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Plans (132) \ \% c ® } asst n � . MiTek MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly 2, avid Baxter, P.E., S.E. Sr. Structural EngineericoAGINE•4)(Sic �ED PR0A-&,, MiTek USA � 29 DB cc' s9200PE r' .0011111!"e yG OREGON LC, <O AD' ' 14, 2°0,012/06/2017 FRRIt�L EXPIRES: 12-31-2019 111111 MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-357_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: R45755213 thru R45755224 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2 4, 87022PE �r N� (Nr y Aj OREGON c15) <v -"P� FMBER GS A. HO; // IRE :06/30/20 October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45755213 PL15-357_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:11 2015 Page 1 ID:s3crybS 6sJgMSM2Sm_Dy9giZ-ZyvJY_cc5aeG5Qj9pON_cobw4mZfLK38vxWxKyPA22 p-10-011 1-2-0 II 1-0-12 1 1 2-8-0 1 2-4-9 II 1-2-0 II 1-9-11 P8-01 Scale=1:40.1 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 I I 3x6 FP= 3x6= 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e e e ol ./c,i' I Nlili. . .4%%44%"4.44",liti 9' .. it 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 H 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 8-8-53-51 I 19-6-8 1 22-11-8 3-6-12 5-1-9 b-7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(XY)— 12:0-1-8,Edael,13:0-1-8,Edael.118:0.1-8,Edgel,119:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (roc) I/defl 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=15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=1478/0,8-9=-1051/0, 9-10=1051/0,10-11=1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �F`�© P R OFFS wc.;.. ACo NG)NEER s/O29 87022PE c' - 'oj. OREG•N rye <C/N 9O AMBER 4\ V.S.�`s A. HE# EXPIRES:06/30/2017 October 27,2015 s r AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755214 PL15-357_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:13 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-VKO3zgetdBu_KktYwpPShDgEdZ91 BwvMbDQd?DyPA20 1 1-0.0 1 0-N0 1�TZ-1 Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4 = 3x4= 4x4= T 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 1'17 N /�/\ e `�\Q `�N.9�'N Z'aN e/•�N. /.�N e/,\. ��,` �'�\ a /��\ 1 a / / s e. n 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4 = 4x4= 3x6= 4x6= 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 17-0-21 I 23-9-0 16-5-2 b-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- I18:0-1-8,Edoel,129:0-1-8,Edael,130:0-1-8,Edael LOADING(psf) SPACING- 1-4-0 CSI DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=-3859/0, 8-9=-4510/0,9-10=4510/0,10-11=4847/0,11-12=4847/0,12-13=-4859/0, 13-14=4859/0,14-15=4583/0,15-16=-4583/0,16.17=-4583/0,17-18=3948/0, 18-19=3948/0,19-20=3948/0,20-21=2879/0,21-22=2879/0,22-23=-1613/0, 23-24=1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=1183/0,2-38=0/1068,4-38=-952/0,4-37=0/846, 6-37=-730/0,6-35=0/625,8-35=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=-931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��G ED PR Q, SS 3)Refer to girder(s)for truss to truss connections. Q� 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 NGj _ G NFFR > attached to walls at their outer ends or restrained by other means. �C /jj 87022 Pi 9r , i " 9�ATFOR GON (t)OzN Or, MBER1 ' S A. He?' EXPIRES:06/30/2017 October 27,2015 1 I Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek.building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iIT ek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Quality Criteria,DSB-89 and SCSI Building Component Safety tnformafion 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 R45755215 PL15-357 UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:14 2015 Page 1 ID:s3crybS_6sJgMSM2Sm f_�Dy9giZ-_XaSA?fVNVOryuSkUXwhEQDQSzTGwOpVgtAAXfyPA2? 1 1-0-0 1 10-10-2 ii 1-2-0 10-7-141 Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e 7" i INW 'W N 1." 1414\ / We . , 0 0 N a 6 LV cr. 29 28 27 26 25 24 23 22 21 J\JO 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5= 3x4= 12-10-10 I 11-8-10 112-3-101 19-0-8 I 11-5-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y1- 112:0-1-8,Edgel(23:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Ina: YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1508/0,3-4=1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=3726/0,10-11=3737/0,11-12=3737/0,12-13=3422/0, 13-14=-3422/0,14-15=2618/0,15-16=2618/0,16-17=1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=-313/0,12-25=-60/615,18-20=1127/0,18-21=0/989,16-21=-832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -S<<-`' S'PR 0A-4. ��� 0:01NE�9 /029 2PE r N 7 -0), OREG N (9 OCH �O EMBER 1\ O`' A. Heck EXPIRES:06/30/2017 October 27,2015 t __ t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE US E. �� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITA' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R45755216 PL15-357 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:15 2015 Page 1 ID:53crybS66JgMSM2Sm Dy9giZ-Sj8g0Lf78p8iZ21w2ESwmemfnNxHftFf3Xvk46yPA2_ 1 0-10-0 1 1 1-2-0 1 1 0.6-0 1 9-3-9 2.6-0 I 1 1-2-0I I 1-37 I Scale=1:19.8 1.5x3 I I 3x4= 3x4 114x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 7 8 3x4= e 3 e 6 e 9 o e e e , o ®e o \ __, o N N e (ee \oJ o 0 e 17 16 15 'dsl 13 12 11 10 1.5x3 II 1.5x3 I I ✓✓✓\\\ 3x6= 1.5x3 I I 1.5x3 I I 3x4= 4x6= 3x4 = 3-0-0 I 5-8-5 I 9-3-5 1 9-10-5 1 11-4-12 1 0-7-0 0-7-0 1-6-7 Plate Offsets(Xy)- f2:0-1-8,Edge1,13:0-1-8,Edgel,f7:0-1-8,Edgel,f8:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.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. ��-�'Vo PR QFFss ��5 tAG�NEF,9 l0 444 2 870 2PE /9<- N > '0), OOREGON rye // O4 O' MoER i\ OS A. HECk EXPIRES:06/30/2017 October 27,2015 t 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 Mlle's®connectors.This design is based only upon parameters shown,and is for an individual building component,not �^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T811 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Infoanalon 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 R45755217 PL15-357_UPPER F06 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:16 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-wviCbhglv6GZBBc6bxz9JrlppnEnOFIoHBfHbYyPA1 z 1 0-10-0 II 1-2-0 ii 1-0-12 1 1 2-3-1 I I 2-6-0 ii 1-2-0 II 2-33 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 o e e o e a o N e o o e 0 0 o e" 0 1 18 17 ►, 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 I 8-8-5 19-3-5 10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Edael.13:0-1-8,Edgel,f4:0-3-0,Edgel,16:0-1-8,Edae1,f7:0-1-8,Eduel 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 Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max Uplift 19=-105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=-805/0,6-7=1681/0,7-8=-1777/0,8-9=-1777/0 BOT CHORD 15-16=-499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to -be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. o PROFF �< � :i.,,,,,,,Ni NFA8N7G0'2SR S s /O� N-7 A), OREGO tic t 9�, MBER \1 ?O us, 4. Hep., EXPIRES:06/30/2017 October 27,2015 a _mi_ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP!'Quality Criteria,DSB-89 and BCSI Belding 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 R45755218 PL15-357_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:17 2015 Page 1 ID:s3crybS_65JgMSM2Sm_Dy9giZ-O6Gap1 hNgQ0QpLBJ9fUOr3ryHAVH7liyWrOr7_yPA1 y 1 10-0 I -G6 1 1-2-0 I P-7-141 Scale 3/8"=1' 4x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ‘3''- i A TA .1&4 Si Y" " " 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4 = 12-6-14 I 11-4-14 1'�-11-11 I 16612 11414 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edge1,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) - Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=1480/0,4-5=-2571/0,5-6=-2571/0,6-7=3284/0,7-8=3284/0, 8-9=-3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=3327/0, 13-14=3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=-1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=-282/0,13-23=406/0,2-30=1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=265/0,12-25=-58/649,18-20=1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �(<-. P R QpFss ��c ENGINEER /� w 2-9 Q 870 2PE cV g.y(5)-.0), OREGO r 0 4/ �CI S A. HECk EXPIRES:06/30/2017 October 27,2015 cmmt ®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 Mifekt connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Cdfeda,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755219 PL15-357_UPPER F08 FLOOR 7 1 Job Reference(option) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:18 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-slgyONi?RkXHQVmV M?dOG072axes805lV8OfQyPA1 x I 2-3-0 I 2-3-0 if)-5-9 1 1-2-0 i 1 1-9-11 1 2-6-0 I00_1-0 Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 3x4 I 13x8= 1.5x3 II 1 2 3 4 5 6 7 6 9 10 11 .- N - 9100"...."-4141144444444444%r -9 sot 144444414444144\ i -441"4'444%44%lt 2. b_ 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)- 14:0-1-8,Edge1,115:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=1736/0,4-5=-1867/0,5-6=-1867/0,6-7=1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=-1313/0 WEBS 2-18=1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=84/294, 10-12=0/1418,10-13=-851/0,4-17=462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �c,,,D PR ope. l � � co co.N �CNGI N�FR s/O39 Q 870 2PE r N N 4.-7 �A), OR N tis 4N 9On FMBER \\ O �S A. HER\--\P EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mtrek0 connectors.This design is based only upon parameters shown,and is for an individual building component.not t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSI/TP11 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 R45755220 PL15-357_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 13:52:19 2015 Page 1 D:s3crybS6sJgMSM2Sm_D_y9giZ-KUOLEjidC 1 f82fLhH4WsxUwHL_AXbe5E_9txCtyPA1 w 1 1-40 1 1 49-2 ii 1-2-0 I D-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 ` N /-\ O / N04• N0�.:N0 Nom/e •/-�0/-\ O /-\y N 9' O • O e = e 311 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 1 11-7-10 1122-101 I 18111-8 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 812:0-1-8,Edoel,823:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Ina' YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=-2612/0,5-6=-2612/0,6-7=3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=3396/0,14-15=2603/0,15-16=2603/0,16-17=1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=423/0,2-30=1120/0,2-29=0/981,4-29=841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .?,ED P R QFF ��- GSSE / � �NR � 2w 87022P. 9r - , ,cv 7 4:>,OR GON q, 41/ On MQER1 �SA. H SC)` � EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Welt®connectors.This design is based only upon parameters shown,and is for an individual building component,not �' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek` 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/1111 Quality CrHeria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infonnatlon available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755221 PL15-357_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 13:52:19 2015 Page 1 ID:s3crybS6sJgMSM2Sm_D_y9giZ-KUOLEjidC1 f82fLhH4WsxUwOu_MIbIAE_9tXCtyPA1 w 3x4= I 0-11-11 I I 1-2-0 I I 0-10-1 I . 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 N 1.5x3 II 8 ♦ 7 1.5x3 II 6 • 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(X,YH 1.2:0-1-8,Edge1,f3:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Ina 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. 0 P R©pF <�� Gs CD 89sO�N 1 Q y 87022PE r / cv N „ N -57 �'oj, OREGON rye Off(/ 9C ,M8ER \1 OS - He?' EXPIRES:06/30/2017 October 27,2015 1 _ mit ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirekr9 connectors.This design is based only upon parameters shown,and Is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated b to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criferla,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 R45755222 PL15-357_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:21 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-GtV5fPkukfvsHzU4OVZKOvObJor73SGXRTM2GIyPA1 u 0(1 1 1-2-0 1 1 1-0.12 1 1 1-0.0 10I 79_i 1 1-2-0 11 0-11-3 A Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e e e e 0 N I/. -N�� \ a I �a/ .\aI �a� � O a� . e N • •f 3.f 31 3.0 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6= 3x5 = 3x5= 4x8= 304= 1 1-1-0 11-B-012-3-0 3-6-12 1 8-8-5 3-5 10-51 19-6-8 1 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,YI- (2:0-1-8,Edoel,13:0-1-8,Edgel,19:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 Uplift 32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=1756/0,9-10=2370/0,10-11=2900/0,11-12=2900/0,12-13=3113/0, 13-14=3113/0,14-15=2995/0,15-16=2995/0,16-17=2480/0,17-18=-2480/0 BOT CHORD 31-32=-450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=-917/0,5-29=1249/0, 5-28=0/1047,7-28=898/0,7-27=0/716,8-27=11/251,9-27=-1122/0,18-20=1819/0, 18-21=0/1654,17-21=839/0,16-21=438/0,16-22=0/283,11-24=-266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ����p P R pFFss be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. \G� NG)NEF /O 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. CD. �' R 1, The design/selection of such connection device(s)is the responsibility of others. `'. -(4./ ji/$7022PE 9f 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 N Uniform Loads(plf) �'0 OREGO O '(C/ Veil:20-32=-8,1-19=80 j �. O Concentrated Loads(Ib) -1" �MBER 11 `J Vert:17=791(F) O`s A. H EP`�P EXPIRES:06/30/2017 October 27,2015 1 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 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 R45755223 PL15-357_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 13:52:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9g1Z-133TskIVWy1 iv73GyC4ZY6YoeBFYoz5hg66boCyPA1 t 001".