters Lind.creperly:incorporate this des gn:into theaverall �.a, AVi� ?r , r;i be5,ldin6 iE„ga Bracing indicated is to prevent buckling of individual truss web and/or chord member onl;.:tAddit,onal ierrrporary and permanent bracang. ,:a: 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/TPIl Quality Criteria,DSB-89 and BCSI Building Component TT?7 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755198 PL15-355_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber B Truss Co.: Beaverton,Oregon'. .. - -'--7-,:'-'---,..-•_.. -.• . 7.530 s Jul 11 2014 MiTek Industries,Inc...Tue Oct 27 13:51:30 2013 Pane.1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-G3wpxz6ul_U5g75HvH8NR9OtAERBcOeli1Wr CyPA2l1 10-10-0 I l 1-2-0 X 1 1-0-12 I I 1-0-0 I X0-7-9 I I 1-2-0 I[0-11-3 1 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 em ® o . m ® O O m a a a a t] C7' V .\ UPe o o a a o 0 0 o e 40. 1r/ 3 31 30 -9 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6 = 3x5 = 3x5= 4x8= 3x4 = 1-1-0 I1 8 0 I2 3-0 I 36-12 I 8-8-5 -3-5 -10-5I 19-6-8I 1-1-0 0-7-0 0 7-0 1_3-12 5-1-9 b-7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- 12:0-1-8,Edgel,13:0-1-8,Edgel,19:0-1-8,Edge],110:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress lncr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=-164/0-1-12,20=1315/0-2-12 Max Uplift32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=2370/0,10-11=-2900/0,11-12=-2900/0,12-13=-3113/0, 13-14=3113/0,14-15=2995/0,1 5-1 6=-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 �cj PR QF- be attached to walls at their outer ends or restrained by other means. cS' 5)CAUTION,Do not erect truss backwards. \C j` ��G(NEL-- (-i 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? 2� The design/selection of such connection device(s)is the responsibility of others. 870 2 P E -r- 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 (I) Uniform Loads(plf) '0 OREGON 9 O1U Vert:20-32=8,1-19=80 T Concentrated Loads(Ib) - ... AP' `,.1 ' 4£ER 1\� �� Vert:17=791(F) 0,3 A:_ H �� EXPIRES:06/30/2017 October 27,2015 cy.Elp _ oO ®WARNING-Verify design parameters and READ NO.TES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 A7 N. ........„.„,...,. . Design valid for use only with�MOek0 connectors This:design is based onlupon parameters shown,and is for an individual building component,not 7 .. a truss system.Before use,the building designer must verify the applicability,at c,_sigr pa am ers:and properly incorporate this design into the overall IV WI building design. Bracing indicated is to-prevent buckling of individi.at f.uss webar,id/or c ord rnairrbers only.Additional:temporary and permanent bracing iTekj is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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. ID:s3crybS_6sJgMSM2Sm_Dy9giZ-kFUB917WWHcyIHgTT?fc Mx4VercLvTAxhFPWIyPA2g 10-10-0 II 1-2-0 II 1-0-12 I I 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 II 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 o • e I/_ \ N e a VI ee e° e 7j -me- 19 18 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-8-5 -3-5 9-10-51 19 -6-4 I 3-6-12 5-1-9 '0-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— [2:0-1-8,Edge],[3:0-1-8,Edgel,[14:0-1-8,Edge],115:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 puffins, 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=-147010, 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. �N��NE9 �� 87022PE �r N y '0j, GREG N eta 0w�. �C'�SM8 ER \ ' -�"\ -. A. HEC� EXPIRES:06/30/2017 October 27,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111-7473-7473 rev.10/03/2015 BEFORE USE. !Lk!!—... Design valid for use only with MiTek®connectors.This design is based'ohly upon parameters shown,and is for an individual building component,not lilaa truss system.Before use,the buiding designer must verify the applicability of design parametersand properly.incorporate this design into the overall : building design. Bracing indicated is to prevent buckling of individual truths web and/on chord mernber only-.Additional-temporary andpermdnent bracing ITek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qua/1.y 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 R45755200 PL15-355_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Tnuss Co., Beaverton t 5rcgori -. ".'- - -. • 7.530 s Jul 11 2014 MTek Industries,Inc.