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Plans (42) Nit MiTek( MiTek USA, inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-342_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. ��p,ED P R 0Fes 74cGINE4\ 87022PE 9r yN N 'oj, OREGON r15' Zvf 'AO MgER 1\ 4) OS A. H ERP 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 PlyPOLYGON R45642830 PL15-342_UPPER P01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:36 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UYo8vet_mGshZN_EEXycl1 tOApjdQmG7KxvddzZQyTrlr 1 2-6-0 1 1 2-2-9 1 1 1-2-0 1 1 2-4-11 Scale=1:28.6 1.5x3 11 3x5= 1.5x3 11 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 6 7 8 1 2 3 4 5 e o / N �' e o e e ® u° 13 12 11 10 jH 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 9-11-9 101.11-1 111-3-1 i i 16-4-12 I s-11-9 8-1-80-7-0 5-0-3 0-7-0 o-t-a Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,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 0.49 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 Weight:72 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-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. •� `S >cD AG N EFR 4O C. 2 C.>1 87022PE �r / co 7 <c`4)., OREGON c15' 14// O 'Po iii .\\ � S A. HECK EXPIRES:06/30/2017 October 13,2015 4 1 ®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 coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 IPIyPOLYGON PL15-342 UPPER F02 Floor 845642831 5 J 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) ct 13 08:51:37 2015,Pe 1 ID:j7axn40sHnThIyaUAczwOszX1UY-GKT05Jnvd hEcOojWInc.Tue JpGPciz7lmx?cf48HMX5syTdq 2-6-0 1 2-0-11 I I 1-2-0 I I 1-0-9 1 Scale=1:25.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 a 5 8 7 8 8 e _ iiiiiiiiiiiiiiiiiiiiiit e N eee O ee 1 1 12 e 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = I 9$11 10-6-3 11-2-11 9-5-11 9-11[3 111-1-3 I 14-10-12 0-1-8 0-7-0 3-8-1 I Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] n 7" 0-1-s LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 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 18C2012/TP12007 (Matrix) Weight:66 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std flet) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=649/0-4-4,9=649/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2140/0,3-4=-2140/0,4-5=-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. <(, D PROFFS c.. , .,.. 0 ,CNGIN4. wo c�, 2 870 2PE /9r •:n N (IN'oj, OREGON tis 4/ �O k"1BER 1� t?:. * OS A. i-lec EXPIRES:06/30/2017 October 13,2015 I is A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. NOME Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPit Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Truss Type Qty Ply POLYGON Job Trussyp R45642832 3 1 PL15-342_UPPER F03 Floor Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:37 2015 Page 1 Pacific Lumber&Truss co., Beaverton,Oregon ID:j7axn40sHnThlyaUAczw0szX1 UY-GKT05Jnvd_hEcOojWJpGPciz111e?ZI48HMX5syTrlq I 2-6-0 I I 2-5-1 I I 1-2-0 11 2-4-11 I Scale=1:28.9 1.5x3 II 1.5x3 II 3x6= 1.5x3 I I 1.5x3 II 3x5= 1.5x3 II 3x4 = 8 1 2 3 4 5 6 7 0 0 N O e ee 9 e • alh.1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-109 11-7-1 10i3f9 16-7-4 10-2-1 10--4118 10-7-0 I I 5-0-3 I 102-1 0-7-0 a-1-a Plate Offsets(X,Y)— [10:0-1-8,Edgel,[11:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Weight:73 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF Stu &td(fl t)) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (lb)-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. co ‘AGINE 6> 't 87022PE of N NSA OREG N `tip Q A- HE EXPIRES:06/30/2017 October 13,2015 6 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based on upon parameters shown,and is for an individual building component,not MiTek* a truss system.Before use,the building designer must verify the applicabi ity of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing 7777 Lane 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/lPI1 Quality Criteria,DSB-89 and BCSI Building Component 777709 Citruite l GreenbackeCA 95610 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-342 UPPER F04 Floor 845642833 1 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 11 2014 e 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kW1 OIfnXOlg5EYNv4Inc.Tue1KVypF4gR2ct 13 Bk09DM2015 x64dJyTrlp I 2-3-0 1 1 1-4-11 ii 1-2-0 ii 1-0-9 1 2-6-0 1 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 q 5 • 0 6 7 8 9 10 O � e ° 1 15 14 3x4= 3x8 = 3x5= 13 11 4 3x4 = 4x4 = 3x4= I 13-1-11 14-3-11 } 1 I 3-8-11 18-1-4 1 11-1-11 "7 o 0-7.0 Plate Offsets(X,Y)— [12:0-1-8,Edgej,f13:0-1-8,Edge] Baa LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 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- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=791/0-4-4,11=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2635/0,3-4=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. \,< \ p P R pFFss mac.. ENGINEER /° 2 `k' 87022PE -9r N y �'�j OREGO ti� �N 'AOn M$ER \1 O OS A. HE'i'`� ' EXPIRES:06/30/2017 4 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 4 Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before incorporate ths desin into the overall building design. Brac ng indicated lls to prevent buckling of nd duacl fbililyweb and/or oho d membef desin prameters andrs only.ropeAdditional templorary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek` fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Type Truss Truss T e Qty Ply POLYGON R45642834 PL15-342 Floor 9 1 UPPER F05 Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:39 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:j7axn4OsHnThlyaUAczwOszX1 UY-CjbmV?o99cyyriy6ekrkVl olOrQaTPhNbbrd9lyTdo 1 1-1-1 ii 1-2-0 1i 2-4-15 1 2-6-0 1 1-3-0 I Scale=1:35.4 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 4x5= 3x4= 1 2 3 4 56 7 8 9 10 11 12 13 14 15 16 _ �\ II ��_�� 2 Isi:, 9 wolmsweri.... ....... r.......N‘- 17 26 25 24 23 22 21 20 19 18 3x5= 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5= 4x6= 3x6 = 305 SP= 15-7-9 15-0-9I 1 20-9-8 I 14-5-9 0-7-007-0 5-1-15 14-5-9 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/deft 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 Weight:98 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except verticals.rticals. BOT CHORD 2x4 DF 2400F 2.0E(flat) BOT CHORD end did rtiadirectly applied or 10-0 0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-4247/0,7-8=-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 12-13, 6.249 618 0 6-22-357/0, 10/44665-17 0, 62149/0,015-85 0/1659,10-20=-272/35,=0/1183, /0, 11-209 327/0, 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. Q`�� P R Ore �� N NG4NEFR /S/0 870 2PE / r cv < ' N � �4 OREGON ti� U✓ 7'P 4), BER '�� Q�O 06, A. HE EXPIRES:06/30/2017 October 13,2015 a MINIM ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 111 k° a truss system.Before use,the building designer must verity the applicability of design parametersand properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Infonna9on available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job ITruss Truss Type Qty Ply POLYGON PL15-342 UPPER F06 Floor R45642835 1 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 Mitek Industries,Inc.Tue Oct 13 08:51:39 2015 Page 1 ID:j7axn4OsHnThlyaUAczwoszX1 UY-Cjbm V?o99cyyriy6ekrkVl oPtrazTcl Nbbrd9lyTrto I 1-4-0 1 1.5x3 II 2 3x4= 2-6-0 3 1.5x3 II Scale=1:8.7 III III III wag III 0 'A/ s: I r 11 1 5 " 4 3x4= 3x4= t1-8I 4-1-0 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. TCLL 40.0 Plates Increase 1.00DEFL. in (loc) I/deft 0 PLATES GRIP TC 0.17 Vert(LL)T0.00 5 '* 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 BCLL 0.0 Rep Stress Incr YES Horz(TL)) -0.04 4-5 >999/a n/a BCDL 5.0 WB 0.05 0.00 4 n/a n/a Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.18Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except EBS 2x4 DF Stud/Std(flat) end verticals. W BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 FORCES. (lb)-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. '<cEO P R OFFS c .5 ‘GIN -(4 s�0 2 87022PE 9f N CV y �'.0j, OREG•N rte IN ''P0,-)�M8ER 1N �O S A. HO; EXPIRES:06/30/2017 ° October 13,2015 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Mill Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the iVliTek" fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Qualify Criteria,DSB-89 and BCSI Building C Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Component 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642836 PL15-342_UPPER F07 Floor 12 1Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:40 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:j7axn40sHnThlyaUAczw0szXl UY gv98jLpnwv4pTsXIBSMz1 EKTWFmoCviWgFbBIByTrin 1 1-2-0 I I 1_49 1 1-6-0 I 1 1-7-12 1 1 1-8-15 I Scale=1:30.1 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I1 3x4 = 1.5x3 II 6 7 8 9 31105= 1.5x3 II 1 2 3x8= 3 4 5 _ - _ wiz m. 'cl —461"1 . " 1°/4111 Adigillillii -4%414% 74411 '- o Al n 16 15 14 13 19 17 1.5x3 II I 3x4 = 3x4= 3x4 I 3x6= 3x8= 3x5= 3x5= 17-5-4 I 1 1-10-12 0--4 15-5-n 1-10-12 n-11-A Plate Offsets(X,V)- [2:0.3-O,Edge],[8:0-1-8,Edge],[13:0-1-8,Edge],[19:Edge,0-1-8] LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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 VeHor(TL) 0.27 14-15 >87 7 360 0 BCLL 0.0 Rep Stress Incr NO Weight:83 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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) BOT CHORD Rigid end verticals.iadirectly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std(flat) 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(lb)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 7, _ WEBS 4-16=0/641,4-17=-935/0,10-12=-1092/0,1 -130, =0/18027 ,2-17=0/1309 59/0, 1 6=-295/0, 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. 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. ��¢�� P R OFFS 5)Hanger(s)Aor 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. Co e\AGI N EF,q sio 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� 2 LOAD d+Floo) Standard 87022P./.' 9` 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:12-19=-8,1-11=80N Concentrated Loads(Ib) i '� Vert:1=-304(F) 7 off.OR GON cP ,44/ O �BER 1 PCS On A A. He ?, EXPIRES:06/30/2017 October 13,2015 MK®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1k7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mire&connectors.This design is based only upon parameters shown,and is for an individual building component,not MiTek` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 7777 Lane 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 7777ite 109 CitruGreenbackeCA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-342_UPPER F08 Floor R45642837 7 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 S Jul 11 2014 ,Inc.Tue Oct 13 08:51:40 2015 Pa1 ID:j7axn4OsHnThlyaUAczwOszX1UY-gv93jLpntwv4pTsXIBSMz1EKaaF 5CO3WgFbBiByTrIn 1 2-6-0 1 0-5-10 1 1 1-2-01-4-14 II I Scale:3/4"=1' 1.5x3 11 1.5x3 II 1.5x3 11 1 23x4= 3 1.5x3 I 4 53x4= 6 0 ° o o o — N N e e 1Q 8 9 ° 304= J(f ( ) 3x4= X 3x4= 3x4= I 3-1-2 3/-110 3-9-10 1 4-4-10 416-? 8-6-8 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] a1- n 7-n 0-7-0 o 1- I 4-0-6 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 BCLL 0.0 RepStress Incr YESHorz(TL)) -0.061 7-8 >999/a 360 n/a BCDL 5.0 Code IBC2012lrP12007 WB 0.19 0.01 7 n/a n/a (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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(lb)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. F SSD ‘,\GIN Fswo �c.. R 9 870 2PE / r N cv g.