-0 1 1-2-0 11 1-0-12 11 2-6-0 1 2-49 11 1-2-0 II 1-9-7 1 Scale=1:34.0 1.5x3 11 354= 3x4— 3x4 11 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 11 3x5= 1.5x3 11 1 2 3 4 5 6 7 9 9 10 11 e e N 4111110. Z 19 18 17 16 15 14 13 12 3x4 =1.5x3 11 1.5x3 11 3x8= 3x5= 3x4= 3x6= 354= 1 3-6-12 1 8-8-5 19-3-5 B-10-51 19-6-4 1 3-6-12 5-1-9 0-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edoel.13:0-1-8,Edgel,114:0-1-8,Edoel,115:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=60/0-1-12,12=649/0-2-12 Max Uplift 19=-166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=1980/0, 8-9=2148/0,9-10=2148/0 BOT CHORD 18-19=294/18,17-18=-294/18,16-17=-294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=345/0,2-19=-27/435,3-16=-616/0,5-16=1682/0,5-15=0/1201,10-12=1470/0, 10-13=0/849,8-14=-512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends nr restrained by other means 4)CAUTION,Do not erect truss backwards. .\(yV O P R OFFss �kco N(,I NgFR /p29 87022P: r i cv -7 SAT OR GON (ICI NJ O 4BER '‘>, N" OS A. HO\ EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 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 R45755224 PL15-357_UPPER F13 FLOOR 1 1 Job Reference joptionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-133TskIVWy1 iv73GyC4ZY6YvGBO7o63hg66boCyPA1t 3x4 = I 0-11-11 I I 1-2-0 I I 0-9-5 I 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 0 N ■/ ■ III;! III 111 mr F114 1.5x3 II 1.5x3 II 8 FT1 7 6 5 3x4= 3x4= I 3-5-0 3-5-0 Plate Offsets(X,Y)— 12:0-1-8,Edael.13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��-�ED PROFFss 87022PE < y fi- OREGO sf' <1.i 9O ' ' BER \� � OS A. HE?' EXPIRES:06/30/2017 October 27,2015 i 4. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. Mil. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System ra Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Fail re to Follow Could Cause Property offsets are indicated. g1u I ( (Drawings not to scale) Da age or Personal Injury rte. Dimensions are in ft-in-sixteenths. 11:66.. Apply plates to both sides of truss 1 2 3 1. A.ditional stability bracing for truss system,e.g. and fully embed teeth. d agonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Tr ss bracing must be designed by an engineer.For 0-1/16" 4 w de truss spacing,individual lateral braces themselves ay require bracing,or alternative Tor I ., �� p b acing should be considered. 11.1111or O 3. N-ver exceed the design loading shown and never a stack materials on inadequately braced trusses. a. ° o 4. P ovide copies of this truss design to the building For 4 x 2 orientation,locate °-7 5-' r' d-signer,erection supervisor,property owner and plates 0-'i' ' from outside BOTTOM CHORDS a I other interested parties. edge of truss. 8 7 6 5 5. C t members to bear tightly against each other. 6. PI•ce plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 10 nt and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO I. ations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. D-sign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT t e environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. U less otherwise noted,moisture content of lumber s all not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. U less expressly noted,this design is not applicable for PLATE SIZE u e with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.C•mber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 r=sponsibility 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.Pl.te type,size,orientation and location dimensions in.icdted are minimum plating requirements. LATERAL BRACING LOCATION 12.L mbor used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the s.ecifled. ,j'b Indicated by symbol shown and/or truss unless otherwise shown. by text in the bracing section of the 13.T.p chords must be sheathed or purlins provided at output. Use T or I bracing s.acing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.B.ttom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values o less,if no ceiling is installed,unless otherwise noted. BEARING established by others. *I's., 15.C•nnections not shown are the responsibility of others. Indicates location where bearings 16.D.not cut or alter truss member or plate without prior (supports) occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved a•proval of an engineer. ® ( number where bearings occur. 17.In.tall and load vertically unless indicated otherwise. Min size shown is for crushing only. MN MNMill18.U e of green or treated lumber may pose unacceptable e vironmental,health or performance risks.Consult with Industry Standards: p oject engineer before use. ANSI/TPII: National Design Specification for Metal 19.R view all portions of this design jfrontback,words Plate Connected Wood Truss Construction. a d pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is Inot sufficient. BCSI: Building Component Safety Information, .11 1 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek USA .inc 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916-676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: I, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, P R • GtN z ir:3* 4„,"' ° 4,4 87022FE oRtuati r/ , 4'3 A litO EXPIRES:630-19 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,\(csi � PR6PFsco 0,GINE4, s 89782PE � e t=ii OREGON ooh Q` Ci,9RY 2 <c , UL ��� October 26,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 14'— 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. DC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. ILOADING BC LATERAL SUPPORT <= 12"OC. UON. ',LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD — 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY- complete specifications. 