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Plans (115) McSi" -mit1 qL � S tic, ve02,t,se. MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-339_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: R45630241 thru R45630251 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. �E� PRQp 6, \s N GfNEc /�2 87022PE 9r' N N y HA2, OREGON qc' 41/N EMBER O E 01/49 A. He,�P EX' - 0.1 I 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 R45630241 PL15-339_UPPER F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:04:59 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-y5nUNQI7tvhORapaB8X?HYOivnaYm59v4gEZPwyUBXY I 2-6-0 I 10-10-2 I I 1-2-0 110-11-2 I Scale=1:32.8 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 I 13x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5:2: 7 8 9 10 re = e pX�o 17 16 15 14 13 12 Tf 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-6-2 I 11-4-2 111-11-21 1 18-9-12 I 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edgej,17:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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=-1913/0,2-16=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. '\(�Ep P R OF6-0 ,.:" ANG)N�F^I "29 kc 87022P/ r y �Aj, OR GON tip O.Q./ 9On AMBER 'N' S A. HE��P EXPIRES:06/30/2017 October 12,2015 II ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 19 Design valid for use only with MTeke 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 MITekt is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630242 PL15-339_UPPER F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:00 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-QILsbmJleCpF3kOmIs3EpmxwZB3PVeT3J Uz6xMyUBXX I 2-6-0 1 1-9-8 II 1-2-0 11 1-6-0 II 1-1-12 1 1 2-5-8 II 1-2-0 II 2-0-8 1 1-4-0 1 Scale=1:37.5 1.5x3 I I 1.5x3 I I 1.5x3 I I 3x6= 1.5x3 II 3x6 FP= 1.5x3 I I TII 1 2 %%% 3 4 5 6 7 8 9 10 11 12 13 '47 NV- 11 %! ' :ro m 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 I 11-5-4 12-DAII 1 17-4-12 I 21-5-12 I 8-8-12 2-8-8 b-7-00-7-0 4-9-8 4-1-0 Plate Offsets(X,Y)— 14:0-1-8,Edge1,17:0-1-8,EdaeL 116:0-1-8,Edael,122:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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=0-7-0,15=0-5-8. (lb)- 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. (Ib)-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=-705/0,420=540/0,7-19=-642/0,9-15=-821/0,12-14=-66/308, 12-15=-457/0,6-20=0/535 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. ��,�[} PR OFec, KGs �NGh1'4 9 /%2 87022PE 9c-- / N 7 -0j, OREGON rt3 Q<�U �`9 A. HEC't EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/032015 BEFORE USE. 1., Design valid for use only with MtIel&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 Milokf 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 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 R45630243 PL15-339_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:01 2015 Page 1 ID:SygD?CTgSFZSjSNcS l ttlDzR3Xv-uUuFo6KNPWx6gtzzJZaTMzU5SaQLE6VCY8jgToyUBXW I 2-5-4 I 1-2-0 1 I 2-0-8 1 2-6-0 1 1 1-4-4 I Scale=1:22.2 1.5x3 11 3x4= 1.5x3 11 3x4= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e e O p ® Q O — --7—1141141111111111111111114111111411114111111111111111% I- 111.1111111.11.11.11.111.111111111.11.11111 - - e , O e 1 E 11 10 8 3x4= 1.5x3 H 3x4= 3x8 = 3x4= 3-11-12 1 2-8-4 1 3-3-4 1 3- 10-4 I i 8-7-12 8 12-9-0 1 2-8-4 0-7-0 0-7-0 0-4$ 4-8-0 0-1-8 3-11-12 Plate Offsets(X,Y)- 12:0-1-8,Edae1,f10:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud 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 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, 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=-4.44/0 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. 'L �f 87022PE 9r N *V 1 -7 �-0j, OREG N cy�O'(L '9 ‘iii MBER .V\OS A. HE ,k.. EXPIRES:06/30/2017 October 12,2015 t , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. il, Design valid for use only with MiTekS 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 Wirral('ak' 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 ComponentSuite 7777 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 R45630244 PL15-339_UPPER F04 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:01 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-uUuFo6KNPWx6gtzzJZaTMzU6JaQkE72CY8jgToyUBXW I 1-9-0 I I 1-6-4 I 2-4-12 I I 1"2"0 1I 1-4-4 j 1-3-0 Scale=1:21.0 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e o e izzt- N. 0 N e e v e 14 13 11 10 9 3x4= 3x5= 3x6= 1.5x3 II 3x4= 3x4= I 5-2-0 I 12-0-12 I 5-2-0 6-10-12 Plate Offsets(X,Y)— 15:0-1-8,Edqel,f10:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 Incr YES WB 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:57 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, Except: 6-0-0 oc bracing:12-13. REACTIONS. (lb/size) 14=200/Mechanical,12=588/0-5-8,9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285/20,3-4=-285/20,5-6=-390/0,6-7=-390/0 BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 WEBS 4-12=-387/0,2-14=-328/0,5-12=-541/0,4-13=0/368,7-9=-351/0 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. 4 _ RD P R oPFss 444 -7 870 2PE y N�Aj, OREGO ti OWN t cc IBER \\ �SA A. HE#P EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 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/M1 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 R45630245 PL15-339_UPPER F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:02 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttlDzR3Xv-MgSdOSKOAg3z11Y9sH5ivBOC?gfzXzMnoSD?EyUBXV I 2-3-12 I I 1-2-0 1 1 1-0-0 1 2-6-0 I Scale=1:21.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e 0 0 o e o o a 'I e 12 11 10 9 8 3x4= 1.5x3 I I 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(Xy)- 12:0-1-8,Edgel,f10:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 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 Ina 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=1198/0,6-9=0/579,4-10=-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. ��sscp P R OFFS ��\� $INEF9 t 87022PE �r / N y fitj, OREGON -.cfe,zid 90 ,M$ER \' -S A. HEC)% EXPIRES:06/30/2017 October 12,2015 t , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill, Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630246 PLI5339_UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:02 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-MgSdOSKOAg3z11Y9sH5ivBOG8_kSzZgMnoSD?EyUBXV I 2-6-0 I 1-9-8 I I 1-2-0 1 1 1-3-4 I 1-6-0 I I 2-5-8 I I 1-2-0 I I 1-11-0 I Scale=1:25.7 1.5x3 II 1.5x3 Ii 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 e e 001 o � o..„•••000, � o 9 N e e eg e e s e e p 16 15 14 0. 12 11 3x8= 1.5x3 II 1.5x3 II I 4-6-8 15-1-815-8-8 1 8-8-12 I 11-5-4 112-0-4112-7-41 14-9-4 I 4-6-8 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)— f7:0-1-8,Edgel,f8:0-1-8,Edael,f14:0-1-8.Edael,f15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 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=357/Mechanical,13=706/0-3-8,10=225/0-2-4 Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-740/0,3-4=-740/0,4-5=-740/0,7-8=-324/0 BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 WEBS 2-16=-729/0,5-13=-594/0,5-14=0/446,7-13=-499/0,8-10=-364/0 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. Q,V) P R OFe , �c.N NGIN� , t5>029 87022PE f N ,cV -7 �-0i, OREG•N qO4ti 9c, FMgER '\'` �s A. HO; 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. Design valid for use only with MiTekr connectors.This design is based only upon parameters shown,and is for an individual building component,not �9 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info 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/TPIT Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,219 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630247 PL15339_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:03 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-qs0?DoLex7BgwB7LQ_cxROZOgOxGivyV?SCnYhyUBXU 1 2-6-0 I 1 1-0-10 11 1-2-0 1 1 0-11-2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 ® a e e o • i I-010.............. — 1444444444444444* N O e • O N. 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4= 12-8-10 I 11-6-10 112-1-101 I 19-0-4 I 11-6-10 0-7-0 0-7.0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edue1.17:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud 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/TPI2007 (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. (lb)-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. ,1 ..- ED PR©FFOn mac,;. ANG IN NSFR /O2 870 2PE /9r tP N� , N�4TFREGON (5 OW wO� BER \ `) A. HO; EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE. R Design valid for use only with MTektt 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 7777 Greenback Lane Su fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Qualify C,Beria,DSB-89 and BCSI Building Component 7777e 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630248 PL15-339_UPPER F09 Floor 3 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:04 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-13aNR8MGIRJhXLhY i7A_c6ZPoHURLAfE6yK47yUBXT 2-6-0 I 1 1-0-14 I I 1-2-0 l F1),1 1-z Scale=1:33.2 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 7 8 9 10 111I o e. e N1 / - :. -'i -\e - N 1 16 15 14 13 12 �fT 3x4 = 3x8= 3x6 = 1.5x3 II 1.5x3 II 3x8= 3x4= 12-8-14 I 11-6-14 12-1-11 19-0-8 I 11-6-14 - 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— (6:0-1-8,Edgel,17:0.1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 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/TPI2007 (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(Ib)or less except when shown. TOP CHORD 2-3=3025/0,3-4=-3025/0,45=-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=0/3661,1415=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. ,��vp PRpFF0.0 N / c �..- ‘7,9 0, vr" ("1.1"-...../i N ti(4-7 -0j, OREG COSFMIER '�'' A. HO\ EXPIRES:06/30/2017 October 12,2015 t i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, il. 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 the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I p�VIifok' 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/T811 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 R45630249 PL15-339_UPPER F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:05:04 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-13aNR8MGiRJhXLhY_i7A_c6cooQERNUfE6yK47yUBXT 1 1-2-4 I 1-2-12 1 2-6-0 -_ H 1 1-2-0 1 1 1-3-0 1 1-6-0 Scale=1:21.2 1.5x3 H I 3x6= 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 6 7 8 e O P II _ I EN 0 o- e 1„,)r ' 12 11 10 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= I 1-5-4 I 8-0-8 1 8-7-8 1 9-2-8 1 12-2-8 I 1-5-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y1— f5:0-1-8,Edoel,(10:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 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=585/Mechanical,13=1259/0-5-8,9=388/0-3-4 Max Uplift14=628(LC 4) Max Gray 13=1259(LC 1),9=388(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/824,3-4=-647/0,4-5=-647/0,5-6=791/0,6-7=-791/0 BOT CHORD 13-14=-824/0,11-12=0/791,10-11=0/791,9-10=0/494 WEBS 2-13=-738/0,2-14=0/1034,3-12=0/892,3-13=-815/0,7-9=-594/0,7-10=0/389 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. C;< AGNE.F.s/D 2 "4870 2PE 7r N W% OREG64 NiOto "51. c O c�jBER '\i �`s A. HER'P EXPIRES:06/30/2017 October 12,2015 1 a A 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �5 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 • Job Truss Truss Type Qty Ply POLYGON R45630250 PL15-339_UPPER F11 Floor 3 1 Job Reference(optional) Pacitic Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:05:05 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-mF8leUNuTIRX9VGkYPeP WpenRCoHAvUoTmhtcZyUBXS 2-5-4 1-2-0 1 1 2-0-8 I 2-6-0 I I 1-5-0 Scale=122.3 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e 1.1111.1.111 e o _ e _ o o — ,..,Vo or N ee e e e 1 11 10 P, 3x4= 1.5x3 I I 3x4 = 3x8= 3x4= 3-11-12 I 2-8-4 I 3-34 j 3-104 II 8-7-12 8 12-9-12 I 2-84 0-7-0 0-7-0 0-Y- 4-8-0 0 1 8 4-0-8 Plate Offsets(X,Y)— r2:0-1-8,Edge],110:0-1-8,Edge1 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/TPI2007 (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 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, 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 Uplift8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(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=-841/0,6-9=-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. �e� ED P R OFe, 2 870 2PE fir' yN 'N fi'oj, OREG N (yam <v OSA. HEY` EXPIRES:06/30/2017 October 12,2015 i 0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2016 BEFORE USE. NI, Design valid for use only with MTeke 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl 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 R45630251 PL15-339_UPPER F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:05 2015 Page 1 ID:SygD7CTgSFZSjSNcS1 ttIDzR3Xv-mF81eUNuTIRX9VGkYPeP WpenoCm9AwoTmhtcZyUBXS 2-6-0 I 1-9-8 I I 1-2-0 I I 1-3-4 1-6-0 Scale=1:16.5 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 0 N 54 '"-- e e e e 10 9 8 3x4= S, ) 3x4= 3x4= 3x4 = I 4-6-85-1-8 5-8-8 8-8-12 I 4-6-8 I 0-7-0 I 0-7-0 I 3-0-4 Plate Offsets(X,Y)— 18:0-1-8,Edge),f9:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 IBC2012fTP12007 (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. �;Z3 NG N FR ,v„ 2 .