-7 m'02, OREGON q? ./ "P ccMBER Al \... /O S, A. Her' EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCCyLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. + a trDesuss system,Before use he build ng designer murs. st verifys dthe as pplicabd ility of of design parameters and and incorporate thisddesign into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek` fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify CdComponent teria,DSB-89 and BCSI Building Co Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job TNSS Truss Type Qty Ply POLYGON R45642838 1 1 PL15-342_UPPER F09 Floor Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:41 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:j7axn4OsHnThlyaUAczwOszX1 UY-851XwhgPhDCg506U19tCaStILeG3xVTg2vKkEdyTrlm 0.5-6 I 1 1-2-0 i I 1-7-2 I I 2-6-0 I Scale:1"=1' 2 3x4= 31.5x3 11 4 3x4= 51.5x3 11 11.5x3 II B N 0 \ 9 N B B e .AB 1.5x3 II 6 8 7 9 3x4= 3x4= 3x4= 3-0-14 31.21 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 I 0-1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— [4:0-1-8,Edge],[8:0-1-8,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 0.17 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 Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a Weight:29 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD id rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-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. •<<-( O PRDFFSS cN5 NGINEFR /'2 c 8 • 2PE /9r ti -5 �A OREGO ti �"POnSMBER �R__, ' A- HE EXPIRES:06/30/2017 October 13,2015 I 6 mll ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek©connectors.This design is based on upon parameters shown,and is for an individual building component.no} MiTpik' a truss system.Before use,the building designer must verity the applicabi ify of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 7777 Greenback Lane 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/Wit Quality Criteria,DSB-89 and BCSI Building Component Citrus 7Greenba CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-342_UPPER F11 Floor R45642839 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 4 Tek Inc.Tue Oct 13 08:51:41 2015 Pe 1 ID:j7axn4OsHnThlyaUAczwOszX11UY�85 XwhgphDCg5o6U19tCaStkOeFAxTEg2vKkEdyTrlm 1 2-6-0 10-5-10 I 1 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 11 3x4= 1.5x3 II 1.5x3 11 1 2 3 3x4= 1.553 II 4 5 6 0 o u \ -"-- r O e e e e 1 e 3x4= 3x4—3x4= 354= 1 3-1-2 3110 3-9-10 I 4-4-10 41.6-12 8-8-8 3-1-2 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] 0-1-8 0-7-0 0-7-0 n-1-6 4-2-6 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.20 BCDL 5.0 Code IBC2012/TPI2007 Horz(TL) 0.01 7 n/a n/a (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF ND.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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=-761/0,45=-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. <<- \-,kEp PROpe G �.�, ANI N 4- , `c 87022PE 9r" / cP cv - N -p� 'oj OREGON cp OS A. HE-'il EXPIRES:06/30/2017 ' October 13,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with Welt®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and roe . rly incoorate this desin into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I VliTeky fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fill Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job TF1russ2 ITfUssFloor Type Qty Ply POLYGON (optional) R45642840 PL15-342_UPPER Job 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:42 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:j7axn40sHnThlyaUAczw0szX1 UY-clGv81 q1 RXKX19hhJtOR6fQr52T3grkpHZ41m4yTril 2-3-5 11 1-2-0 1 1 2-4-11 1 I 2-6-0 I Scale=1:28.7 1.5x3 II 1.5x3 II 3x5= 1.5x3 11 1.5x3 1 3x5= 1.5x3 II 3x4 = 7 8 1 2 3 4 5 6 � 0 0 \ o _\ o r _ \ I N O I-/ 01.111. N e e • -I/, 12 11 10 — 3x4= 3x8= — 3x4— 3x4— 3x4= 10-8-13 115-5 10-0-5 10-f10.y-138 '10-3--713-01 1 16-5 5-0--3 j I 10-0-5 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 (lac) 1/deft 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 Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a Weight:72 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD id rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-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. ���ED PR QFFSO ��D �NG�NEFR /02 cc 87022PE 9` <`A OREGON `tip "P iii A. He EXPIRES:06/30/2017 October 13,2015 f 1101111111 mit®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 MileluS connectors.This design is based on upon parameters shown,andp is tpo n individual building component,not MiTek' a truss system.Before use,the building designer must verify the applicabi ity of design parameters and roe incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onl ForAddiional temporary the nent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury and property damage. generalregarding ComponentSuite 109 fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/11.11 Qualify Cdfeda,DSB-89 and SCSI Building Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-342_UPPER F13 Floor 845642841 6 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) e 1 ID:j7axn40sHnThIyaUAczwoszX1 UY-clGv81 q1 RXKXi9hhJtOR6fQnE2Qvgg0pHc.Tue Oct 13 08:51:42 2015 Z41m4yTrIl 2-3-0 I 1 1-4-11 II 1-2-0 11 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 _ a 4.4444.0„ 0 10 o _ a o e ‘i1 \\\! -... e e �P 1. 15 14 13 12 TXHr 3x4= 3x8 = 3x5= 354= 4x4= 3x4= I 13-1-11 143-11 }3-8-111 I 18-3-0 11-1-11 n-741 n7-n a-11-5 Plate Offsets(X,Y)— [12:0.1 8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. ' DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Inc: YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.18Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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. �Cce`ED P R OFFS �.5 �CNGI N4- 4-5/— c.cif 2 v , 82PE 1--- a> P ryy �� 0OREG ku c�IR \COSSE \\ A. HER°' EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. wt. 1 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANTPI1 Quality Criteria,DSB-89 and BCS!Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314.SI/ pnen7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Truss Type Qty Ply POLYGON Job Truss 845642842 6 1 PL15-342_UPPER F14 Floor Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:j7axn40sHnThlyalJAczw0szX1 UY-SUgHLNrgCgSNKJGttawgftyl3SriPLdzWDprlWyTrlk 1 1-10-1 1 1 1-2-0 1 1 2-5-3 1 I 2-0-0 I Scale=1:21.0 1.5x3 II 1.5x3 II 1.5x3 II = 1.5x3 3x4= 6 3x4= 7 1 I230m4 5 e o ° o ,,,.,,,....„.,,,.,,,,;. ° N N er e e e fie/ 11 10 9 1` 3x4= 1.5x3 II 3x4= 3x4= 3x5= I 8-2-9 18-9-9 19-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,V)- [6:0-1-8,Edge],[10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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 Weight:54 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No ) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. •< D PRQFF86' c, NGINER /02 4 870 2PE 9r ti 7 4),OREG N ti�OI~ �O AMBER '\1 P OS A. HERS EXPIRES:06/30/2017 October 13,2015 6 6 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based on upon parameters shown,and is for an individual building component,not imi a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 7777 Lane 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 7777ite 109 CitruGreenbackeCA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15.342 UPPER FG1 FLOOR GIRDER 1 1 R45642843 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:44 2015 Page 1 ID:j7axn4OsHnThlyaUAczwoszX1 UY-ZgOfZjslzBaEyTr3QIRvC4VH4sH18sz611ZOryyTdj 1-4-12 I 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 • 0 N K K K K K A 5 4 3x4= 3x4= I 2-11-12 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft 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 Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/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(Ib) Vert:2=-188(F) ��Q`EO P R OFFS C5 . '" I N FR cS/O `C 87022PE 9w' � N-7�AG j, O ' tO� �0OSFMBER \\ A. H01% EXPIRES:06/30/2017 B October 13,2015 Mil, 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the is 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 R45642844 PL15-342 UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-5UgHLNrgCgSNKJGttawgfty3ZSv4PNPzWDprlWyTrlk I 1-6-0 1 1-5-10 I I 1-2-0 -I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 23x4= 11 3 4 53x4= 6 1 s 0 N 7--O N e e ° ° e e 3x4= 1 9 8 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 1 86-8 I 3-2-10 0-7-11 0-7-0 4-1-14 Plate Offsets(X,V)- [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 Ina- NO WB 0.22 Horz(TL) 0.01 7 n/a n/a Weight:39 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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.Camp./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 ��p pR pFes Uniform Loads(plf) <( G I N F �'o Vert:7-10=-8,1-6=-80 ,�\� N i4 v Concentrated Loads(Ib) Vert:11=-169(B) 87022P� f 4 . y 4> OR GON cl I✓ O ''P ii,/ BER \1 P�' S - A. H EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. ll Design valid for use only with MiTekr&connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek`is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteda,D5B-89 and BCSI Building Component Suite 109 Heiohts,CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Symbols Numbering System PLATE LOCATION AND ORIENTATION General Safety Notes 3/4' Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. hgiik, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O-1/16 Cl-2 C2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I !C; 00pbracing should be considered. 1�� = 3. Never exceed the design loading shown and never \iligli stack materials on inadequately braced trusses. O For 4 x 2 orientation,locate ~ O 4. Provide copies of this truss design to the building BOTTOM CHORDS — designer,erection supervisor,property owner and all other interested parties. plates 0-''u' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations a eoint andbregulalt Knots and d by ANSI/IP!1 e at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 10.responsiCamber is a non-structural consideration and is the uss fabricator. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camberbility for deaofd load deflecti neneral practice is to the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Indicated by symbol shown and/or in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. Lumber design values are in accordance with ANSUTPI 1 spacing indicated on design. BEARING established by others. section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, w� or less,if no ceiling is installed,unless otherwise noted. Indicates location where bearings 15.Connections not shown are the responsibility of others. . \ (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior X11 joint ©2012 MiTek®All Rights Reserved approval of an engineer. / 111 number reaction wheresection bearingsindicates occur. 17.Install and load vertically unless indicated otherwise. ® t Min size shown is for crushing only. MN NM biliT1; 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. and pictures)before use.Reviewing pictures alone BCSI: Building Component Safety Information, Mis not sufficient. 'Tell(' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 IIIIIIIIIIIll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 i-2= 0) 86 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-636 500 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-243 97 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4.5=( -76) 0 OVERHANGS: 12.0" 10.6" DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) (or no prefix) = CompuTrus, Inc 0'- 0.0' -22/ 376V -213/ 495H 5.50" 0.60 KDDF ( 625` C,CN,CI8,CN18 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 0.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 5'-LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 10.0' -210/ 207V 0/ OH 1.50' 0.27 KDDF 625 THETHE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. A 5 �COND D 'gn h cka dfarnt(� s(Lf)ygtifta__ t24 oc sp ,n I 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" 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 14.00/ system and components and cladding criteria. to Wind: 140 mph, h=25.6ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, () (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1. c� o Truss designed for wind loads 0 in the plane of the truss only. 4 0 0 6 M-3x4 A- ), 1, y ), 1-00 6-00 4-10-09 )PROVIDFt B ARIN ta• 6 4I JOB NAME: 5-A POLYGON NH - J11 _co PROPS. Scale: 0.2753 cC !\` �Q ts© WARNINGS: GENERAL NOTES,unless otherwise noted: wC''J v lzz//"1+ "3. 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, ff9992ff r r / Truss: J 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper > �IJ E t 2.2x4 compression web bracing must be Installed where shown+ Incorporation of component is the responsibility of the building designer. DES. BY: EE3.Additional temporary bracing to insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced at 4 Alierooe''' 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 DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). 4.No bad should be a g 3,In Impact bridging or lateral bracing required where shown*+ ° •' SEQ. : 6037171applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ( ' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, "'� V REI.ION (� TRANS I D" 406556 design loads be appied to any component. and are for"dry condition"of use. ' S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if d, .4/1„, j 4 O .a_ fabrication,handing,shipment and installation of components. 7.necessary. provided. y+. 2• Q` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locaten assumes d ppuoneboth facesiof truss,and placed so their center C �,� I 111111 11111 11111 VIII VIII 11111 VIII IIII 101 MITEUSA,lf1C./CO Inc./CompuTrus Software 7.6 6(1 L)E SCSI,copies of which will be furnished upon request. 19.0.Digribasic connector ectorof plate design lines coincide with joint center velues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TRUSS SPAN 9'- 11.6' 1.MB( 0) 86 4WR/DD) 0 LUMBER: SPECIFICATIONSKODLOAD DURATION INCREASE 1.15 1.2-2=)-560) 497 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 3-4.