-Rif;Oct 27.13:51:32;1.115 PagC-1 ••' _ •ID:s3crybS KQ4VhKAL?y25yPA2f 3x4 = 0-11-11 I I 1-2-0 I I 0-9-5 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 III PAl 1111 r I I m!ifr' '_ 1.5x3 II 1.5x3 II 8 '/ 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— 12:0-1-8,Edge],[3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �c_; �NGINFR io-7 8 • 2PE ,,. - , OREGO -,5i :. ?b 418ER \\�P� A.. HEPk EXPIRES:06/30/2017 October 27,2015 e .6 6651105, Y design p� t±►; ",,,.,,,... WARNING-Ve' n �rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev,10/03/2015 BEFORE USE. ._ Design valid for use only with M!TekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use;the building.desigrer_rr_ust.v=_rify.the cspplicabilit-i of design paran-eters.and-properly incorporate this design into the overall building design. Bracing indicated is to reventbUckling d4nd vidcaitri s:/Gband/or ChordYaerrbos only.Additional temporaryand permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TMQuality Criteria,'DSB-89 and SCSI Building Component Suite Gree Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 ..... Symbols Numbering Systemr � t PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury MREDimensions are in ft-in-sixteenths. Irik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. _ C1-2 c2-3 2. Truss bracing must be designed by an engineer.For /16�� _ _ _ 4 wide truss spacing,individual lateral braces themselves __ 0 WEBS 03,9 may require bracing,or alternative Tor O7 iz-/ . p bracing should be considered. 3. Never exceed the design loading shown and never 41lop 14 �- �vb U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 cs-7 C5-6 designer,erection supervisor,property owner and plates 0-1/1a' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ":11+- 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 ANSUTPI 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. - �w 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. MI Ern Min size shown is for crushing only. I II .1 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with ` project engineer before use. Industry Standards: ffseammmi MISS!II1 ANSI/TPII: National Design Specification for Metal �� - 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. LT7 • and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient. as BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, iTekli ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487237 thru K1487248 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 44, 89782PE c 5r OREGON 4 U 2� jt" PAUL. " /E- )F C Fr- " '1212.-Q October 26,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER.'SPECIFICATIONS • TRUSS SPAN 14'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2-:4 KDDF ;til&BTR LOAD DURATION INCREASE = 1.15 BC: 204,KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for . AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-04-08 7-04-08 T T T 12 12 6.00 I I M-4x4 Q 6.00 3 I1IllllIII1I . • en Plii 0 0 M-3x4, M-3x4 1-00 14-09 CZ ' 9782PE -yam JOBNAME : POLYGON 3410-B - Al Scale: 0.5195 ;. - • WARNINGS: GENERAL NOTES, unless otherwise noted: /�y�N • 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 0 REG,\J tri^ Truss:: Al and Warnings before construction commences. building component.Applicability of design parameters and properL. r)"J 'r 2,2x4 compreasion web bradng must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. V L" (`7r 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et �, Is the responsibility of the erector.Additional anent biasing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by --- continuous sheathing such as pNwood sheathing(70)and/or drywall(BC). /�' f t DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown++ �`1 1�1 L. S E K 14 8 7 2 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and aro for"dry condition"of use. 6.Design 5.CompuTrus has no control over and assumes no responsibility for the assumes full bearing at all supports shove.Shim or wedge II 12/31/2016 necessary. EXPIRES. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26 262015 6,This design Is furnished eub)ect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed se their center l r TPI/WTCA In BCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6)1L)-E 11.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER1t;:6PECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: ,2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 343 BC: 2:x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-74B) 139 6-4=(-30) 565 WEBS: X2x4 KDDF STAND 3-4=(-748) 139 LOADING 4-5=( O) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. - DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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 = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.498" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 T T T 12 12 Design conforms to main windforce-resisting 11M-4X9system and components and cladding criteria. 6.00 Q 6.00 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ..7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, . IIIIIIIIIIIi Truss designed for wind loads in the plane of the truss only. 1.1 •. 'rn • rn I • M-3x4 M-1.5x3 M-3x4 0 y y y 7-04-08 7-09-08 - 1-00 14-09 1-00 K� '0,G1.. N SS . .9•' fa '• � ,' ,83782PE ',c'"� JOB:; NAME : POLYGON 3410-B - A2 , -= "' ' Scale: 0.3895-", .......•', ,,,-- WARNINGS: GENERAL NOTES, unless otherwise noted: •if..+' �(`y /'�/^y �4), • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual -I' ', REG O N ' Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper f� -- • - d '. 