� 8 $ 2PE ��r y co / tit 7 Aj, OREGO (1°O<v� 9O ccM8ER \\ On 'II A. HE¢�P EXPIRES:06130/2017 October 12,2015 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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 I9 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 M'3ek° 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 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I ( (Drawings not to scale) Damage or Personal Injury offsets are indicated. g 1 ry WMDimensions are in ft-in-sixteenths. 1.4k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. MilMilliggEilliMI 2. Truss bracing must be designed by an engineer.For Q 1/16' 4 wide truss spacing,individual lateral braces themselves 0 LII W EBSmay require bracing,or alternative Tor I p bracing should be considered. 1_4111114p U U OlArlitS Al O 3. Never exceed the design loading shown and never = stack materials on inadequately braced trusses. � 0 ° 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e 6-7 5-6 designer,erection supervisor,property owner and plates 0-'4 ' 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 otherwisenoted,moisture content of lumber exceed not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. %V.., 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates oint ® ( number where bearings occur. j17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN MIN MAII 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: rtio ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. 19.Review all reps()) thrwand pictures)beforesof use.is design Reviewing(font,picturesback,awl loneords is not sufficient. DSB-89: Design Standard for Bracing. IA ko ire 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 r 3T-0r rI 11''x' 1 15) 5i 51 r g5 J2 r "JI j� J3 7 A/ CJ3 J4 CJ4 cm J5_ 8:•2 CJ5 A_ CJ6 Iii° -• 44 J?_ .... J9 J5— 8:12 _J5 J4 J4 J3 J3 10:12 liti10:'2 J1 A. ► J1 -- --- SJ3 . K 10 12IP812 In Mik. $J3 gQ 15) • GE CONFORMS TO DESIGN CONCEPT GARA1V-01I 15'0 I n 11woRMS TO DESIGN CONCEPT WITH 3']'.0' REVISIONS AS SHOWN ®CONFORMS TO DESIGN CONCEPT ® NON-CONFORMIIG-REVISE AND RESUBMIT 0 CONFORMS REVISIONS TONOTED DESIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIE'1E THE ❑NON-CONFORMING—REVISE&RESUBMIT FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE 1WITH THE DAS SHOE_ a.ONDE ,_REVIEWED EOE AN _s nR.AL Rc_-,E ".=E DESIGN DRAWINGS AND SPECIFICATIONS ALL OF ii '1 HAVE PRIORITY VOrt.A as ..s EDP. NE:DRMAPASE LV,DH DESIGN OVER THIS SHOP DRAINING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. DRAW,GS_E_.,., S SArliO.a NHAY- aa;:R V 1,A SHOE HONG By Alexia Fukui Dace 9/22/14 By: Todd R. Eaton 'pg�Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERINGECightCompuTrusInc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TRUSS CALCULATIONS AND O ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER ' . PLAN 3DINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEEREVIANDOF OF ARDLL TO & TR 3 / D CHECKED 8Y.' REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ... GARAGE LEFT 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. / 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). N.)O. t rp, ! p T ` ,' Et EXPIRES # 1111 11111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-14=(-1640) 5491 14- 3c( 0) 200 2x6 KDDF #1&BTR 72, T3 2- 3=S-6334 1973 14.15=(-1644) 5489 3-15=( -306) 243 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6221) 2152 15-16=(-2605) 7338 15- 4=( -441) 1714 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 16-17=(-2821 7853 15- 6.(-2321) 1071 TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0" V 4- 6=(-5528) 1960 17-18=(•2605; 7338 6.16=( -70) 668 TC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 6- 7={-7588 2804 18-19=(-1644) 5489 16- 7=( -420) 325 BC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64 .0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8=)-7588) 2804 19.12=(-1640 ) 5491 7-17=( -420) 325 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V B-10=(-5528) 1960 17- 8= -70) 668 9-10=( 0) 0 8-18.(-2321) 1070 NOTE: 2x4 BRACING AT 24"OC UON. FOR IC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=(-6221) 2152 10.18=1 -441) 1714 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 31'- 0.0" 11-12=(-6334) 1973 18.11=( -307) 242 12.13=( 0) 84 11-19=( 0) 200 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 20.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1049/ 3527V -117/ 117H 5.50" 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 41'- 0.0" -1049/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) JT 2, 12: Heel to plate corner = 1.50" !COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing./ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.436" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.864" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = •0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.130" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.214" @ 40'- 6.5" NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 21-00-10 9-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-03 4-04 0-06-08 4-11-15 5-06-06 5-06-06 4-11-15 0-06-08 4-04 5-01-03 Truss designed for wind loads in the plane of the truss only. l' T f533.30# f T 633.30# T T 126.001/ M-7x8(S) 12 M-5x12 5 M-3x87 9 M-5x12 �I6.00 0.25" M 3x8 T9,6 - ) T3 (NJ M-3x4 M-3x4 3 +. .+ 1 0 r, M-4x1211111hir\,AIL M-4x12 t7 111111 0 1 14 15 16 '( 'I' 17 18 19 '1 3 0 M-1"5x3 M-4x10 0.25" 0.25" M-4x10 M-1"5x3 O M18HS-7x14(S) M18HS-7x14(S) J., > > y y y ), y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 y y y y 1-08 41-00 1-08 JOB NAME: POLYGON 3-D NH - AlSale, 0.1587 -s•cN - WARNINGS: GENERAL NOTES,unless otherwise noted: ( '('7/5//1' 'jy 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 `_.9 G a ap 41 9 r E. -.C"~ Truss: Al 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. -T' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.n.and at 10'o.n,respectively unless braced throughout their length by f Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d all BC. '' 'r DATE: 9/5/2014 9R s ( ) /,� 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. -x OREGON I,4 SEQ. : 6051164 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 �1x design loads be applied to any component. end are for"dry condition"of use. e ''''t4, 7 20 AS�- TRANS I D: 407533 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if S necessary. pi+ S fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R 1l 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 111111111111111111111 TPI/WfCA in SCSI,copies of which will be furnished upon request, lines coincide cwith jointacenter lines. 9.Digits indicate size of plate in inches. EXPIRES: o n MiTek USA,InCJCompuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) cnpI RES.12/31/2015 111110 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1158) 2709 14- 3=( 0) 136 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" 0.C. 2- 3=(-3153) 1499 14-15=(-1160 2708 3.15=( -151) 109 BC: 2x6 KDDF #1&BTR 3- 4=(-2923) 1500 15-16=(-1484) 3432 15- 4=( -326) 934 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0 0 16.17=(-1575) 3699 15- 6=(-1122) 557 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2558) 1381 17-18=(-1566) 3432 6-16=) -13) 367 IC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3560) 1764 18-19=(-1264) 2708 16- 7=( -230) 137 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3560) 1764 19-12=(-1262) 2709 7.17=( -230) 137 8-10=(-2558) 1381 17- 8=( -13) 367 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 8.18=(-1122) 557 NOTE: 2x4 BRACING AT 24"01 UON. FOR 10-11=(-2923) 1500 10.18=( -326) 934 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=)-3153) 1498 18.11=( -152) 107 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 84 11.19=) 0) 136 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES))) vertical members (uon). 0'- 0.0" -388/ 1912V -118/ 118H 5.50" 3.06 KDDF ( 625) Connector plate prefix desnators: 41'- 0.0" -388/ 1912V 0/ OH 5.50" 3.06 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.240" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.413' @ 20'- 6,0" Allowed = 2.672" MAX LL DEFL = 0.022° @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.070° @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.102' @ 40'- 6.5" 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=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 13-03-11 14-04-10 13-03-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ,r f T load duration factor=1.6 5-01-03 4-04 3-05-092-00-14 5-06-06 5-06-06 2-00-143-05-09 4-04 5-01-03 Truss designed for wind spans ,r ,r ,r T f < f ,r f f in the plane of the truss only. 12 5 9 12 6.00 L---- M-7x8(S) Q 6.00 M 4x6 M-3x4 7 p"P5"" M-3x4 M-4x6 8 T2 „ y T3. , N M-3x4 M-3x4 0 3 + + 1 r \/ r cp o 1/ 14 15 1' (7 18 19 "`3 0 IM-3x8 M-1.5x3 M-3x8 u.25" 0.25' M-3x8 M-1.5x3 M-3x8 0 M-7x8(S) M-7x8(S) 1, J, J. 1, ), y y I ,I- 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 y 1- 1-08 1-08 41-00 1-08 p PROP JOB NAME : POLYGON 3-D NH - A2 Scale: 0.1582 - lrryN1Jy�yJ s`�' WARNINGS: GENERAL NOTES,unless otherwise noted: 4(./� r✓1 ! / �' + 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 • 7,92 S!P E {"'~ Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,r a"'� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. l } 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �c DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f,CC . 4SEQ. : 6051165 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -F A OREGON 4,/ -, "ti 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, b TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. / 7 � 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if "41 fabrication,handling,shipment and installation of components. necessary. ,1-' - R S�j 7.Plates assumes adequate one drainagehcisotrus,provided. r "h RIO' 6.This design is furnished subject to the limitations set forth by B.Plates shall be located both faces of truss,and placed so their center �'f n 11011 III I IIII IIII III Ill 111111111 I IIIIIII TPI/VVECA in SCSI,copies of which will be furnished upon request. lines coincide withizjointacenter 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 1E011111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-928) 2668 3-14=(-164) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3079) 1188 14.15=(-768 2430 14- 4=( -43) 351 WEBS: 2x4 KDDF STAND 3- 4=(-2873) 1151 15-16=(-581) 2095 4-15=(-524) 366 LOADING 4- 5=(-2321) 1029 16-17=(-818) 2383 15- 5=(-264) 722 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-12=(-978) 2623 15- 7=(-226) 169 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2006) 1001 7.16=(-226) 169 TOTAL LOAD = 42.0 PSF 7- 9=(-2006) 1001 9-16=(-264) 722 8- 9=1 0) 0 16-10=(-524) 366 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2321 102 10.17=( -43) 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2873) 1151 17.11=(-164) 204 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(.3079) 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. C Co,CNector p,C18,CN18t((e oprefix prefix)) =designators: CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE S REQUIRED(( SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -303/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -303/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.171" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.333" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.074" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 40'- 6.5" 0-04-08 0-04-08 NOTE:Design assumes moisture content does I Z: not exceed 19% at time of manufacture. 16-07-11 7-08-10 16-07-11 T f f f Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-10-05 3-10-05 5-05-11 5-02-03 5-07-06 system and components and cladding criteria. T f 1 TT f TT f '' ' Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ M 4x6 M-3x4 M-4x6 load duration factor=1.6 X6.00 M-5x6(S) 56 7 6 Truss designed for wind loads in the plane of the truss only. -%4444111114140 M-5x6(S) 0.25" 0.25" 0 oo, ,c Cd u; M-1.5x3 + + M-1.5x3 0 3 1 c; M co 4. o 1/ 14 1 '( 1`16 17 AI-, 3 0 M-3x8 M-3x4 8.25" 0.25' M-3x4 M-3x81 8 M-5x8(S) M-5x8(S) y y 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 y y 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A3 ‹�1; D PR Op Scale: 0.1587 �� ` 15I1 WARNINGS: GENERAL NOTES,unless otherwise noted: '('<+ ++yy p 'S� 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 '� 2+ r' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: A3 Incorporation of component is the responsibility of the building designer. �r 2.2x4 compression web bracing must be installed where shown+, 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 "' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d all BC. far.,,, DATE: 9/5/2014 he s ryw ( ) '"' 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. -7, OREGON (f SEQ. : 6051166 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. design loads be applied to any component. and are for"dry condition"of use. /' -9), ,� , 0 -... TRANS I D: 407533 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 V �� necessary. �y f1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1114:1 A 1 t-k"" 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 II II II VIII I III III I III VIII I I IIII TPI/VJfCA In SCSI,copies of which will be furnished upon request. lines coincide with jointinches.9. Digitssoinci a size of tplate in lines. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) EAf(nLJ:12/31/2015 1111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1235) 2645 3.13=(-165) 188 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3058) 1533 13.14=(-1090) 2406 13- 4=( -30 351 WEBS: 2x4 KDDF STAND; 3- 4=(-2852) 1500 14-15=(-1004) 2070 4-14=(-524) 304 2x4 DF STAND A LOADING 4- 5=S-2299 1405 15.16v(-1102) 2327 14- 5=(-356) 725 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) 0) 0 16 .12=(-1243) 2498 14- 7=(-230) 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 5- 7=(-1986) 1311 7-15=(-250) 289 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1975) 1285 9.15=(-365) 720 8- 9=( 0) 0 15-10=(-492) 292 LL = 25 PSF Ground Snow (Pg) 9-10=(-2287) 1377 10-16=( -66) 313 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2785 1492 16.11=) -98) 231 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2969) 1541 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -426/ 1908V -179/ 189H 5.50" 3.05 KDDF625 vertical members (uon). 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625 ) ** For hanger specs. - See approved plans 1 l1 I. ,rr t t tr Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.207" @ 20'- 6.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.320" @ 20'- 6.0" Allowed = 2.656" 0-11-04 MAX HORIZ. LL DEFL = -0.085" @ 40'- 3.5" T - MAX HORIZ. TL DEFL = 0.120" @ 40'- 3.5" 0-11-04 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. T 19-11-11 1 T 0 T 0 19-08-11 T Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 system and components and cladding criteria. T T T T T T T T T T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ *3)4 Q 6.00 load duration factor=1.6, Truss designed for wind loads M 4X6 .M-4x6 in the plane of the truss only. M-5x6(S) 7M-5x6(S) 0.25" 0"25" N 0 0 / x315x3 . x3 1 c� M 4x6 to r o V M r_ ,_ r A Q". rD 1� 16 M-3x8 M-3x4 10.25" 0.255 M-3x4 *�2 o M-5x8(S) M-5x8(S) y ), 1, y 1, ) y 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 y 1-08 40-09 `.t.0 PRO'e. JOB NAME: POLYGON 3-D NH - A4 Scale: 0.1594 �J-(,:c' ( r WARNINGS: GENERAL NOTES,unless otherwise noted: 40- '"7/5//r 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 s 92.S P E r Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �^ DES. BY: EE 2'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 sheathingsuch asplywood sheathing(TC)and/or d all BC. xt+e' ngg(T ) M'+ ( ) l' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ((,vy.' 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. OREGON 4." SEQ. : 6051167 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, - N /Cs design loads be applied to any component. and are for"dry condition"of use. �.^ r�(} �-. . TRANS I D: 407533 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 , cessary. fabrication,handling,shipment and Installation of components. DesignDeass //'::::1::t - 7. laesassumes adequateatedon drainage istru ,provided. '+, ��,,. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 11111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. git coincideiitwith jointacenter lines. a. Digits 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 f1J01 111111111 II IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=S-3056 1179 9.10=(-737) 2328 9- 4=(-209) 552 WEBS: 2x4 KDDF STAND; 3- 4=(-2909) 1238 10.11=(-408) 1699 4-10=(-679) 516 2x4 DF STAND A LOADING 4. 5=(-2367) 1159 11-12=(-706) 2169 10. 5=(-432 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2357) 1171 12- 8=(-975) 2527 5.11=(-421) 1034 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2852) 1304 11- 6=(-652) 507 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-2991) 1237 6.12=(-260) 495 12- 7=(-243) 332 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) onnector pplate prefix designators: LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 0'- 0.0' -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625) C Cnn,coCpa (or no prefix) = orspuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 9.0' -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series COND" 2: Design checked for net(-5 s(sff) uplift at 24 "oc s aco inc I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.179" @ 15'- 11.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.333" @ 15'- 11.0" Allowed = 2.656" MAX HORIZ. LL DEFL = 0.070" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 20-06 20-03 Design conforms to main windforce-resisting T f f system and components and cladding criteria. 7-01-07 6-08-04 6-08-04 6-08-04 6-08-04 6-10-07 Wind: 140 mphh=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 T '1 T T '' T '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6 6.00/ M-4x6 6.00 Truss designed for wind loads in the plane of the truss only. 4.0" 5 4h( M-5x8(S) 04%4 M 5x6(S) k.1' 0.25" 0.25" + D M-1.5x3 M-1"5x3 i A c., M-4X6 0 0 10007 9 1 '( �1 12 **8 * / _ MIN lc,' 0 M-3x8 M-3x4 8.25" 0.25 M-3x4 0 M-5x8(S) M-5x8(S) 8-05-08 7-05-08 9-02 7-05-08 8-02-08 y y y 1-08 40-09 WEDGE REQUIRED AT HEEL(S). 0 PR O,C' S JOB NAME : POLYGON 3-D NH - A5 Scale: 0.1594 co ,jam I N ' c54 WARNINGS: GENERAL NOTES,unless otherwise noted: 44,- r I�/ '$,7 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual it 9211 11 P E (- Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v, 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 bosom chords to be laterally braced at 2'o.c,and at 10'o.c.respectively unless their length by 4F DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2' continuous sheathing such as plywoode sheathing(TC)braced throughout and/or ngthdrywall(BC). / DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +m! (Z' 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. 7, OREGON 114SEQ. : 6051 168 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, �(h (" TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. /...., 24 -. 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 s (4, +�} necessary. J� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided `� R y 1�N,,S„j 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 IIIII I II I VIII I II 111111 III III Pill IIIIIIIIII TPIM TCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. rf r htt MiTek USA,Ina/CompuTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:RCJ.12031/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2-10=(-1559) 3939 10- 3=( -317) 970 7-15=(•254) 518 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4577) 1807 10-11=(-1445 3617 3-11=( -781) 457 15- 8=(-242) 332 WEBS: 2x4 KDDF STAND; 3. 4=(•3233) 1253 11-12=( -994) 2849 11- 4=( 0) 363 2x4 OF STAND A LOADING 4. 5=(-2593) 1137 12.13=( -776) 2356 4-12=( •690) 290 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 1155 13-14=( -408) 1627 5-12=( -295) 967 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2245) 1139 14.15= -708) 2143 5-13=(-1270) 667 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2821) 1303 15- 9=) -974) 2528 13- 6=( -449 883 8- 9=(-2992) 1236 6.14= -385 1024 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( •650) 500 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ICOND. 2: Design checked for nett-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222° MAX LL DEFL = 0.234" @ 14'- 5.5" Allowed = 1.992" MAX TL CREEP DEFL = -0.427" @ 14'• 5.5" Allowed = 2.656" MAX HORIZ. LL DEFL = -0.107" @ 40'- 3.5" 20-06 20-03 MAX HORIZ. TL DEFL = 0.176" @ 40'- 3.5" T f T NOTE:Design assumes moisture content does 2-09 5-10-04 5-10-04 6-00-08 6-08-04 6-08-04 6-10-07 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 6.00 I/ \I 6.00 4.0" Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 1"-4' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), +I M-3x4 0v.. load duration factor=l.6 M-5X6(S) Truss designed for wind loads in the plane of the truss only. 25" M-5x6(S) 0 0.25" /,. 0 / 0- ,- ,- M-3x5 � M-1.5x3 M-3x5 CO M-3x6 M-4x6 to o as 11 as �' 4s ee A to 2 M-5x8 M-3x4 M 5x10 13 14 15 **9N o - M-3x6+ 0.25' M-3x4 0 a 2 75 M-3x6+M-5x6 M-5x8(S) 12 aa-2xwedge 2.75 12 2 ) ) ) ) ), ) ) ) y -05-08, 5-10-04 6-01-12 ,2-00, 8-00-07 8-00-07 8-02-10 y ,1-08 -05-08 12-00 2-00 24-03-08 1-08 40-09 JOB NAME : POLYGON 3-D NH - A6 <c• IN ` Scale: 0.1594 eJ ert,]�'/;1y/N)) .' WARNINGS: GENERAL NOTES,unless otherwise noted: v f I✓( / '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 t 92!*P E f"" Truss: A6 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 at " DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byeioriP continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "w++" r . DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦r I1 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. OR EU`ON S E Q t, (& design loads be applied to any component. and are for"dry condition"of use. 4-'16 / ,"'�},• {�� TRANS I D: 407533 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 j1 t�4 fabrication,handling,shipment and installation of components. necessary. q- t5•q-. 7.Designlaesassumes adequate one dthifac a iso sed. '1'9 'C-r i i 1 { V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center i1.:z'T t»5• 1111111 VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. indicate Digits 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-1 B88(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 I. 2=( 0) 84 2-14=(-1853) 3909 14- 3=(-384) 963 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4566) 2218 14-15=(-1717 3589 3-15=(-762 437 WEBS: 2x4 KDDF STAND; 3- 4=(-3238) 1634 15.16=(-1286) 2831 15- 4=( 0) 362 2x4 DF STAND A LOADING 4- 5=(-2585) 1496 16.17=S-1035 2300 4-16=(-722) 339 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2171 147 17-18=(-1012) 2068 5-16=(-380) 979 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 0 18.19=(-1105) 2328 5.17=(-993) 465 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-1985) 1329 19-13=(-1245) 2497 6.17=(-404) 698 8-10=(-1980) 1287 17- 8=(-274) 276 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 8-18=(-202) 300 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-2291) 1379 10.18=(-365) 704 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2784) 1495 18-11=(-487) 293 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-2968) 1544 11-19=( -68) 303 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-12=( -98) 231 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -427/ 1908V -179/ 189H 5.50" 3.05 KDDF ( 625) 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: 'COND. 2: Design checked for nett-5 osf) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.258" @ 14'- 5.5" Allowed = 1.992" 19-11-11 1-00-10 19-08-11 MAX TL CREEP DEFL = •0.412" @ 14'- 5.5" Allowed = 2.656" T '' T '' MAX HORIZ. LL DEFL = -0.129" @ 40'- 3.5" 5-10-04 1-09-08 0-11.(04 3-03-12 5.02-02 MAX HORIZ. TL DEFL = 0.181" @ 40'- 3.5" 2-09 5-10-04 'I f3-03-12'0 1-04 5-05-10 5-04-05 NOTE:Design assumes moisture content does f f f f f . 1-'1 f . . T not exceed 19% at time of manufacture. 16-06-08 16-03-08 Design conforms to main windforce-resisting T T M-3x4 T f system and components and cladding criteria. 12 7 9 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �I 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 1 M-4x6 M-4x6 oad duration factor=l.6 6 0 Truss designed for wind loads M-3x4 j in the plane of the truss only. 0.25" M-5x6(S) `"' M-5x6(5)0.25"tt o M-1"5x3 2 M-3x5 V) M-4x6 T M 3x8 �' _ A o ci d_ - W 15 aa 1 E!"' ;w _ cri o 2 M-5x8a M-3x4 M-5x10 17 0,256 M-3x4 *13 0 M-3x6+ M-3x6+ a 2.75 aa-2xwedge 2.75 5x10 M-5x8(S) 1212 , 2-05-08, 5-10-04 6-01-12 ,2-00y 8-05-04 7-09-02 8-01-01 y1-08?-05-08 12-00 2-00 24-03-08 y 1-08 40-09 ���� ������ JOB NAME: POLYGON 3-D NH - A7 Scale: 0.1460 �� 715%1 ' � q WARNINGS: GENERAL NOTES,unless otherwise noted: t^�+��1 r.- 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 F 92 S 1 t"p E r Truss: A7 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 bosom chords to be laterally braced at DES. BY: EE 2'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 sheathingsuch as plywood sheathing(TC)and/or d all BC. t' DATE: 9/5/2014 pc`ng 9(r s m ( ) / 4" 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. 7 OREGON kJ SEQ. : 6051 170 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.... � �s design loads be applied to any component. end ere for"dry condition"of use. /•Q '44' 14 2 �•,- TBANS I D: 407533 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. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. . .'n 1:41‘,..\- 6. This design Is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPI/VVTCA in SCSI,copies of which will be furnished upon request. git coincide with joint in inches.9.Digitssincde size of tplate eto ilines. I r� t1 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: /201.5 111 IIII This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 I. 2=( 0) 84 2-15=(-1424) 3933 15- 3=(-286) 969 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-4594) 1730 15-16=(-1321) 3611 3-16=(-764) 392 WEBS: 2x4 KDDF STAND 3- 4=(-3262) 1247 16.17=( -935) 2852 16- 4=( 0) 362 LOADING 4- 5.