The URL can be used to link to this page

Plans (53) v - ? 011- 06x1 1-1H 3 fpre-5\-- 1*() '-'L6 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: PL1 5-338 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: R45630230 thru R45630240 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. -S��ED PR°FRSs NGINE. /p 444 2 87022PE �� cv tIt 'oj OREGON cP Q�IV SBER A. Her' e EX' ' 1:06/30/ October 12,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45630230 PL15-338_UPPER F01 Floor 17 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:0439 2015.Paye I ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-XFZwBb3abIAE1 VHkOyAJTKZHyjIt42CzUjOVh4yUBXs 2-6-0 I 10-10-2 1 1 1-2-0 i 10-11-2 1 Scale=1.32.8 1.5x3 II 3x6 — 1.5x3 II 3x4 - 1.5x3 II 3x4 — 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e _ a a o o a _ e N - - N e 17 16 15 14 13 12 JIpp�I 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-6-2 I 11-4-2 111-11-21 { 18-9-12 I 11-4-2 0-7-0 0-7-0 6-3-10 _ Plate Offsets(X,Y)— 16:0-1-8,EdgeL L7:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Ina- YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 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) 17=822/Mechanical,11=822/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-3689/0,6-7=-3386/0,7-8=2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 WEBS 2-17=-191310,2-16=0/1299,4-16=-660/0,4-15=-57/292,5-15=-281/0,6-15=62/602,9-11=-1916/0,9-12=0/1262, 7-12=-756/0 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. A; ck PRoF�ss �c?;5 SNC,I N EF9 /-2 87022PE 9f / y �'3), OREGON c k LI A HER EXPIRES:06/30/2017 October 12,2015 i, mii. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 into the overall building design. Bracing indicated is to prevent Duckling of individual truss web andior chord members only.Additional temporary and permanent bracing MTek 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 QuaBty Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630231 PL15-338_UPPER F02 FLOOR 5 1 _. I Job Reference(optional) Pacific Lumber&Tiuss Co., Beaverton,Oregon 7.530 s Ju!11 2014 MiTek Industries,Inc. Mon Oct 12 58:04:40 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-?R7JOx3CL315ffswatiY?Y6Vc7EkpbVV6jN l3EWyUBXr I 2-6-0 1 1-9-8 ii 1-2-0 ii 1-6-0 II 1-1-12 1 1 2-5-8 ii 1-2-0_ ii 2-0-8 1 I 1-4-0 1 Scale=1:37.5 1.5x3 II 1.5x3 I I 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 ■ _ a ° e r sm e _ m o ' o N .7 Iry : _e e a m e s- • _ 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 I I 3x8 = 3x6 = 12-7-4 I 8-8-12 11-5-42-0-4 1 17-4-12 I 2.1-5-12 I 8-8-12 2-8-8 V-7-06-7-0 4-9-8 4-1-0 Plate Offsets(X,Y)— [4:0-1-8,Edget,[7:0-1-8,Eddet,[16:0-1-8,Edgel,[22:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)19=0-5-8,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=-468/0,8-9=468/0, 9-10=0/571,10-11=0/571,11-12=0/566 BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, 15-16=22/297,14-15=286/61 WEBS 6-19=-504/0,2-23=-705/0,4-20=-540/0,6-20=0/535,7-19=-642/0,9-15=821/0, 12-14=66/308,12-15=457/0 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)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. 5)CAUTION,Do not erect truss backwards. _s ) PROFFe. S 5�� S � � I9i o �, 2-7 87022PE to ,(v ^c>, OOR EG•N rP QIL/ O®S21BER �\' A. HE-Pk EXPIRES:06/30/2017 October 12,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design void for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and prcperty incorporate this design into the overall `�mint Q building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only.Additional temporary and permanent bracing Miiel( 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.DSR-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630232 PL1 5-338_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc. Mon Ott i2 06:04:41 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-TehhcH4g6NQxHpRl8MDnYIfgVXcgY3YGyltcmyyUBXq I 2-5-4 I I 1-2-0 I ` 2-0-8 I 2-6-0 1 1 1-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 a e - o e ® e --- ar— 0 0 0.111111. IIIIIIIIIIIIIIIIIII N N o e e e L 1FA, 11 10 9 8 3x4= 1.5x3 I I 3x4 = 3x8 = 3x4= 3-11-12 I 2-8-4 13-3-4 1 30-17"-0 -10-1 I 8-7-12 819 12-9-0 I 2-8-4 0-7-0 0 7-0 0-1-$ 4-8-0 o-1-t 3-11-12 Plate Offsets(X,Y)- 12:0-1-8,Edge],110:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 1 Weight:58 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS. (lb/size) 12=317/0-2-8,8=55/Mechanical,9=738/0-5-8 Max Uplift8=66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 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)12. 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. 5)CAUTION,Do not erect truss backwards. �ti�, ) PROFess �C?N5 0A I N EF,9 �0, 8 7 0 2 2 Pi 1 7 �A), OR CV GON (19AI v Sa. HEP EXPIRES:06130/2017 October 12,2015 � f ---- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding 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 ar.d/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/1PI1 Quality Criteria,051-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Oty Ply POLYGON R45630233 PL15-338_UPPER F04 FLOOR 3 1 _j_gb Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530.:Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:04:42 2015 Page 1 ID:SygD?CTgSFZSJSNcS1 ttIDzR3Xv-ygF3pc5TtgYouz0Jh4k05zBrXwxEHWXPAhc91PyUBXp 1 2-6-0 1 0-8-4 1 1 1-2-12 l 1 1-6-0 - I 1 1-2-0 I I 1-4-4 I 1-3-0 I Scale=1:18.3 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II t 2 3 3x6= 4 5 6 7 8 0 o e o 0 0 0 a o N N e o o e - D O O 14 12 11 103x4 g 3x5= 1.5x3 11 3x4= 3x6= 3x4= 1 3-2-8 1 10-6-12 I 3-2-8 7-4-4 Plate Offsets(X,Y)— [5:0-1-8,Edgel,[10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:51 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) 13=559/0-5-8,14=81/Mechanical,9=278/Mechanical Max Uplift 14=-19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 BOT CHORD 12-13=260/0,11-12=0/429,10-11=0/429,9-10=0/291 WEBS 3-13=-330/0,2-13=306/0,5-12=-286/0,3-12=0/470,7-9=372/0 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. <‹-Y� P R QFFss Lc;;:) < NEF'7 �o�'y 87022Pf i ^32, OR GON c-PQ er, BER \\�P� kJ A HE?' EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MT. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not •-a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate thi'design into the overall .building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addiiionat temporary and peirnanent 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/1P11 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630234 PL15-338_UPPER F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTes Industries,Inc. Mon Oci 12 08:04:42 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-ygF3pc5TtgYouz0Jh4k05zBn2wr_H UOPAhc9IPyUBXp 2-3-12 I I 1-2-0 I I 1-0-0 I 2-6-0 I Scale=1121.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 0 e e, e e & 0 0 N N 0 e e e- e- 1, 12 11 10 9 8 304= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y)— [2:0-1-8,Edqel,F10:0-1-8,Edgel LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT2O 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr. YES WB 0.34 Horz(TL) 0.02 8 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 10-0-0 oc bracing. REACTIONS. (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1204/0,3-4=1204/0,4-5=1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WEBS 3-10=0/263,2-12=1310/0,6-8=119810,6-9=01579,4-10=-545/0 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. <cQ'Ep P R pF�s / 4iINE4'\:.., 2� 87022PE r- '0).,OR EG N ti�Opti C�OSMB E R �"`�P� A Hip, EXPIRES:06130/2017 October 12,2015 I . ,WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 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 QuaBty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630235 PL15-338_UPPER F07 Floor 6 1 _,lob Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 1.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:43 2015 Page 1 iD:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-QOpR1 y65e_gfW6bVFnFFdAk0LKG00_ZPLMjgryUBXo 2-6-0 I 0-9-8 1-2-0 ii 0-9-4 I 2-0-0 ` 2-5-8 1 1 1-2-0 --I I 1-11-o Scale:1/2"=1' 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 9 e 9 e 0, s c. ._ a e. e O \ / o N N iiii _ e e e o e 16 15e 14 k 12 11 i 3x8 = 1.5x3 II 1.5x3 II I 3-6-8 1 4-1-8 1 4-8-8 1 7-8-12 I 10-5-4 111-0-4 111-7-4 1 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y)— 17:0-1-8,Edge],[8:0-1-8,Edge),114:0-1-8,Edgel,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 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) 16=307/Mechanical,13=670/0-3-8,10=223/0-2-4 Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=-570/0,7-8=-314/0 BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 WEBS 2-16=-612/0,5-13=-595/0,5-14=0/291,7-13=-488/0,8-10=-353/0 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)10. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <<-V DPROre s.0 870 2PE �c". "c>, OR EG N 90 O,V O�SAP M8ER \\�p�' A HER EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml/-7473 rev.10/0312015 BEFORE USE. lin_ Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mil Qualify Criteria,1SB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630236 PL15-338_UPPER F08 Floor 2 1 ,lob Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.•Y10 s k.11 r 2014 Welk Industries,Inc. Mon Oct 12 08:04:43 2015 Page 1 ID:SygD?CTgSF2.SjSNcS1 ttlDzR3Xv-Q0pR1 y65e_gfVV6bVFnFFdAkzkK6a0s?ZPLMjgryUBXo 1 2-6-0 I 11-0-10 1 1 1-2-0 110-11-2 1 Scale=1:332 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 - e e ois •_,• v o• _ •• `9; I •••••000....... 14144414411%.440. _.‘- o B B 10 a b • Noi- 1 16 15 14 13 12 3x4 = 3x8 -- 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-8-10 I 1110 11Z-1-101 1 19-0-4 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— [6:0-1-8,Edgel,[7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr. YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 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) 17=831/0-2-8,11=831/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3020/0,3-4=-3020/0,4-5=3781/0,5-6=-3781/0,6-7=-3451/0,7-8=2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 WEBS 2-17=-1937/0,2-16=0/1323,4-16=685/0,4-15=28/296,5-15=-266/0,6-15=69/599,9-11=1940/0,9-12=0/1285, 7-12=-786/0 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)17. 