7-04-08 7-04-08 T I 1' 12 12 6.00 IIM-4x4 Q 6.00 3 I 2 4 O _ O Q o M-3x4 M-3x4 J. l l 1 1-00 14-09 � �D. P OF4:0, '�' •9782PE %-- JOB JOB NAME : POLYGON 3410-B - Al ► Scale: 0.5195 IAIII WARNINGS: GENERAL NOTES, unless otherwise noted: f/ y 7Builder end erection contractor shou be advised of all General Notes 1.This design la based only upon the parameters shown ands for an individual 57 0' EGON g= +� Truss: Al and Warnings before construction incenses. building component Applicability of design parameters and proper /. T 2.2x4 coin b bracing must a Installed where shown«, incorporation of component Is the responsibility of the building designer. V pression we g mu 2.De the to d bottom chorda to be ktagh braced at 9,9 AIR Y 1 3.Additional temporary bracing to insu a stability during construction sign assumes p an !Mamie/ \ is the responclbiky of the erector.A tlieonal permanent bracing of Y o.c.and at 10'o.c.respectively unleu braced throughout theft length by (� {'] 11 DATE: 10/26/2015 the overall structure la the res onsib A of the building desi continuous sheathing such as plywood sheathing(TC)when C)ann/or tlrywall(BC). Aq U 4 j e� p y g gnat. 3.2x Impact bridging or labral bracing required where shown«« 1... 4.No load should be applied to any co ponent until alter all bracing and 4.Installation of truss Is the responsibility the respective contractor. SEQ.: K 14 8 7 2 3 7 fasteners are complete end et no ti a should any loads greater than 5.Design assumes busses ere to be used in a nonconoalve environment, design loads be applied to any corn nem. and are as"drycondition" lull a ri of use. TRANS ID: LINK 5.CompuTruahasnocontroloverand x reeponslblleyforthe B.Dealt follbeeungetaMsuppouashown.Shlmorwedge ll EXPIRES: 12/31/2016 fabrication,handling,shipment end Ihstellalon of components. T.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center October 26,2015 TPI/WICA in BC SI,copies of which'MM be lumished upon request. tins coincide with joint center lines. 9.Digits indicate eke of plata In inches. MiTek USA,Inn./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19:- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 343 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-798) 139 6-4=(-30) 565 WEBS: 2x4 KDDF STAND 3-4=(-798) 139 LOADING 9-5=( 0) 50 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIE 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 DEC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 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 = 0.998" 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 7-09-08 T 4 4 12 12 Design conforms to main windforce-resisting 6.00 DIM-9x4 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 '1-..7( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1.1 M M 17O000011111111110 o t �, 5 0 I 6 I o M-3x9 M-1.5x3 M-3x4 O l l i' 7-04-08 7-04-08 R y 1-00 b 14-09 y 1-00 l '<C�, GIN���CS5> , <C. d1 * `.c' 89782PE <` JOB NAME : POLYGON 3410-B - A2 ./,,.,�,.!'�. Scale: 0.3895 libil WARNINGS: GENERAL NOTES, unless otherwise noted: G,/.} /'�/'� 0 1.Builder end erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an individual " - OREGON A �. Truss: A2 and Warnings before construction commences building component.Applcabllty of design parameters and proper G '2? 2.2x4 compression web bracing must be Installed where shown+ 4S- Incorporation of component h the responsibility of the building designer. '](]`� { V '� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et �� +!'g i 1 _` 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 V DATE: 10/26/2015 the overall structure is the responsibility /the buildingdesigner. continuous4Imp ri sheathing such b plywood required a where a ownand/or tlrywall(BC). PAUL ( Qt P ty o liner. 3.2x Impact bridging or lateral bracing required where shown++ �'1 1. 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 truce I.ma 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 ID• LINK design wads be applied to any component. and are for condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 nceeeaDeassumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 Y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 6.This designIs furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which 0111 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CotnpuTrus Software 7.6.6(tL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF #168TR T2 SPACED 24.0" O.C. 2- 3=(-782) 310 6- 7=(-140) 605 BC: 2x9 KDDF #16BTR 3- 4=( 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"OC. EON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LL = 25 POE' Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 204 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/ 74V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX• LL DEFL = -0.014" @ 7'- 4.5" Allowed = 0.692" • MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARDMAX HORIZ. LL DEFL = 0.007" @ 14'- 8.4" GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.011" @ 19'- 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), load duration factor=1.6, Truss designed for wind loads 7-09-08 3-10-08 11-03 in the plane of the truss only. 4 4 4 f 12 4 -M-9x4+ 12 6.00 1 .. i sk Q 6.00 M-4x6 T2 rn 5 M O © s� O o � o M-3x4 M-1.5x3 M-3x9+ o ry M-3x4 R'0O Pr:10,c4.`,1t J• J. J. M-3x), 'CCC` 43 7-09-08 6-11 8-02-08 ,,\GIN ',F� ,rQ Jr 1-00 22-06 Jr-coy a�' 89782PE - --.0! '.1°""‘ • JOB NAME : POLYGON 3410-B - B1 Scale: 0.2612 Cr, {� //,�., ME WARNINGS: GENERAL NOTES, unless otherwise noted. 4. -4. OREGON �`rl 1Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual / G� tx -1[ . ) Truss: B1 and Warnings before construction co mences. budding component.Applicability of design parameters and proper "`I( 2.244 compression web bracing must b Installed where shown 4. incorporation of component is the responsibility of the building designer. vs 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at /ti Is the responsibility of the erector.ad tonal permanent bracing of 2'o.c.and at 10'o.c.ras ply unless braced throughout their length by J-'� DATE: 10/26/2015 the overall structure is the responsibid of the budding designer, continuousaepe sheathing or such lb acng requirede ethwhere show) n and/or drywell(BC). 