(-139) 88 BC: 2x4 KDDF #1&BTR LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 12.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. L ON BOTTOM CHORD = 12.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -22/ 375V -199/ 435H 5.50" 0.60 KDDF 625 OVERHANGS: 12.0' 0.0" 5'- g,2' 0/ 138V 0/ OH 5.50' 0.22 KDDF � 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 19.2' -417/ 138V 0/ OH 5.50' 0.61 KDDF ( 625 MC,M2OHS, 18HS (or = eprefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50' 0.17 KDDF ( 625 M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. so ' r' ,r 1. r 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 = 0.144' @ 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. Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 14.00/ Truss designed for wind loads in the plane of the truss only. N � O N N � O c") O o 5' M-3x4 - ), y ), 1-00 6-00 3-11-09 (PROVIDE FULL BEARI-4-16-3-5-0-41 � ¢ O PR Or s JOB NAME: 5-A POLYGON NH - J10 sale: 0.2937 ` % JtC `°�� WARNINGS: GENERAL NOTES,unless otherwise noted: � 'g�/'OPE 1.Builder and erection contractor should be advised of all General Notes 1.This h s deing coIs mpbased Applicabilitylyon the of parametersaign parametersshwnand is properrn Individual +++2��///} Truss: J1 0 2x4 compression onfwebradng construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and et 10'o.c.respectively unless braced throughout their length by �r�st DES. BY' E E Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathe d throughout 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** 4 OREGON (C SEQ 4.No loade should rbe applied to any component until after all bracing and 4.Installation assumes trutrusses Is the are to be responsibility In the non-corrosive contractor. /� 2.4 S E Q. : 60371 72 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. LSV 7}� 14 design beds a appIed con to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if A R!RIO- 6. 4 t TRANS I D: 406556 s.CompuTrn,hes lin, pl over end assumes no respoonent.for the recess t 1 t O- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set fortis by 8.Plates shall be located on both faces of truss,and placed so their center ished upon ines coincide with joint center lines. 1111111111111111111111111 MIITek SA,Inc..//CompuTrus I,copies of (Software 7ch will be .6.6(1 L)-E request. 10.For lDigit iisicicote size p/ale design values see ESR-1311,ESR-1988(MITek) TPIA/IfTCA in In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-5=(OF/Cq=1.00 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2.3=( 0)) 86 2-5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2.3= -483I 427 BC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4= -111 48 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF XL 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) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 24/ 138V 179/ 39OH 5.50" 0.60 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 439V 0/ OH 5.50" 0.22 KDDF 625` M,M20NS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.2" -377/ 439V 0/ OH 1.50" 0.56 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 8'- 11.6" 50/ 55V 0/ OH 1.50' 0.09 KDDF 625` THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ,•`- �GDND 2• Design nn ked for n t( 5 psf)ygtift a -spa�'..,,.,I-•,I 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 = 0.153" @ 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 system and components and cladding criteria. Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6oTruss designed for wind loads in the plane of the truss only. cOo N '- O r-.v0miimimilmmi y J. y y 1-00 6-00 2-11-09 'PROVIDE FULL BFARING;Jts:2,5,3,41 JOB NAME : 5-A POLYGON NH - J9 �, � rRap- Scale: 0.3208 c.c f �Q tv WARNINGS: GENERAL NOTES,unless otherwise noted: N.' v lZZ/1 + 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual C• J (((9 w tN / ..I-- Truss: J 9 and Warnings before construction commences. building component.Applicability of design parameters and proper R 7�•_� E 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. /d,/R DES. BY• E E 3•Additional temporary bradng to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at f^ is the responslWNty of the erector.Additional permanent bracing of 2'o,c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). � I°1 It 9 3. Impact bridgingoiors lateral bracing required the wh ile showncontractor.• O SEQ. : 6037173 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses we to be used in a non-corrosive environment, "}XL A_OREGON �j TRANS I D: 406556 design bads be appNed to any component. and are for"dry condition"of use. '7 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 /� 41}� 14 rx0��_1_ fabrication,handNng,shipment and installation of components. necessary. s p T-. 6.This design is fumished subject to the Nmitations set forth by 8.Designateshall be located on bouate th faces e iof truss,,and placed so their center IIIIII VIII VIII VIII(IIII VIII VIII IIII IIII TPINVECA in SCSI,copPuT S SOftWB�7 6 6(1 L)E request. 10.DFor taint sizerde with of pla e i nihelves see ESR-1311,ESR-1966(MITek) � I�� M(Tek USA,Inc./Com 9. int center Ones. lines indicate size of plate in inches. EXPIRES:12/31/2015 This design prepared from computer input by 11111111This LUMBER-BC TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FOORCES) 86 4WR/DDF/CR=1'00 LUMBER: SPECIFICATIONSKDD #18BTRLOAD DURATION INCREASE = 1.15 1.2=)-410) 361 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-417 44 BC: 2x4 KDDF #1&BTR 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 L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 378V -1591 348H 5.50' 0.60 KDDF 625 OVERHANGS: 12.0' 0.0" 5'- 9.2" 01 138V 0/ OH 5.50" 0.22 KDDF � 625 Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 5'- 19.2" -359/ 132V 0/ OH 5.50" 0.55 KDDF 625 MC,M2OHS,M18HS,M16 ( no iTek prefix) =riepuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.8" -20/ 11V 0/ OH 1.50" 0.02 KDDF ( 625 M>Tek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I ^ D h nl d for nett 5 gsf)yptift at 24 'tic �oacing i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed 0.100" /1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' r MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6' Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178' @ 2'- 11.8' 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 19h at time of manufacture. it Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. v 0 0 rn 0 0 0 r/ 1.r) 21111.1.1.1.11.11.11.111MMEMI oi- _c 5►-� 0 M-3x4 I I I I 1-00 6-00 1-11-09 IPRQVIDE FULL BEARING its 9 5 3.41 �t,C) PRt7pe JOB NAME: 5-A POLYGON NH - J8 �, G)NEs, Scale: 0.3559 f ) el WARNINGS: GENERAL NOTES,unless otherwise noted: `P L- r J8 1.Builder and erection contractor should be advised of all General Notes 1•This building conmponenis t Applicability of only upon the design parameterrameters showns andnd proper for an Individual .,r Truss: J 8 end Warnings before construction commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction y o.c.and at 10'o.c.respectively unless braced throughout their length by �/"r,�mrr,. WIMP DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)dthroand/or drywell(BC). OREGON 40 DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /jam 4.No load should be applied to any component until after all bracing and 5.Design assumes tion of trusses sIs the ee to be used to a non he corrosive envire onment, /- v.,,4-f 1 4 ..L. SEQ. : 603 7174 fasteners are complete and at no time should any loads greater than end gra for"dry trul e s e oftis use A. design beds a noapplied con to any radassumes component. S.Design assumes full bearing al ell supports shown.Shim or wedge It 1 TRANS I D: 406556 S.CompuTrus has no,ship over and assumes no responsibility for the necessary.a �R IU fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6 This TPWYe design iisfurnished n funi,copiesbof will be furnished forth upon request. 9 Ines coinclde with oshall be enptt center on both lines.faces of truss,and placed so their center 111111111111111 11111 IIIA 11111 IIIA IIIA II IIIA IIII ill MITek USA,Inc./CompuTrus which Software 7.6.6(1L)-E 10.Digitsindicate connectorplale design values see ESR-1311,ESR-1989(MITek) EXP)RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES-3=( 0) 86 2-2-5/5=(0)(0) 0q=1.00 20 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-334) 185 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -83) 0 BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 11.6" OL 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) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 393V -133/ 325H 5.50" 0.63 KDDF 625 6'- 0.0' 0/ 146V 0/ OH 5.50" 0.23 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 6'- 0.0" -288/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOADIS A MINIMUM OF 10 PSF. )GOND. 2: Design checked for net(-5 ssf) uplift at 24 'oc spacing.) 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 TL CREEP DEFL = -0.003' @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3' Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290' @ 3'- 5.2" Allowed = 0.864" h' MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006' @ 5'- 11.2' 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All HHeights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N. load duration factor=1.6 CD Truss designed for wind loads 00 in the plane of the truss only. of 0 LS/-- CD A 5► -! M-3x4 f- ), ), ), ,1 1-00 6-00 0-11-09 (PROVIDE F B ARIN•'Ite•d 1 JOB NAME: 5-A POLYGON NH - J7 �� � pROF�tr Scale: 0.3882 `t, (2Z' �,d WARNINGS: GENERAL NOTES,unless otherwise noted: �� 4. �y 1.Bulkier 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.. !!lfff Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: E E stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stab il 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 DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,..�`wmr• , i{rgO 4.No load should be aany component g 3.2x Impact bridging or lateral bracing required where shown*+ r SEQ. : 6037175 fastened:are co peed to until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. CC complete and et no time should any loads greater than 5.Design assumes trusses are m be used in a non-corrosive environment, .f_.OREGON ({i TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. �l�t 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If , .4)., tS fabrication,handing,shipment and installation of components. 7.necessary. pr 4 1 4 rr- OK 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locaten assumes d ppuon both ate drainage siof truss,and placed so their center � i 'S,"y S- IIIIII VIII VIII VIII 111111111 Ill MiTek lnc.5C0 puT S Software 7.6.6I,copies of which will be (1 L)-E request. lines coincide with joint 1.Digitsr indicannecteroff plate in niinches.values see ESR-1371,ESR-1988(MiTek) 1 EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1.2=( 0) 86 2.4=(0) 0 2-3=(-223) 184 SPACED 24.0" O.C. BC: 2x4 KDDF 81&BTR TC LATERAL SUPPORT <= 12'0C. UON. LONDIOG BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLD 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0' 0'- 0.0" -34/ 402V -119/ 265H 5.50' 0.64 KDOF ( 625 TOTAL LOAD= 42.0 PSF ) 5'- 9.2' 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625 5'- 11.6' -164/ 201V 0/ OH 1.50' 0.32 KDDF ( 625 Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE to • M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-09 THE MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T ', MAX TC PANEL LL DEFL = 0.333' @ 3'- 7.0' Allowed = 0.572" MAX TC PANEL TL DEFL = -0.285" @ 3'- 4.9' Allowed = 0.858' j� MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19k at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 m hl h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.bl, Truss designed for wind loads in the plane of the truss only. N O to0 O V Co O co O p� �� 4�� -/ O M-3x4 A-- J, y y 1-00 6-00 (PROVIDE FULL BEARING•it • 4 I es JOB NAME: 5-A POLYGON NH - J65 �` PROFkG s Scale: 0.4179i 07 WARNINGS: GENERAL NOTES,unless otherwise noted: - lZt/ �- 92$/P E c' 1.Builder and erection contractor should be advised of all General Notes 1.buildingThis component.ApIs based plicability of n thedsignters shownperemeters andnd s prooper individual f Truss: J6 2x4 Warningsmbefore bracing construction commences. Incorporation of component is the responsibility of the building designer. 2.2,c4 compression web bracing must be lld where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ' 3.Additional temporary bracing to insure stability during construction 2'o.c,and et 16'o.c.rapoclNely antes braced throughout their length by ,,,,d= aa,. DES. BY: EE 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++ective contractor. 