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. <��Ep P R pFEss 87022PE 7 %2 O R EG•N ti9 ,.,41./ '5) \ ."Q OQSBEP, \ q. HER\-\P EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall , �A building dr siign.Bracing indicated s to prevent buckling of individual truss web and/or chord members only.Additional temporc:ry and permanent bracing .K • ' IYI ITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till Qualify Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630237 PL15-338_UPPER F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:44 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-uDNpEI7jPIoW8GAipVmUAOH8SkSolJEie?5GNHyUBXn I 2-6-0 I 1 1-0-14 1 1 1-2-0 1 1 0-11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 H 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e i' : / 1 16 15 14 13 12 3x4 = 3x8= 3.6 = 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-8-14 I 11-6-14 2-1-11 1 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edqe],[7:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) t/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 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) 17=832/0-2-12,11=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3025/0,3-4=3025/0,4-5=3791/0,5-6=-3791/0,6-7=-3457/0,7-8=2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 WEBS 2-17=-1940/0,2-16=0/1326,4-16=-687/0,4-15=-25/297,5-15=-265/0,6-15=-69/600,9-11=-1943/0,9-12=0/1287, 7-12=-789/0 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)17. 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. , 01'c.D PROr1 �C. �NGINEFR ��?'9 Q 87022P� (" "cjAP 6"4,/OR GON ti�Opti O0 4B E R '\ �P\ ka A HES EXPIRES:06/30/2017 October 12,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lin. Design valid for use only with MiTek®connector.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45530238 PL15-338_UPPER F10 Floor 5 1 Job Reference/optional) P:chiic L--umber&l russ Co., Beaverton,Oregon 7 530 s Ju'11 Mi T etc Industries,l-ic Mon Oct 12 08:04:44 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzK3Xv-uDNpEI7jPIoW8GAipVmUAOHAwkZPIPGie75GNHyUBXn I 2-6-0 I I 1-4-8 i I 1-2-0 I I 1-3-0 I 1-6-0 I Scale=1:18.9 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 • oe • • o • o 0 fV e e e e e e 12• 11 10 9 3x4= 3x6 = 1.5x3 II 3x4= 3x4= I 6-9-0 I 7-4-0 17-11-0 I 10-11-0 I 6-9-0 _ 0-7-0 0-7-0 3-0-0 _ Plate Offsets(X,Y)— 14:0-1-8,Edgel,(9:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=475/0-4-8,8=475/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=1062/0,5-6=-1062/0 BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 WEBS 2-12=-998/0,2-11=0/384,4-11=-21/333,6-8=-750/0,6-9=0/566 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. 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. 4z- 87022PE r N ��-cj,OR EG N ti�OZti Or-, SER '\ . A. HECK EXPIRES: 06/3012017 October 12,2015 __ ®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 M7ek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a bliss_system.Before-use,the&Aiding designeh.must verify the applicability of design parameters and property incorporate this design into the overall .. building design:i3&acing indicated is ioprevent buckling of individual truss web and/or chord members only.Additionol temporary and permanent L•ruciny • MEL*. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi Qualify Crfferia,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630239 PL15-338_UPPER F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:45 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-MPxC Re7LAbwNmQIuNCHjibpM U8zbUsXssfrgvjyU BXm I 2-5-4 11 1-2-a I I 2-0-8 I 2-6-o I I 1-5-o I Scale=1:22.3 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 0 0 o a o iiiii ® "0 = iiiii o 0 0 iiii N N 000111111.111111111 a e e e 0 L 11 11 10 3x4= 1.5x3 II 3x4 = 3x8= 354= 3-11-12 2-8-4 13-0-734-0 -3-4 3-10o-7-4 I 8-7-12 8 12-9-12 2-8-4 0 7-0 I 0 0--8 4-8-0 0--1 4-0-8 Plate Offsets(X,Y)— 12:0-1-8,Edgei,(10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS. (lb/size) 12=317/0-2-8,8=60/0-2-12,9=739/0-5-8 Max Uplift 8o_64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=-841/0,6-9=452/0 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)12,8. 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. <<-\2'\A PRpF�0 `mac:\. �N�iNEFR 2 �py 870 2PE/ / cn cv Z-0,, OREGON QO 2COf&EF N � ' SA HE'�,, EXPIRES:06/30/2017 October 12,2015 i ► ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil, Design valid for use only with Mirek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rrierrbers only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. Fa general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/1811 QuaBty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Su to 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630240 PL15-338_UPPER F12 Floor 1 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7..30.>Jul 1 i 2014 MiTek Industries,Inc.Mon Oct 12 08:04:45 2015 Page 1 ID:SygD?C I gSFZSjSNcS1 ttIDzR3Xv-MPxCRe7LAbwNmQIuNCHjibpMr8xTUsyssfrgvjyUBXm I 2-6-0 I 1-9-8 1 I 1-2-0 i I 1-3-4 I 1-6-0 1 Scale=1:16.5 1,5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 J e e e 00 N ✓ N b e e e e' e e 10 9 8 3x4= 3x4= 3x4= 3x4 = 1 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 1 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y)— [8:0-1-8,Eddei,[9:0-1-8,Edge[ LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:39 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) 10=378/Mechanical,7=378/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=757/0,3-4=-757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 WEBS 2-10=-738/0,5-7=-572/0,5-8=0/382 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)7. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. "\��E� P aFess mac; �G I N GINE- -,.., io21 870 2PE 7HA2, OREGO elo 41/ SA. HEC; EXPIRES:06/30/2017 October 12,2015 his ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 v'1010312015 BEFORE USE. Design valid for use only with MTek®O connectors.This design is based only upon parameters shown,and is for an individual building component,not . Jen, . . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate'his design into theove.-all ...- -.. .I - 'building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and p07mcn tent bracing.`r MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quakty Criteria.D56-89 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 Symbols Numbering System stem A General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury rI� Dimensions are in ft-in-sixteenths. ilir*i_ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 wide truss spacing,individual lateral braces themselves WEBS1100„ 4 may require bracing,or alternative Tor i O ., p bracing should be considered. IMIIIIAir U 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 8 c�7 cs 6 designer,erection supervisor,property owner and plates 0-'' ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. , the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. ' �� Indicated by symbol shown and/or g by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. '; BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 4E1=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 10 18.Use of green or treated lumber may pose unacceptable ►—� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. imiTeke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 3T-0" r 1 V= 16'-5' G�- - \ / -\\-\:, \\ s \\\\ ......07 r C3A ., \ _ _ qtr 6:12 .. , . C2(11� - - P‘ :, 2 r l �D3 2 8: 8:12 B1 q:1Z �_�� y Nit li - i Al _ 4 / w / 6:12 b D2 (3) GARAGE 1 ® C0NFO IiS tO DESIGN!CONCEP- E CONFORMS TO DESIGN CONCEPT WITH 14'2■ Di ' Q CONFORMS TO DESIGN CONCEPT REVISIONS AS SHOWN I25 -- 11�' I CONFORMS TO DESIGN CONCEPT WITH '1 REVISIONS NOTED NON-CONFORMING-REVD AND RESUBMIT .I ❑NON-CONFORMING—REVISE&RESUBMIT AND RESUBMIT 1T-3 112" '-::c SFK,P DRAW:iG HAS[ERN RFS iEWED FOR SEWRAL Or,Ft 5RBAEEF ':HIS SHOP DRAWING HAS BEEN REVIEWED=0R GENERAL CONFORMANCE I, I my CESF.7i cosec?r oNLr AND LL_ NOT f+ei.E WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FA&:ST;,R.,F,ND�'R OF P,ESPi'f:SL91i.LT!F,R iY3NFOR.AIE VIl o;Snis: CRA.7gIGS.SPED€K,..T'S..140.A LK:APLL CCS-_s.Al ci:4,9CN FAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE i:RUF Y:WCRT,-IL SHOPoRAWE . R ICH HAVE PRIORITY By Alexia Fukui DESIGN DRAWINGS AND SPECIFICATIONS ALL OF Date 9/22/14 OVER THIS SHOP DOMING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL p a PROJECT TITLE. REVISION-1: DRAWINGS FOR ALL FURTHER �: PLAN 3BRMATON.BUILDING DESIGNOER/E Gt NEER OF RECORD umber PLAN: DRAWN BY REVISION-2. RESPONSIBLE FOR ALL NON-TRUSS 'Y" TO TRUSS CONNECTIONS BUILDING t DESIGNER/ENGINEER OF RECORD TO 3-B I CHECKED BY REVIEW AND APPROVE OF ALL 4TRUSS C M P A NY DELIVERY LOCATION: SCALE: REVISION-3: - DESIGNS PRIOR TO CONSTRUCTION. s 1/8"= 1' . All designs are property of-Pacific Lumber and Truss. Al'designs are ruli and void if not fabricated by-Pacific Lumber and Truss. i El CONFORMS TO DESIGN CONCEPT Z CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH ❑ REVISIONS NOTED ❑ CONFORMS TO DESIGN CONCEPT WITH ❑ NON-CONFORMING—REVISE&RESUBMIT REVISIONS AS SHOWN TI9£3;E DRAWING HAS BEEN REVIEWED FOR GEt4FF I CONFORMANCE 3T-01 ❑ NON-COP1FORMIN -REVISE AND RESUBMIT WITH DE��IGN :GLACE`T ONLY AI.0 DOES NOT F:ELIFlE THE FABRICA-ORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS.SPECIFICATIONS,AND A✓PLICASLE CODES.ALL OF WHICH HAVE THIS SHOP DRAHISG HAS BEEN RE0I0#_D FOR GENERAL CONFORMANCE PRIOnIFYCrdEN TA5SS+.iOPORWONa WITH THE DESIGN CONCEPT ON Y AND DUDES NOT RELIEVE THE By Alexia Fukui Date 9/22/14 _ 1 FABRICATOR;VENDOR OF RESPO SIBILITY FOR CONFORMANCE'WITH THE AAILBRANDT ARCHITECTS I DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP CRANING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. V— 1 6-5" By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC 1 I ,. L1\16‘1.11\111711111111 , - I sa (g) _\ — I I k ___ __ I __ _ _ _... I _._ 1 2? . 6:12 — I __ - _ __ I 6? 6:12 I (11 I I I I I C1 Ne:1III7 Al :I I NEW 15111111•b 6:12 fw( I I GARAGE — —— _1_1._ °' 14'-2' 171-3 112" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT R TO TRUSS CALCULATIONS EAND ENGINEERED STRUCTURAL I ,1,PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 3B INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD umber PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR AL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 3-B / CHECKED BY: REVIEW DEE PR OF RECORD RD TO REVIA EW ANDD APPROVE OF & T R I I s S COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. t sp 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. l CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI)WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). ) ,,,3 OHS, PR I-- dr , ; 4,`',,, , dr 1 1 1/) , ", '' I$ :„,..:*g 39 `rb r A. 'a x"4 '11- ..— I,/r i 1;(1`;�'r` r };P#'• 1::'r X11 110 IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" 1COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN1b (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticaiF. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 T 1' T , I lM-4x4 3 12 12 Q 6.00 6.001/ M-3x4 �, 4 M-3x4 oL -,i c? 0 0 1 y y y y 1-06 14-02 1-06 ��-0 P R OF-S-, JOB NAME : POLYGON PLAN 3-6 - Al Scale: 0.5115 �,�,, GIN ��0 WARNINGS: GENERAL NOTES,unless otherwise noted: p , • E I- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =92Q0 P Truss: Al I and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. •, 2.Design assumes the top and bottom chords to be laterally braced at41001" 3.Additional temporary bracing to insure stability during construction —' 7 DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,rr' � " Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +'' ." DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 10 ir 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. '� 4._ U .• 4(/ SEQ. : 6035306 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/ '�7xi),s" O�tx � design loads be applied to any component. and are for"dry condition"of use. Q ) 1 2 �y r TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. M��R I L 7.Design assumes adequate drainage is provided. rl 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 VIII II I III I I II I III I II III TPIMfTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. ' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II I IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-805) 265 6-1=(-115) 48 3-7=(0) 305 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 2-3=( 0) 0 1-7=(-229) 648 BC: 2x4 KDDF #1&BTR 3.4=(-818) 321 7.4=(-226) 651 WEBS: 2x4 KDDF STAND LOADING 4.5=( 0) 76 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 5.7" -26/ 28V -48/ 46H 0.00" 0.00 yyyyy ( 0) ALL TOP CHORD AREAS NOT SHEATHED 11'- 4.4" -502/ 793V 0/ OH 141.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 6.0' -196/ 793V 0/ OH 5.50" 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = 0.000" @ 11'- 4.0" Allowed = 0.150" vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 11'- 4.0' Allowed = 0.200" Unbalanced live loads have been MAX LL DEFL = 0.013" @ 27'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 27'- 0.0" Allowed = 0.200" considered for this design. MAX TC PANEL LL DEFL = -0.028" @ 21'- 11.3" Allowed = 0.476" Connector plate prefix designators: MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1" Allowed = 0.697" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = 0,007" @ 25'- 0.5" MAX HORIZ. TL DEFL = 0.011" @ 25'- 0.5" Gable end truss on continuous bearing wall. C 1x2.6 or equal typical at Stud verticals. NOTE:Design assumes moisture content does Refer to CompuTrus gable end detail for not exceed 19� at time of manufacture. complete specifications. Design conforms to main windforce-resisting 12-09 12-09 system and components and cladding criteria. / 12-09 LM 4x4+ 5-08 7-01 Wind: 140 mph, h=22,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, / 2 -7, Truss designed for wind loads M-3x5 i in the plane of the truss only. M O M-4x6 N co 012 12 to 4 O 6.00 6.00 co o M-3x4+ 4 0 "rirmrYrJm72W/mm7rr7m 7 o s Q M-3x6+(S) 1 M-1.5x3 M-3x4 0 / y y 7-05 11-00 7-01 y y > ), 1-06 25-06 1-06 ��°Q PROPE- , JOB NAME : POLYGON PLAN 3-B - B1 Scale: 0.2470 ,�� GINfif,3, s, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 92 P E Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability du ng construction 2.Design assumes the top and bottom chords to be laterally braced at4110011" ''' s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r DES• BY: LJ pc ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .10 ry. DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ OREGON //`'�i"� 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. -7b, W SEQ. : 6035307 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- ,71' a� design loads be applied to any component. 5and are for"dry condition"of use. pp ! 1 4 c �- TRANS I D: 406433 .CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,Shim or wedge if {� necessary. R R i LL V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I II III II II 1111 III II III TPI/1NTCA in BCSI copies of which will furnished upon request. it coincideinwith joint centerteinlines. 9. Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-391) 2382 3.10=(-285) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2. 3=(-2755) 552 10-11=(-269) 1986 10- 4=( -19) 502 WEBS: 2x4 KDDF STAND 3. 4=(-2496) 522 11-12=(-291) 1965 4.11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11- 5=(-246) 1170 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2496) 522 6-12=( -'9) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) (COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6,0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6,0" Allowed = 0.200" MAX LL DEFL = -0.138" @ 18'- 6.0" Allowed = 1,804" MAX TL CREEP DEFL = -0.279' @ 18'- 6.0' Allowed = 2.406' MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ, LL DEFL = 0.060" @ 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFL = 0.099" @ 36'- 6.5" NOTE:Design assumes moisture content does f 6-06-05 l' 5-11-13 f 5-11-13 f 5 11 13 f 5-11-13 f 6-06-05 f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 w M-4x6 6.00 system and components and cladding criteria. 4.0r Wind: 140 mph, h=23,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 4uf' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) % M-5x6(S) load duration factor=1.6, 3.1' Truss designed for wind loads 0.25" in the plane of the truss only. 0.25 40 1'0 M 1.5x3 +e1111111111111 -1.5x3 .11111 11/111111 m \ / co 0 0 0 1 • 10 11 01 12 CD CD M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 o M-3x5(S) . y y y y 9-06-04 8-11-12 8-11-12 9-06-04 y y y 20-00 17-00 • y y y , 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C2 �'�� N o,��s/ Scale: 0.1596 �J �` /A O2 WARNINGS: GENERAL NOTES,unless otherwise noted: * // 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 92 1 4P E Truss: C2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4141111111' 460001P. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/�'r s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'- APP- ' DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. '� U 44, SEQ. : 6035308 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- ",7 Q'�` A. design loads be applied to any component. and are for"dry condition"of use. Q 14 Z ,"}- TRAMS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components, XPe necessary. MR R t 4 n`` 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I II 11111 I I III I II I I II TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:I RES:q 1 2/31/2015 III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.j TC: 2x4 DF k1&BTR; LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 DF #1&BTR; 2x4 KODF #1&BTR Ti, T4 SPACED 24.0" O.C. not exceed 19% at time of manufacture. 2x4 KDDF #1&BTR B1 LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and claddinggcriteria. BC LATERAL SUPPORT <= 12"0C. UON, TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 18-06 18-06 1' T 1' 12-04-10 6-01-06 6-01-06 12-04-10 f T '1 T '1 12 IIM-4x4 12 6.00 L Ni `1 6.00 M-3x5(S) 11° M-3x5(S) MM 4,,, r Cr)0 4 ' cit .i R o M-3x5(S) c> M-3x4 M-3x4 .1 y 20-00 17-00 y y y 1-06 37-00 1-06 rs JOB NAME : POLYGON PLAN 3-B - C4 �,,``'��++v D,��r.el Scale: 0.2219 C: ',11 t� Q� WARNINGS: GENERAL NOTES,unless othe wse noted: • ;92Q CI77r-' �� 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 ��ltdr G Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by � is the responsibility of the erector.Additional permanent bracing of f,« continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4, Installation of truss is the responsibility of the respective contractor. -�lrAOREGON 4/ SEQ. : 6035309 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, <0 � Oe —L. n` design loads bo applied to any component. and are for"dry condition"of use. 14 6. � TRANS I D: 4 06433 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If V necessary. /1/ - 7,Design assumes adequate drainage is A}�� fabrication,handling,shipment and installation of components. 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 VIII I II II I 1011 II 11111 III III TPI/WTCA In BCSI,copies of which will be furnished upon request. it coincide with joint center lines. 9. Digits indicate size of platete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: II IIi LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8. 3=) 0) 266 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF f#18BTR 3- 4=(-1248) 526 9-10=(-506) 1433 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10-11=(-505) 1434 9- 6=(-469) 379 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 4- 6=(-1226) 475 6-10=( 0) 189 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1706) 635 BC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -300/ 1255V -107/ 116H 5.50" 2.01 KDDF ( 625) OVERHANGS: 18.0" 18 0" 25'- 0.5" 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -618/ 277V 0/ OH 143.50" 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural COND. 2: Desirn checked for net -5 .sf u lift at 24 'oc spacing.) vertical members (uon). P VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.057" @ 12'- 9,0" Allowed = 1,229" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115" @ 12'- 9.0" Allowed = 1.639' HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.150" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION MAX TL CREEP DEFL = 0.000" @ 0' 0.0" Allowed = 0.200" POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ. LL DEFL = 0.028' @ 25'- 5.6" SITUATION, COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ, TL DEFL = 0,046' @ 25'- 5.6" BRACING TO THE HINGE TYPE CONNECTION, 18-06 18-06 NOTE:Design assumes moisture content does f f 1' not exceed 19% at time of manufacture. 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 Design conforms to main windforce resisting 6-09-08 5-11-08 5-09 0-0' -08 1'8-03 08 system and components and cladding criteria. T f f TT f Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, 12 =M-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), /- 6.00 < 6,00 \16.00 load duration factor=1.6, 0 Truss designed for wind loads in the plane of the truss only. NM-4x6 Gable end truss on continuous bearing wall. r M-3x5+(S) C-1x2.Refer toor 0ompuTrusual ygable endstud dettailfoverticals. r complete specifications. 0,I M-3x5(5) "� - M-3x4 rn3 ••+ • cn r) O O o M-3x4 M-1.8 0.251,0 M-3x8 0.25�� 11 0 M-5x6(S) M-3x5 M-3x4+ y y y y y 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 y ) • 1-06 37-00 1-06 ��`�� R 0F�ss JOB NAME : POLYGON PLAN 3-B - Cl Scale: 0.1712 w� '8%ZII ° a.WARNINGS: GENERAL NOTES,unless otherwise noted: '��,�r Cl1. 