(-2608) 1110 17.18=( -671) 2321 4.17=S-722 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2192) 1085 18.19=) -588 2094 -17=)-300) 984 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 19.20=( -821) 2384 5.18=(-996) 522 TOTAL LOAD = 42.0 PSF 6- B=(-2005) 1012 20-13=( -982) 2622 6-18=(-337) 706 8-10=(-2010) 1002 18- 8=1-271) 158 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0 0 8-19=(-179) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2325) 1031 10-19=(-263) 706 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2872) 1155 19.11=)-519) 367 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3078) 1192 11-20=( -45) 341 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( 0) 84 20-12=(-164) 203 Connector plate prefix designators: C,CN,C18,CN16 (or no prefix) =CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek Mseries LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -304/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.217" @ 14'- 5.5" Allowed = 2.004" MAX TL CREEP DEFL = -0.422" @ 14'- 5.5" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" 16-07-11 7-08-10 16-07-11 MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" 5-10-04 1-09-08 3-10-05 0-04-11 5-02-02 MAX HORIZ. LL DEFL = 0.111" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.185" @ 40'- 6.5" 2-09 5-10-04 0-04-11 3-10-05 5-05-10 5-07-05 NOTE:Design assumes moisture content does �� not exceed 195u at time of manufacture. 16-06-08 16-06-08 Design conforms to main windforce-resisting T '' '1' '' system and components and cladding criteria. 12 M-4x6"7 M-3x4 M-4x6 12 Wind: 140 m h, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,/- 6.00 8 x ( ) I 6.00 5y 'All eights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), M-5x6(S) oad duration factor=1.6 Truss designed for wind loads 0"25" in the plane of the truss only. 0.25" o1 cm NQi . \ o ..M-1.5x3 a' M-3x5 3 r M -3x8 0� co v1 A11110eaa 16 as i $N "' _ _ � 0 2 M-5x8 M-3x4 M-5x10 18 aa-2xwedge19 20 r�a o M-3x6+ 0"25' M-3x4 M-3x8 0 M-3x6+ M-5x10 a 2.75 2.75 0 M-5x8(S) 12 12 ) J' )' )' y y y y ,, 2-05-0 5-10-04 6-01-12 ,2-00, 8-05-04 7-09-02 8-04-01 , y y1-082-05-08 12-00 2-00 24-06-08 y1-08y 1-08 41-00 1-08 n PRO JOB NAME : POLYGON 3-D NH - A8 ` 1N ``�0, Scale: 0.1450 { 5/i WARNINGS: GENERAL NOTES,unless otherwise noted �! t- 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 a IIP E r Truss: A8 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. /de r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'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 sheathingsuch asplywood sheathing(TC)C and/or d all BC. the overall structure is the responsibility of the building designer. her s ( ) DATE: 9/5/2014 P Y 9 Ka 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. 17 G REG V N 4/ SEQ. : 6051171 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-,m '1,9 design loads be applied to any component. and are for"dry full b on"of use. //�,, `47), 2a -, LC TRANS I D: 407533 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if c! 14, V.' 41fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. Eli R 1 LA"` 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 IIII I 10111011011 IIIIIII I I IIIIII(IIII Eli TPIM?CA in SCSI,copies of which will be furnished upon request. Digit coincideiitwith Jointacenter Imes. B.Digits indicate size of plate in inches. t ct� 12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES: 11111111 IIHHHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=( 0) 84 2.16=(-1841) 4309 16- 3=( -426) 1118 23-13=(-155) 93 2x6 KDDF N18BTR 72, T3 SPACED 24.0" O.C. 2- 3=(-4946) 2249 16-17=(-1633) 3778 3.17=( -653) 328 13.24=( 0) 148 BC: 2x6 KDDF k18BTR 3- 4=(-3556) 1706 17.18=(-1318) 3139 17- 4=( -28) 230 WEBS: 2x4 KDDF STAND; LOADING 4. 5=(-3206) 1641 18.19=(-1435) 3304 4.18=( -339) 157 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2833)2 1501 19.20=(-1466) 3423 18- 5=( -504) 1104 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20.21=(-1438) 3354 18- 6= -921) 505 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-3358) 1775 21-22=(-1576) 3732 6-19= -267) 756 BC LATERAL SUPPORT <= 12"OC. UON. 8-LL = 25 PSF Ground Snow (Pg) 9-10=(-3473; 17-3721) 76 23-24=(-12560 5 2707 20- 8=3453 19- 1 -687) 363 10.12=(-2556) 1384 24.14=(-1253) 2708 8-21=( -160) 469 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 0 21- 9=( -171) 181 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2917 1504 9.22=( -348) 128 13.14=(-3152) 1490 22-10=( -4) 363 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=( 0) 84 10-23.(-1147) 542 OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12.23= -330 937 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -389/ 1912V -118/ 118H 5.50" 3.06 KDDF ( 625) M-3x4 where shown; Jts:4,6,10,13,17,21 41'- 0.0" -389/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = •0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.271" @ 20'- 1.8" Allowed = 2.004" MAX TL CREEP DEFL = -0.472" @ 20'- 1.8" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.096" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.143" @ 40'- 6.5" 13-03-11 14-04-10 13-03-11 NOTE:Design assumes moisture content does T T T T not exceed 19% at time of manufacture. 2-11 3-02 3-04 2-03-0 1-03 6-00-01 5-10-05 2-01-01 3-05-12 4-02-03 5-02-13 T f f ' '' T < ' T T T Design conforms to main windforce-resisting 1-02- 4 system and components and cladding criteria. 9-10-08 9-10-08 T T 7 11 < f Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-7X8(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 M-5X61TkI00 . I M-3X8 0.25" IM246 12 Truss designed for wind loads 8 9 1D ` in the plane of the truss only. 6.001/,- M-3x5nMM-3x10 as1eLRa ii 4 _ v ' 2 M-6x8 M-3x8 M-7x8 20 21 0.25"2 M 3x8 M-1 23 2 5x3 M-3x8 �6 o - M-3x6+ M-3x6+ =M-6x6 „2.75 aa-2xwedge 2.75 o M-7x8(S) 12 12 ,k ) ) ) ) , ) y y ) ) -05-08y 3-04 3-05-12 2-08-12.2 -00, 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 ,, y ,1-08, -05-08 9-06-08 2-00 27-00 ,1 08, 1-08 41-00 1-08 ,ckt.0 PRare, JOB NAME : POLYGON 3-D NH - A9 Scale: 0.1571 �``' _i'{yl�t,�IN/J C�)TY�y� (5/ WARNINGS: GENERAL NOTES,unless otherwise noted: , '+ r 5I 1r�r '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 92 0 0 r Y"~ Truss: A9 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. w 3.Additional temporary bracing to insure stability during construction 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 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d atl BC. " !- DATE: 9/5/2014 rcy gRs ( ) OREGON 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. -{ tR E\a V i V 1, SEQ. : 6051172 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, Z. - }� 0- A, design loads be applied to any component. and are for"dry condition"of use. s,��+,, TRANS I D: 407533 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if u 14, Cy, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '1J�,} , R A.ILA-. 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 IIII I ill HI I II IIII I I IIII I III TPI WfCA in BCSI copies of which will be furnished upon request. gs coincideiwith jointacenter lines. 9.Digits indicate size of plate in inches. Cw C1 Cc+ qt MiTek USA,Inc./CompuTruS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Cn R G�7.11 31/2015 1E04 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-16v(-2436) 8575 16- 3=( -542) 2221 23.13=(-319) 231 2x6 KDDF #1&BTR 72, T3 2- 3=(-9812) 2867 16.17=(-2167) 7520 3.17=(-1063) 208 13.24=( 0) 223 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-7287) 2329 17.18=(-1995) 6479 17- 4=( 0) 363 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6854 2395 18-19. -2441) 7139 4.18=( -425) 213 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0,0" V 5. 6=( 0) 0 19 .20=(-2574) 7323 18- 5=( -664) 2126 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 5- 7=(-6121) 2173 20.21=(-2524) 7176 18- 7=(-1991) 882 TC LATERAL SUPPORT <= 12'OC. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7. 8=(-7245) 2656 21-22=(-2819) 7927 7.19=( -577) 1499 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8-19=1-7905) 2972 22-23=(- 26011 7385 19-5500 20- 8=1-14801 250 646 TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-12=(-5523) 1969 24-14=(-1646) 5503 8-21=( -366) 932 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL416.7)+DL( 116.7)= 533.3 LBS @ 31'- 0.0" 11.12=( 0 0 21- 9=( -340) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12.13=(-6210) 2162 9-22=( -648) 299 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=(-6346) 1980 22.10=( -39) 630 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14.15=( 0) 84 10-23=(-2381) 1051 OVERHANGS: 20.0" 20.0" 12.23=) -448) 1717 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0" -1050/ 3527V -117/ 117H 5.50" 5.64 KDDF ( 625) 41'- 0.0" -1050/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) JT 14: Heel to plate corner = 1.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 Hoc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.020" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.487" @ 20'- 1.8" Allowed = 2.004" MAX TL CREEP DEFL = -0.967" @ 20'- 1.8" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.177" @ 40'- 6.5" 9-11-11 21-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.293" @ 40'- 6.5" 3-02 0-06-11 2-05-04 5-10-05 0-06-11 5-02-13 NOTE:Design assumes moisture content does f f f f f f f-1 f f not exceed 19% at time of manufacture. 2-11 3-04 1-08-13 6-00-01 5-00-02 4-02-03 Design conforms to main windforce-resisting T < T T T T system and components and cladding criteria. 9-10-08 9-10-08 Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, f 4533 3 30# 4533.30# T (All Heights), Enclosed Cat,2, Exp.B, MWFRS(Dir), 12 NI-3x6 M-7x8(S) 12 load duration factor=l.6, 6.00 V M18HS-5x16M-5x12 6.00 Truss designed for wind loads 5 6 7 M-3x8 9 0.25" M-3x81 11 2 in the plane of the truss only. Op T7 k T3 '� M 3x 4 M-3x4 r M-3x10 :� + 3 r, M16HS 3x16 �� fl �M-4x12 M '�.. v �1Raa 17 18 as a 4' 0 1,10V-I" M18HS-7x14 M-3x4 M-4x8=M-10x10 20 21 22 23 24 5 0 �o M-3x6+ M 3x6+M18HS 7x14 M-3x4 0.25' M-4x10 M-1"5x3 0 o 2 75 aa-2xwedge 2.75 M18HS-7x14(S) 12 12 y y y y ), ), y y y > ) y ,- 05-08 3-04 3-05-12 2-08-12y2-00 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 y y ,1-08�-05-08 9-06-08 2-00 27-00 yt OBy 1-08 41-00 1-08 k,-- '1•'`to, - JOB NAME: POLYGON 3-D NH - A10 Scale: 0.1498 tyn Co 1�y+�/// 1;:ey WARNINGS: GENERAL NOTES,unless otherwise noted: 4� r r✓( tp .1- 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 `.922*I r E r Truss: Al 0 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 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: EE 2'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 sheathingsuch asplywood sheathing(TC)and/or d all BC. +" ,111 40010111P '^ where s M�' ( ) -+�. DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whershown++ )(���' 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. OREGON N 4, SEQ. : 6051173 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, -. NIh 4. T design loads be applied to any component, and are for"dry condition"of use. /A 't}+' e�fJ .S1„ TRANS I 407533 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 J 7 t} necessary. 44 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4R1110, 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 IIII I I II III IIII IIII IIII VIII IIII IIII TPI/N?CA in BCSI,copies of which will be furnished upon request. it cindicat with jointacenter lines. 9.Digits indicate size of plate in inches. C�+ 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 1E IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 15-00-00 GIRDER SUPPORTING 40-09-00 1- 2=(-7762) 1944 1- 9=(-1274) 5136 9- 2=( -62) 384 6.13=(-936) 3872 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-7440) 1918 9.10=(-1272 5122 2-10=( -388) 1478 13- 7=(•390) 1474 BC: 2x6 KDDF #1&BTR 3- 4=(-5874 152 10-11=)-2262) 8812 10- 3=( -944) 3896 7.14=( -62) 388 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-9094) 2392 11-12=(-2296) 8954 10- 4=(-3922) 1070 2x6 DF SS A LL = 25 PSF Ground Snow (Pg) 5- 6=(-5874) 1534 12-13=(-2296) 8954 4.11= -506) 2412 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 6.0" V 6- 7=(-7438) 1918 13-14=(-1272) 5122 11- 5= -42) 188 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 68.8)+DL( 19.2)= 88.0 PLF 3'- 6.0" TO 11'- 6.0" V 7- 8=(-7762 194414- 8=(-1274 5136 2. 5=) -472) 2314 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF UNIF LL( 50.0)+OL) 24.0)= 27.5 PLF 11'- 5.13=(-4024) 1092 '- 6.0" TO 15'- 0.0' V BC UNIF LL( 484.4)+Dl( 329.4)= 813.8 PLF 0'- 0.0" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 72.9 +DL( 20.4)= 93.3 LBS @ 3'- 6.0" 0'- 0.0" -1724/ 6979V -56/ 56H 5.50" 11.17 KDDF 625) TC CONC LL( 72.9)+DL ( 20.4)= 93.3 LBS @ 11'- 6.0" 15'- 0.0" -1724/ 6979V 0/ OH 5.50" 11.17 KDDF 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r r, r r, .' I. „r t. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.069" @ 8'- 11.7" Allowed = 0.704° ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.140" @ 8'- 11.7" Allowed = 0.939' Join together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX HORIZ. LL DEFL = 0.025" @ 14'- 6.5" 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL = 0.043" @ 14'- 6.5" 9" oc in 2 row(s) throughout 2x6 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, NOTE:Design assumes moisture content does 9' oc in 1 row(s) throughout 2x4 webs. not exceed 19% at time of manufacture. T 3-05-11 T 8-00-10 T 3-05-11 1' Design conforms to main windforce-resisting system and components and cladding criteria. 1-10-08 1-07-03 2-04-14 3-01-02 2-06-10 1-07-03 1-10-08 Wind: 140 mpht h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 93.30# 93.30# 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 10.00 V' Q 10.00 Truss designed for wind loads M-4x8 M-4x8 in the plane of the truss only. /- M-3x6 M-3x10 5 T210 M-3x5 M-3x5 0 co 0 ") M-5x10 M-5x10 rA� 1,1 l l - /�6- Ai �" o� # ' L _ _ n� ins 1 1 V� - v� S o 0 1 - 9 10 11 12 13 14 �8 0 M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 y y y y y J, 1-08-12 1-04-03 3-01-02 2-09-10 2-11-06 1-04-03 1-08-12 y y 15-00 WEDGE REQUIRED AT HEEL(S). e JOB NAME : POLYGON 3-D NH - B1Ope (} PR Scale: 0.3915 iNE s, WARNINGS: GENERAL NOTES,unless otherwise noted: CL' 1. 