2.Dc4 compression web bracing mire!be installed where shown+, Incorporation of component Is the responsibility of the building designer. .1J�,V/}r•,t, ' C (�' ' 3• ,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 77 ^^1I(�Y `J '��_ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'c.c.respectively unless braced throughout their length by - ' cnntlnuoue sheathing such as plywood sheathing(TC)and/or drywall(BC). /y U t l.. DATE: _ 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Y L. SEQ.: K 14 8 7 2 3 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. y 1., fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26 201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPIINNTCA In 8C81,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBERSPECIFICATIONS 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) 50 2- 6=(-132) 616 6- 3=10) 244 ' 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=1-782) 310 6- 7=(-140) 605 BC: 2x4 KDDF UNITS 3- 9=( 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL{ 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-329) 125 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRC.AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 79V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.996" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.007" @ 14'- 8.4" GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.4" SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,f ,f ,f load duration factor=1.6, Truss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. T 1' T 1 12 4 =M-4x4+ 12 6.00 s Q 6.00 M-9x6 A' 11111 T2 • O 5 '1 _ O 6 7 I o M- 3x9 M-1.5x3 M-3x4 M-3x4+ c, • • M-3x4+ 0p PROF 7-04-08 6-11 8-02-08 _Ca` �6tiV `.�S'r' • 1-00 22-06 1-00 ,89782PE �y�" " JOB NAME : POLYGON 3410-B - B1 �� Scale: 0.2612 " 1/OREGON ��., WARNINGS: GENERAL NOTES, unless otherwise noted: � ('y I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shorn end is for en Individual 17,9' ,,��yy fir, Qr Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper '17,(1_ - �1.Ry Ab_..--, . yl+- i 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designs,. ' .. - - - - vik.��✓'' 3.Additional temporery bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateral braced at /'{I ' 2'o,c,and at 10'o.c.respectively unless braced throughout their length by �J�,u L. ' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . - DATE: ` 10/26/2015 the overall structure Is the responsibility of the building designer. 3.1,Impact bridging or lateral bracing required where shown*. SEQ..:' K 14 8 7 2 3 9 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, �+ 12/31/2016 /r� )ry�'y{ TRANS ID• LINK design bads be applied to any component. and are for"dry condition"of use. EXPIRES, 2/ 1/GL1 E� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If October 26,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design sesames adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWYTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(14-Z 11.For basis connector plate design values see ESR-1311.ESR-1988(MITek) • This design prepared from computer input by • • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: `'2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-13=) -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 1- 3=(-1488) 562 9-10=(-560) 1245 3-10=(-404) 337 BC: 2x4 KDDF #1&BTR 2- 4=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x4 KDDF STAND LOADING 3- 4=1-1069) 431 11- 6=1-376) 1309 10- 5=1-462) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=1-1563) 484 • SC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 7='( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"0C UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 143.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0I OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). [COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed= 1.079" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed= 1.439" SPECIFICATIONS. MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" . MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.022" @ 33'- 6,5" , MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 35-00 1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f '1 'f load duration factor=1.6, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads '' T.' f 1 f in the plane of the truss only. • 12 =M-4x4+ 12 • 6.00 2 Q 6.00 M-4x6 • M-3x9+ .. .. M-5x6(5) 0.25" • r1 co 0 0 vel r 7 rn --" 6 o M-3x4 6•25" M-3x8 8 11 6 .5x3 M-3x4 o C? •p OF,..- CM-3x9 M-3x4+ M-5x6(S) • c . 