3.In Impact bridging or lateral bracing shown++ SEQ. : K 14 8 7 2 3 9 4.No bed should be applied to any corn neat until after all bracing end 4.Installation of truss Is the responalbAly of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes lasses are to be used In a non-corrosive environment, EXPIRES: 2/ /201 TRANS ID' LINK design badebeappnm eaanyoompah til. and are or"dry frdlben'ofuse. S CompuTrus has no control over and umesnoresponsibilityfor the 6nDeceseaasumesulleringetagsuppodsshown.Shlmorwedgeif October 26,2015 fabrication,handling,shipment and in tadation of components. ry. 7.Plates assumes adequate ndg ad. faces of truss,and placed so their center TPIIWFCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indbete sae of plate In inches. MiTek USA,Inn./CompuTfus Software 7.6.6(IL)-Z 10.For basic connector plate design values see ESR-1311,65R-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x9 KDDF #l&BTR; LOAD DURATION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3-( 0) 206 2x6 KDDF #15BTR T1 SPACED 29.0" 0.C. 1- 3-(-1988) 562 9-10=(-560) 1295 3-10=(-904) 337 BC; 2x9 KDDF #16 BTR 2- 9=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x9 KDDF STAND LOADING 3- 9=(-1069) 931 11- 6=(-376) 1309 10- 5=)-962) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5-1-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT <= 12"OC. UDN. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 489 BC LATERAL SUPPORT <= 12"0C. 17014. TOTAL LOAD = 92.0 PSF 6- 7-( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x9 BRACING AT 24"01 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 lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural COND. 2: Designchecked for net(-5 vertical members (uon). I psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.095" @ 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=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 35-00 1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T load duration factor-1.6, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads '1 T T j' T 3' in the plane of the truss only. 12 -M-4x4+ 12 6.00 1;7. 2 .. 16.00 ..M-4x6 M-3x9+ Ill 4 M-5x6(5) ,c 0.25" M ' M O 0 Aill , 1 O O ry o e M-3x9 7.25" M-3x8 M-1115x3 M-3x4 '6 0 'J�s(a s PROFe�� M-3x4+ M-3x9 M-5x6(5) o i� [. y y ), y y (. " �NGINEF� /� 17-04-12 5-04-04 5-04-04 5-10-12 't'.y �-' J. y y k <r 89782PE r 1-00 34-00 1-00 JOB NAME : POLYGON 3410-B - Cl Scale: 0.1727 OREGON � WARNINGS: GENERAL NOTES, unless otherwise noted: 15r /l, ') 'E Truss: Cl 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 Mrvldual „e VV"we l �[ and Warnings before construction commences. building component.Applicability of design parameters and proper / igRy Y„) 2.2x4 compression web bracing must be Installed where shown+. Design of component Is the responsibility of the bra designer. I 3.Additional tem bracingto Insure stability during2.Design and atassumesl the top and bottom chords to be laterally braced at /1 {� V temporary y construction 2'o.c.antl x110'o.c.respectively unless braced throughout their length by P rL c Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: K1487240 4.No load should be applied to any component until after an bracing and 4.Installation o/trues le the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assume.Nunes are to be used In a nor conoslve environment, �/' (�C�^• 12/31/2016 TRANS ID: LINK design leads be applied to any component and are for"dry condition"of use. EXPIRES: 5.CompuTrua has no control over and assumes no responsibility for the 8.Design assumes fun bearing at all supports strewn.Shim or wedge II October 26,2015 fabrication,handling,shipment and Installation of components. necessary. 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 laces of truss,and placed so their center TPIN✓fCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see 156-1311,ESR-1958(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2510) 513 10-11=(-259) 1794 10- 4=) -15) 496 WEBS: 2x9 KDDF STAND 3- 9=(-2275) 488 11-12=(-272) 1799 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-692) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 988 6-12=( -15) 946 TOTAL LOAD = 92.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIE. 0'- 0.0" -235/ 1592V -187/ 187H 5.50" 2.97 KDDF ( 625) 39'- 0.0" -235/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "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 = -0.119" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 ,r f T Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T T T T T T T 12 12 Wind: 140 mph, h=23.9Enclosed,4Cat.2DLExp.B ASCE MWFRS(Dir), M-4x6 (All Heights), p. 6.00 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 .( in the plane of the truss only. M-5x6(5) _! M-5x6(5) 3.1" 0.25" 0.25" 0 oc M-1.5x3 if\ M-1.5x3 M l0 11 12 `'e 1 M-4x4 M-3x4 0.25" M-3x4 =M-4x4 Io P R M-5x8(5) �• fll OPS+„n y 8-09-04 y 8-02-12 y 8-02-12 y 8-09-04 l �G�. ��JC-�INE�c ���9 J• y 1-00 34-00 1-00 :97822PPE t' JOB NAME : POLYGON 3410-B - C2 Scale: 0.1727 '�•--'-�'/�' t Ilir WARNINGS: GENERAL NOTES, unless otherwise noted. C/� OREGON 4) 1.Builder end erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual '477 -.57 U GOt V _' Truss: C2 and Warnings before construction commences. balding component.Applicability of design parameters and proper ,,e) `/'� n tr 2.2x4 compression web bracing must be Installed where shown 4. incorporation of component k the responsibility of the building designer. T� V�(7.s'. y'h �'�, 3.Addatonal temporary bracing to'flea rs stability during construction 2.Design assumes the top and bosom chorda to be lateral)/t their al ( 9 y7 Y .✓ � Is the responslblNry of the erector.Addllionel permanent bracing of 2'o.c.and at 1IT 0.0.respectively unless braced throughout their length by D.AT E: 10/26/2015 the overall structure Is the responsibility f the building continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �+A 1 (1 'l pone y o g designer. 3.2x Impact bridging or lateral bracing where shown<v. r1 V 4.- SEQ.: (<14 8 7 2 41 4.No load should be applied to any component until after all bracing end 4.Installation asruss sumes trussesIs the are to a insyct toity of the a non-corrosivertoelve environment,contractor. than5.In fasteners are complete end at no time should any loads greater 9aes o TRANS I D: LINK design made be applied many comment 8.Design for mecondition" wndbering el ell supports shown.Shim or wedge n 5.CompuTruahas nocontrol over and assumesnoresponsibility for the necessary. { EXPIRES: 12/31/21716 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. OC4O bar 26,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,end placed so their center TPIIWTCA In BCSI,copies of whlchiwlll be furnished upon request. lines coincide with 1061 center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CofnpuTrus Sditware 7.6.6(1 L)-E 10.For basin connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 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: 289 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-254) 1799 11- 9=) -15) 459 8-17=( -219) 1392 WEBS: 209 KDDF STAND 3- 9=(-2280) 989 12-13-) -11) 71 9-12=1-694) 234 LOADING 9- 5=(-1619) 990 13-15=) 0) 0 12- 5=( -79) 498 TI LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14-16=(-402) 2488 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 92.0 PSF 7- 8-(-2836) 597 17- 9=(-825) 4279 13-19=) 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-9858) 942 14- 6=(-315) 210 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 19- 7=(-679) 153 7-16=( 0) 347 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1592V -186/ 188H 5.50" 2.97 KDDF ( 625) 39'- 0.0" -235/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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" 4' 1' 6-00-05 5-05-13 5-07-09 4-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.109" @ 33'- 6.5" 4' 'I 4 f 1 4' 4' 4' MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 12 12 6.00 p HM-6X6 Q 6.00 6.0" Design conforms to main windforce-resisting 5 'f-,f system and components and cladding criteria. 