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 Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper ��r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,. " ! DES. BY:: L.J2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p' OREGON (V DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G, 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. //y"7,11- 201 SEQ. : 603 5310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, a 14, �P design loads be applied to any component. and are for"dry condition"of use. 41 'R k TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if L necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by8.Plates shall be located on both faces of truss,and placed so their center ' VIII I I 110 III II I I III II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center EXPIRES:Res;12/31/2015 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) SII I IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-376) 2333 3-11=( -297) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2738) 534 11-12=(-267) 1959 11- 4=( -45) 563 WEBS: 2x4 KDDF STAND; 3- 4=(-2513) 541 12-13=(-200) 1645 4-12=( -710) 250 2x4 KDDF STUD A LOADING 4- 5=(-1757) 469 13-14=(-458) 2787 12- 5=( -352) 1302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 TC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1937) 494 6-13=( -111) 464 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4685) 890 13- 7=(-1489) 355 8- 9=(-4950) 999 7-14=( -360) 2427 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 76 14- 8=( -154) 193 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.311" @ 28'- 8.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.620" @ 28'- 8.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0,200" 18-06 18-06 T - - f MAX HORIZ. LL DEFL = 0.165" @ 36'- 6.5" 7-03-08 5-02-11 5-11-13 2-00 5-05-11 5-02-03 5-10-02 MAX HORIZ, TL DEFL = 0.273" @ 36'- 6.5" 1 f f f 1' '1 f I NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 1:7' M-4x6 a 6.00 .0" Design conforms to main windforce-resisting 4 5 .0 system and components and cladding criteria. M-5x6(S) :%%,", M-3x4 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x8(5) (All Heights), Enclosed, Cat,2, Exp.B, MWS?S(Dir), 0.25" 3"1 load duration factor=1.6, Truss designed for wind loads 0.25" in the plane of the truss only. or M-1.5x3 + 3 +' M-1.5x3 \ t .• R co 6x81a M-3x10 co o M 14 0 1 11 12 13 0 0 CD M-3x6 0.25 M-3x8 M-5x6 0 M-5x8(S) - 3.00 3.00( =- 12 12 12 y y ) , J, y y 9-05-06 9-00-10 2-03-0$ 7-10-08 y 8-04 y �1-06� 20-09-08 y 7-10-08 8-04 y1-osy 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C3 5-<<Y`pN,,CC��Ffiss� Scale: 0.1596 �\ fI'jS�7A �� WARNINGS: GENERAL NOTES,unless otherwise noted: ( r/ ' 11 /+ 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 =920.0 P E f Truss: C3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. AO' 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at � r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -t>�"""' s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I. �c DATE• 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `c 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. '3 4(/ SEQ. : 6035311 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L��y 7.q j O'�,�` design loads be applied to any component. and are for"dry condition"of use. 4 14 >��- TRANS I D: 40643 3 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �} necessary. M� L V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R O t 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 II,III VIII III I II I I VIII III IIII TPINVTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 1 IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-279) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-1121) 284 8- 6=(-218) 931 8- 4=( -44) 469 WEBS: 2x4 KDDF STAND 3- 4=( -839) 188 8- 5=(-279) 219 LOADING 4- 5=( -839) 188 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 904V -91/ 91H 5.50" 1.45 UDE ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 5.5" -150/ 904V 0/ OH 5.50" 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.026" @ 8'- 8.8" Allowed = 0.827" MAX LL DEFL = 0.013" @ 18'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 18'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061" @ 3'- 11.4" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012" @ 17'- 0.0" MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0" 8-08-12 8-08-12 f f f NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. f f f T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 IIM-4x4 'J 6.00 4 Wind: 140 mph, h=21,4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13 Truss designed for wind loads in the plane of the truss only. 1.1 M-1.5x3 M-1.5x3 3 CO CO O O 8 . O M-3x4 M-3x8 M-3x4 O J.' 1 1- 8-08-12 8-08-12 /, y 1- 1- 1-06 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D2 �<04- �N � �`�� Scale: 0.3117 �\ `�``gIZIIT -57 WARNINGS: GENERAL NOTES,unless otherwise noted: f 7' 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 92 0 P E Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .4011° -, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). > it DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •#- OREGON `'� 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37 ^x./ SEQ. : 6 035312 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L? ',4`' Q'�� design loads be applied to any component. and are for"dry condition"of use. © ! 2 �'- TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 fabrication,handling,shipment and installation of components. Nieo necessary. MIS 7. S R`` Design assumes adequate drainage is Provided. 