6 t� ,0r y y y y y , j %l y y 17-04-12 5-04-04 5-04-04 5-10-12 y y r "S,c" 1-00 34-00 1.00 ' 89782 PE . • JOB- NAME : POLYGON 3410-B - Cl t.. Scale: 0.1727 9 OREGON ',. WARNINGS: GENERAL NOTES, unless otherwise noted: r� (1,5 • 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for en Individual �(". Truss: C1 end Warnings before construction commences. building component.Applicability of design parameters and proper '�. G, 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. __ - 's!"i P 9 2.Design assumes the top and bottom chords to be laterally braced at [� 3.Additional temporary bracing to Insure stability during construction PA_U.L. � Is the responslblitty of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.rsash as sly unless braced throughout theft length by l fti,/L. , continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DAT E: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ SEQ. : 1<1487240 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, /pry/'{ TRANS ID: LINK design bade be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2016. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shaven.Shim or wedge it October 26,201 5 necessary. fabrication,handing.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so theft center TPWJICA In SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER,,..SPECIFICATIONS TRUSS SPAN 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) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 29.0" 0.0. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PIE' Ground Snow (Pg) • BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) '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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" 9 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" 9 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" 9 33'- 6.5" 17-00 17-00 1' '( f Design conforms to main windforce-resisting ,I,I 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. ,/ Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 V' M-4x6 ''.]6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 ,f,{ in the plane of the truss only. M-5x6(5) M-5x6(5) 0.25" 0.25" • 41r. if, M-1.5x3 M-1.5x3 3 M m ilf:/ 0 0 1 * I o 10 11 12 '8 o of 0.25"M-4x4 M-3x4M-3x4 -M-4x4 of M-5x8(S) o PRo, s 8-09-04 8-02-12 8-02-12 8-09-04 ��- �C�� '�:off; b y L y 1-00 34-00 1-00 ;' •:..9-7$2PE .I. JOB• NAME : POLYGON 3410-B - C2 � , Scale: 0.1727 r " i WARNINGS: GENERAL NOTES, unless otherwise noted: - .V {/j,I I 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual "5�,-.0REGO.N O'er., ' Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper f �" 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. iv .6'4 y_ G 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 ( J . ` 2'o.c,and at fly c.c.respectNely unless braced throughout their length by ---- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -1 1::I J�U (t DATE 10/26/2015 the overall structure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ /{.1�J.L» S EQ. : K 14 8 7 2 41 4.No load should be applied to any component until after all bracing and 4.Instagatlon of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use, 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/3112016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. Octobe r 262015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l r TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber & Truss (DM) • LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2190 3-11=(-251) 179 16- 8=(-1198) 323 BC: 2x4 NODE #1&BTR SPACED 24.0" O.C. 2- 3=1-2512) 511 11-12=(-254) 1799 11- 9=( -15) 959 8-17=( -219) 1392 WEBS: 2x4 NODE STAND 3- 9=(-2280) 489 12-13=1 -11) 71 4-12=(-694) 239 LOADING 9- 5=1-1619) 990 13-15=1 0) 0 12- 5=1 -79) 998 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14-16=(-402) 2988 12-14=(-192) 1299 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=1-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 597 17- 9=1-825) 4279 13-14=1 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-4858) 992 19- 6=(-315) 210 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 19- 7=(-679) 153 7-16=1 0) 347 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 1880 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) !COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.184" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" • 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 6-00-05 5-05-13 5-07-09 4-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" .1' ,( ,' 1' f ' , , MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 p HM-6x6 Q 6.00 • 6.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. • M-5x6(5) ri! Wind: 140 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 0.25" M 1.5x3 load duration factor=1.6, q M-5X6(S) Truss designed for wind loads �� in the plane of the truss only. .+ 0.25" M-1,5x3 !:* 3 x. M-3x6 a co M-3x8 r .. .G iii _ • t� 16 17 •��, 0 1 I o cD _ 11 12 13 15 o M-3x9 1 -4x4 0.25" M-5x8 M-1.5x3 c M-5x8 o M-5x6(S) M-5x8 3.75 , 12 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 2-05-08 1-00 21-10-08 9-08 2-05-08--oo '' % - p• c:619.� y ), y y �c NGIN / 22-10-08 1-00 11-01-08 •y ,, . 34-00 '..'-�'•' .