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Plans (36) ,. sTZOV1- 0001 S .. 1.--yi 90 5QJ foec6-t-Ho 1(cu.: mil e MilmeIC MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-342 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: R45642830 thru R45642844 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �� c;D PROFesc3 \AG.1NE (Si `r 87022PE ter" cncv 7 fiA1, OREGON rP 4U \-')'��'�S 18ER 'V\ \-')' k HES a i.' /..'i"7 October 13,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the _. truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45642830 PL15-342_UPPER F01 Hoot 6 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:36 2015 l ar•s 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-o8vet_mGshZN_EEXycll tOApjd0mG7KxvddzZQyTrlr I 2-6-0 I I 2-2-9 I I 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 O v O O 7 O o N — -11110111 4444441 — N e e e e e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= O 10-8-1 11-4-9 I 9-11-9 10}1.1 111-3-1 16-4-12 I 9-11-9 o-11 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— 110:0-1-8,Edge),(11:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr. YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 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) 13=715/Mechanical,9=715/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-246310,3-4=-2463/0,4-5=253210,5-6=2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=460/161,7-9=1636/0,7-10=0/1105 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. '\<<- PRQF�u �c�� GINFF,9 Lr'27 4 87022PE �r • cn -p' 0T OREGON ri�OLU l j ?BER '\'\ A. HES EXPIRES:06/30/2017 • October 13,2015 o—. WARNING-Verify design parameters.and.READ:NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO 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 applic bility of d ign parameters and property incorporate this design into the overall IA building design. Bracing indicated is to prevent buckling 01individual trig:wehcrd/or.chord rneinbeik rsl/:'Additional temporary and permanent bracing hTek' `-. ----..-"•s is always required for stability and to prevent collapse wilts 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 Quart,/Criteria,USB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642831 PL15-342 UPPER F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon • 7.530 S Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:37 2015 Page 1 . .. ID:j7axn4OsHnThlyaUAczwOszXl UY-GKTO5Jnvd_hEcOojWJpGPdz7lmx?cf48HMX5syTriq I 2-6-0 I I 2-0-11 I I 1-2-0 I I 1-0-9 I Scale=1:25.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 o a a o 0 ( .-.- ` N d D C e e e • 1..16. 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 9-9-11 9-11(3 111-1-3 I I 14-10-12 I 9-9-11 0-1-8 0-7-0 3-8-1 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:66 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) 13=649/0-4.4,9=649/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2140/0,3-4=-2140/0,45=1912/0,5-6=-1912/0,6-7=-1912/0 BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 WEBS 6-10=418/0,2-13=-1467/0,2-12=0/844,4-11=-536/22,7-9=1480/0,7-10=0/810 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. <Rcp PRQp ti f tiAGINEF' , 870 2PE i:1- -7 A), OREGON tiP a� EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. nil 111 LLL111o . , - Design valid for use only with MiTek®connectors.This.design is based only n upon parameters shown,and is for an individual building component,not =`a . .._ a truss system.Before use,the building designer must verity the applicabi ity of design.parameteand property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individualtrussvieb`and/orchord-members onlly..Additional-temporary and permanent bracing iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till Quality Criteria,DSB-89 and BCSI Belding 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 R45642832 PL15-342_UPPER F03 Floor 3 1 Job Reference(optional) _ ,,....r__.___._._.___._. Pacific Lumber&Truss Co:, ` Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct,13.08:5M37 .72015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-GKTO5Jnvd_hEcOojWJpGPciz111e?ZI48HMX5syTrIq I 2-6-0 I I 2-5-1 I I 1-2-0 ii 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 0 0 N o e e e e 1 12 11 10 'o... 3x4= 3x8= 3x4= 3x5= 3x4=- 10-10-9 10-10-9 11-7-1 I 10-2-1 10t3.9 f11-75--09 1 I 16-7-4 I 10-2-1 0--8 0- 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— ]10:0-1-8,Edge],111:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 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) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=1666/0,2-12=0/1041,4-12=399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q 87022PE r VOREG4 ' On 8EB \N_Q� A. HES EXPIRES:06/30/2017 October 13,2015 WARNING-Verity-design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev.10/03/2015 BEFORE USE. � Design valid for use only.with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Befcre.use.,the building d sioner.must.verf�,the.app i^abi,ity of design,parameters and properly incorporate this design into the overall building design: Bracing indicated-if mprevent.buckling cf.individuattruss web andr i:iTicrd•members only.Additional temporary and permanent bracing k s 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 SCSI Building Component 7777 Greenback Lane Safety Informafion 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 R45642833 PL15-342 UPPER F04 Floor 1 1 Job Reference(optional) - Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:38 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kW1 OIfnXOIg5EYNv41 KVypF4gR2Bk09DMx64dJyTrtp I 2-3-0 I 11-411 II 1-2-0 II 1-Q-9 f 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6 = 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e .1_ o o e e _ e _ _ 0 0 ril NI- n[ N o e e e e 1 15 14 13 12 11 3x4= 3x8 = 3x5 = 3x4 = 4x4 = 3x4 = 14-3-11 13-1-11 13-8-111 I 18-1-4 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y)— (12:0-1-8,Edget(13:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=791/0 4 1,11=791/Mechanical • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2635/0,34=2635/0,4-5=3446/0,5-6=-3446/0,6-7=2477/0,7-8=2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 WEBS 7-13=0/354,8-12=-569/0,2-16=1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, 6-13=-860/0 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. ��¢E D PROFeio ti�GINEF9 /� 2 87022PE / r CV 7 4), OREGO � ti� 4ti -p�O�c�$ER �,� PCO S A. HE- EXPIRES: EXPIRES:06/30/2017 October 13,2015 ..Y .i!x,P$Y, - z: ,.,.....---- .vvuwti'e s .A i;, ,e8£ >,.n N.�Li'3-.4�.:...A .., s .h,"".k<5ffit....h.r ...,. .."'" ..,.?'+t .. Y.••. ...... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Willi Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ,,,,.aaruss.system.Before use,ahe building designer must verify the applicability of design parameters and properly incorporate this design into the:overall �_ buildin desi n.'Bracin :indicated is toprevent bucklingof individual truss web and/or chord members only.Additional tem ora arid.permanent "'"" . 9 9 9� - P ry' F 9 � �, 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/tPl1 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 R45642834 PL15-342_UPPER F05 Floor 9 1 _ _ _ .. Job Reference(optional) ' • Pacific Lumber&Truss Co.;. Beaverton,Oregon 7.530 s Jul 11 20 i4•Mr ek Industries,Inc.Tue Oct 13 08:51:39 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-CjbmV?o99cyyriy6ekrkVlolOrQaTPhNbbrd9lyTrlo 1 1-3-0 1 1 1-1-1 if 1-2-0 II 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4 = 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 a ee o N:v :vN:vi-IN / CV k. ki 4 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5= 3x5 SP= 15-7-9 I 14-5-9 15-0-91 1 20-9-8 14-5-9 0-7-0 b-7-0 5-1-15 Plate Offsets(X,Y)— [12:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2003/0,3-4=2003/0,4-5=3413/0,5-6=-3413/0,6-7=- 247/0,7-8=4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=4230/0,11-12=-4230/0,12-13=3519/0, 13-14=3519/0,14-15=3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 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. '\��D P R pFE'9S c„... <c,_�\AGINEFR /0� c 870 2PE 9c- 7 $, OREGON cP mow. 'A�0 ER 1'��Qr� A. HE?' EXPIRES:06/30/2017 October 13,2015 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . *Al - 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 systern..Before sce,ihe building desrgnermust verity theapplicability of design parameters and properly incorporate this design into the overall 41rkill temporary ' 'svhuildin oesignv8ran r dicoted.is.td,preveit-buckiin ofirdividual truss web and/or chord members on N-Additional andbrocmg ,a za ' �ylot: ,,, ,:- t >.+e•-- 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,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 , Job Truss Truss Type Qty Ply POLYGON R45642835 PL15-342_UPPER FO6 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:39 2015 Page 1 " ID:j7axn4OsHnThlyaUAczwOszX1 UY-CjbmV?o99cyyny6ekrkVl oPtrazTcl Nbbrd9lyTrlo 1-40 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 e e 5 4 3x4= 3x4= 1-81 4-1-0 1-8 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 '"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 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) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. GINS /0 87022PE • 02., OREG•N c-P44/� o A. HECk EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with Mrfek0 connectors.This design is based only upon parameters shown,and-is for an individual building component,not * ' a truss system.Beforeu e,the building designer must verify the applicability of design parameters and properly incorporate this-deign ntoah�,rverall.. :.i building design_;•8tL. ;ig indicated is to prevent buckling of individual truss web and/or chord members only,.Additionai ternporay.arid'perranent.brucing" 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 R45642836 PL15-342_UPPER F07 Floor 12 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 1-1 2014 Mitek Industries,Inc.Tue Oct 13 08:51:40 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-gv98jLpnwv4pTsXIBSMz1 EKTWFmoCviWgFbBiByTrIn 1 1-7-12 I I 1-8-15 1 1 1-2-0 11 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 11 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 00 0 0 0 - o :.� o N11111411 N e 9 8 B "....- — : 9 6 e e 19 17 16 15 14 13 i 3x4 II 3x6= 3x8= 3x5 = 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 2-1)/4 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y)— [2:0-3-0,Edge),[8:0-1-8,Edgel,[13:0-1-8,Edgel,[19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 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:17-18,16-17. REACTIONS. (lb/size) 18=1194/0-5-8,12=627/0-2-12 Max Gray 18=1194(LC 1),12=662(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=950/312,4-5=-2192/0,5-6=2192/0,6-7=2379/0, 7-8=-2379/0,8-9=1741/0,9-10=-1741/0 BOT CHORD 17-18=670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 12-13=0/909 WEBS 9-13=-408/0,2-18=--808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 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. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. �0 (}F 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �`CD�NG)NE fi �'/O LOAD CASE(S) Standard 2-9 1)Dead+Floor Live(balanced): :Lumber Increase=1.00,Plate Increase=1.00 87022P7 " Uniform Loads __ Vert:12-19=-8,1-11=80 Concentrated Loads(Ib) -' ' CV Vert:1=-304(F) y ' Oq GH:::: HO:�g� ` �OnER1Au am.• v EXPIRES:06/30/2017 October 13,2015 o0 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 WriN,.....„,..,,.„.._. .vs truss system::Before,use,the bulding.designer must verify the applicability of design parameters and property incorporate this design into the averall. „ /;,bbildl/i design,Bracin indicated is 3c preventbucklin of individual truss web and/or chord members only.Additional temporary and errnanenf,bracin :,, ,..'s : r. 9 9 9^ 9 Pa rY' P g• ,,•rdYY�YG��.:. .. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quarty 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 R45642837 PL15-342_UPPER F08 Floor 7 1 _ �_ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon .- _ `.`� 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:40 2015 Page 1 ' ID j7axn40sHnThlyaUAczwOszX1 UY-gv98jLpnwv4pTsXIBSMz1 EKaaFv5CO3WgFbBiByTrin I 2-6-0 1 0-5-10 1 1 1-2-0 I 1-4-14 I Scale:314"=1' 1.5x3 I I 1.5x3 II 1.5x3 I I 1.5x3 II 1 23x4= 3 4 53x4= 6 J e e e O N N e e e e e 3x4 = 1 9 8 3x4= 3x4 = 3x4= I 3-1-2 31-110 3-9-10 1 4-4-10 416-? 8-6-8 3-1-2 0-1-8 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y)— j8:0-1-8,Edge),[9:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Inc( YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-732/0,3-4=732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=-736/0,2-9=-37/269,5-7=718/0 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)10,7. 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. ��,�° PROre, G.co, �N�`NE'9`riot 444 17 870 2PE / r 7U, jV ��), OREGON 2�44U OS�BER 1'` p� A HECk EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 II Il)lH'. 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:tnusssystem.Before use,the building designer must verify the applicability of design parameters and.cropedy.incorporatethis design Into the overall £ Y WI ..:biiildingsdesign. Bracing indicated is to prevent buckling of individual truss web and/orchotd r einber onl r.:Ac ditionatlemporary'arid-peri i ar eotibrns ing'i • riek' 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 R45642838 PL15-342_UPPER F09 Floor 1 1 . . ___.. Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon • 7.530 s Jul 11 2014 Mi7ek Industries,Inc.Tue Oct 13 08:51:41 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-85iXwhgPhDCg506U19tCa5tILeG3xVTg2vKkEdyTrlm I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 I Scale:1".1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II o • e e e L._ _. 0 0 N cV e o .) e e - 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I • 3-0-14 31-2 3-9-6 1 4-4-6 I 6-2-8 3-0-14 0-1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— [4:0-1-8,Edge),[8:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Inca YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 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) 9=267/0-2-8,6=267/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 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)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <c\k PROFESS -17 c 8 t 2 P E �, r y'' N f.,� may'`. OREGO ePa1 A. He?' EXPIRES:0613012017 October 13,2015 co ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE.MI1-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not " .;-...a truss system.Before.use,the building designer must verify the applicability of design parameters and properly incorporate this-design into the overall...:• .✓ ;Witt :building design;r-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.,-Additional temporary and permanent.bidcing' .. ".. ..::'. 9°ek' 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 Heighls,CA 95610 Job Truss Truss Type Qty Ply I POLYGON R45642839 PL15-342_UPPER F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon .. i. --, - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:41 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-85iXwhgPhDCg506U19tCaStkOeFAxTEg2vKkEdyTrlm I 2-6-0 I 0-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 o or 9 e e e • e e 3x4= 1C 9 8 3x4= 304= 3x4 = I 3-1-2 31-10 3-9-10 I 4-4-10 416-I 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y)— [8:0-1-8,Edget[9:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CS!. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 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=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-761/0,3-4=76110,4-5=761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=-28/290,5-7=737/0 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)10. 