44.,- v / /� '57 I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 'I 921 I fp E r Truss: 61 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 at 2'o.c.and at 70'o.c.respectively unless braced throughout their length by : 110941110P DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C end/or tl all BC. 'MO - DATE: 9/5/2014 p gRs ( ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +� (�` 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON (/� SEQ. : 6051 175 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. - 1 2-°'\ -CC� design loads be applied to any component. and are for"dry condition"of use. ,,nn,, 1� TRANS I D: 407533 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 c! Y V T necessary. /�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '+,t liFit t.1„ 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 IIII II II IIII IIII IIII III ILII I IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits Indicate size of plate in inches. +t n C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) EXPIRES:RCo,12/31/2015 11 111111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 41 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 292V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -61/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 6.0" 0/ 30V 0/ OH 5.50" 0.05 KDDF 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacina.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD• TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" MAX BC PANEL LL DEFL = 0.004" @ 1'- 7.6" Allowed = 0.129" MAX BC PANEL TL DEFL = -0.004" @ 1'- 9.0" Allowed = 0.172" MAX BC PANEL TL DEFL = -0.004' @ 1'- 11.8" Allowed = 0.172" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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=20ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 1.41 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.1 co Truss designed for wind loads o in the plane of the truss only. 0 in O O (V O CV Ch/- 0 O o� ► 11180.- 1114 M-3x4 y ), 1-00 3-06 (PROVIDE FULL BEARING:Jts:2.3.4I ,tOPRO;s JOB NAME : POLYGON 3-D NH - BJ1 Scale: 0.6793 ,GINE �sdi WARNINGS: GENERAL NOTES,unless otherwise noted: 49 C.3'''. '''7/5//r •-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 .9G 0'F E Truss: BJ 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. jalle r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'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). ,/'!�!r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d {4,- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4,, SEQ. : 6051 176 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-.. "P7 rta !Cs design loads be applied to any component. and are for"dry condition"of use. 1:0 ' }s 2.944 -,�,... TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 1 , fabrication,handling,shipment and Installation of components. necessary.assumes �'f 1 i P P 7.Design adequate drainage is provided. R B.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 111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits inuidte 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-1888(MiTek) cnPI nEJ:12f31 f2U1 J 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 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) 72 2.5=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-110) 68 3-4=( -34) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 5.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 313V -43/ 139H 5.50" 0.50 KDDF 1 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF 625) C,CN,C18,CN1B (or no prefix)) = CompuTrus, Inc 3'- 6.0" -97/ 132V 0/ OH 1.50" 0.17 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc soacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUR({lENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 10.00MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.047" 3 MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.063" MAX TC PANEL LL DEFL = 0.021" @ 2'- 2.0" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.020" @ 2'- 2.0" Allowed = 0.396" '' MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. cn Design conforms to main windforce-resisting system and components and cladding criteria. co ti, Wind:Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 co (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), m load duration factor=l.� 0 Truss designed for wind loads Tr in the plane of the truss only. op 0 cV ►al 5►1 M-3x4 y y y )' 1-00 3-06 0-05-11 (PROVIDE FULL BEARING;Jts:2,5,31 C O PRO, " JOB NAME : POLYGON 3-D NH - BJ2 Scale: 0.6557 eat IN, `9oy / WARNINGS: GENERAL NOTES,unless otherwise noted: 414. r rM// 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 ±92 0 11 P1= 'f"A Truss: BJ 2 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 at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ri. DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof ^'r ' �"'� W y continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �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. -- r ,q_OREGON `+� SEQ. : 6051 177 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 +/ N A, design loads be applied to any component and are for"dry condition"of use. /qA �r � „ TRANS I D: 407533 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 x J '1 4, b+ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ii R It-k`" 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 IIIIII 10 II II II VIII IIIIII III 111 IIIIIII TPI/WfCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. Q. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-224) 187 3.4=( -64) 38 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 304V -66/ 185H 5.50" 0.49 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 37V 0/ OH 5.50" 0.06 KDDF 625) C,CN,C18,C1118 (or no prefix) = CompuTrus, Inc 3'- 5.2" -146/ 220V 0/ OH 1.50" 0.28 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -43/ 67V 0/ OH 1.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1C0N0. 2: Design checked for net( psf) upl f_ at 24 "oc s a Ing I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURR NTLY. 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" I MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.7" Allowed = 0.264" I 1,1 MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4' Allowed = 0.172" 12 10 OD MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 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. a) Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d load duration factor=1.6 IP 0 o Truss designed for wind loads N to in the plane of the truss only. 0 CO M V O O� MMEN 5�� M-3x4 1-00 3-06 2-05-11 (PROVIDE FULL BEARING:Jts:2,5,3 41 JOB NAME: POLYGON 3-D NH - BJ3 ,,, 0 PRO N S Scale: 0.5261 ,. ',G5 lP (° WARNINGS: GENERAL NOTES,unless otherwise noted: 1�+(+•!!!! ��((''//TT II 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 o f E (r" Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 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: EE 2'o.c.and at 15'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). ,.+ " DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Y 4.No load should be applied to any component until after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051178 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, p �� ,,(tis design loads be applied to any component, and are for"dry condition"of use. �r .s7 ,y__ TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 6 j 14, v,l fabrication,handling,shipment and installation of components. necessary. . 7" 7.Design assumes adequate drainage is provided. `p'/, `C7,IR�+ �, 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r'J L IIIIII VIII VIII I III VIII I III IIII II IIII TPI VVECA In BCSI,copies of which will be furnished upon request. git coincide with jointacenter 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 (III IIH III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-296) 256 3.4=( -94) 67 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -9/ 291V -82/ 221H 5.50" 0.47 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2' 0/ 33V 0/ OH 5.50" 0.05 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.2" -197/ 290V 0/ OH 1.50" 0.37 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.2' -72/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 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" /121, MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.006" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" MAX TC PANEL LL DEFL = 0.006" @ 1'- 11.4' Allowed = 0.264" MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4' Allowed = 0.172" MAX HORIZ. LL DEFL = -0.003° @ 7'- 3.4" MAX HORIZ. TL DEFL = -0.003" @ 7'- 3.4" 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. r Wind: 140 mph, h=22.3ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 0load duration factor=l.6Truss designed for wind loads vt0in the plane of the truss only. 0I- Mvo�0 f- 1-00 3-06 3-10-15 (PROVIDE FULL BEARING:Jts:2,5,3,41 OD PR Ope JOB NAME: POLYGON 3-D NH - BJ4 Scale: 0.4597 (N `'` '�/ WARNINGS: GENERAL NOTES,unless otherwise noted: ` � i�'/�Gy5/1`77 'A 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual 7 +11 P E r- Truss: BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper lif 2.204 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: EE 2'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 sheathingsuch as plywood sheathing(TC)C and/or d all BC. .moi DATE: 9/5/2014 p gRs ( ) w the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �, (Z. 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. --7,a^ OREGON 4.,/ SEQ. : 6051179 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✓, \t r s design loads be applied to any component. and are for"dry condition"of use. /� '1), ,� ' m0 ..1t., TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If �� necessary. t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, ii R 1 L4"`..... 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII I III(III I III VIII III(III TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center lines. 9.Digitssesize of tplate ein 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 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.6=(.29) 50 6-5=( 0) 14 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-119) 0 6-7=( 0) 0 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -24) 30 5-8=(-42) 69 3.8=(-71) 43 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 302V -28/ 92H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.1" -128/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" @ 1'- 4.4" Allowed = 0.091" MAX TL CREEP DEFL = -0.002" @ 1'- 3.7" Allowed = 0.121" MAX LL DEFL = 0.000" @ 5'- 3.8" Allowed = 0.157' MAX BC PANEL TL DEFL = -0.013" @ 3'- 2.0" Allowed = 0.211" 2-04-13 f T MAX HORIZ. LL DEFL = -0.002" @ 5'- 3.8" MAX HORIZ. TL DEFL = 0.002" @ 5'- 3.8" 12 NOTE:Design assumes moisture content does 10.00 V not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. M-4x6 (0) inWind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o � r in the plane of the truss only, cvM-3x4 011.1111111111111. 71saw o � sm 0, 8 �� -/ cr Mm9/ M-3x4 / 3x4 A- i, 1, y 1-03-12 4-08-04 y y y 1, 1-00 1-05-08 4-06-08 y y ), y 2-05-081-00 3-06-08 y i, 6-00 'PROVIDE FULL BEARING:Jts:2,4,81 JOB NAME : POLYGON 3-D NH - CJ2 � IN cPR tx 6� Scale: 0.4656 �.„�J ��!5/l /0'v" WARNINGS: GENERAL NOTES,unless otherwise noted: !�`� -ST 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 ' ! P (' Truss: CJ 2 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. �// r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.n.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of ,..+r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r' - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ vCC 4SEQ. : 6051181 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7# OREGON �j,Q fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: 407533N{h design loads be applied to any component, and are for"dry condition"of use. v�,."tt�,, .�,}r. � .. . 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 en 14, fabrication,handling,shipment and installation of components. necessary. /11. ,/ 'PRO- 6. ^� 7.Design assumes adequate drainage is provided. `^+'i r•_y + �, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �'i r'1 4- 1111111111111111 TPI VJfCA in BCSI,copies of which will be furnished upon request git coincide cwith jointpate in che. 9.Digits indicate size of plate in inches. EXPIRES: MiTek USA,Inc./CompuTfuS Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-53) 90 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-172) 21 5-7=(-70) 116 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -25) 34 3.7=(-128) 78 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -40/ 344V -41/ 123H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.5" -99/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psfl uplift at 24 Hoc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-07-04 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TLMAXELL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.097" MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" 12 MAX BC PANEL TL DEFL = -0.009" @ 3'. 