•9782PE JOB NAME : POLYGON 3410-B - C3 , �,,/� Scale: 0.1602 /�r%� WARNINGS: GENERAL NOTES, unless otherwise noted: 't..,•• • 4},�/ / 1.Builder and erection contractor should be advised of all General Notes 1.Thin design is based only upon the parameters shown and is for an Individual "7 OF EGO J ry� Truss: C3 and Warning.before construction commences. building component.Applicability of design parameters and proper j+. If8 , 2.944 compression web bracing must be Installed where shown+. incorporation ration of component Is the responsibility nsl6111ty of the building dealgner. 7 /f�. _ fr' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chorda to be laterally braced at 7 ^I � :. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _ ' - coMlnuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Jt U t DATE: 10/26/2015 the overall structure Is the responsibility of the building designer, 3,2x Impact bridging or lateral bracing required where shown++ f S L. SEQ. : K 14 8 7 2 4 2 4.No Toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. �/ [ 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full Gearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6 2 October 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l G V r r�GU/y 1 G I J TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. • 9.Digits indicate elze of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 34'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. l TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE' Wind: 140 mph, h=23.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIE' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. \I-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 17-00 17-00 T f T 11-04-10 5-07-06 5-07-06 11-04-10 '1' T 1 T T 12 I IM-4x4 12 6.00 3 Q 6.00 M-3x5(S) M-3x5(5) M rh O, p 4..: 1 rjT 11 c o o I 7 M-3x5(S) M-3x4 M-3x4 y 17-00 17-00 "`� Nd �rt� 1s J, y - GINE i i� 1-00 34-00 ? 1-00l'C '" ', •.9782PE c= JOB NAME : POLYGON 3410—B — C4 Aar Scale: 0.2977 r , WARNINGS: GENERAL NOTES, unless otherwise noted: (,.•' � 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual \ ../j OREGON � y ' Truss: C4 and Warnings before construction commences, bud \ ding component.Applicability of design parameters and proper :!F "Ped, • • � ///^^^��`...V♦" 2.2a4 compression web bracing must be Installed where shown o. Incorporation of component is the responsibility of the building designer. -17,:9; . [) (/� y: G �-+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced al 77 J,-� `, Is the respondbllity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • . 6‘.0')4 continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). J� . t DATE: 10/26/2015 the overall structure la the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where ahem,o♦ _'AUL SEQ. : K 14 8 7 2 4 3 4.No Ioad should be applied to any component until after all bredng and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. end are for"dry condition"of use. �j J �r 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing al all supporta shown.Shim or wedge If EXPIRES: 12/31/201 6 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26 2015 8.ThIs design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of Truss,and placed so their center l V,L J TPVWTCA In BCSI,copies of which will be furnished upon request. lines coindde with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 4#1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-09-04 6-09-04 T 12 12 6.00 I I M-4x4 Q 6.00 3 I • 2 4 M, M O 0 0 M-3x4 M-3x4 1-00 13-06-08R •9782PE mac- JOB NAME : POLYGON 3410-B - Dl ,,,,11111r Scale: 0.5385 . /5 WARNINGS: GENERAL NOTES, unless otherwise noted: /''y{� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual " v RE/''�^^N Truss: D 1 - and Warnings before construction commencer, building component.Applicability of design parameters and proper Incordesigner. 4 � 2.2u4 compression web bracing must be installed where shown 0, pc ration of component le the responsibility ner ppanslbllity of the building desig . (J V 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top end bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c,respectively unless braced throughout their length by continuous sheathing such as*wood sheathing(TC)and/or drywall(BC). M • `. DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracingacing required where shown++ SEQ.: K14 8 7 2 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -' fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, • T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. /� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge If EXPIRES: 12/31/201 0 6 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OCtOL.,IJer V 2�201J c 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , TPII TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E t0,For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-27) 511 6-3-(0) 312 BC: 2x4 RIDE' #1&BTR SPACED 29.0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x4 KDDF STAND 3-4=(-679) 129 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF " TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSE' Ground Snow (Pg) 0'- 0.0" -87/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 14'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 14'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" @ 3'- 7.4" Allowed = 0.453" MAX TC PANEL TL DEFL = 0.105" @ 9'- 11.2" Allowed = 0.680" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.0" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 6-09-04 6-09-04 1' ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 D I I M-4x4 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9•0,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -( load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1 •1 1 2 E I o M-3x4 M-1,5x3 M-3x4 0 J,--- y 6-09-04 6-09-04 • t t�- y 1-00 y 13-06-08 y 1-00 y �.. r R Q�efStt. 17 :-9782PE JOB NAME : POLYGON 3410-B - D2 ,,,,,jr Scale: 0.9010 WARNINGS: GENERAL NOTES, unless otherwise noted: (... ii �7 REGON " ,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ® O i Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responstbflity of the building designer. 4//ii. �r7 . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end batten chorda to be laterally braced al 9 -: ■.R.Y 1\ / , Is the responsibility of the erecter.Additional permanent bracing of 2'o.n,and et 10'o.n.respectively unless braced throughout their length by •T /+�`- ' i`� continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). P-I ' R`„ DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t+ f,j SEQ.: K1487245 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment. TRANS I D' LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al a8 supports shown.Shim or wedge If EXPIRES: 12/31/2016. necessary, l., fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. Octber 26 2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l r TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-E 11.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #160TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 84 3-5=(-229) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-146) 119 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"00. UON. . LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. - DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 419V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -41/ 302V 0/ OH 5.50" 0.48 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. �J 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 = -0.123" @ 3'- 4.5" Allowed = 0.422" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" 6-04-04 0-07-12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" f I MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 12 6.00 0 M-1.5x3 4 3 -/ Design conforms to main windforce-resisting • system and components and cladding criteria. W • Wind: 140 mph, h=20.9ft, 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. r ^1 o f i 5 0E220 M-3x4 M-1.5x3 k y > 6-04-04 0-07-12 y y y _ -- 1-00 7-00 • _ • :9782PE c� JOB NAME : POLYGON 3410-B - D3 Scale: 0.5157 WARNINGS: GENERAL NOTES, unless otherwise noted: t.= • 40, 1.Builder and eredlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: D3 and Wamings before construction commences. building component.Applicability of design parameters and proper (1� 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility or the building designer. C/,4 G� VV. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� r I M Is the responsibility o1 the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). • ' f �� L DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ j SEQ.: K 14 8 7 2 4 6 4,No load should be applied to any component until after all bracing and 4.Installatlon of truss Is the responsibility of the respective contractor. _ - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry conddlon"01 use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports spawn.Shim or wedge If •EXP I R ES: 12/31/2016. necessary. 1., fabrication,handling.shipment end installation of components. 7.Design assumes adequate drainage Is provided. ber 26 262015 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center Octl r TPI/WTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7)1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DUP.ATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. 