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. .` \`v) P R QF c; ��G1NEER �i�2 `t- 87022PE `�r. / y 'OT OREGON ti°Q<Cr '2 41�41BER '\).. t' .. OSP A. HEn EXPIRES:06/30/2017 October 13,2015 f o>= WARNING-Verity design parameters and READ NOTES ON THIS,ANDINCLUDED M1TEK REFERANCE PAGE M1I-7473 rev.10/03/2015 BEFORE USE. 1$! ' Design valid for use only with MTek®connectors.This design is.based,onlIyy 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 pararn •a eterspd.properly:incorporate thisidpsign into the overall a� 7 • buildingdesign. Bracing indicated is to prevent buckling of individual truss web arl/brc )rdruerbers only.•1dditional tem orarYqnd`permanent bracing /Tek 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-B9 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 R45642840 PL15-342_UPPER F12 Floor 6 1 .Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:42 2015 Page 1 • ID:j7axn40sHnThlyaUAczwOszX1 UY-cIGv81 p1 RXKXi9hhJtOR6fOr52T3grkpHZ41m4yTr11 2-6-0 I 2-3-5 1 1 1-2-0 1 l 2-4-11 Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 r _ o 0 0 0 04,411 11111._. - 111111 4 111 0 0. 111 I o e e e e e 1r412 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-J i13 11-3-131 1 16-54 I 10-0-5 0--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)- [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress!nor YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP RACINGTOP 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) 13=718/0-1-12,9=718/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=2549/0,5-6=2549/0,6-7=2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=-319/0,2-13=1648/0,2-12=0/1025,4-12=379/0,4-11=466/163,7-9=1643/0,7-10=0/1116 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)13. 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. • <-5c P R( ?F4-. SS 4Z• 87022PE mac' ,. 7 'o/, OREGON 29�4[/ -IPk HEP` EXPIRES:06/30/2017 October 13,2015 . i, - -. :..e.::. '' a .¢...,Y. .�,Y,S,rr..'c.1:. <;.}} .z... f En...�;.,:ret e,.a. ,... fi ,.,?.5'�i.,' ., .,, > ;'aisv.i . ,....'yv :iti.. ..C..,..Y;:• Design system.for use use,the ifeicc designer must verify the applicability d oof n para a EPEhown, PAGE forran individual rev.10/03/2015building BEFOREmpneat �„ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NdlTElC R Design valid use only with M7ek®connectors.This design is based only upon parameters shown,and is an component,not � y g g fy ,, parameters and pr pr r-i it e�rporate this design into the overall,— ^� g� t building design.'Bracingindicated is to prevent bucklingof individual truss web and/or chorda et�ber on. 'Aclui+onatte�, eta crit. errnanentbracin • - MiTek. k.. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see .ANSI/TPI1 Quality Criteria,056-89 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 R45642841 PL15-342_UPPER F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon ., • _ 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:42 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-cIGv81 q1 RXKXi9hhJtOR6fQnE2Qvgg0pHZ41m4yTrll I 2-3-0• I 1 1-4-11 I I 1-2-0 1 l 1-2-5 1 2-6-0 j Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 00 - _ o o r.. •- p c.:, 1111 N e 9 a e e e e `p 1. 15 14 13 12 7jX�1' 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4 = 14-3-11 I 13-1-11 134-"I I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y)- [12:0-1-8,Edgel,(13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=797/0-4-4,11=797/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=2556/0,7-8=2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 WEBS 7-13=0/349,8-12=534/0,2-16=1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=1869/0,9-12=0/1118, 6-13=-853/0 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)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <_ ..0 PROPL c2.3. d9�NG`INE � s, '� 870 2PE - y -<>, GREG N (19kr 4 . 'A0 -- $ER1\�Q ' A. HEY'. EXPIRES:06/30/2017 October 13,2015 6 I WARNING-Verify design parameters and READ.NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1♦ . Design valid for use only with Mifek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not "' a truss system.Before use,the building desigriermust venfy the,applicability-cf,dasign parameters and property-incorporate this design into the overall building design. Bracing indicated is to prevent.buckling otindividualitkP�ss-weband/a.ahotd membeisidnIyT-Additional temporary and permanent bracing ilek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 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 R45642842 PL15-342_UPPER F14 Floor 6 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 • ID:j7axn40sHnThlyaUAczwOszX1 UY-5UgHLNrgCgSNKJGttawgftyl3SriPLdzWDprlWyTrlk I 2-0-0 I I 1-10-1 I I 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 0 o o ao- 0 N e- e e e 1 11 10 e 9 13 354= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 I 9-4-9 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)— [6:0-1-8,Edge],[10:0-1-8,Edge] 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) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 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=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=443/3,6-8=1277/0 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. ,<OIT 2 ` 870 2PE ter" y "�, OREG N clQ)Q4/ q- HES EXPIRES:06/30/2017 October 13,2015 and ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE'PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111A Design valid for use only with MTek®connectors.This design is based only upon parameters shown and is for an individual building component,not a trusssystern.Before use,the building designer must verity the applicability of design parameters arra property.tr,aorf?orate•thea resign intnahe overall 1Y"111 5..v s- abuilding-desi .Brsicing indicated is to prevent buckling of individual truss web and/or chord members only:Aciditior:a!;f.,rrporcaYond-pem,ar e_nl bracing,,,,,,,''' MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 greenback Lane fabrication,storage,delivery,:erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 R45642843 PL15-342_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi rek Industries,Inc.Tue Oct 1 a 08:51:442015 Page 1 I D:j7axn4OsHnThtyaUAczwOszX 1 UY-ZgOfZjslz8aEyTr3Q I RvC4V H45H I8sz6ltZOryyTrij I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 0 N K K K N N ..i4 5 4 3x4= 3x4 = 2-11-12 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress!nor NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(lb) Vert:2=188(F) �� D p R OFEss 04G I NE -i9 `- 87022-.16(27PE �r to ,nI "5. cc, N �Qo� A. HES EXPIRES:06/30/2017 October 13,2015 co WARNING-Verify -.-:..-,.%1re,A I l' ...:desi9 o.P ammeters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M11-7477 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,venfy the.applinability of design parameters and property incorporate this design into the overall .. r building design. Bracing indicated is;ta+ revent buckiin of:individuoi.truss web and/or chord members'only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII 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 R45642844 PL15-342_UPPER FG Floor Girder 2 1 —__...__._—_.___—_._ Job Reference(optional) • Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 ID:j7axn40sHnThlyaUAczw0szXl UY-50:11LNrgCgSNKJGttawgfty3ZSv4PNPzWDprlWyTrlk I 1-6-0 I 1-5-10 I I 1-2-0 1 1 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 I I 1.5x3 II 1.5x3 I I 1.5x3 II 1 23x4 = 11 3 4 53x4 = 6 J L N N - e e d e 3x4 = 1 9 8 3x4= 3x4 = 3x4= I 3-2-10 1 3-9-10I 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=926/0,3-11=-926/0,3-4=926/0,4-5=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 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)10,7. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) D PR OFFS Vert:7-10=-8,1-6=-80 �'\<(' G N E Sj Concentrated Loads(Ib) <\ �� NE- -;(.? X2'9 Vert:11=-169(B) '4 87022P y �A), OR GON cP <ci 'P ''4,1 ' 6ER 1� PC�4 SA. Hoc; EXPIRES:06/30/2017 October 13,2015 .. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLIIDEO"MJTEK-REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IL AI!R, .:,..„.._ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not :.. ..:-, o.truss system.Before use,the building designer must verify the applicability of.design paramete„_:acd•properly incorporate this design into the,overcll:- aYill ,,,„,r:buildin design:Bracingindicated is toprevent bucklingof individual truss web arid/orchord u-ierrfoer5 on AddilMnartem Jnro -arid Permanent.bracing Milek. - , 9 9 � ty.x, .. t- ry'� p - 9 is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication;•storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify CrHeria,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 Symbols Numbering r t ety Notet PLATE LOCATION AND ORIENTATION 3f' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury _ r�� Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g.1101 and fullyembed teeth. g g,is always required. See BCSI. . s TOP CHORDS diagonal orX bracin ® 1 „ 2. Truss bracing must be designed by an engineer.For '/16 wide truss spacing,individual lateral braces themselves Nil WEBS 4 may require br:anever or alternative Tor I . - O IL p bracing shouldnsidered. : = O 3. Never exceed � dequately braced trusses. C7-8 C6-7 CS 6 O 4. Provide copies of this truss design to the building in 14For 4 x 2 orientation,locate �- designer,erection supervisor,property owner and plates 0-'iid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR-1311,ESR 1352, ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 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 J section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, s or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. •...".• 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 1 number where bearings occur. 17.Install and load vertically unless indicated otherwise. EU Min size shown is for crushing only. '' 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with industry Standards: project engineer before use. A("4SI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. 77 and pictures)before use.Reviewing pictures alone 1 _ is not sufficient. . , ITek DSB-89: Design Standard for Bracing. a - BCSI: Building Component Safety Information, M 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 GO CO \\� � i J9 jl_•I j I111111111/4_ 1 IIRU M!CSI !._%/N2C h\lu• J3 ig IS . 1 rw...,:___./. .__ 714,,e, 1E0 ' 41, 11 1 1 1. \VAR! L, .14 . \\,. 1 1 f ! k J5 IM! , : ii , 114, ri,, mi IL . a FAME J6c— J7 I I I.N 1,0=.1 spc, J8 _I 1 \1\\\ . . . . ^i YAM,._ J8 cm J9 _I 6. ' 111 I_ J9 J1® _I A1■. L_ J1® 2,0 J11 Illir ll,!!!l TUU I. J11 0., II iilnj 1 J10 q _IMEE111 I_ J9 . . . 1. Ell III• I J8 ii__.•• I ■I■■ 712 i1J6 i _ _I m•••' I 111 I J12 ! iireimi 1 _1111 Ii- j ••• a iAl I J�ki�� IMMII ME mill -.- ITT" iiiiiiiii.1 I =O., 1 1 immiLip c, , , , , , ,,, ., , ., .It r111: J13 ■ 11 ----------------- '-�I'� ... .. I �t � ■ 1 92 l .I ca i� i� I„ CONFORMS TO DESIGN CONCEPT I I ,1 1 WITH _t(GE LEFT El CONFORMS TO DESIGN CONCEPT WITH t CONFORMS TO DF5€GN CONCEPT SIGNS LASS 0VIN ��'t'' e'-FORM G -REVISE AND RESUBMIT - � '. ©CONFORMS TO DESGG CONCERT WITH THIS SHOP DRAWING HAS BEE'REViLCFOR GENERAL C ONFO RMAN E REVISIONS NOTD 20°a ° +I'H THE DESIGN C s OPT aLY AE DOES NOTRELIEVE THE P0N COvFORYi€NG REVISE Y.RFSLSM3T MAW.,3..N.M.r :c v.,; p� FABRICATOR'/ENDOR OF RESP'NSIBI: TO F0=CONFORMANCE WITH THE ww. . F, ..1 c s r P,.IIS. -tie. " DES_1GI,DRAWINGS AND SPE' ILATIONS ALL OF'WHICH HAVE PRIORITY f_w.,�4,.9:?J.., ..I.4. F. '.,1 ,AN f Al'h:s&i'a As. .F r FaoD:s,C nH:,r.VE OVER THIS SHOP DRAWING. cON HAC"O„SHALL VERIFY ALL DIPEtSIOI'S. Gr; Alexia Fukui..............._.-Dat,,.._9/22/14_.-_ MILsRANuT ARCHITECTS By: Todd R. Eaton 3.a: September 10, 2014 CT ENGINEERING©fnright CompuTnJs Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON N1A1 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ?,' • ENGINEERED STRUCTURAL In I.P. : PROJECT TITLE: REVISION 1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDINGr�, s PLAN 5-A COFFER DESIGNERIENGINEER OF RECORD rael Iwit' _: i - 1. �IRESPONSIBLE FOR ALL NON-TRUSS ! PLAN:AA DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING ° 5'�`o A—A J CHECKED BY. DESIGNERJENGINEER OF REVIEW AND APPROVE OF AL.TO �1. ti DESIGNS PRIOR TO CONSTRUCTION. ITO. ss co Ai PAN Y DELIVERY L OCA TION: SCALE: REVISION-3: , 118"= 1{ All designs are property of•Pacific.Lumber.and Truss.-All.designs are,null and void if not fabricated by-Pacific Lumber and Truss. - -0® AR1 AR1 P c.1 oi fi— • , a Ji V J1 CV IN J3G \ J3 r' r \ i I EN J — J5 J' — ` 7:12 , Jfi J7C J7 • 6 3 i . J., g 3 _ ,, J9 , J9__. �- I ..,�. J9 Lik J1 0__ . /• o / / / J10 J11_, _, _ J11 �' J10qdr 9 0 J9___ . , I I I J v 14?12 .W J7 14:12 / JL 7:12 a 4 J12(10) 13 (5) F- 14:12 H e mow. I Htiw." li Ha . 9# r ,- :12 ,l ( a, 4 :•' IP III ,• 1 lal _II Z CONFORMS TO DESIGN CONCEPT to .. - .. .. . 04 n CONFORMS TOSDESIGN�ECONCEPT WITH GARAGE RIGH�� REVISIONSS AS SHOWN 11Q,-8Q -1 x�, CONFORMS TO DESIGN CONCEPT ❑CONFORMS TO DESIGN CONCEPT WITH TED NON-CONFORMING-R ISE AND RESUBMIT NEVI-IONS ORMIN . - �NPN-CONFORMING-RE:+,rE&.�2ESllBFr1Y THIS SHOP DRAWING HAS BEEN REVIEW D FOR GENERAL CONFORMANCE 2!!-66 ;:,u u..v,,r :t�.s I;sr.k�:,,'i,ED cH E._c�::aw4vsx WITH THE DESIGN CONCEPT ONLY AND DES NOT RELIEVE THE x F1 r• r �, n:: ., R?r,�'I x I I C� C"' CONFORMANCE t r- I. 1 .i.l O L,:. _...:.L..:L ra,-...,11 FABRICATOR/VENDOR IOR/VE D R OF RE ON IBILE Y FOR CONFORMANCE WITH THE Frr,s_F.r,ra.r,s DESIGN DRAWINGS AND SPECIFICATION ALL..u..t HII,,H HAVE F'IiURIT1 ,e•..................Alexia Fukui.___......._....Wt.. 9j22/14,..,, OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. FtIILBRAhaT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©CopyrightCompuTruslnc.2006 aa EIMMr- ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PoL 1 UO I' NW 9T 03/27/14 PLACEMENT R TO TRUSS CALCULATIONS AND "��'s ., ENGINEERED STRUCTURAL PROJECT TITLE REVISION-9: DRAWINGS FOR ALL FURTHER PLANN rr p INFORMATION.BUILDINGN'l Ir-LAN 5 A COFFER DESIGNER/ENGINEEROFRECORD ,. _ er RESPONSIBLE FOR ALL NON-TRUSS 1 '.- 1 PLAN: DRAWN BY JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5-A I ASA CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALLC O' AM P A N Y �I - DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. $ '' 1/8"= 1' .-• All designs are roe of-Pacific Lumber and Truss. All designs are null and void if not fabricated byPacific Lumber.and Truss. property.rh+, 9 • MiTek USA, Inc. I 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). IL y ,/,,,,,I!,-51767:Z;\y ,.., . �i.... Y, 9 t^"" v. 1.::::, N. 'r li . , ate•. , ! .3 a \--1,4 OA 0 10;x' , "` .,..,.a,,,,.,., - ,>i iS ? �t TCf,�« � .. 1_11 MllI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF:#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.10=(-799) 2686 3-10=(-300) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 3=(-3018) () ( 1136 )1 ( 2250 10- ) 629 WEBS: 2x4 KDDF STAND; 3- 4= -2885 1241 111.12= -258 1671 4-11= -736 574 2x4 of STAND A LOADING 4- 5= -2255) 1147 12.13=(-597 2094 11- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2255) 1147 13- 8=(-834) 2444 5-12= -460) 1077 TC LATERAL SUPPORT <= 12"OC, UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885) 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12"0C. UON, TOTAL LOAD = 42.0 PSF 7- 8= -3018) 1136 6-13= -235) 629 8- 9=( 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION( MIN.SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES) M,M2OHS,M18HS,M16= MiTek Mseries THE BOTTOM CHORD DEADLOAD IS A MINIMUM OF 10 PSF, 0'- 0.0" -378/ 2067V -323/ 323H 5,50" 3.31 KDDF. ( 625) 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036° @ -2'- 0.0" Allowed = 0.200° MAX TL CREEP DEFL = -0.043° @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.167" @ 17'- 11.