7 , OREGON �C 4.Na load should m lets an to any component until after all bracing and 4.(Design on of n assumesas is the tru trusses areato beuseed in a nonlity of the -corrosive sive envl onment, /� a 1' ry b` SEQ. : 6037176 designfastenern are complete and at no time should any loads greater than and ere for"dry condition"of use. ii.- VA -7 F 1 4 `O\ design loads be apposed to any component 6.Design assumes fug bearing at all supports shown.Shim or wedge if TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. �}i IR')�� fabrication,handing,shipment and installation of component. 7.Design assumes adequate drainage is provided. 6 This design is furnished TPIiWTCA in BCS(,copiesbject to the of which will beations set furnish dforth upon quest. 6 Plates coincidshall e with joifnt center cent r Snson both g of truss,and placed so their center p 1.7 111111111111111111111111111 MiTek USA,lnC./CompuTrus Software 7.6.6(1 L)-E O.FFor basic connectorplatetdesign values see ESR-1311,ESR-1968(MITep EXP(RES.12I31/ZO15 IIIIIIIIIIIIII 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 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1.2=( 0) 86 2.4=(0) 0 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 OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625` 1 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 16 0.0' 0/ 170V 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICON_ 2_Dp�ign h k d for n t(�pcf)splift a_ t 2�_s n BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" -/ MAX TLMCREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" MAX IC PANEL TL DEFL = -0.132' @ 2'- 10.3' Allowed = 0.705" 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 14.00/ not exceed 19% at time of manufacture. 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 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), w load duration factor=1.6 Truss designed for wind loads r o in the plane of the truss only. -4- m 0 r 0 r,•,- pm 0 mom ��4 M-3x4 y y y 1-00 6-00 IPAOVIDE F B ARIN•'Jts:2.3.41 JOB NAME : 5-A POLYGON NH - J5 ��-c0 PRprfi% Scale: 0.4549 �cj ! GIN'fir 'sj0 WARNINGS: GENERAL NOTES,unless otherwise noted: (, v /2Z 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 Gr~ .92 e Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper I p ". 2.2x4 compression web braang must be installed where shown+. incorporation of component is the responsibility of the building designer. �.•- DES. BY: E E 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at r" 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 ,ate. DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheet when C)and/or drywall(BC). ,,r/,"err - +Aar^ 4.No load should be eany3• impact bridging or lateral Medng required where shown++ applied to component until after all bracing and 4. laaon of truss is the responsibility of the respective contractor. `.CC SEQ. : 603 7177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, toe* 'ItOREGONS\ A.. TRANS I D: 406556 design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if <0 4 ��.. fabrication,handing,shipment and installation of components. necessary. 1 6.This design Is furnished subject to the imitations set forth 7.Design assumes8.Plates shall be caedppuon ne drainage isth faces o provided.s,and 1 `f eir center III VIII 111111111111111111111110111 MiTek Inc./CompuTrus Software 7.6 6(1 L)E request. 1er lines. 0 Dig is indicate sic lines coincide sizeerof plae dith joint esign inches es see ESR-1311 ESRd so m1988(MiTek) 4 EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1,1586 TC: 2x4 KDDF q1&BTR SPACED 24.0" O.C, -132) 131 BC: 2x4 KDDF pt&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES DL ON BOTTOM CHOAD = 10,0 PSF 0'- 0,0" -10/ 346V -81/ 1896 5,50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0' TOTAL LOAD= 42.0 PSF 3'- 10.8" 165/ 160V 01 OH 1.50' 0.26 KDDF 625 Connector pplate prefix desi nators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 01 60V 01 OH 5.50" 0.10 KDDF 625 C,CN,CI8,CN18 (or no prefix =CompuTrus, Inc n checked far net o<f _ lift at 24 "dc soacing.l M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Desi REQUIREMENTS OF IBC 2012 ANO 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 = -0.002' @ -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' 3.11-09 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.079" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" f14. 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" �� MAX HORIZ. TL DEFL = -0.002" @ 3'- 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. Wind: 140 mpht h=21,5ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), w load duration factor=l,6 Truss designed for wind loads c in the plane of the truss only. v Cu, N O (O O /- U.) , l''' 4 -/ CD M-3x4 1-00 6-00 IPROVID FULL BEARIN4Jts:2.3.4I �=0 P R Ores JOB NAME: 5-A POLYGON NH - J4 Scale: 0.5091 �G, GINati /, w� "`3/2z/1l 4-v 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 2 itTruss: J 4and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bradngto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at �� p ry ly 2'o.c.end at 10'o.c.respectively unless braced throughout their length by "err DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywal(BC). 44. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ „� OREGONJ, 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. �y v. `V SEQ. : 6 03 717 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L� N design loads be appeed to any component. and are for"dry condition"of use. 14 P 6.Design assumes hill bearing at all supports shown.Shim or wedge if (� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for thenecessary' iii R 11 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 ypon both feces of truss,and placed so their center I s coincide with Joint center lines. MIN VIII VIII VIII 11111 VIII In IIII MITe SAnIr1CJCompUTr S I,copies of ich will be furnished upon Softwef 7.6.6(1 L)E request. late In inches. U IFor Digbeits sicicon edorof plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201 5 IIHAI This desigMn BEpR-BrepCared from computer input by 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 BC: 2x4 KDDF#1&BTR SPACED 24.0" 0.C. 2-3=( 86 2.4=(0) 0 2-3=(-81) 106 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 BAG AREA OVERHANGS: 12.0" 0.0" UL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES TOTAL LOAD = 42.0 PSF 0'. 0.0" -5/ 318V -62/ 153H 5.50" 0.51 KDDF (2'- 10.8' -160/ 141V 0/ OH 1.50" 0.23 KDDF 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 53V 0/ OH 5.50' 0.09 KDDF 625) M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design che�kod fgr net( p�f)�plift at 4 'a cp ;nn I 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 = 0.133" MAX TL CREEP DEFL = •0.003' @ -1'- 0.0° Allowed = 0.133" 2-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6' Allowed = 0.254' 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' 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" 14.00/ ) MAX HORIZ. TL DEFL = 0.001' @ 2'- 10.8' NOTE:Design assumes moisture content does rr 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, cmo (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. 0 M 0 0 o/- o /- 10-A1111.11.1.1.111.1.1.1111111.11.1111.11.1.1.1111.111.11 .- 114 M-3x4 /--- 1, ,- 1, 1-00 (PROVIDE FU B ARIN t< 41 6-00 JOB NAME : 5-A POLYGON NH - J3 ) PROFS Scale: 0.5712 C�`�� elr l Z f! �-0 WARNINGS: GENERAL NOTES,unless otherwise noted: w CJ �✓ �] 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 4- .92$$P E r" Truss. J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 G 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,�/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateral braced at �/►' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respeclWey unless braced throughout their length by DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,/r�rr - 4/ 4.No load should be a any component3.to Impact bridging or lateral bracing required the where shown++ appied until afterdalllleater thanane 5.Design Installation trussesr isetobel usedsof theon-coctiveeoenrectnr. , �.a�OREGON �`,CC SEQ. . 6037179 fasteners are complete and at no time should any loads greater 5.Design assumes are to be Inc non corrosive environment, 4" TRANS I D• 406556 design loads be applied to any component. and are for"dry condition"of use. -7 r 0 R 4, " 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if - �i t 4 1j fabrication,handing,shipment and installation of components. 7.necessary. provided.s [�. ! �`- 6.This design is furnished subject to the Imitations set forth by 8.Plates shag be locatedn assumes ppon both faate cese iof truss, placed so their center +.: I�„y. V 1111111111111111111111111111111111111111111 Ones coincide with joint center lines. MiTPI/VWCA In BCSI,copies of which will be furnished e USA,Inc./CompuTrus Software 7.6.6(1 L En request. 1U Digits is Indsic connector fpelate In in helves see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIII�IIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 86 2.4=(0) 0 TC: 2x4 KDDF #1&BTO LOAD DURATION INCREASE = 1.15 2.3=(-62) 83 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. 008. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. SPECIES DL ON BOTTOM CHORD = 10.0 PSF 0 . 0.0" -34/ 295V -44/ 117H 5.50• 0.47 KDDF ( 625 OVERHANGS: 12.0' 0.0" TOTAL LOAD= 42.0 PSF 1 - 10.8' 1391 127V 01 OH 1.50" 0.20 KDDF 625) Connector pplate prefix designators: LL = 25 PSF Ground Snow (Pg) 6 - 0.0' DI SOV 0/ OH 5.50' 0.08 KDDF 625) C,CN,CI8,CNI8 (or.no prefix) = CompuTrus, Inc roan o• M,M2OHS,M18HS,MI6 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design checleg for nett-5 gsfl uplift at 24 'oc �oacing AEOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOA 1UPSF LIVE LOAD. TOP MAX LL OE FL = •0.002' @ •1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.004" @ 0'- 12.0• Allowed = 0.163" 1-11-09 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" '1(2 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.000"'P 1'- 10.8" MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.8" 14.00/ gg f notEeDxceednl9bsatetimelofumanufacturedoes Design conforms to main windforce•resisting �� system and components and cladding criteria. Wind: 140 mphl h=20.4ft, 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. N C7 O� =-414 M-3x4 > ) ) 1-00 (PROVIDE FULL BEARING'Jts:2.3.41 6-00 0 PROF 4. ss JOB NAME: 5-A POLYGON NH - J2 Scale: 0.6380 r• / c4., ` l2zl c Jo q WARNINGS: GENERAL NOTES,unless otherwise noted: Q !92.,.P C. 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual „„e,' ' �] and Warnings before construction commences. building component.Applicability of design parameters and proper Truss J 2 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. • 3.Additional temporary brad to insure stability dud construction 2.Design assumes the top and bottom chords to be laterally braced at � " mpo ry ng ty ng 2'o.c.and al 10'o.c.respectively unless braced throughout their length by ,,/'r,�n DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shealhing(iC)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++ I OREGON�(J (t 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. d S E Q. : 60371 8 0 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 1� 1 4 24� design bads be applied to any component, and are for"dry condition"of use. V to- 7. 8.Design assumes full bearing at all supports shown.Shim or wedge if /��+. V TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the necessary. 'r„ `:`�.. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces alrut uss,and placed so their center ines coincide with joint center lines. I IIIIII 1111 VIII II 11111 11111 11111111 MiiTeR SA,lncTPUNITCA in ./CompuTr s I,copies of (Software 7.6.6(114-E ch will be furnished upon request. t0.IFDog b sic connedorsize opletete in inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KOOF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2.4=)OF/Cq=1.00 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 1-2=( 0) 86 2.4=(0) 0 2.3=(-99) 174 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 BAG AREA OVERHANGS: 12.0' 0.0" GL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 10.8" -74/ 166V 0/ OH 1.50" 0.27 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0' 0/ 48V 0/ OH 5.50" 0.08 KDDF 625j M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 nsf Luplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed= 0.133" MAX 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" 0-11-09 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.001' @ 0'- 10.8" 12 MAX HORIZ. TL DEFL = 0.001' @ 0'. 