11-5x6(S) i0,! Wind: 190 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE7-10, (All Heights), Enclosed, Cat.2, Exp.B, Dir), 0.25" M-1,5x3 load duration factor=1.6, 9 M-5x6(5) Truss designed for wind loads in the plane of the truss only. 0.25" M-1.5x3 3 -3x6 M M-3x8 M O \ _ 1 r 16 17 1 0 o 11 12 13 15 o M-3x9 ii -4x4 0.25" M-5x8 M-1.5x3 M-5x8 Ic. o M-5x6(5) M-5x6 3.75 12 l ; b l l 0' l ; y 8-08-06 8-03-10 4-08-12 1-01 -12 3-10 4-10 2-05-08y l P /'� r 1-00 21-10-08 9-08 2-05-05-00 „�'��� V �.0 y y y k74` ((i E '9 !p`Ir J• 22-10-08 1-00 11-01-08 l `� .y C 34-00 'C :9782PE 1 C"• JOB NAME : POLYGON 3410-B - C3 Scale: 0.1602 • - WARNINGS: GENERAL NOTES, unless otherwise noted (y OREGON �4) Truss: C3 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the patametersshown and Is Bran Individual A 'S' (OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper "l.+�y 1/j- 9, �' ' 2.2a4 compression web bracing mus*be installed where shown•. Incorporation of component k the responsibility of the building designer. .A V�eq V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 77 'A Is the responsibility of the erector.Additional permanent bracing of 2'oh.and at 10'o.c.respectively unless bated throughout their length by DATE: 10/26/2015 the overall structure la the responsibility ofthe buildingcontinuous sheathing such as plywooduiteding(TC)and/or drywall(BC). RA i ' ponsi ty designer. 3.2x Impact bridging or lateral bracing required where shown•• V 4.- SEQ.: K 14 8 7 2 4 2 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied teany componem. anda^aossme8onemon"or",e. 5.CompuTrus has no control over end assumes no responsibility for the 8.Dnecessary. ets e u full bearing et aN supports shown.Shim or wedge if EXPIRES. 12/31/2016 fabrication,handling,shipment components. mry 01 5 su jec to t installation of tom is. 7.Design shall adequateobothif ce is trussetl. 0Ct0ber 26,201 5 8.This design b bmishetl subject to the Ilmgalbna set forth by S.Plates shall ba bested on both laces of truss,and pieced so their center TPVWTCA In SCSI,copies of which will be furnished upon request. lines colnGtle with joint center lines. 9.Digits Indicate alae of plate In Inches. MiTek USA,lnc./CompuTrua Software 7.6.6(EL)-E 10.For basic connector plate design values see E59-1311,ESR-1998(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 34'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TO: 2x4 KDDF #1&BTR '. LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <— 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PIF 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. 17-00 17-00 T T 4 11-04-10 5-07-06 5-07-06 11-09-10 T T T T T 12 11M-4x4 12 6.00 G 3 Q 6.00 •• • • • • • 14-3x5(S) M-3x5(S) M M o o I M-3x5 (5) o 0 M-3x9 M-3x9 J, 17-00 ), 17-00 Q,VO PRar11k.t., 5 GINE- 1 1-00 34-00 't- , : 7CJGf 0 w`6-r JOB NAME : POLYGON 3410—B — C4 .. "' Scale: 0.2977 • / '^ SIM WARNINGS: GENERAL NOTES, unless otherwise noted: C,u /�/'� 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is or an Individual A -574, OREGON !�. Truss: C4 end Warnings before construction commences. building component Applicability of design parameters and proper .75"V,V ¢" 2.2x4 compression web bracing must be Installed where shown v. incorporation of component lathe responsibility of the building designer. .4J� �.A s.....`'. G 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to d t laterally t their 77 'l/"}'Y :J IS Me responsibility MON erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ir 018‘8$ continuous sheathing such as plywoodsheathing(TC)s and/or drywall(BC). P./1 U L ,. DATE: 10/26/2015 the overall structure Is the reeponslNNty of the building designer. 3.2x impact bridging or lateral bracing required where shown 4+ r'1 1.- SEQ.: Ki 4 8 7 2 4 3 4.No load should be applied to any component until after all bracing end 4.Installation oftru s is the responsibility sibbe illixa of tine enactor.gent, faetenere are complete and at no time should any loads greater men Design assumes design loads be epplie0 to any component. and are for"dry condition'of use. TRANS ID: LINK 5.CompuTruehas nocontrol over andl,,aesumesnoresponsibiliy or the 8 necessary.esign ssumesMllbearingataAwppsdeshone Nhlmorwedgeif EXPIRES: 12131/2016 ` { �+ fabrication,handling,shipment and re limitations of components.by 7.Design assumes adequate drainage Is provided. October 26,2015 8.This design is Nmlahed subject to tib limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNMCA In SCSI,copies of which Noll be furnished upon request. lines coincide with Mint center lines. 9.Digits indicate size of plate in inches. Mirk k USA,Inc.ICOmpuTrus Sdftwere 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#168TR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 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 VON. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-04 6-09-04 T T T 12 12 6.00 IIM-4x4 Q 6.00 3 2 9 M O O P 1o 1 / ///////////////////////////7///////////////////////7///////////////////////////////////////////////// /7/ I 0 0 M-3x4 M-3x4 l b . b 1-00 13-06-08 <( 3 06 OB < 0:1*RQ 0.,‘01 Nfi'7 {0 :9782PE v JOB NAME : POLYGON 3410—B — D1 • i/ Scale: 0.5385 107 WARNINGS: GENERAL NOTES, unless otherwise noted: �,�} �•i COR( 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 IndWldual /�t T/�- ` I V Truss: D1 and Warnings before construction commences. building component.Applkebtltly of design parameters and proper a'7 Imo`,, �, 2.2s4 compression web bracing must be installed where shown•. incorporation of component Is the responsibility of the building designer. �� G,q R y 'js 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chortle to be lalerelty braced at Il i t Is the responsibility of the erector.Additbnei permanent bracing of 2'o.c.and at 10'o.c.reach ne ply unless braced throughout their length by }� {'a1V