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.321" @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0,043" @ 45'- 9.5" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121' @ 43'- 4.0" 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 V M-4x6 7.00 system and components and cladding criteria, 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Ni load duration factor=l.6, M-5x8(5) Truss designed for wind loads 02in the plane of the truss only. 0.25" M-5x8(5) 5" CD OD CD v M-1"5x3 M-1"5x3 CD ,17\ 0 u, A .. 144 ww A .: L CD 1 2 10 11 112 13 8 o M-3x8 M-3x4 0.25" 0.25' M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) 1, 1, y y y y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y y y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S), 2-00 0 PRO,c JOB NAME : 5-A POLYGON NH - B2 Scale: 0.1445 \�,\ � GAN css, • WARNINGS: GENERAL NOTES,unless otherwise noted: °,/z.zIfir9 Ir' 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 ;92Q.0 PE - 'fi ' t,,,,. Truss:- B2 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. ,y 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: '8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,- �/(�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. 7 OREGON `�✓' SEQ. : 6037152 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. V - Nt;'` A. TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. / 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge IT 6 14 Q' fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. � .R RIO- ._ 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 I DOD 000 1 01D1111 1 111011 111TPINVTCA 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 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES,12/31/2015 Ito I IN • This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4,KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7- 8=(-2357) 628 BC: 2x4 KDDF WEBS: 2x4 KODF STAND; 3- SPACED 24.0" O,C, 2-3- 4=(- 2865)1232 10-111=1127 (-267; 1637 4-10=2217 9- (-737; 630 574 2x4 DF STAND A LOADING 4- 5= -2234) 1138 11-12=(-584) 2045 10- 5=(-460 1077 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2229) 1164 12- 8=(-829) 2355 5-11.(-450 1055 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2794) 1278 11- 6=(-713 566 BC LATERAL SUPPORT <= 12"OC, UON. • TOTAL LOAD = 42.0 PSF 7- 8= -595) 713 6-12=(-258 552 12- 7=(-240) 354 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -380/ 2064V -302/ 316H 5.50' 3.30 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2" -281/ 1855V 0/ OH 5.50" 2.97 KDDF ( 625) JT 2: Heel to plate corner = 2.25" oil ' I. 'rt t• .•e r I. - . .. - ". I. .II ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0,0" Allowed = 0.200" MAX TL CREEP DEFL = -0,043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.163" @ 17'- 11.0" Allowed = 2.130" MAX TL CREEP DEFL = -0.314" @ 17'- 11.0" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.117" @ 43'- 0.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-10-12 21-07-08 f f f Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. f f f f f Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 I/ M-4x6 DD load duration factor=1.6, Truss 5 4.0" inthe dplaneeoffthe wtruss oonly. M-5x8(S) / \. 1„ M-5x8(S) 0.25"111111111111 \\ • 0.25" 4 0 un 0 4 . co M 1.5x s x... A / . 19108 M-3x40.25" \1/ X4M3x5M ;;: 0 M-5x8(S) M-5x8(S) y y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - B1 •<<,\''�� R�.s Scale: 0,1411 \5 . G1N /0 WARNINGS: GENERAL NOTES,unless otherwise noted: � 7 ' "}° rTrusB1 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 92Q..P E 1-- Truss: s: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. 41r 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 et 10'o,c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.+ �:' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 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 SEW. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, ,J \� design loads be applied to any component. and are for'dry condition"of use / �r r�03 -k- TRANS 3. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if [/' 1 , fabrication,handling,shipment and installation of components. necessary. �_ 7.Design assumes adequate drainage is Provided. '` R R 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 lD DI/111 11111 II IO I iliol TPINVECA in BCSI,copies of which will be furnished upon request. it coincideiditwith Joint tecenter nche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIII.I��I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4,KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-1431) 2572 3-11=( -152) 192 15-10=(-182) 108 BC: 2x41KD0F #1&BTR SPACED 24.0" O.C. 2- 3=(-3025) 992 11-12=(-1288) 2429 11- 4=( -49 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875) 987 12-13=(.1034) 2330 4-12=) -445 367 2x4:DF STAND A; LOADING 4- 5=(-2453) 910 13-14=( -850) 2024 12- 5=( -216 868 2x4 KDDF #1&BTR B LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0) 0 14.15=( -541) 1259 12- 7=( -443 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=f-2076) 878 7-13=S -254 324 TC LATERAL SUPPORT <= 12°OC. UON, TOTAL LOAD = 42.0 PSF 7- 8=(-2241) 822 13- 8=l -226 582 BC LATERAL'SUPPORT <= 12°OC. BON. 8- 9=(-1563) 594 8-14=S -966 497 LL = 25 PSF Ground Snow (Pg) 9-10=( -141) 157 14- 9=( -329) 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24"00 UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625) OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) M-1.5x4 or=equal at non-structural vertical members (uon). ICOND, 2: Design checked for net(-5 pst)uplift at 24 °oc s aR cing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.036" @ -2'- 0,0" Allowed = 0.200" C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" JT 2: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2,840" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" 0-04-15 NOTE:Design assumes moisture content does PI not exceed 19% at time of manufacture. f 19-11-11 23-06-09 , ,' Design conforms to main windforce-resisting 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 system and components and cladding criteria. f 1' 1 ''T '1 T 1' T Wind: 140 mph, h=23,9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 15-09-12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1' T Truss designed for wind loads 12 in the plane of the truss only, 7.00I/ M-4x6 M-5x6(S) 56 M-3x4 0 25' =M-4x4 M-1.5x3 M-5x6(S) .07 ,'yt, * $ -/ 0.25" ,r • O +. `y' M-1.5x3 \\,,//// + +I o • + rn 0 to ++ y .r e o 1 2 11 1 13 I' 14 15* -' M-3x8 M-3x4 d°25 M-3x4 0.25 =M-4x4 M-5x8(S) M-5x8(S) y y y y y 7-11 7-06 9-05-08 9-03-12 9-04 y y y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH3 -\ �o N�fifi s Scale, 0.1504 �GJ � t �( WARNINGS: GENERAL NOTES,unless otherwise noted: LLr1 1}Z i7_, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ;920.0 P E t'" Truss: AH3 and Warnings before construction commences, building component.Applicability of design parameters and proper Incorporation of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must be installed where shown+, P Po P ty 9 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 b DES BY EE is the responsibility of the erector.Additional permanent bracing of P N g g y R .1i '} continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r DATE: '8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1110 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. `" OREGON environment,SEQ. : 6037154fasteners are complete and at no time should any loads greater than 5.Design assumes trussas are to be used in a non-corrosive 4. V ,\fk L design loads be applied to any component. 5and are for"dry condition"of use. / - y TRANS I D: 406556 .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, 2-0 iy fabrication,handling,shipment and Installation of components, necessary. t t,� 7.Design assumes adequate drainage is provided. ry 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 1. -IID III-SID III ID-�I II==I�IIII DI IO=I TPI/VViCA in BCSI,copies of which will be furnished upon request it coincidetwith Joint tecenter lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 fill 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 114 2-11=(-1431) 2572 3-11=( -152) 192 15-10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2. 3=(-3025 992 11-12=S-1288 2429 11- 4=S 49 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875) 987 12-13=(-1034) 2330 4-12=( -445) 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13.14= -850 2024 12- 5= -216 B68 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= 0) 0 14-15= -541 1259 12- 7= -443 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13=( -254 324 TC LATERAL•SUPPORT <= 12"0C. UON, TOTAL LOAD = 42.0 PSF 7- 8= -2241) 822 13- 8=( -226, 582 BC LATERAL SUPPORT <= 12"OC. UON. • 8- 9=(-1563) 594 8-14=( -966) 497 LL = 25 PSF Ground Snow (Pg) 9-10=( -141) 157 14- 9=( -329) 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5,50" 3.31 KDDF ( 625) OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) Connector plate prefix designators: • C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 't' • I• .. '- ,•. ' t• - . ' ' ".C__Uldnili M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0,200" JT 2: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ, TL DEFL = 0.114" @ 43'- 2.8" NOTE:Design assumes moisture content does ' 0-04-15 not exceed 19% at time of manufacture, . 1471 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. T. T T 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph; h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f T 1'T f 1' T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 15-09-12 Truss designed for wind loads '1 -' in the plane of the truss only. • 12 M 4x6 M-5x6(S) 7.001/ 56 M-3x4 0 25" 7M-4x4 M-1.5x3 • M-5x6(S) y P- 9 1e -/0 0.25" V--- v 0 V ..+ o M-1.5x3 • +E B o o .,+ Cr) . \0 1 2"- 11 13 14 14 it* '-'` 1 M-3x8 M-3x4 0.25" M-3x4 0,25' =-M-4x4 M-5x8(S) M-5x8(S) y ), y ), y y , y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 NAME : a PmQr6 . JOB N 5-A POLYGON NH - AH2 , fs';'0 Scale: 0.1504 �� ,��+�,p WARNINGS: GENERAL NOTES,unless otherwise noted: 1{1 fffGI 1 I' ,..S9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 920P.E f Truss• and Warnings before construction commences. building component.Applicability of design parameters and proper .-_ • AH 2 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. P p° ty g g 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 s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathin C and/or d wall BC. " Ph' sheathing(TC) ry ( ) �........ DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * /L�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. OREGON 4q/` SEQ. : 603 7155 fasteners are complete and at no time should any loads greater than 5.Design rumen trusses are to be used in a non-corrosive environment, 4. N design loads be applied to any component. and gra for"dry condtion'of use. /' `/y 1• 2.0 . • TRANS I D: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components, necessary. t 7.Design assumes adequate drainage Is Provided. • PI R t O- 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 =�IIO I I SII 1111 =SDI �)DIIDI DIII I--I TPI/UVTCA in BCSI,copies of which will be furnished upon request. it coincideiatwith joint ate inrnche. +Illy 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:12/3112015 10011[IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-0 SETBACK 6.00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6'KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-11=(-1639) 4875 11- 3=( 0) 300 9-16=(-4391) 1805 2x4 OF 2400F T1 2- 3=(-5879) 1836 11-12=(-1642) 4872 3-12=( -366) 286 16-10=) -342) 255 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5549) 1990 12-13=(-2387) 5968 12- 4=( -428) 1623 WEBS: 2x4 KODF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= 0 0 13-14=(-2428 5968 12- 6= -1761)))) 953 2x6 KDDF #2 A; TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6= -4731 1764 14-15=(-2062I 4966 6-13= 0 419 2x4 OF STAND B; TC UNIF LL( 100.0+DL( 28,0)= 128.0 PLF 12'- 0.0" TO 43'- 6.3" V 6- 7= -6028 2379 15-16= -1257 2945 13- 7= -4 166 2x4 KDDF STUD C BC UNIF LL( 0.0 +DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.3' V 7- 8= -5543 2225 7-14= -967) 519 8- 9=(-3514) 1448 14- 8=( -312) 1314 TC LATERAL SUPPORT <= 12"OC. UON, TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0, 9-10= -100 112 8-15=(-2455) 1086 BC LATERAL SUPPORT <= 12"OC. UON. 15- 9=( -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF 625) 43'- 6.3" -1506/ 3729V 0/ OH 5.50" 5.97 KODF ( 625) OVERHANGS: 24.0" 0.0° Irl fr t r "r .._ 'r. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0,032" @ -2'- 0.0' Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039" @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approvedplans MAX LL DEFL = 0.290" @ 19'- 5.3" Allowed = 2.130" g p pp MAX TL CREEP DEFL = -0,569" @ 19'- 5.3" Allowed = 2.840' MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171" @ 43'- 0.8" 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=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-11-11 31-06-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-14 5-05-02 0-0066-10 5-10-05 6-05 6-05 6-05 6-05-04 Truss designed for wind loads in the plane of the truss only, 11-09-12 1640# 12 M-7x8(S) M-5x10 7.00I/ 5 =M-6x6 045" =M-66x6 =M-10x10 M-19x6 y6 • D �' M-3x4 v 0 +. + 0 + A o 0 • A o 00 /\/ 1,,, 111 a M-4x12 , 1 2 11 12 13 'f 14 (5 1b* M-1.5x3 M-3x10 0.25" =M-4x4 0.25' M-4x10 =M-8x8(S) =M-10x10(S) J.' y y y J., J, 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH1 ' ' , 6(s Scale. 0.1519 ��J ��!!1�.n /0 WARNINGS: GENERAL NOTES,unless otherwise noted: N % • 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4: z 92,Q P E 'r" Truss: AH1 and Warnings before construction commences. building component.Applicability of design parameters and proper - 2.2x4 compression web bracing must be installed whhown+, 41, , 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 wood sheathing(TC)and/or d wall BC. fes" = the overall structure is the responsibility of the buildingdesigner. plywood ry ) ''-' DATE: 8/22/2014 Po ty g 3.2x Impact bridging or lateral bracing required where shown++ - d (�' 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: Co SEQ. : 6037156 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- � 't A,. design loads be applied to any component. and are for"dry condition"of use, f d TRANS I D: 406556 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 '0 14, t h necessary. /1� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 'f i�� 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111} 1111 IDII^-I�IIIllITPIMlTCA in SCSI,copies of which will be furnished upon request. lines cindicat v iz 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 ro 1 I 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=1 0) 114 2-11=(-1212) 3463 11- 3=1 -236) 849 17- 8=(-300) 336 BC: 2x4 06) 350 2x4 DF2400FB5 ) 2720 12- 4= DF BTR; SPACED 24,0" O.C, 3. 4=2- #-3073) 1177 12.14=1 1544 -797) 3226 1 � 500) 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2541 1132 13-15= 0 0 4-14=( -567) 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6= -2298 1240 14-15= -626 2374 5-14= -288) 1055 DL ON BOTTOM CHORD = 10,0 PSF 6- 7= -2207 1142 15.16= -261 1600 5.15= -1419 749 TC LATERAL SUPPORT <= 12"OC, UON, TOTAL LOAD = 42.0 PSF 7- 8= -2812 1243 16-17= -595 2048 15- 6= -558) 995 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9= -2957 1138 17- 9=( -836) 2403 6-16=( -434) 1178 LL = 25 PSF Ground Snow (Pg) 9-10= 0) 114 16- 7=1 -722) 578 OVERHANGS: 24.0" 24.0" 7-17=( -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -379/ 2067V -323/ 323H 5.50" 3.31 KDDF 625) JT 9: Heel to plate corner = 2.25" 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.09 DF ( 670) • (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0,043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 6.