10.8' 14.00 2 NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. Design conforms to main windforce-resisting ANCHOR TO RESIST UPLIFT system and components and cladding criteria. Wind: 140 mph, h=19.8ft, 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. IIS o r; v o,_ o co rn pig 0 0 N O� =' �4 -/ -3x4 f- y 1-00 y (PROVIDE FULL BEARING;Jts:2,3,4( 6-00 y JOB NAME: 5-A POLYGON NH - J1 .. IN 9 Scale: 0.6505 5NCza. 17/21// /0 WARNINGS: GENERAL NOTES,unless otherwise noted: � G '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 et. p P Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper .7 ®1 E r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r 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 DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuouslsheathing such lateral cing required e au red where shown or d ywell(BC). ,/ e 3.In Impact bridging Is bracing ity of the where e ++ 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. Cr S E Q. . 6037181 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, 7L. �}_Qt R �7( NtX �( TRANS I D: 406556 design bads be applied to any component and are for"dry condition"of use. %71 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 ' .� r� �AP fabrication,handing,shipment and installation of components. necessary. ` P-.[ 6.This design is furnished subject to the limitations set forth by 8.Planes shall be locateddppgn assumes on both te drainage a eesiofs�Wss,and placed so their center 1 I�1,. 110110111111111111111111111111111 MTeUSA,InC.5ConlpuTr/s Software 7.6.6(1 L EI,copies of which will be himished n request. 1de with joint center lines. U.Digits indilines cate size rof plate e in in helves see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 LUMBER SPECIFICATioen.CTTD1:“NS LOAD DURATION INCREASE = 1.15 1. 2=( 0) 86 2. 8=(-50) 53 8- 7=( 0) 18 TC: 2x4 KDDF R1& R SPACED 24.0" O,C. 2- 3 (.446) 269 7. 9=(-60) 63 3: 9_( j7) 73 8C: 2x4 KDDF R1& R 3- 4=(-411) 287 WEBS: 2x4 KDDF STALOADING 4. 5=(•237) 93 11:;(121 L( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 5- 6=( -83) 0 TC LATERAL SUPPORT = 12'OC" 006. DL ON OTTOM CHORD10.0PSFBC LATERAL SUPORT = 12"OC. UON. TOTAL LOAD42.0PSFBEARINGMAVERTMAXHOZBRGREQURED RG AROVERHANGS: 12. 11.6' LL = 25 PSFGround SnowP ) LOCATIONSRECTINSREACTINSSIZESQ.I . ( PECIES)0'• 0.0“...2 0127V -1331325H5.50' 0.46KDD ( 625)Connectorpplateprix designators: 2'• 10.8' 1591259V01OH1.50' 0.33KDDF ( 625)C,CN,CI8,CN18 (orpreP>x) CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY OO THESPATIA5'- 8•B" 0121V01OH5.50" 0.10KDDF ( 625)M,M2OHS,MI8HS,M16 MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" 2091 221V 01 OH 1.50' 0.28 KDDF ( 625) BOTTCHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(.-5 osf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L1240, TL=LI180 MAX LL DEFL -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TLMAXELL DEFL = -0.003" @ 6'- 11.6" Allowed = 0.096' 6-11-09 MAX TL CREEP DEFL = -0.003' @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.007' @ I'- 2.4" Allowed = 0.196' 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' NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. 12 / Design conforms to mein windforce-resisting 14.00 system and components and cladding criteria. Wind: 140 mph, h=23,3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l"6, m Truss designed for wind loads M 4x6 in the plane of the truss only. 0 Cr) 0 ,: o Allil.i of KA Nf�8 M-1.5x3 M-3x4 M-3x4 M 3x4 A- .1 y 2-03-12 3-08-04 1, .1 1, 1, 1.00 2-05-08 4-06-01 , , ,, 6-00 0.11-09 PROVIDE FULL BEARING;Jt5:2,4,9.5i Q,t0 P R OFL. cS JOB NAME: 5-A POLYGON NH - J7C Boale: 0.26B, ` . w� ` izzIT 1:9 WARNINGS: GENERAL NOTES,unless otherwise noted: ' ��t t P E c' 1.anand or contractorshould bem advised of all General Notes 1.This component.Apis based plicability ofn the Parameters shown design parametersandnd profoppeen indhridual , Truss: J7C and Warningscompression beforebracing construction must be commences. Incorporation of component is the responsibility of the building designer. 2.2x4 web be stability where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 4.1411011." 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , ,. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(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++ 19 OREGON ((� • 4.No bee should bem le eAan to any component should until ewer all bracingar and 4.Installation of truss Is the 5.Design assumes trusses are Po be usseed In a nonty of the corrosive ee nvironment, Li. q y i 4 N SEQ. : 6037182 fasteners are complete toa at no mpo should any loads greater than end are for"dry condition"of use. P design bads hasbe no controln any r and assut. 8.Design assumes full bearing at all supports shown.Shim or wedge if r t l TRANS I D: 4 06556 5.CompuTrus no over and assumes no respons b lay for the necessary. P R y y"1•• fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. S T This design A furnn ished subject to the imitations which will be furnished forthuponbrequest. 8.lintes shall be s coincide with joint centeon r liness of truss,and placed so their center 12/31/2015 IpIII VIII 11111 11111 VIII VIII VIII IIII IIII MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.Digits Indicate size of design values see ESR-1311,ESR-1988(Wok) EXPIRES: IIIIIIIIIIIII 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=(-32) 52 7.6=1 0� 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.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 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=(-112) 82 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,CI9,CNI8 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 WI 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 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" s MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" o MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /-4X6 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 7-101 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. toc. 00011111111111111111144 xri Atie ci A- 1, y y 2-03-12 3-08-04 1" y y y 1-001, 2-05-08 3-06-08 y 6-00 LEBOIDLEULLEARllica'Jts'2 4 8 51 JOB NAME: 5-A POLYGON NH - J6C -(� C� PROF�s Scale: 0.3244 �j GIN s,_ WARNINGS: GENERAL NOTES,unless otherwise noted: 4, ..3./21/P19 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 ' .92 0 0 PE 1. c" Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 77G 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability dudng construction 2•Design assume the top end bottom chords to be laterally braced at b the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , ,4111. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 2x Impact sheathing such as plywood required where shownend/or d yweN BC. , CC ,.+ No load 9 9 3.2x Impact bridging or lateral bracing required where ++ SEQ. : 6037183 4.fasteners are completuld be e and at no time should any loads greated to any component until after an tcing er than d 4.Installation of 5.Design assumes trusses are is the fo be used inof the a non+»coctive contractor.orrosive environment, �'L 4.OREGON TRANS I D: 406556 design bads be appiied to any component. end are for"dry condition"of use. If Q 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 /A 'T'. 14• ,2p 4 fabrication,handling,shipment and Installation of components. necessary. s pr 0� S.This design is furnished subject to the imitations set forth by 8.Pla7. tes be locateassumes donboth faces ate drainage iof truss,and placed so their center FIR10.- 6. 1111111101111111111 M Te USA, /Co puT S Software TPINVICA in BCSI,copies of which will be o+7.6.6(1 L)-Enished upon request. 1nt center lines. 0 Digits rindicate size of connector lines coincide with Iple et design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1E1111This LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-7=(-32) 52 7.6=( 0) 18 TC: 2x4 KDDF N1&BTR BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-372) 267 6-8=(-39) 62 6-3=(3-4=(-338) 286 3-8= -76) 48 0) 52 WEBS: 2x4 KDDF STAND 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 <= 12'0C. UON. DL ON BOTTOM CHORD = 142.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" 0.0' . LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector late prefix designators: 2'- 10.8' -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) p 5'- 8.8" 0/ 61V 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 5'- 18.8" -83/ t61V 0/ OH 1.50" 0.16 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )GOND. 2: Design checked for net(-5 pnf) uplift at 24 "cc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, 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" MAX TO PANEL LL DEFL = 0.016" @ 4'- 7.5' Allowed = 0.290" 5-11-09 MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5' Allowed = 0.434' '( 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 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 14.00 / Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DLr), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. v M-4x6 o o t c0 CD A or� LO 8-_. -/ o �__ o M-1.5x3 M-3x4 M-3x4 M-3x4 2-03-12 3-08-04 J, y y y 1-00j, 2-05-08 3-06-08 j 6-00 )PROVIDE FULL BEARING:Jts:2.4.8.5) ,cO PROPeo JOB NAME: 5-A POLYGON NH - J5C Scale: 0.3224 `5 GIN 44.., -7 WARNINGS: GENERAL NOTES,unless otherwise noted: !9 P E 1'"" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J 5 Cand Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bredng to insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 40000. 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by "�mrr DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). /`' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON �C 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. A `y SEQ. : 6037184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G. -O R 1 4 `,0\ [` design loads be applied to any component and are for"dry condition"of use. V P As 8 Design assumes full bearing at all supports shown.Shim r wedge it t (9 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. '��R R 11-�- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shag be located f pon both faces of truss,and placed so their center 1111111111111111111 MTTpe SA�nlnc./CompuTrus SCSI,copies of ISOflware++7.6.6(1 L)-Ech will be furnished upon equest. with joint center lines. late in inches. 10.Iines Forr be Ic incide coo connector diate size oplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This dFIC LUesignMBER-Bprepared from computer input by CIC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX) MEMBER FORCES) 4W7-6DF/Cg0).10 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 86 6.8=(-78) 82 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-- 4) 0 6.8=(-70) 98 3-8=( 0) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5_( -14) 44 3.8=(-119) 86 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 6L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL =25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 10.0" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" 0/ 88V 0/ OH 5.50` 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfj uplift at 24 'oc soacinp.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX TC PANEL LL DEFL = 0.006" @ 10'- 2.4' Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201' MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8" MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/ Design conforms to main windfarce-resisting M-4x6 system and components and cladding criteria. Wind: 140 mpht h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �p ^ load duration factor=1.6 L' O Truss designed for wind loads in the plane of the truss only. hkb(O O^� IM ~ ` r.=� n, M-1.5x3 M-3x4 M73x4 O M-3x4 y y I 2-03-12 3-08-04 I I I I 1-00 , 2-05-08 3-06-08 6-00 !PROVIDE FULL BEARING;Jts:2,4,8I JOB NAME: 5-A POLYGON NH - J4C PROPE Scale: 0.4172 { NNP S� WARNINGS: GENERAL NOTES,unless otherwise noted: �` V /'tl,? /� .Trus1.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[. s: J4C and Warnings before construction commences. building component.Applicability of design parameters and proper - `P t 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bating to insure stabil ty during construction 2.Design assumes the top end bottom chords to be laterally braced at 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 DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired sheathing(TC)and/or drywan(BC). �/, , +/'A�' 4.No load should be a g 3.In Impact bridging iors theerel bracing required the wee a shown++ bean to any component untily afterdall bracing and 4.Design of es trussesr is re t responsibility in on-costive a environment, nrtt SEQ. . 603 7185 fasteners are complete and at no time should any loads greater than 5.Design assumes are to be used in a non-corrosive environment, -7 OREGON� TRANS I D: 406556 design bads be applied to any component. and are for"dry condition"of use. '7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'h 1 4 90.