continuous sheathing such m plywood sheathing(TC)and/or drywall(BC). BA 1 1 l j's" DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ •1 V 4 SEQ.: El4 8 7 2 4 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the are responsibility of e Into non-corrosive ntrrNronrmenl, fasteners are complete and at no time should any b4. ads greater than Design assumes design toads ba applied to any component. end are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has nocontrol over and assumes noresponsibility for the B. toil beating ataU sappods shown Shim orwadge:1 EXPIRES: 12/3112016 fabrication,handing, sanry edisubectothelmiaansaemPahbya. T. sgnaaNelocaedoneothifageiotraslsea. October 26,2015 B.This design is famished subject to the limitations eel forth by H.Plates ansa be toasted an both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which wIll be furnished upon request. lines coincide with Joint center!Ines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plata design values see E5R-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS I TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-27) 511 6-3=(0) 312 BC: 2x9 KDDF #16010 SPACED 24.0" 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"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON- DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) O'- 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 109SF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 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 f f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 IM-9x4 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 3 ,‘ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M M O 111 l 2 6 o M-3x4 M-1.5x3 M-3x4 0 b 1 y 6-09-09 6-09-09 y 1-00 y 13-06-08 y 1-00 b ..`F, PR op. C. cr- :9782PE v' JOB NAME : POLYGON 3410-B - D2 • �,. Scale: 0.4010 ,. 07 Affil WARNINGS: GENERAL NOTES, unlessothenurse sated: (! **EGO• � 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 indNidual '��/ t Truss: D2 and Wamings before construction commences, building component Applicability of design parameters and proper t 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. ,.ay V V 3.Additional tem brach to Insure stability during 2.Design assumes the top and bottom chords to be laterally braced at 7?/))))Jy�____-� '1 R Y A:} temporary g y g consirucibn Z o.c.and at 10'o.c.respeciNely unless braced throughout their length by '1 Ie the responsibility of the erector.Adoptions'permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). *40 DATE: 10/26/2015 the overall structure is the reaponarolll�y of the building designer. 3.2e Impact bridging or lateral bracing required where shown r v PR U L SEQ.: Ki4 8 7 2 4 5 4.No load should be applied to any comb nen'until eller all bracing and 4.Installation of trues Is the responsibility of the respectNe contractor. fasteners are complete end at no limes should any baits greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. end are for condemn areae. 5.CompuTrus has no control over and assumes no responsibility tar the 8.Design assumes toll bearing et all supports shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and Indtallalinn of components. necessary. 7.Designn assumes adequate drainage Is provided. October 26,2015 6.This design Is furnished subject to ihe'.Nmdations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI1WTCA in BOW,copies of which v411 be furnished upon request. lines coincide with joint center linea. B.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTlus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,E5R-1888(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-5=(-63) 89 3-5=(-229) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-146) 119 WEBS: 2x4 KDDF STAND 3-4-( -20) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE 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 INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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 = -0.123" @ 3'- 4.5" Allowed = 0.922" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" 6-04-04 0-07-12 = MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 12 6.00 M-1.5x3 4 _ i4iiiiiiiiI -/ Design conforms to main windforce-resisting system and components and cladding criteria- 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- 0 0 m 01 P 0 IP, IrM-3x4 M-1.5x3 y b 1 6-04-04 0-07-12 1 b l 1-00 7-00 PRQptc, �5 �yaINEJd�9~•9782PE c JOB NAME : POLYGON 3410-B - D3r' ''40". Scale: 0.5157 'W MI WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ t'!,e OREGON �4 -"Y 4J17E 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual n Truss: D3 and Warnings before construction commences building component.Applicability of design parameters and proper V 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. "{�� `-',.a"� ,/.`l 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -11� Is the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'o.c.respeciNely unless braced throughout their length by /� 1{ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Aq U l °`l DATE: 10/26/2015 the overall structure la the responsiblBty of the building designer. 3.2x Impact bridging or lateral bracing required where shown i t 4 SE K 1 4 8 7 2 4 6 4.No load should be applied to any component until after allbracing and 4.installation oftruss Is the responsibility of the reapectNe contractor. 4 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 ID: LINK design beds be applied to any component and 8.Designera tor'dry condition" be riof utt alw its shown.Shim or wedge 5.CompuTrus has no control over and assumes no responsibility for the ,°"am`° g° supports EXPIRES: 12/31/2016 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OCt0ber 26,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both feces of trues,and placed so their center TPIhVOCA 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./CompuTfUs Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988 Mick) • 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. TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 - BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. 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=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. 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 1' • T T 12 4.00 17 • M-l.5x3 • 3 4 —/ • • II II o 2 /- • il ll ///Illi///l//I//////////// -/ o M-3x4 M-155x36 1 b y 1-00 3-05 :97$2PE JOB NAME : POLYGON 3410-B - El „or .