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.393' @ 14'- 6.0" Allowed = 2.858" 21-10-12 21-10-12 MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ 45'- 9.5" Allowed = 0.267" 1 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 T f 1 T . f f f MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0" 12 12 7.00 I/ M 4x6 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 Design conforms to main windforce-resisting • system and components and cladding criteria, M-5x8(5) M-5x8(S) 'I Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0,25" load duration factor=1.6, Truss designed for wind loads • • �� o� in the plane of the truss only. 0 M-3x4 '+ o r / 8M-1.5x3 M-3x4 141111 M-4x6 3 o 0 -- 1�:''' 12 lillii, - A M 5x6 M-3x4 0 i 15 16 17 '`9 0 M-4x6+ 8M-5x10 0.25" M-3x4 M-3x8 0 a 2,75 2.04,=-M-4x10 M18HS-5x16(S) 12 12 ,l * y * * * * * 2.05-03 5-10-08 6-02 0-J11 10-04-12 8-11-15 8-11-01 y y -05-08 12-00-08 1710-04 27-05-04 y2-00 J,200y 14-06 29-03-08 y * 2-00 43-09-08 2-00 JOB NAME : 5-A POLYGON NH - 63 � ,�n IPN o,es Scale: 0.1309 ��GJ �� i(� WARNINGS: GENERAL NOTES,unless otherwise noted: LZ,t ''7 p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual " 920.0 P E Truss: 63 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 Aleu 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 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 (r' 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. �i OREGON SEQ. : 6037157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses rift()be used in a non-corrosive environment, . v \� A, design loads be applied to any component, and are for assumes use. / �r r�t}' . TRANS I D: 406556 5.CompuTrus has nc control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If '1 4 �P necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. i'�D 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 TPI/VVTCA in BCSI,copies of which will be furnished upon request. it coincidediwith joint tecenter 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 IDI II 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4.KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 114 2-15=(-1177) 3199 15- 3=( -99 614 22.13=( -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3.(-3891) 1497 15-16=1 -931) 2763 15- 4=(-277 430 13-14=)-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4=(-3508) 1481 16-18=) -757) 2413 4-16=(.342 253 2x4 DF STAND A LOADING 4- 5= -2938) 1219 17-19=) 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388) 1115 18-19= -556) 2143 5-18=f-543 368 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10,0 PSF 6- 7= 0) 0 19-20= -544) 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026) 1048 20-21= -542) 2142 18- 8=( -92, 159 8- 9=(-2115) 1045 21-22=) -720) 2182 19- 8=(-486 183 LL = 25 PSF Ground Snow (Pg) 9-11.(-1914) 992 22-14=( -818) 2248 8-20=( -93 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11= 0) 0 20- 9=( -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294) 1043 9-21=(-495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668) 1116 11-21=(-327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367) 444 21-12=(-434 341 OVERHANGS: 24.0" 0.0" 12-22=) -68 268 M-1.504 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" -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625) Connector plate prefix designators: 43'- 6,2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc • M,M20HS,M18HS,M16 = MiTek MT series 10 ' I• .ti r' ,•, " i• - . . ' "r ... 'rf ** For hanger specs, See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267' 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2,130° f - '1'r f f ff f f MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2,840" 2-07-04 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 MAX HORIZ, LL DEFL = 0,095" @ 43'- 0.7" 1' 1 i' '' � 1' 1' '� 1' 1 MAX HORIZ, TL DEFL = 0,158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does f T not exceed 19N at time of manufacture. 12 M-3x8 M-3x4 12 Design conforms to main windforce-resisting 7.001/ 7.00 system and components and cladding criteria. M-5x6(5) M-4x667 8 9 r M-4x6 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6,0, ASCE ;'-101 - M-5 x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWCRS(Dir), • load duration factor=1.6 0.25" Truss designed for wind loads 5 0.25" in the plane of the truss only.r -42 liorlf 1:* c, M-3x4 +r +r +r •+ -3x5r M 1.5x M-1,5x3 " M-4 / 0D 16 co .: M n 2 M-5x10 M-3x4 a 17 19 20 22 14* a M-4x6+ o M-5x10 M-3x4 0.2ed M-4x6 0 0 2.75 1.89 d M-4x8 M-5x8(S) 1y2 y y 112po112 y y y y 5:05-0j 6-06-10 5-05-14 11),08-02 5-07-14 5-05-12 7-06 7-07-12 y 2-05-08 13-01-04 ,, 2-00 25-11-08 y • ,, y 14-06 29-00-04 2-00 43-06-04 D PRpcfi. JOB NAME : 5-A POLYGON NH - BH3 ssi Scale: 0.1286 .Cj. c.10INE WARNINGS: GENERAL NOTES,unless otherwise noted: 4.7-' . giz i/ i'rTr1.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 4t' 9200 p E 1-- Truss: uss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 401, 3.Additional temporary bracing to insure stability during construction2.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 4 continuous sheathing such as plywood sheathing(TC)bratd throughout and/or drywength. . 000P-- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ *pn (r' 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. OREGON14/ SEQ. : 6037158 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>. A TRANS I D: 406556 . design loads be applied to any component. 41 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if /A 'I Y 14 V 4 fabrication,handling,shipment and installation of components, necessary. ` 7.Design assumes adequate drainage is provided. -MRI 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 Illolo O�I�- IID-�I 01- =I SII 1TPI/VVECA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIA I 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 114 2-15=(-1177) 3199 15- 3=( -99) 614 22.13=( -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. 2- 3=(-3891) 1497 15-16=( -931) 2763 15- 4=1-277) 430 13-14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4= -3508) 1481 16-18=1 -757 2413 4-16=(-342) 253 2x4 DF STAND A LOADING 4- 5= -2938) 1219 17-19= 0 0 16- 5= -121 527 = -543 368 TC LATERAL SUPPORT <= 12"DC. UON, LL( 25.0)+DL DL ON7. ) BOTTOM CHORD = 10.0 PSF 6- 7= 2380)) 1115 0 19-20= -544 2087 18-18-19= -556 214316= -405 964 BC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 6- 8= -2026) 1048 20-21= -542 2142 18- 8= -92 159 8- LL = 25 PSF Ground Snow (Pg) 9-11=1-1914 1992 22-14=( -818) 2248 18-20=( -93) 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11= 0 0 20- 9=s -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294` 1043 9-21=1-495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11-21=(-327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367) 444 21-12=(-434 341 OVERHANGS: 24.0" 0.0" 12-22=) -68) 268 Connector plate prefix designators: 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,M2OHS,M18HS,M16= MiTek MT series 0'- 0.0" -349/ 2064V -211/ 224H 5.50" 3,30 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) (GOND. 2: Design checked for net(-5 sof) uplift at 24 "oc s ap cing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed 0.267" MAX LL DEFL = 0.174" @ 17'- 8.5' Allowed = 2.130" 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 4-02-11 4-04-07 1-X08-13 4-07 09 5-03-08 4 10 08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0,7" �� MAX HORIZ. TL DEFL = 0.158" @ 43'• 0.7" 2-07-04 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does 'f T 'f T 1f 'f 'f i4( 'f 'f not exceed 19W at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T T T ' system and components and cladding criteria. 12 M-4x6 M-4x6 12 M-5X6(5) s7 M-�x8 M-3x4 1r1 Wind: 140 mph, h=23,9ft, TCDL=4,2,BCDL=6,0, ASCE 7-101 7.00 L/ ,� M-5x6(S) 7.00 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l,6 0.25" Truss designed for wind loads 5 0.2 5" in the plane of the truss only. +'t .2 v T M-3x4 o +a +a +e + 3x5 ik. o M-1.5x 3 ,M-1.5x3 M-4x6 / Wm 1 2� 5 M 3x4 0 1i•:~~s 20 22 14* c, M 5x10 O M-5x10 M-3x4 0.25' M-3x4 M-4x6 0 M-4x6+ 0 2,75 1,89 v M 5x8S M-4x8 ( ) � 12 y y 1-90 �2 7 y y y )" ,-05-0j 6-06-10 5-05-14 '111).,08-7 5-07-14 5-05-12 7-06 7-07-12 y 5-05-08 13-01-04 y 2-00 25-11-08 , y 14-06 29-00-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH2 -\(y,�o Kofi ss, Scale: 0.1286 \� ,GIN 0 WARNINGS: GENERAL NOTES,unless otherwise noted: •. f 'r✓/tilir 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 9211OP E 'r Tr u s s: BH2 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. 40019 --", . • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at 2'o.c,and at 10'o.c.respectively unless braced throughout their length by DES. BY: E E' - is the responsibility of the erector.Additional permanent bracing of r continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). :,.�+ DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'til f(r //�� 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" :: 6037159 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, G. I `0 \1h. 4, design loads be appried to any component. and are for"dry condition"of use. / 2 TRANS I D: 406556 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 q}r 1 4 t�, 7 fabrication,handling,shipment and installation of components. necessary. /vi 1` .Design assumes adequate drainage is provided. '` �. l 4 _ 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 IIS iiIIII o9I11 III 0 II.OI DIII IDII I -I TPI/iNTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. - - 11 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 1 I I 1This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 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) 114 2-15=(-1844) 6771 15- 3=( -359) 1675 21-13=(-366) 278 2x6 KDDF #1&BTR T2, T3 2- 3= -8240 2291 15-16=(-1727) 6287 3-16=( -728) 178 13-22=) 0) 299 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6514) 2010 16-17=(-1666) 5567 16- 4=( 0) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17-18= -2003) 5967 4-17=( -494 262 2x4 DF STAND A; TC UNIF LL 50.0 +DL 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6= 0 0 18-19= -2095) 6120 17- 5=( -631) 2092 2x6 KODF STAND B TC UNIF LL 823 TO UNIF LL€ 150.0+DLI 14.0+DL )= 164.0 PLF 31'- 6,2" TO 43'- 6.2" V 7- 8= -6026 2221 20-21= -2060) 5951 6298 17-18=(7- -465) 1243 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40,0)= 40.0 PLF 0'- 0.0" TO 43'- 6.2" V 8- 9= -5957 2233 21-22=(-1418) 4762 18- 8=( -19) 222 BC LATERAL SUPPORT <= 12"OC. UON. 9-10= -6194) 2281 22-14.(-1415) 4765 19- 8=) -779) 384 IC CONC LL( 500.0 +DL( 140.0). 640.0 LBS @ 12'- 0.0" 10-12= -4749 1699 19- 9=( -541 281 IC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 31'- 6.2" 11-12= 0 0 9-20=( -282) 337 NOTE: 2x4 BRACING AT 24"0C UON. FOR 12-13='-5572 1920 20-10=( -89) 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10-21=(-1904) 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-21=( -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043° @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.350" @ 21'- 11.8" Allowed = 2,130" MAX TL CREEP DEFL = -0.695" @ 21'- 11.8" Allowed = 2,840" MAX HORIZ. LL DEFL = 0.150° @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7' 11-11-11 19-10-02 11-08-07 f f T . NOTE:Design assumes moisture content does 4-04 0-06-10 2-03-08 5-02-05 0-06-10 5-08-10 not exceed 1996 at time of manufacture. 2-09 4 04 -02-12 5-05-13 4-07-11 5-05-02 Design conforms to main windforce-resisting system and components and cladding criteria. 11-09-12 11-06-08 Wind: 140 mph, h=22,7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 640# 41640# T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Lload duration factor=1.6 12 `i 12 Truss designed for wind loads 7.00 L.,' M-5 12 M-3x5 M-7x8(5) M-5x10 7.00 in the plane of the truss only. 5 7 M-3x4 9 0.25" 7M-4x4 11 2 T2 - y T3. M-3x4 v 4 M-3x4 r • + 3 a M-3x8 /1/ 3 CO M18HS-3x18 M-7x12 6 Lt, ase 16 17 1�� "",,,0>. Bg. ItIlt 1 2 =M-8x8 M-3x4 M-4x8 =M-8x8 19 0.2 0M-2x10M 1225x3 14* o M-4x6+ M-4x6+M18HS-7x14 -2.75 2.75 =M-8x8(S) 12 12 -05-0 4-04 4-05-12 3-02-11y2-00 8-01 7-11-04 5-05-02 5-06-14 , ,2-00 -05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 P JOB NAME : 5-A POLYGON NH - BH1 `� N()pets, Scale. 0.1366 cJ /zip WARNINGS: GENERAL NOTES,unless otherwise noted: Ll! -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 4 . 7,92 0 O P E c- Truss: BH 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. y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at "r DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � '>< Is the responsibility et the erector.Additional permanent bracing of continuous sheathing such asplywood sheathing(TC)and/or d wall BC. r, R DATE: 8/22/2014 responsibilitybuilding g gR ) ry ) `-` /�� the overall structure Is the of the designer. 3.2x Impact bridging or lateral bracing required where shown++ 1* C �]-7 C 4.No load should be applied to any component until atter all bracing and 4.InstaIlation of truss is the responsibility of the respective contractor. 'y! OREGON: Co SEQ. : 603 I 1 60 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. 4, Nih ,4 n C G design loads be applied to any component. and are for"dry condition"of use. / !q)r riQi TRANSI D: 4065 5 6 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 ' '14, !i. fabrication,handling,shipment and installation of components. necessary. SSf f�. • 7.Design assumes adequate drainage Is provided. P R F L.� r 11. . 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 H 11VIIIHII- :IIII�DII1TPI/VVECA in SCSI,copies oiwhich will be furnished upon request lins coiciae with joint aeninr che. 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 1 I HI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 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) 86 2- 8=(-104) 734 3- 8=(-401) 388 BC: 2x4 KDDF 595 WEBS: 2x4 KDDF STAND 3- SPACED 24.0" O.C. 2-3- 4=(3.1-1004) 885 ) 459 9- 6=( -74) 602 4- 9=t-294; 595 LOADING 4- 5= -885 459 9- 5=(-401) 388 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1004 236 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS:`, 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 975V -360/ 360H 5.50" 1.56 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0" -184/ 975V 0/ OH 5.50" 1.56 KDOF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,I l' MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0,100" 5-02 5-01 5 01 5-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0,024" @ 6'- 10.9' Allowed = 0.979" T T T f T MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed 1.306" 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0" Allowed 0.133" 14.007 4 4.0" N 14.00 MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5" .f MAX HORIZ. TL DEFL = 0.01 @ 20'- 0.5" g ir 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: 140mpht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;l. load duration factor=1.6 Truss designed for wind loads • in the plane of the truss only. M-1.5x3 M-1.5x3 -4- ,- c:,0 co A kT c) Os o M-3x4 80.25" M-3x4 M-3x4 0 M-5x6(S) 6-10-15 6-08-02 6-10-15 y y y ), 1-00 20-06 1-00 JOB NAME 5-A POLYGON NH - C2 Scale: pN Ep„ � Scale: 0.2044 \C‘,0 �,`�1Z�1 /0� WARNINGS: GENERAL NOTES,unless otherwise noted: fl !!!!J T "7 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 ' ;9210 R E 'c" Truss: CG 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 tap and bottom chords to be laterally braced at DES. B`: 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). DATE: ' S/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fC�, 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. 