7.4" Allowed = 0.186" 10.00 MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" NOTE:Design assumes moisture content does M-4x6 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting m system and components and cladding criteria. c illillibilm..... Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o aload duration factor=1.6Truss designed for wind loads Nin the plane of the truss only. O V M� A11111111111 1 MECBM7 v IR IIMIMOREM-1.5x3 0 0 p....-- M-3x4 D M-3x4 M-3x4 r- ,/, y y 2-03-12 3-08-04 1-00 , 2-05-08 3-06-08 y (PROVIDE FULLBFARING;Jts:2,4.71 6-00 > 9PROres JOB NAME: POLYGON 3-D NH - CJ3 Scale: 0.5755 GINS `/' 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 it9220 IIP E. t" Truss: CJ 3 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. �"'""T 3,Additional temporary bracing to insure stability during construction 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 "' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d all BC. DATE: 9/5/2014 gR s ( ) Q the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r� 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. -�',+ ti e,R EG�,e 4j SEQ. : 6051182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, 4- ""rwf -\� 4** TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. /%+, '` }r ,� 2° ^ 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if U „ necessary. ifiRI .{ fabrication,handling,shipment and installation of components. 7.n Design s assumes adequate drainage Is provided. ld L-ar i 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 IIIIII II II VIII I III VIII I III VIII(III(III TPI/WTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center nche. 9.Digits indicate size of plate o inches. nn 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 1111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 72 2.6=( -95) 130 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-215 36 5.7=(-123) 167 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=) -59) 46 3-7=(-185) 137 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0° -30/ 375V -53/ 154H 5.50" 0.60 KDDF625 LL = 25 PSF Ground Snow (Pg) 4'- 8.9" -84/ 8BV 0/ OH 1.50" 0.14 KDDF ) 625) Connector plate prefix designators: 6'- 0.0" -2/ 116V 0/ OH 5.50" 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. DQND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-09-10 MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.211" T MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.281" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" 12 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" 10.007 0 MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-4x6 c system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o o, Truss designed for wind loads CV _, 1- in the plane of the truss only. C3 CO11, IIIIIIIIIIIIIhli•._ N.._ Alm __ a� Vii® M-3x4 o M-1.5x3 o 6 c M-3x4 M-3x4 y y y 2-03-12 3-08-04 y y y y 1-00 y 2-05-08 3-06-08 y 'PROVIDE FULL BEARING;Jts:2,4.7I 6-00 JOB NAME: POLYGON 3-D NH - CJ4 .,:c p xs Scale: 0.5138 {G !✓/� ,+ WARNINGS: GENERAL NOTES,unless otherwise noted: ('dJ 7c��y 17 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 .JG 0 o P E r. Truss: CJ 4 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 at DES. BY: EE 2'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 sheathingsuch as plywood sheathing(TC)C and/or tl all BC. rw► r DATE: 9/5/2014 responsibilitybuilding designer. Impactbridging q her s mO /� , the overall structure is the res onsibilit of the 3.2x bdd in or lateral bracingrequired 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. A. 44. OREGONSEQ. : 6051 183 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, "r7 N.QR EOON S .4, TRANS I D: 407533design loads be applied to any component. and are for"dry condition'of use. 6. / +Q i''' °�},1y� 75.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if 1 to fabrication,handling,shipment and installation of components. necessary. 4 'i li T .Design assumes adequate drainage is provided. ''+; R i 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 II II II II I I III I II VIII III'IIITPIM?CA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10, ev ae nn o MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1980(MiTek) GXp�ncu:1 c/31l201 VIII IIIIII' This design prepared from computer input by. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 72 2.6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-257) 55 5.7=(-195) 225 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -88) 66 3-7=(-250) 217 LOADING TC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7,5" -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -69/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.008" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" 5-11-11 MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5" T ' MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 j) Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 V Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. u7 M-4x6 o .d- Cm N O 4. fD '7/- Aioibi. .........Ilico . 7►� ..:1- ��'I�m� M-3x4 o 14-1.5x3,� OFIGM N 6 O O M-3x4 M-3x4 A- * * * 2-03-12 3-08-04 'PROVIDE FULL BEARING:Jts:2,7,41 * * * * 1-00 y 2-05-08 3-06-08 y 6-00 (to PRop JOB NAME: POLYGON 3-D NH - CJ5 Scale: 0.4201 • I+ } WARNINGS: GENERAL NOTES,unless otherwise noted: ] r r // al1. , 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 '' .92e 0 P E r Truss: CJ 5 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 at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by41501000. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. r�tr - DATE: 9/5/2014 r 9(r s ( ) the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � Lx" 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. -�-„+ OREGON j/ SEQ. : 6051184 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-- \Ih /C,, TRANS I D: 407533 design loads be applied to any component. 5,CompuTrus has no control over and assumes no responsibility for the and are for"dry con dkion"of use. } jr /4 2.0 ...- 6.Design assumes full bearing at all supports shown.Shim or wedge if Vt1. fabrication,handling,shipment and installation of components. necessary. ' 7.Designassumes adequate one hdrainage is o sed. �„ 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 IIIIII II II VIII 1111111111 Ilill III VIIII IIIVIII'III'III TPIM7rCA in BCS',copies of which will be furnished upon request. git coincideiictwithizjointcenterche. 9. Digits indicate size of plate in inches. n7 inn MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 31tcv15 11111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 72 2-7=(-115) 173 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-257) 55 6.8=(-150) 223 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-177) 84 3-8=(-248) 167 LOADING 4.5=( -85) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 14.1" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 384V -74/ 233H 5.50" 0.61 KDDF ( 625) C,CN,C18,CN18et (or noprefix) = ors uTrus, Inc 5'- 7.5" -15/ 140V 0/ OH 5.50' 0.22 KDDF ( 625) p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -172/ 271V 0/ OH 1,50" 0,35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP r r r ' r . II 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 = -0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339' MAX LL DEFL = -0.005" @ 7'- 2.1" Allowed = 0.117' 7-02-01 MAX TL CREEP DEFL = -0.006" @ 7'- 2.1" Allowed = 0.157" / 5 MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 0 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. 0 N M-4x6 to 0 ti it c-, INFM1=1111M 111fiffirilrifiA:1 98 v,-CV- I sm U) 8 CV- M-1.5x3 0 M-3x4 a M1 0 3x4 0 M-3x4 A- 2-03-12 3-08-04 1, y 1, y 1-00 J., 2-05-08 4-08-09 , , 6-00 1-02-01 'PROVIDE FULL BEARING;Jts:2,8,41 PRO JOB NAME: POLYGON 3-D NH - CJ6 -( � , Scale: 0.3552 \ GINE / WARNINGS: GENERAL NOTES,unless otherwise noted: J 7' -1 "~Tru1.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 11 P E (- Truss: ss: CJ 6 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 bosom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bywow DATE: 9/5/2014 responsibilitybuilding designer. continuouspsheathinggsuch as plywoodgsheething(TC)and/or drywall(BC). J r,a the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracingrequired where shown++ /l 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. 7 OREGON ' SEQdj c design loads be applied to any component. and are for"dry condition"of use. /� +'�),. ,� (� �.5. TRANS I D: 407533 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 t.,..- necessary.handling,shipment and installation of components. ecessary. 7.Designlaesassumes adequate ne dthi face isotrus,provided. �, FURILA' „ 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 r1 111111111111111141 VTPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointain che. 9.Digits indicate size of plate in inches. D 1 et cc MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31,'201 u 11111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 72 2-7=(-102) 168 7.6=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-304 55 6-8=(-132) 215 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-297) 141 3.8=(-239) 147 LOADING 4.5=(-173) 0 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 BOG AREA OVERHANGS: 12.0" 28.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 340V -81/ 282H 5.50" 0.54 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -318/ 497V 0/ OH 1.50' 0.64 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 2 Design checked for net(-5 psft uplift at 24 "oc spacing.l 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 = -0.079" @ 8'- 4.5" Allowed = 0.237" MAX TL CREEP DEFL = -0.096" @ 8'- 4.5" Allowed = 0.317" MAX TC PANEL LL DEFL = 0.030" @ 4'- 8.0" Allowed = 0.283" 8-04-08 MAX TC PANEL TL DEFL = -0.022" @ 4'- 8.0" Allowed = 0.425" T T MAX HORIZ. LL DEFL = 0.008" @ 5'- 7.5" A- 5 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10r f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads o in the plane of the truss only. 0 CM (O O CO M-4x6 c•-, A 1111 99 - a oPIA®ami o M- 1.5x3 co M-3x4 M 13x4 O M-3x4 A- ) ,/ ) 2-03-12 3-08-04 ) ) 1, ) 1-00 y 2-05-08 5-11 , y 6-00 2-04-08 [PROVIDE FULL BEARING:Jts:2,8,41 ic JOB NAME : POLYGON 3-D NH - CJ7 Scale: 0.3175 mac, ' IN�'��jj 0.`0 p WARNINGS: GENERAL NOTES,unless otherwise noted: '�! /5I ` " ' 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 C. '192 P E r Truss: CJ 7 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 at DES. BY: EE 2'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 sheathingsuch as plywood sheathing(TC)C and/or d all BC. '�F DATE: 9/5/2014 p gRs ( ) � n. the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11!r v.,, 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. '-a ,, OREGON SEQ. : 6051 186 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, I„ by N. A. design loads be applied to any component. and are for"dry full bearing of use. /}}++,, 'I)r 2a T TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if iJ 7 * necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. t .'t 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 II 100 IIII 1111111111 IIIIIII OEM I I III TPVWfCA in SCSI,copies of which will be furnished upon request. git coincide with jointcenter lines. 9. Digits indicate size of plate in inches. t� 7 t'1 MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 1111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #186TR SPACED 24.0" O.C. 2.3=(-68) 88 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 304V -15/ 62H 5.50" 0.49 KDDF ( 625) 1'- 1.7" -64/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0011' ',r t r t rr REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.9" Allowed = 0.063" MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.9" Allowed = 0.094" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" 1-02-07 MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" T T MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.7" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.7" 12 NOTE:Design assumes moisture content does 10.00 7 not exceed 19'1 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. '' v am o 0 CO N OilAr N O _ o� ► 4 M-3x4 y y y 1-00 [PROVIDE FULL BEARING;Jts:2,3.41 6-00 P JOB NAME : POLYGON 3-D NH - J1 ;s-1„ IN'p„, S> Scale: 0.6702 �eJ �1 l✓/� t'�� WARNINGS: GENERAL NOTES,unless otherwise noted: ("C. '. "-Tru1.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 .T92•e PE 1-- Truss: ss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding 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: EE 2'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 sheathingsuch as plywood sheathin C and/or d all BC. res r DATE: 9/5/2014 Pcw sheathing(TC) ( ) ,,,,,� the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it /1 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. OREGON S E Q. : 6051187 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, f d C design toads be applied to any component. and are for"dry condition"of use. /",'r� '11r 20 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if *l 1 �} necessary. 41 A i` fabrication,handling,shipment and installation of components. 7, necessary. ss assumes adequate drainage is provided. L 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111 TPIM?CA in SCSI,copies of which will be furnished upon request. git coincideiiwith jointacenter lines. 