1 L 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 II III III II III I II I III I I 1111 TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 III I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTA SPACED 24.0" 0.C, g not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=21,4ft, .2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL - 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 T T 'I' 12 12 � IIM-4x4 6.00 a 6.00 3 II 0, 4 el o� �o o;_ �, o n M-3x4 M-3x4 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D1 -\<�'��Nfi� -,s/ Scale: 0.4363 5 �bIII Q� r�7� WARNINGS: GENERAL NOTES,unless otherwise noted: . ��. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 920 P Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � ` s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r ,,, r t DATE: 8/21/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. p <(/ SEQ. : 6035313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, L�,h�f7ONrx design loads be applied to any component. and are for"dry condition'of use. V J 2 �`�— TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. �'�R I�` 7.Design assumes adequate drainage is provided. 6,This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I II II III II III I II III TPI/VTCA in BCSI,copies of which MI be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. ry MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II 0111 This design prepared from computer i^put by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF,Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 11 7-8=1 -99) 146 7-2=(-496) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-282) 106 8.5=(-129) 497 2-8=(-100) 351 WEBS: 2x4 KDDF STAND 3-4=(-320) 106 8-3=( 0) 143 LOADING 4-5=(-622) 171 8-4=(-314) 229 TC LATERAL. SUPPORT <= 12°0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -56/ 476V -156/ 72H 5.50' 0.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -127/ 680V 0/ OH 5.50" 1.09 KDDF ( 625) M,M2OHS,M'SHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net -5 rsf u'lift at 24 "oc sracinr. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09-04 8-08-12 MAX LL DEFL = -0.010" @ 7'- 0.0" Allowed = 0.529" MAX LL DEFL = 0.013" @ 13'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 13'- 0.0" Allowed = 0.200" 0-05-08 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514" T T f ' T 12 12 MAX HORIZ. LL DEFL = 0.004" @ 11'- 0.5" 6.00 6"00 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" NOTE:Design assumes moisture content does IIM-4X4 not exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting 3 ,f--,, system and components and cladding criteria. I11 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Truss designed for wind loads ® in the plane of the truss only. M-1.5x3 4 M) y- r") I o 03 CO x se J� 7_. 8 o M-1.5x3 M-3x8 M-3x4 0 J, y )- 2-09-04 8-08-12 1' � 1, 11-06 1-06 JOB NAME : POLYGON PLAN 3-B - D3 -��`0,AA�PN �'nn�-s.„Wo Scale: 0.3840 c,- '3IZII r�, -57 � � WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 S 0 P E c" Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. - • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at41101P DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ,,�R�Y 4 s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •� > r t DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGON 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. -� bk '4/ SEQ. : 603553 1 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Lf �9 06\ design loads be applied to any component. and are for"dry condition"of use. 4 2 ty�- TRANS I D: 40643 3 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �` necessary. M'' R t t.-\- fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I El II II III II I I III III III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3 1/2015 015 II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 15 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.00 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. �CQND, 2: Design checked for nett-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0,1" Allowed = 0.050" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0,2" Allowed - 0.148" MAX HORIZ. LL DEFL = -0.000" @ 1'• 11.2` MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, c•-) (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1,6, o Truss designed for wind loads in the plane of the truss only, c),- 0 - - 0 (Di,- I >' 2-- -< 4 M-3x4 J, y y 1-06 2-00 •;, • I.' ' JOB NAME : POLYGON PLAN 3-B - El -\�` �wN o,�Fss! Scale: 0.9632 \ ;f // 0� PU WARNINGS: GENERAL NOTES,unless otherwise noted: ♦ 'V 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 .�2Qdr Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. - 2.Design assumes the top and bottom chords to be laterally braced at �� r 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .. i'x 00 DES. BY: LJ s the res onsibiI of the erector.Additional permanent bracing of x" p h p g continuous sheathing such as plywood sheathe d t r o and/or dein length b DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. �}� 1)//44./ SEQ. : 6035315 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "2 ":q Q\ , design loads be applied to any component. and are for"dry condition"of use. d 14, TRANS I D: 40643 3 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if � • fabrication,handling,shipment and installation of components. necessary. M4�RIO,t 7.Design assumes adequate drainage is provided. +7 t1 L 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center III II 101 OII VIII I I OIl I III TPIMlTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015