37' ��Y OREGON 14/' SE Q. : 6037161 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, G -,! \�` design loads be applied to any component, and are for"dry condition"of use. / q) (} -�-. TRANS I D: 406556 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 f 14 2 �j,,t fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. R y 0 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 111 11 H I 1 IIT[DEE SDITPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) / EXPIRES:12,311'20 V15 MN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" I. '.r •i r r - , , "r spacing_] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF #1&BTR; SPACED 24.0" O.C. NOTE:Desi n assumes moisture content does 2x4 KDDF #1&BTR B2 not exceed 19h at time of manufacture. LONDIOG Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 120C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Connector plate prefix designators: Wind: 140 m ht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals, Refer to CompuTrus gable end detail far complete specifications. 10-03 10-03 T T � 12 IIM-4x4 12 14.007 14,0• 0 4ll1lhIIIh ',a M-3x5(S) M-3x4 y y y 6-10-15 13-07-01 /, 1, y y 1-00 20-06 1-00 • PROF- JOB NAME : 5-A POLYGON NH - Cl o Scale: 0.2158 �� I GG.!I l' WARNINGS: GENERAL NOTES,unless otherwise noted: Z(1 n G j 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 !9200 P E t' Truss: C1 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 E E. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by . s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathin C end/or d all BC. � !!� Ply 9(T ) M�' � ) DATE: .8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ »,.., 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "'f Y' OREGON SEQ. : 6037162 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, • \tw A design loads be applied to any component. and ere for"dry condtio"of use. /Q *q 7'4 2� TRANS °I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge iffi. fabrication,handling,shipment and installation of components. necessary. t` 7.Design assumes adequate drainage Is provided. R Rt 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 ISA A DI I�el�� III `�I IIT IIID I�I�_I TPI/tNTCA 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 IDI I IIDIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4:KDDF #1&BTA LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=( 0) 86 2- 9=(-1252) 5318 2- 3= -8954) 2004 12- 7=( -820) 282 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8738) 2060 10-111=2004 (-1284; 5552 3-10= -192) 616 7-18=(-10200) 2302 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5= -6390 1640 11-12= -1154) 5472 10- 4= -900) 3994 TC UNIF LL( 50.0)+DL 14.0)= 64.0 PLF 01- 0.0" TO 20'- 6.D" V 5- 6= -6390 1640 12.13= -1320 6044 4-11= -2838 804 TC LATERAL SUPPORT <= 12"OC, UON. BC UNIF LL{ 0.0)+DL 20,0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7= -8600 2028 13- 8= -1324) 6066 11- 5= -2388) 9292 BC LATERAL SUPPORT <= 12"OC, UON. BC UNIF LL( 522.4)+DL 375.2)= 897.6 PLF 7'- 0.0" TO 20'- 0.0" V 7- 8= -10200 2302 11- 6= -2680) 760 BC UNIF LL( 0.0)+DL( 20,0)= 20.0 PLF 20'- 0,0" TO 20'- 6.0" V 6-12=( -842) 3752 OVERHANGS:, 12.0" 0.0" ' ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connectorplate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. {SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1711/ 7507V -337/ 345H 5,50" 12,01 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50" 15.19 KDDF ( 625) -',- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP • Join.together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. II' • t- '1 t• '-' ' f• - ' ' , nr '• fr nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9";oc in 1 raw(s) throughout 2x4 top chords, )0( 5"t`oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) MAX LL DEFL = -0.001" @ 1'- 0.0" Allowed = 0.100" throughout 2x4 webs, *** HANGER TO APPLY CONC, MAX LL DEFL = -0.069" @ 14'- 7.7" Allowed = 0.979" 9" oc in 2 row(s) throughout 2x6 webs. LOAD(S) EQUALLY TO ALL MEMBERS, MAX TL CREEP DEFL = -0.175" @ 10'- 3.0" Allowed = 1.306" MAX HORIZ, LL DEFL = -0.016" @ 20'- 0.5" 10-03 10-03 MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5" T T T 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does f ,1' f f f f f not exceed 19R at time of manufacture. 12 12 Design conforms to main windforce-resisting M-5x8system and components and cladding criteria. 14.00[77 14.00 5"0 5 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, �� 5 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), A\ load duration factor=1.6, Trinuss thedplanneed offor thetruss only.s .: M-3x8 M-3x6 ✓ r .` A O co M-4x12 M-5x12 T +• lk M-5x16 M-5x16 0 //AM& 0 � I)♦YAII rn 9 10 11 2 3 .-8 CD. M-1.5x3 M-7x12 0.25' M-61x10 M-3x10 0 y y ***37514-M-10 x10(S) y y • 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 , 1-00 20-06 0 PR UFfi�, JOB NAME : 5-A POLYGON NH - C3 s� Scale: 0.1fi81 ,�J � �{�,� WARNINGS: GENERAL NOTES,unless otherwise noted: kt T ` -7 • 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 9200 P E 'r" Truss: C3 and Warnings before construction commences, building component.Applicability of design parameters and proper ncor oration of component is the responsibility of the building designer.2.2x4 compression web brad ng must be installed where shown+, p p p ty I g 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 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 drywell(BC). �'�• DATE: ::43/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -iii ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y OREGON , SE Q. 603 7163 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- 4/ ,1h design loads be applied to any component. and gra for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if /� 14 2- �y TRANS I D: 406556 5,CompuTrus has no control over and assumes no responsibility for the , S fabrication,handling,shipment and installation of components. necessary. C 7.Design assumes adequate drainage is provided. `f, P R 1 k-k � 111 5.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 111 II lop I II IIT_I00 11111 TPIMITCA in BCSI,copies of which will be furnished upon request. it coincide with joint te center nche. 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 MEI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2= 0) 86 2-6=(-24) 286 6-3=(0) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2-3= -506) 111 6-4=(-24) 286 WEBS: 2x4 KDDF STAND 3-4= -506) 111 LOADING 4-5=( 0) 86 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" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0° -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625) Connector plate prefix designators: 11'- 8.0" -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T T f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133" • 12 12 MAX LL DEFL = -0,002" @ 121- 8.0" Allowed = 0,100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 12'- 8.0" Allowed = 0,133" 14.00 MAX TC PANEL LL DEFL = 0.281" @ 8'- 6.5" Allowed = 0.557" 3 4"0 14.00 MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835" �p MAX HORIZ, LL DEFL = 0,003" i8 11'- 2.5" y MAX HORIZ, TL DEFL = 0.004" @ 11'- 2.5" NOTE:Design assumes moisture content does 441 a �„ not exceed 191 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22,6ft, 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 10 0 02 0 0 i.r) MAIN 'I .1.IIIIIMMIIIKI In 0 0 1 M-3x4 M-1.5x3 M-3x4 A- )" y 5-10 5-10 y y y ) 1-00 11-08 1-00 • JOB NAME : 5-A POLYGON NH - D2 ' '' INS X62 Scale: 0,3596 ib � z zl �'r WARNINGS: GENERAL NOTES,unless otherwise noted: tCt -)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 '- ;92 0 P E c" Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 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 0 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !r DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 /I�,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. 7 OREGON: ^V SEQ. : 6037164 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..• 'I,� aw,'th ,4,, and are for"dry condition'of use. design loads be applied to any component. }' -- TRANS I D: 4 06556 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 6 14, h.• necessary, ] l 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 11111_1111llnvolloll DITPIANTCA 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 This design prepared from computer input by I__ I IIIODI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8,0" ICOND. 2: Design checked for net(-5 IL) uplift at 24 '00 s acR ina�l TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24,0" 0.0. not exceed 1996 at time of manufacture. TC LATERAL,:SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce resisting; BC LATERAL'SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32,0 PSF system and components and cladding criteria. Connector% DL ON BOTTOM CHORD = 10,0 PSF pplate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc Wind: 140 mph h=22,6ft, TCDL=4.2,BCDL=6.0, ASCE 7 10, i M,M2OHS,M1, Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8NS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heoad duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. M 1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T f 12IIM-4x4 12 • /— 14,00 V �k N 14,00 0 u7 0 co ,� o 1 o M-3x4 M-3x4 0 • y y y y • ., 1-00 11-08 1-00 • �0PRU JOB NAME : 5-A POLYGON NH - Dl Scale: 0.3526 .,,„4,„,,„:„,. ..:1 GINS �`4 WARNINGS: GENERAL NOTES,unless otherwise noted: ZLa4 "' 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 It 92Gd P E t� Truss': D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at AIM DES. BY EE2'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 wall BC. � , DATE: .8/22/2014 ry ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ —40. ,fit (�' 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-V N (1j' SEQ. : 6037165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4.. • N�`,4 design loads be applied to any component, and are assume condition'g use. g / _'/� j 4''Za .. TRANS I D: 406556 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 R}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 _��_I DI III I IIT�II_I-III DSI TPIMlTCA in BCSI,copies of which will be furnished upon request. git coincidewith joint tecenter lines. 9. Digits indicate size of plate in inches. MiTek USA,IIIc./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 1 III 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6KODF #1&BTR 2- 3=(-3372) 842 7- 8=(-680) 2954 2- 8=(-1360) 424 WEBS: 2x4 KODF STAND; LOADING 3- 4=(-3376) 838 8- 9=(-372) 1990 8- 3=(-1214) 4854 2x8 OF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5= -3446 750 9- 5=(-370) 1988 8- 4=( -156) 306 2x6:KDDF #2 B TC UNIF LL 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0" V 5- 6=( 0) 86 4- 9=( -176) 84 BC UNIF LL 522.4 +DL( 375.2)= 897.6 PLF 0'- 0.0" TO 4'- 8.0" V IC LATERAL SUPPORT <= 12"0C, UON. BC UNIF LL 0.0)+DL( 20.0)= 20.0 PLF 4'- 8.0" TO 11'- 8.0" V BC LATERAL.SUPPORT <= 12"OC, UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. {SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50" 9.11 KODF 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50" 4.89 KDDF ( 625) Connectorpplate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CM,M2OHS,MCN1818HS,M16 (or no prilek MT = riepuTrus, Inc (GOND. 2: Design checked for net)-5 pati uplift at 24 "oc g.I = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021" @ 3'- 1.3" Allowed = 0.537" ( 2 ) complete trusses required. MAX TL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" .-',-- Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001° @ 12'- 8.0" Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001° @ 12'- 8.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5" *** HANGER TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. 9° oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting f 3-03 , 2-07 f 2-07 f 3-03 f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 714.00 load duration factor=1.6, 34.0" Truss designed for wind loads in the plane of the truss only. �� I M-3x5 M-3x5 TS B "s� 00 M-5x10 oA • m .Ilia A o In 1`' 7 8 9 CD M-3x8 M-8x10 M-1.5x3 M-5x10 CD 3551# • 3-01-04 2-08-12 2-08-12 3-01-04 y y y 11 08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME o 5-A POLYGON NH - D3 '<'; �° pN 0fiCSS' Scale. 0.2557 \� G /(). WARNINGS: GENERAL NOTES,unless otherwise noted: l�.r /2 z/ 1' *920.0PE1--- Truss: 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 � '� Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at . DES. BY,: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 460.0....- . the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)C and/or d wall BC. , Ply 9Cr ) ry ( ) ,.... DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 14i SEQ. : 6037166 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, �G• 2> ,�D" ,�° design loads be applied to any component. and are for"dry condition"of use. / TRANSI D: 406556 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 i , t,: necessary. tl Ice) fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. FIR I 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 TPI/VVTCA in BCSI,copies of which will be furnished upon request. it coincide with Joint te 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:12/31r201 5 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 61- 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-217) 180 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° -32/ 399V -117/ 260H 5,50" 0.64 KDDF ( 625) 5'- 9.2° -164/ 198V 0/ OH 1.50" 0.32 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE . "� r �� LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. • 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T 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 = 0.300" @ 3'- 6,1" Allowed = 0.559" MAX TC PANEL IL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" / Pli opioar �l MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2° NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 12 Design conforms to main windforce-resisting 14 00 system and components and cladding criteria. Wind: 140 mph, h=22.6ft, 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 0 0 in the plane of the truss only. cn L 0 co 0 r� O M-3x4 y > y 1-00 6-00 [PROVIDE FULL BEARING;Jts:2,4,31 PROFS. JOB NAME : 5-A POLYGON NH - J13 Scale: 0,4281 .� , GINS ' `%. `3,1zz1 2 WARNINGS: GENERAL NOTES,unless otherwise noted: (� E -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 far an individual '' *92Q0 F' r" Truss: J13 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 chards 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 a �.,< continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � r�` DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® C, ^ 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. "07 OREGON �(1,/ SEW. : 6037169 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_ 4y \ i` design loads be applied to any component. and are far"dry condition"of use. //� �, �� TRANS I D: 406556 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 Q 4 }. fabrication,handling,shipment and Installation of components. necessary. tt`` �,{. 7.Design assumes adequate drainage is provided. IW R R 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 IHH 111H 111111 111 t _ID 1 II I DI TPIMlTCA in BCSI,copies of which will be furnished upon request it coincide with joint ate in 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 [111 I IDI 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) 86 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-581) 500 3-4,1-164) 90 TC LATERAL,SUPPORT <= 12"OC. UON. LOADING 4-5=) -21) 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" 3.0" 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" -22/ 375V -204/ 454H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ 0H 5.50" 0.22 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50" 0.61 KDDF ( 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -125/ 122V 0/ OH 1,50° 0.16 KDDF ( 625 THE BOTTOM CHORD DEAD AD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 r',+ MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 10'- 3.0" Allowed = 0.025" MAX TL CREEP DEFL = -0.000" @ 10'- 3.0" Allowed = 0.033" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX IC PANEL TL DEFL = -0.145" @ 3'- 2,5" Allowed = 0.864" MAX HORIZ, LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ, TL DEFL = -0.012" @ 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19H at time of manufacture. Design conforms to main windforce-resisting 14.00 V system and components and cladding criteria. cd Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=1,6 Truss designed for wind loads CO N in the plane of the truss only. C", 0 ' r O6=CD � M-3x4 . 