�h.S fabrication,handing,shipment and installation of components. . esnecessary. pr Sl rA��+. ` 6.This design is furnished subject to the limitations set forth by 8.7 Plate snshall be locateddpassumes a duon both facesiosf truss,and placed so their center 11111110111111111 MfTPINVTCA eUSA,lnc./CO Inc./CompuTrus Software BCSI,copies of which will be h+7.8.6(1 L)-Enished upon request. 1U Digitsr indicannederof plate designnlines coincide velth joint center helves see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 LUMBER SPECIFICAT!en.7TD<,:imiSxpi LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-6=(-58) 82 6-5=( 0) 18 TC: 2x4 KDDF N1& SPACED 24,0" O.C. 3.4 5 7-(-70) 98 9-3") 110) 86 BC: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT12"OC. UON, LL( 25,0)+DL( 7.0) ONTOP CHORD = 32.0PSFBEARINGMRTRIRAREABCLATERAL SUPPORT12"OC. UON. DLONBOTTOM CHOAD = 1 .0PSFLOCATIONSRONSS SN. CIES)TOTAL LOAD = 4 .0PSFg'- 0.0" 3317VH 0625OVERHANGS: 12. 0,0" LL = 25PSFGround Snow (PR) 2'- 10.8' 10872VH 06256'• 0.0" 088VH 0625)Connector pplate prdesignators: LIMITEDSTORAGEDOESNOTAPPLYDUETOTHESPATIALC,CN,CI8,CN18 (or refix) = CompuTrus, Inc REQUIREMENTSOFIBC2012ANDIRC 2012NOTBEING MET, (GOND. 2: Designcked fnfat ' xcing.)M,M20HS,MiBHS,M16Tek MT ser>es BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'• 0,0" Allowed = 0,100' 2-11-09 11 09 MAX TL CREEP DEFL = -0,003" @ -I'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004" @ 2'- 3,8" Allowed = 0,159' MAX LL DEFL = 0,000" @ 0'• O"0" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.006' @ 1'- 2.4' Allowed = 0.196" 12 MAX BC PANEL TL gEFL = -0.008" @ 3'- 9.4' Allowed = 0.201" M 4x6 MAX HORIZ. LL DEFL = 0,005" @ 5'- 8.8' 14.00/ �l MAX HORIZ, TL DEFL = 0.006' @ 5'- 8.8' �O not exceed assumes moisture content does not exceed 19� at time of manufacture. o Design conforms to main windforce-resisting system and components and cladding criteria. u; o Wind: 140 mph h=2lft, TCDL=4,2,BCDL=6,0, ASCE 7.10, M 'All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss on y. 0 0 pp ' oP�III II MM. l�m o M-1.5x3 Ox- hf-3x4 0 M-3x4 M-3x4 1, y y 2-03-12 3-08-04 1, ), y y 1-00 ,, 2-05-08 3-06-08 y 6-00 I PROVIDE FULL BEARING:Jts:2,4,7( (c'i\-� PRO JOB NAME: 5-A POLYGON NH - J3C 3cale: 0.5570 • Gm,., � Zlr� /Aro 4q WARNINGS: GENERAL NOTES,unless otherwise noted: [�' ..G,,2.. r E 1-" 1.Builder and erection contractor should be advised of all General Notes 1.This d'egscois mpbassed Applicability of parameters raig terrrashown andand is properfor individual Truss: J3C and compressionWarnings before construction commences. Incorporationbuildiof component is the responsibility of the building designer. //fir' 2. web bracing bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at r 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,�tarr , DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). III. �` CC DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGONt. / C 4.No load should be appied to any component until after all bracing end 4.Installation of truss Is the responsiblity of the respective contractor. -GAO q 14 2"�� S E Q. : 6037186 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for"dry condition"of use. TRANS I D: 406556 design loads be applied to any component 6,Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. 41/ '{ f }�� Wr fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 11111 VIII 1111111111111111110111111 IIIVIIIVIIIVIIIVIII(III(III M Te joint center lines. SA,Inc.TPI/WiCA in S/CompuTrus I,copies of (Software 7.6.6(1 L)-Z request. lines coincide 1 90..ch will be furnished upon FDog is Indicate ssizeplate off pate in inches. design values see ESR-1311,ESR-1988(MITeIQ EXPIRES:12131/2015 IIIIIIIIIIIIII 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 Al&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. 2.3=(-96 1-2=( 0) 86 2-6=(-30) 39 6.5=( OI 8 WEBS: 2x4 KDDF STAND 3.4=1.33 LOADING ` 0 49 0 5-7=(•43) 53 5.3=35 3.7= -56 45 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 6L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) r LL =25 PSF Ground Snow (Pg) 0'- 0.0' -33/ 281V -44/ 117H 5.50" 0.45 KDDF ( 625) Connector plate prefix designators: 1'- 10.8" -144/ 97V 0/ OH 1.50" 0.16 KDDF ( 625)18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 62V 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. ICOND. 2: Design checked for net(-5 ant) uplift at 24 "oc spacing.: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L1180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ •1'- 0.0" Allowed = 0.100" f '1 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-4x6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7" 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. CD Design conforms to main windforce•resisting 4*eriwwim......_ system and components and cladding criteria. o Wind: 140 mpht h=20,4ft, TCDL=4,2,BCDL=6.0, ASCE 7.101 cu (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Load duration factor=l.6 o Truss designed for wind loads in the plane of the truss only. th O,_ �Lo aAp__..„„......... -/ o� �� - M-3x4 al M 1.5x3 '/ 6 M-3x4 M-3x4 1 A- ), y y ,1- 1-03-12 4.00-15 0-07-05 y y y y 1-00 , 1-05-08 4-06-08 y :PROVIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME : 5-A POLYGON NH - J2C ,t�, �s 0 PRnfi Scale: 0.6194 r s�l., WARNINGS: GENERAL NOTES,unless otherwise noted: (, , a. rf 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 e . .921®p L IP r Truss: J2C and Warnings before construction commences. building component.Applicability of design parameters and proper J 1i 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to insure steblity during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 411111..- 441110 DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as pywood uireNing(T s and/or drywall(BC). /.rmrr 4.No load should be aany component3.In Impact bridging or lateral bracing required where shown++ SEQ. : 6037187 fasteners are co applied to until after ll bracing and 4.Installation of truss is the responsibility of the respective contractor. tIt o complete and at no time should anyloadsgreater than 5.Design assumes trusses are to be used in a non-corrosive environment, ib_Q�EGON2:6� �`4/ TRANS I D: 406556 design loads be appled to any component and are for"dry condition"of use. !/��al � a 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if c./ 1 4 '!- tabdcatlon,handing,shipment and installation of components, 7.necessary, provided. r,fyf �1y 6.This design is furnished subject to the Imitations set forth by 8.Plates shag be located ponn assumes eboth faces e lof trss,and placed so their center !� 'i„� fS 11111011111111111 Mire USA,Inc./CompuTrus Software 7.6 L)ZI/WTCA In BCSI,copies of which will be furnished upon request. 1fines coincide with joint center lines. 0 Digits tonne of values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WAIDDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE 1.15 1.2=( 0) 114 24=(0) 0 TC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 23=(-159) 91 BC: 2x4 KDDF N1&BTA TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 14!:3001::g 2.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES DL ON BOTTOM CLOAD = 10.0 PSF g - 0.0' 821 513V 57/ 192H 5.50' 0.82 KD�F ( 625 OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 1.. g.2' .113/ 294V OI OH 5.50' 0.47 KDDF 625 Connector pplate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8' 1011 192V 0/ OH 1.50' 0.31 KDDF 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc cOND 2 Desyg ad far net( 5 o�f1 uplift at 24 'oc soacin6 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=LI240, 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" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I �� Design conforms to main win dforce-resisting 12 system and components and cladding criteria. 7.00 Wind: 140 mph h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 0 rn 0 CO 0 0� 2`� 4►-4 0 M-3x4 1 A- 2-00 2-00 5-11-13 'PROVIDE FULL SEARING:Jts:2,4.31 9, P R Opt�� JOB NAME: 5-A POLYGON NH - SJ2 3oale: Q.4B59 CI TINE /° WARNINGS: GENERAL NOTES,unless upon se noted: "4- !7 IIIP E i' o rf 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.284 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporarybracing to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at r � 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r�rr 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. 3.2z Impact bridging or lateral bracing required where shown++ OREGON +L 4.No load should be appied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. L/O 1 a ZOO S EQ. : 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, design loads be applied to any component and are for"dry condition"of use. ¢, i. 6.Design assumes full bearing at all supports shown.Shim or wedge if j�,� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. 1G L fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is Provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII'III IliiMirelines coincide with joint center lines. SAnIncJCompuT us I,copies of (Software 7.6.6(1 L)E ch will be furnished upon request agicioplate Digits indicate plate design values see ESR-1311,ESR-1988(MITek) EXPIRES.12/31/2015 IIIIIIIIIIIII 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=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF M1&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 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" -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 KDOF ( 625C C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek Mseries LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin6 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 = -0.036" @ -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 TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 7.00 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% 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, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.bt Truss designed for wind loads o in the plane of the truss only. N cu O) O co O/- m j11111111 O ,� co/- 2►0 4�� -, M-3x4 1 ,1 y ,1 ), 2-00 2-00 1-11-13 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5-A POLYGON NH - SJ1 scale: 0.6869 �5� GIN` �/VA� WARNINGS: GENERAL NOTES,unless otherwise noted: 44 I2 G' 'v'-sr 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 . `PE C"" Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+• Incorporation of component is the responsibility of the building designer. �/ 3.Additional temporary bracing to Insure stability 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 drywatl(BC). ',DAT E: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ lirIt C/� 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON ' S E Q corrosive environment, L„ Q0,bc 4, TRANS I D: 406556 design loads be applied to any component end are for"dry condition"of use. / 45.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tot bearing at all supports shown.Shim or wedge If Q 1 4 2. �T fabrication,handing,shipment and installation of components. Decessary. 6.This design is furnished subject to the imitations set forth7.Design assumes adequate drainage is provided. '11F41:11.1..\- ) 11111111111111 V 91 by 8.Plates shall be located on both faces of truss,and placed so their center TPINVECA In BCS',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 IIIIIIIIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-37) 50 3-5=(-178) 140 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.3=I-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"0C. UON. OL 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,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(•5 psf) uplift at 24 "6c spacin6.l 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' T f f MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8" 12 MAX HORIZ. TL 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 m ht h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, il All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.61 Truss designed for wind loads N in the plane of the truss only. 0 v O) 0 igigil Q N CV V7 --/- 0!) -� m o� 2► ►�s -/ 1 M-3x4 M-1.5x3 y ), ), 5-05-12 0-03-12 * y * 2-00 5-09-08 , 0 PROF JOB NAME: POLYGON PLAN 5A NH - H2 ,<(,, )N Ssi Scale: 0.6156 !`�(Q,0(� I WARNINGS: GENERAL NOTES,unless otherwise noted: 4`t✓�\ v' 'i• / -,"� rf 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual tt• T.92.