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 POP Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. '- AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. • 3-01-04 0-03-12 T T T 12 4.00 v M-1.5x3 9 —/ 3 �r1 2 trn w A M-3x4 M-15x36 J, 1-00 3-05 < pP R V • Ss =9782PE mac' ,• JOB NAME : POLYGON 3410—B — El Ado ,alcor' Scale: 0.6603 41111 WARNINGS: GENERAL NOTES, unless otherwise noted: C,.a ✓�, 1.Truss: Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and is for an Individual �J-.cit EQ N („� • T rus s: E I and Warnings before construction commences. building component.Applicability of design parameters and proper Yom "' 2.2x4 compression web bracing must be Installed where shown+_ 2. incorporation ration of component Is the responsibility of the building designer. +t}� CJ/� V 3.Additional temporary bracing to Insure stability during construction Design assumes the tap and bottom chorda to be laterally braced et 77 '.T `.i .., Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �(y✓ continuous sheathing such as plywood sheathing(TG)andlor drywall(BC). p./1 AUL . DATE: 10/26/2015 the overall structure Is the responsibility of the building designer, a a Impact bridging or lateral bracing required where shown+ f u 1« S E Q; : K^4 8 7 2 4 7 .- 4.No load should be applied to any component until after all bracing and 4.Installation of Wss Is the responsibility of the respective contractor. — fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of nce. 12/31/2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 01 6 necessary, fabrication,handling,shipment and Inetalletisn of components. 7.Design assumes adequate drainage is provided. V October 2�x3015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I. r L TPIN TCA In 6151.copies of which will be furnished upon request. lines colndde with joint center lines, 9.Digits Indicate slze of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-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 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR - LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2,4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 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 = 42.0 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/ 86V 0/ OH 1.50" 0.14 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 " 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 = 0.004" @ 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" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCD1=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o End vertical(s) are exposed to wind, ,-I Truss designed for wind loads I in the plane of the truss only. 0 I I - - M / ,---i O _ C 1 2 4** M-3 x4 y ). 1-00 3-05 . (PROVIDE FULL BEARING:Jts:2,4,3 •`,' s9782PE , JOB NAME : POLYGON 3410-B - E2 sr "` Scale: 0.8868 /• ' WARNINGS: GENERAL NOTES, unless otherwise noted K..e' E'•/('y�V N • 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Indlvldual T r�U s s: E 2 and Warnings before construction commences, building component.Applicability of design parameters and proper �. j Fl (© • 2.2,4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer, .s'�� ;Q h,J i 3,Additional temporary bracing to Insure stability during construction 2-Design assumes the top and bottom chords to be laterally braced al •7T '-'7!(�Y -`J lj Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and al 10'o.c.respectively unless braced throughout their length by v" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � r-i� t �� DATE: 10/26/2015 the overall structure Is the responNbillty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ J`� 1r SEQ. :; K14 8 7 2 4 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS. I D• LINK design bads to applied to any component. and are for"dry condition"of use. ��//'' 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge it EXPIRES: 12/3'1/2016 necessary, fabrication,handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. October 26 201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-198B(MiTek) Symbols NumberingSystem r Safety of s PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 13/" Center plate on joint unless x,y 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�= Dimensions are in ft-in-sixteenths. 31.1" Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. 2 and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer.For ®'/16 wide truss spacing,individual lateral braces themselves WEmay require bracing,or alternative Tor I 11\11 p bracing should be considered. 3. Never exceed the design loading shown and never •- = stack materials on inadequately braced trusses. 0 L,,, 1,411h O 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 ill For 4 x 2 orientation,locate 1– designer,erection supervisor,property owner and plates 0-'/i ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint , required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ��i� Indicated by symbol shown and/or SYP represents values as published specified. 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 ii."." 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint r number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 1_11 . l 18.Use of green or treated lumber may pose unacceptable ,M r—V—r--iii'''' environmental,health or performance risks.Consult with project engineer before use. Industry Standards: mg ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. i! -- II and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, iTe 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013