1-00 6-00 4-03 (PROVIDE FULL BEARING;Uts:2,6,3,41 c) POpe JOB NAME: 5-A POLYGON NH - J12 -kI )".9 -v 9`� N 6 Scale: 0,2960 \ G//, //� At,, 0. 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 Ts 92$O c' Truss: J 1 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 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 r ,. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), DATE: '8/22/2014 the overall structure Is the responsibility of the building designer. 3.2%Impact bridging or lateral bracing required where shown++ j, . 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 44, S E Q. : 6037170 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses;Nett.)be used in a non-corrosive environment, 4„ \tk design loads be applied to any component. and ere for"dry condition"of use. / q 1, rLc) _ „�. TRANS I D: 406556 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 Q 4 �� fabrication,handling,shipment and Installation of components. necessary. /lam T 7.Design assumes adequate drainage Is provided. '/ �RI��, 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 til II DDI��VIII I___III_I I�_I�DII �� TPI/VVTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IDD1 I IIO_I 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 k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0)) 86 2-6=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.0. 2-3=(-636 500 3-4=(-243 97 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=( -76) 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" 10.6" 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 -213/ 495H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -415/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -210/ 207V 0/ OH 1.50" 0.27 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. /- 5 OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 10'- 10,6" Allowed = 0.088" MAX TL CREEP DEFL = -0.002" @ 10'- 10.6" Allowed = 0.117" 0 MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 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. • 14,00 Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .. Ln (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6 %� Truss designed for wind loads C.; in the plane of the truss only, co c+) o ,- "1- 'v ; • • 0 fa 0 6."--=' o M-3x4 1-00 6-00 4-10-09 [PROVIDE FULL BEARING;Jts:2,6,3,41 JOB NAME : 5-A POLYGON NH - Jil '‹ �t N ss Scale. 0,2753 c (). WARNINGS: GENERAL NOTES,unless otherwise noted: C 8/Z 1I •1 e 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 4t *92Q.O.P E i"' Truss: J 1 1 and Warnings before construction commences, building component.Applicability of design parameters and proper .;f, 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. ,/✓ r -., - 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords tc 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). � DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .Ji��' 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 4J' SEQ. : 6037171 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L x,th dC. TRANS I D: 406556 design loads be applied to any component. and are for"dry Condit !ref use. /� 14 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. j}� 7.Design assumes adequate drainage is provided. "JFi'.11>i Li;, 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 no [I!HID I II 11111111 -Di DI 11TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. - 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III II HI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= -562) 497 3-4= -139) 88 TC LATERAL- 1 :SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"DC. 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 BAG REQUIRED BAG AREA OVERHANGS: : 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -199/ 435H 5.50" 0.60 KDDF ( 625) Connectorpplate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,C518 (or no prefix) = CompuTrus, Inc 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.61 KDDF ( 625 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (COND. 2; Design checked for net(-5 psi) 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" 0MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8" 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. 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 load duration factor=1.6, Truss designed for wind loads ti o in the plane of the truss only. v 0 N cm O! r M • r• • • • d .otli 5.• • M-3x4 . y y y )- 1-00 6-00 3-11-09 'PROVIDE FULL BEARING;Jts:2,5,3,41 0, ,p PRQp JOB NAME o 5-A POLYGON NH - J10 scale: 0.2937 G(N '.\9 WARNINGS: GENERAL NOTES,unless otherwise noted: '.1 /2 Z(�+ 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 Q. ;92QOPE 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. 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)g throughout and/or drywength. i.- DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 44 jf�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. -37 OREGON `V'. SEQ. : 603 7172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, . 4ue \Sk design loads be applied to any component. and are for"dry condition"of use. C� TRANS I D: 40655 6 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 Q 14, h, fabrication,handling,shipment and Installation of components, necessary. 7.Design assumes adequate drainage is provided. `rel R 1 4-`„ 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 IDIII III oill.o 11111111 STPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. - 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 fill 11 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2-3=(-483) 427 3-4=(-111) 48 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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) 01- 0.0" -24/ 378V -179/ 391H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -377/ 439V 0/ OH 1.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50' 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 151 , 1, ..t t- ,r " t, - 9 , „, 9_ •rr " VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 0) MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" y MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8' MAX HORIZ, TL DEFL = -0.009" @ 8'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. . Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14,00 0Wind: 140 mph, h=24,5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, cv Truss designed for wind loads . c, in the plane of the truss only. v - o .: o o r CV T 0 7,- Lo, 1!� o •. . 5.-e M-3x4 1, y y y 1-00 6-00 2-11-09 (PROVIDE FULL BEARING;Jts:2,5,3,41 v, pPRape JOB NAME : 5-A POLYGON NH - J9 ` > Scale: 0,3208 \� �� 0 WARNINGS: GENERAL NOTES,unless otherwise noted: /*�2�^1y//f/f9� Iil 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 ' '' . .920DPE E c Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper o.c.and at 10'o.c.respectively unless braced throughout their length by i2.2x4 compression web bracing must be installed where shown+, incorporation of component is th>3 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 AielP e- - DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'continuous sheathingsuch as wood sheathing(TC)C and/or d wall BC. !.w Ply 9(T ) ry � ) ,,.,:. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' 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 Z j SEQ. : 6037173 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„ '\� A.. design loads be applied to any component. and are for"dry condition"of use. //y y 2.03 4 TRANS I D: 406556 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 f? 4, fabrication,handling,shipment and Installation of components. necessary. t 7.Design assumes adequate drainage is provided. ' R R i 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 IID_ _ I SIDS I I I DSI ILII�� I I I_�I TPIIVVI CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.l 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 ID III 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( of 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-417 361 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-107 44 BC LATERAL SUPPORT <= 12"0C. 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/ 378V -159/ 348H 5.50" 0,60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -359/ 432V 0/ OH 1.50" 0.55 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 11V 0/ OH 1.50" 0,02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] i � 0 (- p 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 = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2° NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. a o • • rn I:. /- o� ► 5 -/ M-3x4 i y y y y 1-00 6-00 1-11-09 (PROVIDE FALL BEARING;Jts:2,5,5,41 JOB NAME : 5-A POLYGON NH - J8 � pN oss Scale. 0.3559 �"J /�)'f (;flyy_ WARNINGS: GENERAL NOTES,unless otherwise noted: d,&, r w 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 149200PE 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 DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)C and/or d well BC. Ply 9R ) ry { ) ��...o.. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t,f SE nn 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. `n, OREGON L(/ S E Q. : 6037174 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. � p design loads be applied to any component. and ere for"dry condition"of use. f }r. 2a TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bear ng et all supports shown.Shim or wedge if 1 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IDI Hi-11111 -111--I DII 111TPI/VVTCA 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 11 II 1 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) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" Q.C. 2-3=(-334) 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4= 83 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 393V -133/ 325H 5.50" 0.63 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012, �� r- -r o �� THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, ,- 4 VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX MATPLANCEEP DF = 0.00 " 6'- 1173" Alowed = 05 " • MAX TO PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" 0 MAX HORIZ. LL DEFL = -0,006" @ 5'- 11.2". MAX HORIZ, TL DEFL = -0.006" @ 5'- 11.2' i 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, i N. Truss designed for wind loads r I in the plane of the truss only. a c of • ` i • 0 5 10PraM -/ 0 M-3x4 y I y * 1-00 6-00 0-11-09 (PROVIDE FULL BEARING;Jts;2,5.31 JOB NAME : 5-A POLYGON NH - J7 ••\ `' pN o'�fiss Scale: 0.3882 �GJ yl 1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4/ i✓( I. rTrus1.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 ;9200PE 1-- Truss: s: J7 and Warnings before construction commences, building component.Applicability of design parameters and proper -_iir#11 _ 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 DES. BYEE is the responsibility of the erector.Additional permanent bracing of r � continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: ,.8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 111 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 (o SEQ. 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, , �1k , design loads be applied to any component. and are for"dry condition"of use. / 2.° TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beanng at all supports shown.Shim or wedge If Q; 1 4, fabrication,handling,shipment and installation of components. necessary. A6 , 7.Design assumes adequate drainage is Provided. `v Fi'R 10.- 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 p_. _ _II 11 H I II I i 1 III ID TPIlVUtCA In BCSI,copies of which will be furnished upon request. it coincideiwith joint te 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 NI 1111DI 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) 86 2-4=(0) 0 BC: 2x4 KDDF k1&BTA SPACED 24.0' O.C. 2-3=(-223) 184 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.D)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -164/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE IGOND. 2: Design checked for net( 5 s�fl uplift at 24 "oc s acina.l LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = 0.333" @ 3'- 7.0" Allowed = 0.572" MAX TO PANEL TL DEFL = -0.285" @ 3'- 4.9" Allowed = 0.858" 0 MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" 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. 14.00 V Wind: 140 mph, h=22.7ft, 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 CV in the plane of the truss only. . d' O cri r-- c)0 to 0 r/- in o,,--. ,Nall 40JM a M-3x4 y > 1-00 6-00 •;1 I . 1i t.' ' JOB NAME : 5-A POLYGON NH - J6 � 0,&0wN7 Scale: 0.4179 �� /�� WARNINGS: GENERAL NOTES,unless otherwise noted: 4J /Arr '7 1, Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual •92!OPE 1"-- Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang 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). ,- WIPP the overall structure is the responsibility of the buildingdesigner. 3.2x Impact bridging or lateral bracingrequired where shown++ '" DATE: 8/22/2014 � ty 9 P 9 9 q *1 /�tr �, 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 `V' SEQ. : 6037176 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, ,�,. � Ntik A. TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. / - � Qi 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 Q 14 �h. fabrication,handling,shipment and installation of components. necessary. /�' 't 1 t S 7.Design assumes adequate drainage is provided. 'J'"`+�7 R 1 L\-• 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 1111111 I III 1111 I I11_11111 VIII I DITPIIWrCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. in 9. Digits indicate size of platete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 I This design prepared from computer input by f 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-180) 157 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" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625) 4'- 10.8" -166/ 179V 0/ OH 1.50" 0.29 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 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 �� • �, r� I. r I. „r r �r 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" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ 1' 0.0" Allowed = 0.133" I MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed 0.029" ; /- -/ MAX TL CREEP DEFL = 0.000" @ 0'. 0,0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705' Iii MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" • MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cit load duration factor=1.6, Truss designed for wind loads c.) in the plane of the truss only. -,I- o co ..:1- 0 r` 0 7A- FrAl LO ci M-3x4 A- /, 1, y 1-00 6-00 (PROVIDE FULL BEARING;Uts:2,3,4I JOB NAME: 5-A POLYGON NH J5 Scale: 0.4549 ,. G�N WARNINGS: GENERAL NOTES,unless otherwise noted: e)/?Z/[77 "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 4 . =92 i.OP E c- , : J5 and Warnings before construction commences, building component.Applicability of design parameters and proper . 