9. Digits size of plate in inches. EXPIRES; r��r� p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 G Ji/ V 1J 11E1 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-61) 58 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 SO.IN. (SPECIES) OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 304V -28/ 92H 5.50" 0.49 KDDF ( 625) 2'- 4.1" -125/ 112V 0/ OH 1.50" 0.18 KDDF ) 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IDDND. 2: Desigp checked for net( p )uplift at 24 "oc spacin6.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.7" Allowed = 0.168" 2-04-13 MAX TC PANEL TL DEFL = -0.007' @ 1'- 3.8" Allowed = 0.252" T MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.024" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = 0.000" @ 2'- 4.1" 10.00 7 MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.1" 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=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 M Truss designed for wind loads in the plane of the truss only. v 0) o O N N O C) Ch 2f- O cV 1111 . 11110=1..11.14 0 M-3x4 y > y 1-00 (PROVIDE FULL BEARING;Jts:2.3,41 6-00 PR JOB NAME: POLYGON 3-D NH - J2 �'')G5/r t� 1NE cx'4 Scale: 0.6505 ; /) WARNINGS: GENERAL NOTES,unless otherwise noted: / -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 ' T.92S 1 P E. r r� and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 2 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: EE 2'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 sheathingsuch as plywood sheathing(TC)and/or tl all BC. taw , DATE: 9/5/2014 r qR s ( ) IIZ" the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '� w�t�, 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. ^rr OREGON EGON `,! SEQ. : 6051188 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, 4. �bS Ac, design loads be applied to any component. end are for"dry condition"of use. /6 'Q 1 2-(' -,_ TRANS I D: 407533 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. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. , R RIO- 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 1111011111111111111 TPI/VJfCA in BCSI,copies of which will be furnished upon request. git coincide with jointinches.9. Digits oicde size of tplate In lines. o o qnn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1686(MiTek) EXPIRES:12l31IGV1 1111111111111 IIIIIIIHII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-83) 76 IC LATERAL SUPPORT <= 12"OC, UON, LOADING BC LATERAL SUPPORT <= 12°OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 336V -40/ 123H 5.50" 0.54 KDDF ( 625) 3'- 6.5" -126/ 129V 0/ OH 1.50" 0.21 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc s acp ing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.097" 3-07-04 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0° Allowed = 0.129" T '1 MAX TC PANEL LL DEFL = 0.018" @ 1'- 12.0" Allowed = 0.273" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.5" /- 10.00 7 0 _, MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.5" 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=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), ✓ load duration factor=1.� Truss designed for wind loads ✓ in the plane of the truss only. O c c%) N 0 4 M 0 O o 21 ��4 M-3x4 y y 1, 1-00 !PROVIDE FULL BEARING;Jts:2,3,41 6-00 PR OF JOB NAME: POLYGON 3-D NH - J3 Scale: 0.6005 s c Nk: °c,,, WARNINGS: GENERAL NOTES,unless otherwise noted: 451 pr�r 5/ r r � `-Tru1.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 s.72+!PE 1.-- Truss: ss: J3 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 at DES. BY: EE 2'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). * " r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'T 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. 7, OREGON 1 SEQ. : 6051189 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, -, ..7 4,, ,(` TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. /'.+., (� y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if14, t> fabrication,handling,shipment and installation of components. necessary. - T' 7.Design assumes adequate drainage is provided. �,j `P R 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 11111111111111111 TPI/WTCA in eCSI,copies of which will be furnished upon request. lines coincideiictwith joint ate inrnche. 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 1111 1111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-109) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 370V -53/ 154H 5.50" 0.59 KDDF ( 625) 4'- 8.9" -118/ 149V 0/ OH 1.50" 0.24 KDDF ) 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rig • f, .rr t• r• r Is, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" 4-09-10 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" MAX TC PANEL LL DEFL = 0.056" @ 2'- 9.1" Allowed = 0,377" MAX TC PANEL TL DEFL = -0.053" @ 2'- 7.2" Allowed = 0.566" A- -A MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.9" 10.00 0 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=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.� Truss designed for wind loads v in the plane of the truss only. rn O 0 v N O U) M 'TA- vPlArAillIM CD os- ►10 ►�4 -! 1 M-3x4 1, y > 1-00 (PROVIDE FULL BEARING:Jts:2,3.41 6-00 OD RR 04, JOB NAME : POLYGON 3-D NH - J4 6oale: 0.5446 ih(lj� PR 'py(y_ `i WARNINGS: GENERAL NOTES,unless otherwise noted: 41 +fl2.y. /C�r '-'f9 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 t.7G.1Pr E Truss: J4 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 at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l ' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. r r-,- DATE: 9/5/2014 p gR s ryw ( l,. the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +�- �' 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -f,) OREGON '+.7 SEQ. : 6051 190 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, '7 "s -4, design loads be applied to any component. and ere for"dry condition"of use. / '4}" r�r(} ".., TRANS I D: 407533 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /4, necessary. tt fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. /14R1:110' 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 IIIIII II II(III I II VIII I I I(III III III TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide ae with joint ate inrnche. 9.Digits indicate size of plate in inches. o t MiTek USA,Inc./CompuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTekEXPIRES:1 /01(2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-138) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 403V -66/ 185H 5.50" 0.65 KDDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -106/ 169V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" /- -/ MAX TC PANEL LL DEFL = 0.164" @ 3'- 7.4" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.147" @ 3'- 5.0" Allowed = 0.722" 0 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 10.00 7 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0) 1.0N 0 CO C") c O� 4► M-3x4 A- y ), y 1-00 6-00 IPROVIDE_EULLBFARING;Jts:2,4,31 JOB NAME : POLYGON 3-D NH - J5 Scale: 0.5235 ,` ,1�](/�igrN 1'y��jJ,csx,r WARNINGS: GENERAL NOTES,unless otherwise noted: 9 0 41? / f✓/t I !'1 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 .' 921!P E Truss: J5 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 at DES. BY: EE is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by4,001000. p y permanent of continuous sheathing such as plywooding(TCend/or drywell(BC). ,,r t > DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired s where shown++ /1 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. - OREGON SX (ON f , S E TRANS I D: 407533 wQ}. 7 � design loads be applied to any component. end are for"dry condition"of use. / (�,CA.�.i_. 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if11 fabrication,handling,shipment and installation of components. necessary. 1T 7.Design assumes adequate drainage is provided. RAIL 1^" 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 ill II 11 III 1111111111111111 IIIIIIIIIIIII IIII IIII TPIM?CA 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) nPIES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Ni&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-218) 193 3-4=(-113) 63 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -80/ 217H 5.50" 0.60 KDDF 625 I Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -240/ 394V 0/ OH 1.50" 0.50 KDDF625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.4" -101/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f- -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" ,, MAX TO PANEL LL DEFL = 0.075' @ 2'- 9.2" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.073' @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2° MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 10.00 V fi rp 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=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load duration factor=l.6 Truss designed for wind loads 0 o in the plane of the truss only. N (0 O I� cn 7/- .a. o� 5 M-3x4 1, ) > ) 1-00 6-00 1-02-07 :/ 1 .. 1. , JOB NAME : POLYGON 3-D NH - J6 Scale: 0.4676 .0 t 1',''(y7y„' `�%p WARNINGS: GENERAL NOTES,unless otherwise noted: y*Cl. V t9C� 5/`FE .7. C I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual JT y2!OPE I� 1`� Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ✓' DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�r'. n y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 6051192 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. -7, OREGON (t SEQ. : 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, \)h. design loads be applied to any component, and are for"dry condition"of use. 4�.+.,, .1 x�4 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if s/ 1Cy fabrication,handling,shipment and installation of components. necessary. + 1 V 7.Designlaesassumes adequateadondrhinace isotrus,provided. L1^` 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I 11111 IIII II II 11111011111111 1111111 IIIII TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate a size of plate in inches. r11 CC* 7 t4q 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:RCJ.1 G 311 LU1 5 VIII IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=(-267) 238 3.4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connectorplate prefix designators: 0'- 0.0" -24/ 378V -93/ 250H 5.50" 0.61 KDDF 625 g LL = 25 PSF Ground Snow (Pg) 5'- 9.2° 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF625 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.8" -15/ 23V 0/ OH 1.50" 0.04 KDDF ) 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 2: Design checked for net(•5 psfl uplift at 24 "oc s acp ina AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f- -/ 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 = 0.119" @ 2'- 11.7" Allowed = 0.481° MAX TC PANEL TL DEFL = 0.105" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.1" MAX HORIZ. TL DEFL = -0.003" @ 8'- 4.1° 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting 0system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6 Truss designed for wind loads o 4 in the plane of the truss only, 0 N I- 0 co co V O� -V 0 ►� 5=� M-3x4 1, 1, ) > 1-00 6-00 2-04-13 (PROVIDE FULL BEARING:Jts:2.5.3,4) JOB NAME : POLYGON 3-D NH - J7 o PROP � Scale: 0.4230 -'c'J ` 1�y . i �4, WARNINGS: GENERAL NOTES,unless otherwise noted: . �/f T 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 individual1. s 9G 11 t P E r- Truss: J7 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. ,✓✓ r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'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). �r�1r - O DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** t,��' -� 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. OREGON ^4 SEQ. : 6051193 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, I„ � OSx t,,(` TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. }}++,, '9.}r 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if /V 14 () h fabrication,handling,shipment and installation of components. necessary. 4,�r T_ 6.This design is furnished to the limitations set forth by7.Designlaesassumes adequate onne drainagehciso truss,and '%,( r7 j „ (IIIII II II IIIII I II IIIII I III IIIII(III(III 9 subjectr8.Plates shall be located both faces of truss, placed so their center r� TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-320) 288 3-4=(-103) 46 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 285H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -250/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 7.3" -54/ 78V 0/ OH 1.50" 0.12 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND 2 Design checked for net( p ) 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 TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" 01 MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 6.5" MAX HORIZ. TL DEFL = -0.005" @ 9'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 0Truss designed for wind loads cr in the plane of the truss only. O 4 0 CV c0 O O) Cr) 7.z- .4- O M-3x4 /- .1 ), 1, 1-00 6-00 3-07-04 ;. r - ." k_ co PRopt,. JOB NAME : POLYGON 3-D NH - J8 Scale: 0.3820 IN WARNINGS: GENERAL NOTES,unless otherwise noted: • ` "5, 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 for an individual 'T .921 I P E c Truss: J8 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 at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4Jy DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d all BC. „„,,rapt- DATE: 9/5/2014 nher s rn ( ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �• Q /1 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. ^fir OREGON 10. SEQ. : 6051 194 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive4.