•P E r- Truss: 1 u 12 and Warnings before construction commences. building component.Applicability of design parameters and proper. ���/ / 2.204 compression web bracing must be installed where shown+, incorporation o1 component is the responsibility of the building desgner. / l/�' 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 1 ',�` 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: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! eC�;" 4.No b7ad should be apphed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON !' SEQ. : 604 8198 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, . t j �� design loads be applied to any component. and era for"dry condition"of use. / -7 kr.D -.k.. TRANS I D: 407311 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 4 15 fabrication,handling,shipment and installation of components. necessary. n`S ` 7.Design assumes adequate drainage is provided. rl LA- 6.This design is finished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center III VIII III I 1011111111 VIII IIII IIII TPI/WTCA in BCSI,copies of which will be famished upon request. git coincidewith joint center che. 9.Digits indicate size of plate in inches. e. 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 1101111 1I1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/4a1.00 TC: 2x4 KDDF AI&BTR LOAD DURATION INCREASE = 1.15 1.2=S 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&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,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. IDOND. 2: Design checked for net( pafJsptift at 24 "dc spacing 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 4.00 D MAX HORIZ. LL DEFL a -0.000' @ 2'- 6,2' 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 in the plane of the truss only. '' v O N O O T� to M•3x4 4 /- 1, y J. 2-00 2-07 OD PRDP JOB NAME: POLYGON PLAN 5A NH - H1st, ass Scale: 0.7786 Cl.N-- I`fN Jri49 /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1Jj v/J.7/l / *.;y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual (t' 14 92.S PE r Truss: 1 u 11 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 dudng construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: E E 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 1174001.7. the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood )and/or drywall(BC). ,,/"r,1�! DATE: 9/3/2014 Po y g 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of trussis the responsibilityof the respective contractor. OREGON SEQ. : 6048199 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �L �/ TRANS I D: 407311b W design be applied to any component. end are for"dry condition"of use. 6mX11.5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if <© '7/ 14 2. �"'"' fabrication,handing,shipment and installation of components. 7. necessary. e Is p /�'�j 131 t ry 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatn assumes edonboth facate es of truss, nd placed so their center "'r l rt 11.- V ch will be furnished upon lines coincide with int center Rites. IIIIII I Nig VIII VIII VIII VIII IIII IIII MiTTPI/WTCA In BCSI,copies of e USA,InC./COInpuT ss(Software 7.6.6(10-E request. 10.For basic connectorop ate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of late In inches. EXPIRE5:12131/2©15 101111 11 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 N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 86 2-6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=�-581 500 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5 -21) 0 = -164 90 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4.5= OVERHANGS: 12.0' 3.0" DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 0'- 0.0' -22/ 138V -204/ 454H 5.50" 0.60 KDDF ( 625` M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 5'- 10.0" -421/ 122V 0/ OH 1.50" 0.16 KDDF 625 0 10'- 0.0" -125/ 122V 0/ OH 1.50" 0.16 KDDF 625 THE BOTTOM CHORD DEAD AD IS A MINIMUM OF 10 PSF, ICONO. 2: Design checko__._ d for net(-5 pan uplift at 24 "oc a a ;nn 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 = -0.000' @ 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 TC 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 /14.00/ ' not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. cuWind: 140 m ht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o p(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0Load duration factor=l.6owTruss designed for wind loadsco in the plane of the truss only.0 rn0 1, ), 1. y 1-00 6-00 4-03 [PROVIDE F B ARIN•'Jts'2 6 41 JOB NAME : 5-A POLYGON NH - J12 scale: 0.2960 ��j�(..00 P a��4,,p,6, WARNINGS: GENERAL NOTES,unless otherwise noted: (L� i G GW,/J `II- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . .92 0 4 P Truss: c"' J 12 and Warnings before construction commences. building component.Applicability of design parameters and proper r G 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component is the responsibility of the building designer. DES• BY EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibilityof the buildin designer. continuous sheathing such as plywood sheet when C)and/or drywall(BC). Y„f:fir , 4�1it� 9 g 3.2x Impact bridging or lateral bracing required where shown++ M f� 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. n ^CC y`, S E 0corrosive environment, QFtEG(3N TRANS I D• 406556 design loads be applied to any component and are for"dry condition"of use. " 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if '2 "'-1�k 1 4 2,Q -k". fabrication,handing,shipment and installation of components. necessary. provided. illi O t �� 6.This design is furnished subject to the irritations set forth by 8.7.Platesnshall be locatassumes ed�on both fate g se iof trs,and placed so their center { RIO - 6.VM7eUSA,Ir1CJCOmpuT S Software 7.6.6(1 L)E I,copies of which will be furnished upon request. 1de with joint center lines. 0.Foribasiciclines ion ectoroplatetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11141This LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 LUMBER 4PECIFICATIORS DURATION INCREASE = 1.15 1.2=) 0) 86 2-4=(0) 0 BC: 2x4 KDDF N1&BTR LOAD SPACED 24.0' O.C. 2.3=(-217) 180 BC: 2x4 KDDF N1&BTR 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 REOUTAED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -32/ 399V -117/ 260H 5.50' 0.64 KDDF ( 625 ` OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 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 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE I NCO D 2 Degign rtiecked for net(y gaf) Lplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MTseries LIVE LOAD AT LOCATIONS1 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 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 TL DEFL = -0.260' @ 3'- 4.1" Allowed = 0.838" lrjjllMIMIMIMIMIMIIMIII 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 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hl h=22.6ft, TCDL=4.2,BCDL=8.0, ASCE 7-tOt (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ,n in the plane of the truss only. 0 c; 0 or00co0 uiV0 J, ) ), 1-00 6-00 (PROVIDE FULL BEARING' t 4. I �,�tC1 PROpen JOB NAME: 5-A POLYGON NH - J13 Scale: 0,4281 �5 GINE /� 44 ` lZzl 17 WARNINGS: GENERAL NOTES,unless 0 her tse noted: 47 *9 'P E 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 Truss: J 13and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability dud construction 2.Design assumes the top and bottom chords to be laterally braced at pil ry 9 ty ng 2'continuous and at 10'hin respectively cod s braced(TC)and/or dear length by "gyp" . DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood ahead ing(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++ -r/ OREGON SEQ. 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_ S E Q" : 603 7169 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, . /, j 4 0�� L design bads be applied to any component. and are for"dry condition"of use. S,\- 8.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 406556 a.CompuTrus has no control over and assumes no responsibility ents.for the necessary. ' 1 L) ``\ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces ofrtruss,and placed so their center will be furnished upon ines coincide with joint center Ines. 1111111 VIII VIII VIII VIII VIII VIII(III(IIIMire USA,Inc./CompuTrus iSoftw B 7.6 6(1 L)E request. f plate in inches. 0.I9.F Digits basic connectorcate size opplaate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111011 11 IIII 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 KDDF#18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5126 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF #18BTR 2- 3=S-3372 842 7- 8= -680 2954 2- 8=(-1360) 424 WEBS: 2x8 Dx4 FD SSSTAND;; LL = 25 PSFLOGround Snow (Pg) 4- 5=ING 3- (-3376-3446 750 9- 5=(.370) 1988 8- 4=1990 8- (f -156) 4854 306 2x6 KDDF k2 B TC UNIF LL( 50.0)))+DL 14.0 = 64.0 PLF '- 0.0" TO 11'- 8.0" V 5- 6=) 0) 86 4- 9=) -176) 84 BC UNIF LL, 522.4+DLI 375.21= 897.6 PLF 0'- 0.0" TO 4'- 8.0' V TC LATERAL SUPPORT <= 12'OC. 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 KDDF625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0' -688/ 3059V 0/ OH 5.50" 4.89 KDDF ) 625` Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Jr J2 ) complete trusses required. MAX LL DEFL = 0.021" @ 3'- 1.3' Allowed = 0.537" oin together 2 ply with quird. DIA GUN MAX TL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" 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 rows throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5" *** HANGER TO APPLY CONC. 9" oc in 1 rows throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. # 9" oc in 2 rows throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-1 0 not exceed 19% at time of manufacture. 3-03 2-07 2-07 3-03 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 m ht h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, J M-4x6 'All Heights), Enclosed Cat. .0 2, Exp.B, MWFRS(Dir), 14.00/ 4 „ \14.00 load duration factor=l.bt 3 inTruss thedplaneed offor thewloads truss only. $I1IIL iM-5xo 1 " 7 8 9 M-3x8 M 8x10 M-1.5x3 M-5x10 o *** y y ,1,3551# , y 3-01-04 2-08-12 2-08-12 3-01-04 1, 1, ), 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 PR JOB NAME: 5-A POLYGON NH - D3 Scale: 0.2557 `c. GINrOOO.7,„ `S/, WARNINGS: GENERAL NOTES,unless otherwise noted: <t,/ - I z ii !C -.y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 T. •PE r" Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ity permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). ,,/""V!- � • DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ yi ir 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON to SEQ. : 6 03 7166 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, 3rd 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 Q 1 4 2. �~E- fabrication,handling,shipment and installation of components. necessary. s pr p MIA-�y 6.This design is furnished subject to the Imitations set forth by 8.Plategs shall be locaten assumes gd on both faces drainage of truss,and placed so their center -"+l f'7 1�� V s de with 11111111111111111111111 M Te USA,IncTPI/VWCA In ./CompuTrus Software 7.6.6(1 L)E I,copies of which will be furnished upon request. 10 Folinr baste connector nectoroplate design values see ESR-1311,ESR-1988(MiTek) int center lines. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" 0060 2 Design checked for net( s pcflyntift at 24 "gc spacing I TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD= 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mpht h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T 1' 1212 HM-4x4 /- 14.00/ 3 \14.00 * 0 in 0 w --/0 C:, r to 41111lIllIllk N.. M 4 M-3 -3xx4 0 J, y J, y 1-00 11-08 1-00 r0 PRop4- JOB NAME: 5-A POLYGON NH - D1 Scale: 0.3526 ``p<(,. G(N4b. i4A� WARNINGS: GENERAL NOTES,unless otherwise noted: � = „t-1Z Gr "�"S 4 � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' 7GC.- r and Warnings before construction commences. building component.Applicability of design parameters and proper ..+!/ Truss: D 1Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at -. .ram• 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0,4ae^"'... DES. BY: EE is the responsibility of the erector.Add tional 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++ OREGON f�� SEQ. : 6037165 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' A.O W 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, .,+ -rJ1 b�' design loads be applied to any component. and are for"dry condition"of use. .2 -1'4 7 1 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handing,shipment and installation of components. nesigsary. �jC'-ty R`L1 7. necessary. Design assumes adequate drainage la provided. +�"Ti L'' 6.This design Is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center wh ch TPI/WTCA in BC copies of will be furnished upon lines coincide joint center Ines. 1111111 11111111111VM7@ USA,InCS/Compulr s(Software 7.6.6(1 L)E request. 19.0.FForr Indicate plateof pptdesign values see ESR-1311,ESR-1988(MiTek) , EXPIRES:12/312015 I IIIIIIIIIIIIII 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-24) 286 6.3=(0) 307 BC: 2x4 KDDF#18BTR 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. 