2.2x4 compression web braang must be Installed where shown+. incorporetIon 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 chards to be laterally braced at r � DES BY': EE 2'o.c.and at 10'o.c,respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)C and/ord well BC. rpt., DATE: ' • 8/22/2014 PNi 9R ) ry ( ) ,.....40. the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `'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. OREGON. `�/' S E Q 6037177 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, it. 'if 2Z) design loads be applied to any component. and are for"dry condition" 1"of use. / TRANS 'ID: 406556 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 '1 4, 'i... necessary. fabrication,handling,shipment and installation of components. y 7.Design assumes adequate drainage is provided. 41 R t 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 DDIID_I I�� II II(_DDI ILII IDOII I_DI I��ITPIANTCA 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 11111M 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-132) 131 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" -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625) 3'- 10.8" -165/ 160V 0/ OH 1.50" 0.26 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 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 psfl tlnlift at 24 "oc �pacina�I 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" 3-11-09 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 = 0.079" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0,105" - MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8' 12 j) MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" NOTE:Design assumes moisture content does 14.00 P7 not exceed 19% at time of manufacture, Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads O in the plane of the truss only. 7 ill cV O CO O r/- IID O O ►�� ►��4 -/ M-3x4 1 .1 / y 1-00 6-00 "If 1 " :I t.• • • Ore JOB NAME : 5-A POLYGON NH - J4 '<<", 0R ` ' Scale. 0.5091 \CJ •,.� G /0., WARNINGS: GENERAL NOTES,unless otherwise noted: �CC5 y✓Lz zI ilT 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ^92*0 P E 'Cr 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 .r DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d wall BC. ,NriP,, DATE: -8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A 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. : 6037178 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„ -1h A.. design loads be applied to any component, and are for"dry condition"of use. j -tik 2p -•, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge if a 14, . fabrication,handling,shipment and Installation of components. necessary. 4 C 7.Design assumes adequate drainage is Provided. P R I 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 I_�II� III_�00 III Hol _II lol _I I�) TPI/WTCA in BCSI,copies of which will be furnished upon request. it coincide with joint tecenter nche. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:E 12/31/2015 r/ lifil I IOOI 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 106 TC LATERAL SUPPORT <= 12"0C. UON. LOADING • BC LATERAL'SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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" -5/ 318V -62/ 153H 5,50" 0.51 KDDF ( 625) 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF ( 625) Connector,plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 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 ,,t r. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, r r , „. r. I. 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 0.129" 2-11-09 MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" 1' MAX TC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030" @ 3'- 1.4" Allowed = 0.339" --0 12 MAX HORIZ. LL DEFL = -0.001' @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8" 14.00 7 o 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=21ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, CD (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. v M 0 0 in o/- inIli0 c) ►�� ►�1 4 M-3x4 • J, y 1-00 (PROVIDE FULL BEARING;Uts:2,3,41 6-00 ,,*�,3 PRUt . JOB NAME : 5-A POLYGON NH J3 ss Scale: 0,5712 ,,,c, INS G4n. WARNINGS: GENERAL NOTES,unless otherwise noted: •'5 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' '920 ORE 1-- Truss.: 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 E E 2'o•c.and at 10'o.c.respectively unless braced throughout their length by �.i{ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathin(TC)and/or d wall BC. rr DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ > 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. 7 OREGON 4, SEQ. : 6037179 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, /... 4Nt. A, design loads be applied to any component. and are for"dry condition"of use. //r - 2a • - TRANS; I D: 406556 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 Q 4, fabrication,handling,shipment and installation of components. necessary. J,rp { 7.Design assumes adequate drainage is provided. '` R R 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 IID OIII it 1/1 ill 11,10 mo I TPINVECA 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(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I00 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 83 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" -341 295V -44/ 117H 5,50" 0.47 KDDF ( 625) 1'- 10.8" -139/ 127V 0/ OH 1,50" 0.20 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IlkI ' l =t r. '.' ' I. - ' ' . "'0- - ai VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18C• 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" • 1-1 1 09 MAX IC PANEL LL DEFL = 0.004" @ 0'- 12.0" Allowed = 0.163" ( MAX TC PANEL TL DEFL = -0.005" @ 1'- 1,4" Allowed = 0.244" MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.254" • MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" • 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 14.00[77 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.8" /- -, NOTE:Design assumes moisture content does • not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, o, Truss designed for wind loads O in the plane of the truss only. •cr- N O OD OA_ Lo 'A O O� ►�� 111114 -/ M-3x4 A- J., y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5-A POLYGON NH - J2 � �� Ra �t90 Scale: 0.6380 GJ IN c� v izZ/P WARNINGS: GENERAL NOTES,unless otherwise noted: ZLJ 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 92Qd E r" Truss: J2 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 ryw ( ) ,.. plywood sheathing(TC)end/or d all BC. ' DATE --.8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ gyp! /t�; 4.No Ioad should be applied to any component until after all bracing and 4.Installation oftruss Is the responsibility of the respective contractor. OREGON' `o SEQ. ' 6037180 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, ,6, qty ,\'' A„ design loads be applied to any component. and are for"dry condition"of use. / ! Z(3 TRANS: I D: 406556 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 �� fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. e" R I O 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��VIIIDDI HiI�II -II 1101TPIINIrGA In BCSI,copies of which will be furnished upon request lins coinciae with joint aentnr che. +1101111 9. Diggits indicate size of plate in innches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 N III I-1 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 ff1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4={0) 0 BC: 2x4KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 174 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:'I 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) 01- 10.8" -74/ 166V 0/ OH 1.50" 0.27 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 CONQ. 2: Desion checked for net( 5 psfi) u lip ft at_,4 "oc s acp ina ) 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'- 8.2" Allowed = 0.059" • MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 0-11-09 T '( MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" 12 NOTE:Design assumes moisture content does 14,00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6,0, ASCE 7-10f -7' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. PI o n 0 v o,L r Lr, ' co A 0 0 N o,- 1�� T1_114 -3x4 1 y y y 1-00 1PROVIDE FULL BEARING;Jts:2,3,4) 6-00 Y•. • JOB NAME : 5-A POLYGON NH - J1 � � �N �x�..„ Scale: 0.6505 \� 1G E .r, WARNINGS: GENERAL NOTES,unless otherwise noted: AT,,CJ r z 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 4 '. ;9210P E 1'e Truss J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 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 byIs the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,411111IM^^ DATE: '.8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,* , 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7 OREGON TRANS I D: 406556 4., SEQ. : 6037181 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, , - V 'I 3 design loads be applied to any component. and ere for"dry Condit o ri of use. / 'I r riS. . .. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full baa ng at all supports shown.Shim or wedge if f} 4, �` necessary. fabrication,handling,shipment and installation of components. r�ty 7.Design assumes adequate drainage is Provided. f-'t f 4-� • 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 olloiliollpot 11111 II IIlip Hui /11 TPIMlTCA in BCSI,copies of which will be furnished upon request. git coincideIdictwith joint tecenter 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:12/3112015 11111 1 ilfil 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: 2x41KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-446) 269 7- 9=(-60) 63 7- 3-=( 0) 52 WEBS: 2x4'KDDF STAND 3- 4=(-411) 287 3- 9-(-77) 73 LOADING 4- 5=(-237) 93 TC LATERAL'SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -83) 0 BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS:,' 12.0" 11.6' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0° 0/ 287V -133/ 325H 5.50" 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -159/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8,8" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.6" -209/ 221V 0/ OH 1.50" 0.28 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 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" 6-11-09 MAX LL DEFL = -0.003" @ 6'- 11.6" Allowed = 0.096° T f MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" 6 MAX TC PANEL LL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.196" I- MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" MAX TC PANEL LL DEFL = 0.011" @ 4'- 8.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ, LL DEFL = -0.006" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.006" @ 5'- 10.8" o 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting CD system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T co load duration factor=1.6, o M-4x6 Truss designed for wind loads o in the plane of the truss only. co 41. 0 .-- Allille LO 21111111111MMId "1 N 8 M-1.5x3 i CDM-3x4 M-3x4 M 3x4 l y y 1' 2-03-12 3-08-04 ), 1, y y 1-00y 2-05-08 4-06-01 y y 6-00 0-11-09 (PROVIDE FULL BEARING;Jts:2,4,9,5) owRO,t JOB NAME : 5-A POLYGON NH - J7C "tit5) 2 Scale: 0.2881 •N'-' i9 rw WARNINGS: GENERAL NOTES,unless otherwise noted: �L/ 2Z/(� li 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 individual4 . *920.OP E 1"' T r II S c J70 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 s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)C and/or d wall BG. .r ! ply g(T ) rY ( ) _. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9 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 to SEQ. : 6037182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. '4 • ,b` A. design loads be applied to any component. and are for"dry condition"of use. / d . TRANS` I D: 406556 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 '0 4 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 4/8,PR t iLV- . 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 1 _o III 1 (III H-11-1 lin TP{MITCA in 8C51,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:1213112015 IBB II HI 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.O0 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-7=(-32) 52 7-6=1 0) 18 BC: 2x4.KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-372) 267 6-8=(-39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-338) 286 3-8=(-76) 48 LOADING 4-5=(-112) 82 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" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290" T T MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" -V MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-4x6 . CDI 44444446. o +. 6iI 8a�. -/ �� 'm u7 o c. M-1.5x3 I'` o M-3x4" M-73x4 c, M-3x4 J, ), r 2-03-12 3-08-04 1, y 1' y 1-001 2-05-08 3-06-08 J- 6-00 6-00 (PROVIDE FULL BEARING:Jts:2,4,8,51 JOB NAME : 5-A POLYGON NH - J6C S ` � N �� s Scale: 0.3244 I ('1Y .M: - �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 9200 P E 1'y T r 1100: J6C 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 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of r �" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 (r' r� 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 w S EQ. : 6037183 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,. V ,1h .k design loads be applied to any component, and are for"dry condition'of use. ///�� -4/1, tic) •.1 TRANS I D: 406556 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 ,4, r- ‘Y. fabrication,handling,shipment and installation of components. necessary. (1�} 7.Design assumes adequate drainage is provided. '` R.R 7- 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 B�IIB_iii B�I IIII ��II��I I I II B�I TPINViCA in BCSI,copies of which will be furnished upon request. lines coincideiniwithzJoint 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 111 ill QI This design prepared from computer 'put by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 86 2-7=(-32) 52 7-6= - 0) 18 BC: 2x4.00F #1&BTA SPACED 24.0" O.C. 2-3=(-372) 267 6-8=(-39) 62 6-3 0) 52 WEBS: 2x4'K0DF STAND 3-4=(-338) 286 3-8= -76) 48 LOADING 4-5=(-112) 82 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA OVERHANGS:' 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10,8" -205/ 274V 0/ OH 1.50" 0,35 KDDF ( 625) C,CN,C18,CN18 (or no. prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0,004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016' @ 4'- 7.5" Allowed = 0.290° -1 T MAX TC PANEL TL DEFL = 0.015° @ 4'- 7.5' Allowed = 0.434" A- -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" 'r NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=1.6, r Truss designed for wind loads in the plane of the truss only. v M-4x6 no c) o co 4:66. 7,-- 11.6 . • 6 86 Lc o� 7 ' M-1.5x3 M-3x4 M-3x4 0 M-3x4 J' 1' y 2-03-12 3-08-04 J, y y J, 1-001, 2-05-08 3-06-08 1 6-00 )PROVIDE FULL BEARING;Jts:2,4,8 5) JOB NAME : 5-A POLYGON NH - J5C ,,,<<- ,�o pN so Scale: 0.3224 �� ' WARNINGS: GENERAL NOTES,unless otherwise noted: {C[ j7 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(1OP E 1-- Truss,: J 5 C and Warnings before construction commences. building component.Applicability of design parameters and proper '40# 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 wood sheathing(TC)C and/or d wall BC. �+ u pb 9R ) rY ( ) �,.... DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A Cr 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 ,(1f SEQ. : 6037184 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, j., •G9 lbs ,k, design loads be applied to any component. and are for"dry condition"of use. / . 