•.environment, - \ As design loads be applied to any component. and are for"dry condition"of use. /;r., Al)" / 2-° TRANS I D: 407533 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if SSJJ 4 , necessary. t t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. P R i l.-ti"" 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 IOW II II 10111111111111 IIIVIIIIIII I I IIII III TPI WfCA 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 IIH III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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) 72 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2.3=(-375 304 3.4=(-145) 57 TC LATERAL SUPPORT <= 12°OC. UON. LOADING 4.5=( -58) 0 BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.6' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ°IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 332H 5.50" 0.60 KDDF( 625) C, CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.5D" 0.50 KDDF ) 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -131/ 196V 0/ OH 1.50" 0.25 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' /- -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.D" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.6" Allowed = 0.080" MAX TL CREEP DEFL = -0.001" @ 10'- 9.6" Allowed = 0.107" �0 MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006° @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. co Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), o �I load duration factor=1.6 ao Truss designed for wind loads C4 in the plane of the truss only. 0 co 7/- a /a op 6_. M-3x4 s- ), /, ), y 1-00 6-00 4-09-10 'PROVIDE FULL BEARING;Jts:2,6,3,4I JOB NAME: POLYGON 3-D NH - J9 � F ''s , Scale: 0.3563 �',,� {�� / WARNINGS: GENERAL NOTES,unless otherwise noted: 44.4 .+It! 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*li PE C' Truss: J9 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 bosom chords to be laterally braced at DES. BY: EE 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 ` ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,J}''_. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7;� 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 44 SEQ. : 6051195 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, 1. design loads be applied to any component. and are for"dry condition"of use. ,,n, ),. OC) ..�. TRANS I D: 407533 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 t r -4- 14, ,i'' fabrication,handling,shipment and installation of components. necessary. i i- 7.Design assumes adequate drainage is provided. `�, R R I LV. 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 11 111 VIII I III VIII I III VIII IIII III TPIM/rCA in BCSI,copies of which will be furnished upon request. git coincide withizjoint atecenterche. 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 1111111011 IIAII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 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) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2.3=(-412) 382 3-4=(-193) 141 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 30 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 357H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ) 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 195V 0/ OH 1.50" 0.25 KDDF ( 625) 12'- 0.0" -31/ 50V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. sol , r- 'rr r " 1- . •dr /- ---,, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" o MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 11'- 11.2" !, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6 Truss designed for wind loads o • in the plane of the truss only. 0 0 0 P) O 6'- _'' -V M-3x4 A-- ), ), y ), 1-00 6-00 6-00 (PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME•. POLYGON 3-D NH - J10 A. Op ' Scale: 0.3223 ''siNk.t z(,) WARNINGS: GENERAL NOTES,unless otherwise noted: '4(! " 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .41 . 92II!Ip'�Ir r Truss: J10 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. -P' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'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). ,,/tri DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1" f' 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. -fs ,q_OREGON SEQ. : 6051196 fasteners are complete and at no time should any loads greater than 5.Design assumes Crosses are to be used in a non-corrosive environment, 4,-, -.7 y`l ,t' design loads be applied to any component. end are for"dry condition"of use. },,',,++,� }•° 14 2-v TRANS I D: 407533 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ch necessary. T fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. e' A.t�1„• 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111 11111111111111111 TPI WTCA in SCSI,copies of which will be furnished upon request. Digitsgs coincideictwith jointacenter lines. 9.tinesindicate 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 11E1 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-74) 28 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 441V -12/ 79H 5.50" 0.71 KDDF ( 625) 3'- 3.2" -7/ 40V 0/ OH 5.50" 0.06 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(•5 psf�gplift at 24 °oc s acina.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 12 MAX BC PANEL LL DEFL = 0.009" @ 1'- 7.6" Allowed = 0.129" MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0" Allowed = 0.172" 6.00 I/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" NOTE:Design assumes moisture content does 7- 3 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, tat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. L o N O N Ch/_ O O/- 2 4 M-3x4 A- 1, y 1, 1-08 3-06 ii 1 I: 1 • • , t} PFtQ �CS JOB NAME : POLYGON 3-D NH - P1 Scale: 0.7235 (N//E1'p7_'} `/ WARNINGS: GENERAL NOTES,unless otherwise noted: ./i. rt�2�y e `t�( * 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 individualt . F 92 41'r E r Truss: P1 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 bosom chords to be laterally braced at 1 DES. BY• EE 2'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). ,,n+ ! r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ It 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. OREGON SEQ. : 6051197 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- 41e oN !(& design loads be applied to any component. and are for"dry condition"of use. ll••,, �. 2P i- 14, �i TRANS I D: 407533 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 4/ 14, �S fabrication,handling,shipment and installation of components. necessary. + 7.Design assumes adequate drainage is provided. R r YA' 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 11111111111111111 TPI/VJfCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterches 9.Digits indicate size of plate in inches. 1 CC+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-69) 26 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 82H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.7" -36/ 77V 0/ OH 1.50" 0.12 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" 12 MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204" 6.00 12 MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.3" Allowed = 0.306" MAX HORIZ. LL DEFL = -0.000" @ 3'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 2.9" NOTE:Design assumes moisture content does 3 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. 0 0 N N 0) O Cd _Mf-- 0 8,- --/2� 411111 1 M-3x4 A- y J' y y 1-08 2-00 1-03-11 'PROVIDE FULL BEAAING;Jts:2,4,31 OD PR Ores, JOB NAME : POLYGON 3-D NH - SJ1 Scale: 0.7307 IN S,, WARNINGS: GENERAL NOTES,unless otherwise noted: '('Zt� fl/ry5//pC I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C ..7L 41•P L C`A Truss: SJ 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at *' _ DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4600097 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or tl all BC. �' � DATE: 9/5/2014 P> gR s ( ) Irrt the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ +,.1�, 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. -7r t REGON 44 SEQ. : 6051198 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 Nb` 4 design loads be applied to any component. end are for"dry condition"of use. /+, '/�" r,Q ." TRANS I D: 407533 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 4J 14, ��i. 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 by 8.Plates shall be located on both faces of truss,and placed so their center II II II 11 IN1 111111 III'III I I I 111111111 IIII III TPIANfCA in SCSI,copies of which will be furnished upon request. git coincide with jointain inches. - 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 11111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 59 3.4=( -56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -97/ 466V -25/ 134H 5.50" 0.75 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 9.2' -98/ 51V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 3'- 2.9" -108/ 233V 0/ OH 1.50" 0.30 KDDF ( 625)= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 7.7" -43/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP CORD. 2: Design checked for net(-5 nsfl 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 = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' @ 6'- 6.9" MAX HORIZ. TL DEFL = -0.001" B 6'- 6.9" /- 12 6.00 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=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.� Truss designed for wind loados 3 in the plane of the truss only. r m o ID ' co 0 4 cn r/- 0 5111111111111 0 0� 2► 5 111.-=11.1.11 -' 1 M-3x4 > y y y 1-08 2-00 4-07-11 (PROVIDE FULL BEARING:Jts:2,5,3,4] JOB NAME: POLYGON 3-D NH - SJ2 -<‹-N` � ,ss Scale: 0.5609 5%? '17i� 15/l WARNINGS: GENERAL NOTES,unless otherwise noted: SJ2 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 OPE t` Truss: SJ 2 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 at DES. BY: EE 2'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 sheathingsuch as plywood sheathing(TC)and/or tl all BC. } Pcing 9(T ) M+' ( ) 1' 4 Alliiiiiry-/: DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /,� !1 4.No load shouts be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (,') ^V SEW. : 6051199 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, „ N A," design loads be applied to any component. and are for"dry condition"of use. },,'rr�� '44" exp TRANS I D: 407533 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if eJ 1 4, i„ fabrication,handling,shipment and installation of components. necessary. J�,� 7.Designlaesassumes adequateatedndrainace is f truss,an illiFt 6.This design is furnished subject to the limitations set(arra by 8.Plates shall be located on both faces of truss,and placed so their center II III 1011 DEO I I 1111 IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits indicate size of plate in inches. 7 !nn 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:11 JiIGUi 11E IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 84 2.6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-194) 91 3-4=(-133) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -58) 27 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 471V -38/ 186H 5.50" 0.75 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 1'- 9.2" -93/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 2.9" -91/ 196V 0/ OH 1.50" 0.25 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 6.9" -117/ 252V 0/ OH 1.50" 0.32 KDDF ( 625) 9'- 11.7" -41/ BBV 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND 2 Design checked for net( p ( uplift at 24 "oc s ao cina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX IC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.306" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" f- - NOTE:Design assumes moisture content does 'Ll' not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00 L/ system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads i( O in the plane of the truss only. N Cr O 117 O 3 co I( 07 a 1. - O/- O 1 M-3x4 y y y 1, 1-08 2-00 7-11-11 'PROVIDE FULL BEARING;Jts:2,6"3,4,51 JOB NAME : POLYGON 3-D NH - SJ3 ` D PR 6:51 Scale: 0.4335 {x.7;(5// „{-, Q WARNINGS: GENERAL NOTES,unless otherwise noted: j p7t-' 9 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 t 92•it`I_ Sr Truss: SJ 3 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. r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,r, 11110019110 DES. BY: EE is the responsibility of the erector.Additional permanent bracingof continuous2'nand at 10'h.n,suchrespectivelysly oodss braced throughout their length by P Y sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +Ili ' -fir 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. f7'OREGON SEQ. : 6051200 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.;. - N. �'• S�,� design loads be applied to any component, and are for"dry condition"of use. <6 '`1}> 2- 1' TRANS I D: 407533 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 'O SK* necessary. { tt 16 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ii A 1 4 y"`. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideiatwith jointanr 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