✓ Scale: 0.6603SIIII �r OREGON WARNINGS: GENERAL NOTES, unless otherwise noted: a✓R El7OIV 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual .YJ Truss: El and Warnings before construction commences. building component.Applicability of design parameters and �j n z.za4 compression web brain incorporation tion of component le there of e designer. '" press g must be Installed where shown.. Por. ponen responsibility tne building nasi „� a.Addnional temporary bracing to Insure stability during construction z.Design assumes the lap and Schein chords m be laterally bread at d9/1... R Y j Is the responsibility of the erector.Additional permanent bracing of 7 ox.and at 10'o.c.respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. continuousxImp sheathing such as plywood required ia where s owsand/s tlrywall(BC). �, n t �\ sponai M g p 3.2a Impact bridging or lateral bracing where shown�+ A 1.. SEQ.: K1487247 4.No load should be applied to any component until eller all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time Should any loads greater than s.Design assumes trusses are to be used In a nonconoslve environment, TRANS I D• LINK design loads be applied to any oompohent. and are ro dry comm�o case. 5.Com Trull hes no control over end[resumes no re 8.Design assumes full bearing et all supports shown.Shim or wedge it EXPIRES: 12/31/2016 pu responsibility for the necessary. fabrication,handling,shipment and ln�tattatbn of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design is furnished subject to the Pinlitetions set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNMCA In 8151,copies of which will be furnished upon request lines coinGde with Joint center lines. uTrus Software 7.6.7(11_)-E 5.Diges indicate sae or plate in Inches. MiTek USA,Inc./Com P10.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/Cit=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #1&0TH SPACED 29.0" O.C. 2-3=(-99) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -58/ 316V 0/ 92H 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/ 018 1.50" 0.19 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.00 17 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 2'- 0.1" Allowed = 0.179" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.193" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL - -0.000" @ 3'- 4.3" fAlr3 Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I o End vertical(s) are exposed to wind, Truss designed for wind loads 1 in the plane of the truss only. N 0 I N f- I - m o _ I f -/ 0 2>C 4"• M-3x9 y y 1 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,4,3 I •\<<-co PR oFFss '9782PE JOB NAME : POLYGON 3410-B - E2 ,. -4+" Scale: 0.8868 / .111111, //,�,, WARNINGS: GENERAL NOTES, unless otherwise noted: f! ('�N-v�[�/''� �v,f 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�_ V fl Gl7ON /� Truss: E2 and Warnings before construction commences. building component Applicability of design parameters end proper ..4, (y'�+' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component la the responsibility of the building designer, '.T l AIR ' {G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced eat n 77 "7/"{Y i+.7 Is the responsibility of the erector.Additional permanent bracing of 7 o.c,and at 10'o.c,respectively unless braced throughout their length by DATE: 10/26/2015 the overall atruciure Is the responsibility 'the building designer. continuous sheathing such as plywood sheething(TC)and/ordrywell(BC). PS/N U1 Pons ty o g g 3.2x Impact bridging or lateral bracing required where shown♦+ �"1 N...� SEQ. : K 14 8 7 2 4 B 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment 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.DeGlgnaswmesfullbearingeleusupporlsshown.shimorwetlgeIf EXP I RES: 12/3112016 fabrication,handling,shipment and installation of components. ry 7.Design ha ll b el adequate tdrainage to provided.n October 26,2015 6.This design is furnished subject to the limitations sal forth by 8.Plates shag be located on both feces of truss,end placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) Symbols NumberingSystem I Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property 4 offsets are indicated. Dar>jTage or Personal Injury r�� Dimensions are in ft-in-sixteenths. lillihi Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 �� 2. Trjss bracing must be designed by an engineer.For '/16 wi.e truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ 10_ ILI111110 ! br.cing should be considered. �_ 3. Nover exceed the design loading shown and never ost.ck materials on inadequately braced trusses. O 4. Pr.vide copies of this truss design to the building For 4 x 2 orientation,locate 07-8 '-� r-- d-signer,erection supervisor,property owner and plates 0 'Ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. C t members to bear tightly against each other. 6. PI.ce plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jot t and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO lo.ations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. D=sign 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. Un ess otherwise noted,moisture content of lumber sh.11 not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Un ess expressly noted,this design is not applicable for ICC-ES Reports: us-with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.C.mber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 re•ponfibility 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.Pl.te type,size,orientation and location dimensions in.icated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lu ber used shall be of the species and size,and Southern Pine lumber designations are as follows: in.1I respects,equal to or better than that P Indicated by symbol shown and/or SYP represents values as published sp cified. by AWC in the 2005/2012 NDSI 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.Bo tom chords require lateral bracing at 10 ft.spacing, BEARING or ess,if no ceiling is installed,unless otherwise noted. NI."... 15.C nnections not shown are the responsibility of others. Indicates location where bearings 16.D not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®Ali Rights Reserved a proval of an engineer. reaction section indicates joint ® ( number where bearings occur. 17.Ins all and load vertically unless indicated otherwise. ` Min size shown is for crushing only. MINN 18.Us of green or treated lumber may pose unacceptable en ironmental,health or performance risks.Consult with pr ject engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. an, pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. /fill is riot sufficient. BCSI: Building Component Safety Information, MiTe 2 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013