2 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it 14 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 111._ lllo H HI 1111 1 III 1.111111 TPINVTCA in BC51,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 t0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 [11 I fl 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 86 2-7=(-58) 82 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24,0" O,C. 2-3=(-150) 0 6-8=(-70) 98 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -14) 44 3.8=(-119) 86 LOADING 4-5=( 0) 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" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0,0" 0/ 88V 0/ OH 5.50" 0.14 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 ICOND, 2: Design checked for net(-5 psf) uplift at 24 "cc 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 TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129' MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9,4" Allowed = 0.201" T 1' MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" -/ MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does Al2not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. jWind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, . 4111111111111116. r• Truss designed for wind loads o in the plane of the truss only, «; cip AI o8 -, ci czi ,) y y 2-03-12 3-08-04 J, y y )- 1-00 , 2-05-08 3-06-08 y 6-00 )PROVIDE FULL BEARING;Jts:2,4,81 JOB NAME : 5-A POLYGON NH - J4Cc-..< � � N Scale: 0.4172 �Jl�I � �� C:1.1 +2Pt? a WARNINGS: GENERAL NOTES,unless otherwise noted: "dZ1 `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 4 ;920.0 R E C' Truss: J4C 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 ,s 2'o.c,and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE s the responsibility of the erector.Additional permanent bracing of r continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ;,,.� P,< DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'tg{ CC 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 OREGON40 SEQ. : 6037185 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. 4, .th A,, design loads be appred to any component. and are for"dry condition"of use. / � _1 TRANSI D: 406556 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 14, �' fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is Provided. ��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 H [110 D 1111[1_I 1 _�I Ill TPIMITCA in BCSI,copies of which will be furnished upon request git coincideIditwith joint te 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 z ID I II 1 ID I 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) 86 2-6=(-58) 82 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 0 5-7=(-70) 98 5-3=( 0) 52 WEBS: 204:KDDF STAND 3-4=( -14) 44 3-7=(-119) 86 LOADING IC 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" -33/ 317V -62/ 153H 5.50' 0,51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.8" -108/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 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. 10 I- •.i t• r• „. .a 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" 2-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" '1 '' MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" /- - MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" thilli66'' MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" M-4x6 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" If MAX HORIZ, TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main win dforce resisting system and components and cladding criteria. Wind: 1((40 mlppih, h=21ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, vc:, (All Heights), Enclos;d, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads 0o in the plane of the truss only. u7 � Alillillh ►- y, o M-1.5x3 o y y y • 2-03-12 3-08-04 • 1-00 1, 2-05.08 3-06-08 y 6-00 1PROVIDE FULL BEARING;Jts:2,4,7) JOB • • NAME : 5-A POLYGON NH - J C � `�0 � �fifit GO 3 Scale: 0.5570 ..,`GJ G+�E /0 Y- / z/WARNINGS: GENERAL NOTES,unless otherwise noted: t '$2' 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 " ^92Q.OPE r Truss: J 3 C and Warnings before construction commences. building component.Applicability of design parameters and proper 'AO' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .a 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). p DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ¢ 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. OREGON SEQ. : 6037186 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, iG- - \� A, design loads be applied to any component. and are for"dry condition'of use. //r '/ r(3 ..�.., TRANS I D: 406556 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 Q 1 4 ��, necessary. fabrication,handling,shipment and installation of components. �•Design assumes adequate drainage is provided. ` 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 n y lip III Dio 111 In 1111 11TPIAIV rCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center Ones. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 2/ 10 IATI HI 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) 86 2-6=(-30) 39 6-5=( 0) 8 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 0 5-7=(-43) 53 5-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-33) 35 3-7=(-56) 45 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 281V -44/ 117H 5.50" 0.45 KDOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.8" -144/ 97V 0/ OH 1.50" 0,16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 62V 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,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2; Design checked for net(-5 pot) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 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 = 0.001" @ 1'- 4,2" Allowed = 0.069" 12 MAX LL DEFL = 0,000" @ 5'- 4.7" Allowed = 0.179" MAX TC PANEL TL DEFL = 0.004" @ 0'- 10,4" Allowed = 0,140" • 14.00 MAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2" Allowed = 0.222" • MAX HORIZ. LL DEFL = -0.002" @ 5'- 4,7" M-4x 6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7" NOTE;Design assumes moisture content does • not exceed 19� at time of manufa tura. o Design conforms to main windforce-resistir,7 • system and components and cladding criteria. imiiiich cD Wind: 140 mph, h=20,4ft, TCDL=4,2,BCDL=6,0, ASCE %-101 c� (All Heights), Enclosed, Cat,2, Exp.B, MWFFIS(Dir), load duration factor=1,6, AO NE Truss designed for wind loads oin the plane of the truss only, MI 7 1110• 11 • o �� M-3x4 o M-1.5x3 c ` �T� 6 0 M-3x4 M-3x4 • 1 s- y y y ./ 1-03-12 4-00-15 0-07-05 • y y y 1-00 1, 1-05-08 4-06-08 y [PROVIDE FULL BEARING;Jts:2,4,71 6-00 p.PR4fi JOB NAMEo 5-A POLYGON NH - J2C '(t ` 9 Scale: 0.6194 �`GJ �'�12z% WARNINGS: GENERAL NOTES,unless otherwise noted: P19 '11- 4., f/4 I 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ^920.0 PE C- TTi r S s: J2C and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web brat ng 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 DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of " continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). + � " DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ aFj��` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'p' OREGON ^xJ SEQ, ; 6037187 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„ 4 NI>. ;� design loads be applied to any component. and are for"dry Condit on'of use. / a 4. TRANS I 0: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifc. 1 fabrication,handling,shipment and installation of components. necessary. /11 7.Design assumes adequate drainage is provided. '` R R I 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 0 TPIMl1-CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. OD III HT r I 1 101 ID SDI 1 9. Digits indicateinsizeo plate tdin inches.va MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • EXPIRES:12/31x'20;.5 • 1 I 1[ This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-159) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625) 1'- 9.2" -113/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) Connector folate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net( 5 sjLf) up]ift at 24 "oc s a�cing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.1' /- 3 NOTE:Design assumes moisture content does 1' not exceed 19% at time of manufacture. 12 - Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 Wind: 140 mph; h=21.6ft, 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. co 0 T in u7 Q up • Q r/- C. 20EMM 4�� M-3x4 1 )- y y 2-00 2-00 5-11-13 (PROVIDE FULL BEARING;Jts:2,4,31 ,p PR0 JOB NAME : 5-A POLYGON NH - SJ2 ' VSs,, Scale: 0.4859 .`�J OIN (1 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 4 . Ts 9200 P E Truss SJ2 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 �� 410,11P'- DATE: '' DES. BY: EE 2 o.c,and at 10'o.c.respectively unless braced throughout their length by 4� s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (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. �+ 'OREGON jV SEQ.. : 6037188 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. V 1� d\t design loads be applied to any component, Cant for"dry Condit o ri of use / ?�r r� TRANS I D: 406556 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 Q 1 4, t+y; VP fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 'r�Fi MIA- 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�Ili I i 11111 I 1 11[1 1in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. H D 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,x31/2015 IN 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.0O TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-90) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED DRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 625) 1'- 9.2' -123/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50' 0.15 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 �� . •,t �. ,.� , I. , °r s acp ina� 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed 0.054" 12 MAX IC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 7,00 L-' MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1' -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1' • NOTE:Design assumes moisture content does not exceed 19°s at time of manufacture. Design conforms to main windforce-resisting . 0 system and components and cladding criteria, Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. ,r) N r O) O C) Oy_ O o/- ll 4►�4 �' • 2i M-3x4 . 1 y 1' y y 2-00 2-00 1-11-13 1PROVIDE FULL BEARING;Jts:2,4,3I �0 PROP JOB NAME : 5-A POLYGON NH - SJ1 Scale: 0.6869 �� jf�N 0il WARNINGS: GENERAL NOTES,unless otherwise noted: / +'r Z Z/ "7 •SJ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' "I 920.0 P E 'I" Truss.: Std 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 by40110W. . is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)C and/or d well BC. q/NP.a PN 9(T ) ry � ) ,.... DATE: .8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w/ (y` 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. `n7 OREGON. r 4 '' S E Q ; 6037189 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. o,,1 ,4, design loads be applied to any component. and are for"dry condition"of use. / ''1)' r(} ...., TRANS; I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if , .., fabrication,handling,shipment and installation of components. necessary. 'c!,7.Design assumes adequate drainage is provided. R R y 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 I[N flillp E III1101DI SII-Iflll IDITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) n EXPIRES:12/31/2015 • DDI IDI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9,5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4,KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-37) 50 3-5=(-178) 140 BC: 2x4,KIDDF #1&BTR SPACED 24,0" O.C. 2-3=(-82) 64 WEBS: 2x4,KDDF STAND 3-4= 7 3 LOADING . TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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: 24.0" 0.0" 0'- 0.0" -128/ 546V -22/ 80H 5.50' 0.87 KDDF 625 LL = 25 PSF Ground Snow (Pg) 5'- 9.5" -27/ 235V 0/ OH 5.50" 0.38 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '�: it r �_ „� rr M,M2OHS,M18HS,M16 = MiTek MT series 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0,267" MAX TC PANEL LL DEFL = 0.059" @ 3'- 1.6" Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072" @ 2'- 11.4" Allowed = 0.476" MAX HORIZ. LL DEFL = 0,000" @ 5'- 5.8" 12 MAX HORIZ. IL DEFL = 0.000" @ 5'- 5.8' 4.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting /- 4 system and components and cladding criteria, 3 Wind: 140 mph, h=20.1ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, T-1 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 1 I load duration factor=1,6, Truss designed for wind loads N in the plane of the truss only. 0 co 0 O N ,Y N in T-/ Ti. c0 L2 o� 2>C, 2>-05 • 1 M-3x4 M-1.5x3 • • y y y 5-05-12 0-03-12 y ,I, 2-00 5-09-08 • JOB NAME : POLYGON PLAN 5A NH - H2 -;,-.1-‘ '--ss Orr, Scale. 0.6156 ALJ ��l��I� �� WARNINGS: GENERAL NOTES,unless otherwise noted: "At f f/ 111 617 T -S9 t�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 4 . 9200 P E t" • Truss: H 2 and Warnings before construction commences. building component.Applicability of design parameters and proper : incorporation of component is the responsibility of the building designer.2.2x4 compression web bracing must be installed where shown+, P P P ty g t 401,3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .r DES. BY: 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 drywall(BC). r+ ,f DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41 `(,,r; SE //�� 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON `0 S E lel. . 6048198 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,,,, q I� design loads be applied to any component. and ere for"dry condition"of use. //� q 2(� . TRANS I D: 40731 1 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 4 ��. fabrication,handling,shipment and Installation of components. necessary. /�I 7.Design assumes adequate drainage Is provided. '` fiR I LL _ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - TPI/WTCA In SCSI,copies of which will be furnished upon request. git coincide with Joint te 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 Illpl I I DDI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0' 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=(-57) 13 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: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625) 2'- 6.2" -29/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 7.0" -70/ 22V 0/ OH 0.00" 0.00 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 .0 • I, •rl l- �- r r • r �� Ir 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed 0.267" 12 MAX HORIZ, LL DEFL = -0.000" @ 2'- 6.2" 4.00 V MAX HORIZ, TL DEFL = -0.000" @ 2'- 6.2 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, "` Truss designed for wind loads N in the plane of the truss only. CI LI IIII rA 0 O Lo/ T 4 1 M-3x4 y y )- 2-00 2-07 • • R ' PRO, JOB NAME o POLYGON PLAN 5A NH - H1 ,\<<,P ss Scale: 0.7786 �GJ ”7/1//r1 WARNINGS: GENERAL NOTES,unless otherwise noted: '-i 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 ^920.0 R E • 1'" Truss: H1 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracingmust be installed where shown+• incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing o 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 0 ' DES. BY:: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)C and/or d wall length y DATE: '.9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ g /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. -� OREGON L, SEQ. : a:6048199 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, j. V \�` A, design loads be applied to any component. and are for"dry condition"of use. //w q y r�0 .1k-. TRANS I D: 407 311 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: 4• , �y, 61, necessary. �`` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. qg' R R 1 k-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 IDDII� III 0�I I D.I I-ISI II DII�IDII I�01TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015