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 SO.IN. (SPECIES Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 0'- 0.0' -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 8.0" 111/ 604V 0/ OH 5.50' 0.97 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LEAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc sooting"j 5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f f f MAX TLMCREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 12 12 MAX LL DEFL = -0.002' @ 12'- 8.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003' @ 12'- 8.0" Allowed = 0.133" 14.00/ \14.00 MAX TC PANEL LL DEFL = 0.281' @ 8'- 6.5' Allowed = 0.557' 34.0' MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1' Allowed = 0.835" AK MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5' MAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (AlHeights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6Truss designed for wind loads in the plane of the truss only. 0ui 0co 0- oo� /111\1\ oo ..5x3 M-3x4 1, . ,L 5-10 5-10 y i.' y )- 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D2 Scale: 0.3596 \5�tiGPN �`�/p WARNINGS: GENERAL NOTES,unless otherwise noted: 451 2Z 1- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC !92$'PE "P°y-- 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 a, Incorporation of component is the responsibility of the building designer. 411,/�r. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4601.1* 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 DATE: 8/22/2014 the overall structure Is the responsibilityof the build n designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC), /r�n 9 9 3.2x Impact bridging or lateral bracing where shown a a 4.No load should be appto any component until ager all bracing and 4.Design of truss Is the responsibility of the respective contractor. S E Q. : 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, pL A_ RE�ON TRANS ID: 406556 design bads be applied to any component. 8.Desi are for n condition" of at all supports '7 5.CompuTrus has no control over and assumes no responsibility for the g 9 shown.Shim or wedge If '/Q 14 2•Q P�.. fabrication,handing,shipment and installation of components, 7.Design asnecessasumes adequate drainage is provided. �y p t 8.This design is furnished subject to the Imitations sat forth by 8.Plates shall be locatedonboth feces of truss,and placed so their center r'1 ri�.1..`+' ide with int center Ines. 1111111111111111111111 MtiTPI/WTCA in e USA,Inc./CompuTrus Software 7.6.6(1 L)E request. 10.For basiclines cconnectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 i 11111111 This 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&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 86 2- 9=(-1252) 5318 2- 3=(-8954) 2004 12- 7=( -820) 282 BC: 2x8 KDDF #1&BTR2- 3=) -8954 2004 9.10= .1252) 5318 9- 3= -102) 114 7-13=( -474) 2142 S WEBS: 2x4 KDDF STAND; LOADING 3- 4= -8738) 2060 10-11.(-1284) 5552 3.10=1 192 616 7- 8=(.10200) 2302 2x6 KDDF #2 A LL = 25 PF Ground Snow (Pg) 4- 5= 6390 1640 11-12=i-1154i 5472 10- 4= -900 3994 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'- 0.0" TO 20'- 6.0" 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 BC UNIF LL( 522.4(+DLI 20.0 = 20.0 PLF 0'- 0.0" TO 71- 0.0" V 6- 7=) -8600, 2028 13- 8= -1324 6066 11- 5= -2388 9292 BC LATERAL SUPPORT <= 12'0C. UON. 375.2 = 897.6 PLF 7'- 0.0' TO 20'- 0.0" V 7- 8= -10200 2302 1g-16= -2680 680) 3752 BC UNIF LL( 0.0)+DL( 20.0 = 20.0 PLF 20'- 0.0" TO 20'- 6.0" V OVERHANGS: 12.0° 0.0" ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,CI8,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,N2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 01 OH 5.50" 15.19 KDDF ( 625 2 ) complete trusses required.i( BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP DO&D 2 De gip " d for nett 5 o�fl uplift at 24 "oc spacing Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: 9° oc in 1 MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' nisi throughout 2x4 webs,s) throughout 2x4 top chords, 5' oc in 2 rows throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9' oc in 1 row *** HANGER TO APPLY CONC. MAX LL DEFL = -0.069" @ 14'- 7.7" Allowed = 0.979" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.175" @ 10'- 3.0" Allowed = 1.308" LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL= -0.016" @ 20'- 0.5' 10-03 10-03 MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5" ,I' 1' T NOTE:Design assumes moisture content does f 02-04 f2-11-081 4-01-04 T 4-01 04 .2 09.12 3-04 . not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 M 5x8 system and components and cladding criteria.14.00/ \14.00 55.0" Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads t in the plane of the truss only. M-3x8u; M-4x12 -5x12M5x16M-5x16 li 0�M-eI� ao ' 1 ) 3 8 O M-1.5x3 M- x12 0.25" M-6x10 M-3x10 0 0 ***13751#-M-10x110(S) y y y , ,3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 , 1-00 20-06 ��,„to PROPE.es'� JOB NAME: 5-A POLYGON NH - C3 sale: 0.1661 �� �(" 90 /22/T ' WARNINGS: GENERAL NOTES,unless otherwise noted: F�c- 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 CC .92.O r f•" r Truss: C 3and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installedwhere s hown+, Incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bosom chords to be laterally braced at 41111.1"' ► 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE s 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++ ,� OR EGC N �I,. 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. �y v ^V SEQ. : 6037163 fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used in a non-corrosive environment, L� "Yfd �p design beds be applied to any component and are for"dry condition"of use. '7 j[� h. 8.Design assumes full bearing at all supports shown.Shim or wedge if �` TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. Cs ry t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r1 rt�1.- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locatedof onboth faces of truss,and placed so their center ished upon 111111 VIII VIII VIII VIII VIII VIII IIII IIII M Te SATPI/WTCA�Inc./CompuT B BCSI,copies of which Soflware 7m6.6(1 L)E request. O9..lines FFjoint center lines. orrlts basiciconneteect r platete in inches. des design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12131 2015 V IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' LORD Desi n checked for net s of plift at 24 'uc spacin.I TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 ( p )y BC: 2x4 DF $(1&BTR; SPACED 24.0" 0.C. NOTE:Design assumes moisture content does 2x4 KDDF Ni&8TR B2 not exceed 19% at time of manufacture. LONDIOG TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windfarce-resisting BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF Connector plate prefix designators: Wind: 140 mp ht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 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,M20HS,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 IAC 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 complete specifications. 10-03 10-03 T 12 TIM-4X4 12 /— 14.00/ 1!F 14.00 v (0 0 CO 4M-3x5(S) 11111 M-3x4 o 0il, �O o M-3x4 - 1, J- 6-10-15 13-07-01 1, y 1, y 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - Cl 0g pROF�r Scale: 0.2158 �j� ! IN s�'/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4,31 V j�21 f Et �it C 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 en individual i' .92.` G P c Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability 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 rsi• DATE: 8/22/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood requiredething(re shown and/or drywell(BC). /.�Irr . Isw� 9 3.2x Impact bridging or lateral bradng where shown++ 4.No load should be spied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. t SEQ. : 6037162 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �I- OREGON . design loads be applied to any component. and are for"dry condition"of use. d L�, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for Me 8.Design assumes full bearing at all supports shown.Shim or wedge If 1Q 4 1 4 `LQ 1�f fabrication,handing,shipment and installation of components. necessary.s �P... 6.This design is furnished subject to the imitations set forth7.Design assumes adequate drainage is pra. L��y }` ` IIIIII VIII VIII IN VIII VIII VIII Ill by 8.Plates shall be located on both faces of truss,end placed so their center Ft L.1• TPINYfCA in SCSI,copies of which will be furnished upon request. Tines coincide with joint fpt centerlate lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E In inches. 10.Fo basic connecto8. its incate size r plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-104) 734 3- 8=(-401) 388 BC: 2x4 KDDF N1&8TR SPACED 24.0' O.C. 2-3- 4='-1004-885 459 236 89-- 6=( -74) 602 8481 4-- 9=(-295) 595 595 WEBS: 2x4 KDDF STAND LOADING 4- 5= -885 459 9- 5=(-401) 388 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1.1004 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 BAG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,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 KDDF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOhD 2 Design checked for net(-Spot) uplift at 24 "oc asn cinn) 10-0310-03 VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1/180 ( T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 5-02 5-01 5-01 5-02 MAX LL DEFL = -0.024" @ 6'- 10.9' Allowed = 0.979" ? MAX TL CREEP DEFL = -0.043' @ 6'- 10.9" Allowed = 1.306" MAX LL DEFL = -0.002' @ 21'- 6.0' Allowed = 0.100' M-4x6 12 12 MAX TL CREEP DEFL = -0.003' @ 21'- 6.0' Allowed = 0.133" 14.00/ \14.00 MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5' 44.0" MAX HORIZ. TL DEFL = 0.015' @ 20'- 0.5" 0 NOTE:Design assumes moisture content does not exceed 19H at time of manufacture. `" Design conforms to main windforce-resisting system and components and cladding criteria. ,// Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 v e; 0 c; AlikkAh 0 0 s. ee 1 a • o M-3x4 60.25" M-3x4 M-3x4 a A- M-5x6(S) * y * * 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 es JOB NAME: 5-A POLYGON NH - C2 Sala: D.2044 �5 IjIN �hp_ 'o. WARNINGS: GENERAL NOTES,unless otherwise noted: 4444 tit2 Grl l 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4. 7� 0 t�E r rf and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C 2 2.2x4 compression web bradng must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at AMP' rtgw ryerector. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .r'A /am""" DES. BY: E E is the responsibility of the 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 bradng required where shown++ 4/OREGON )), �C 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. "� SEQ. : 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, A 2 �`� design loads be applied to any component. and are for"dry condition"of use. /� -7 '�4 p\ ^t+ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Dnecessary.eigassumes Tull bearing at all supports shown.Shim or wedge if f4 fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage Is provided. 41`R R I 1.-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,copies of wh ines coincide with joint center lines. 111111 VIII VIII VIII VIII VIII VIII IIII IIIIch will be furnished upo MTe USA,lncINVTCA in ./CompuTrus(Software 7.6.6(1L)-En .6.6(1L) n request. hes. 10.IFFor b indicate size connector plate design values see ESR-1311,ESR-1988(MIMI() t EXPIRES:12/31/2015 IIIIIIIIIIIIII This 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 4WA/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 72, 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 KDDF STAND B TC UNIF LL( 100.01+DL 28.0I= 128.0 PLF 12'- 0.0' TO 31'- 6.2" V 5- 7= -5197 1853 19.20= -2199 6298 17- 7= -1786 823 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL 50.0)+DL 14.0 = 64.0 PLF 31'- 6.2" TO 43'- 6.2' V 7- 8= -6026 2221 20-21= -2060 5951 7.18= 465 1243 BC 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) 222 384 9-10= -6194 2281 22-14=(-1415) 4765 19- 8= TC CONC LL( 500.0 +DL 140.0)= 640.0 LBS @ 12'- 0.0" 10-12= -4749 1699 19- 9= -541 281 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL500.0 +DL( 140.0`= 640.0 LBS @ 31'- 6.2' 11-12= 0{ 0 9-20= -282) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13= -5572)) 1920 20-10= 89 673 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 13-14= -5833 1764 10.21= --481) 912 OVERHANGS: 24.0" 0.0' THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 12.21=( -481) 1760 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES C Connector sla (or no prefi = rues, Inc 0'- 0.0' -1078/ 3764V -151/ 164H 5.50' 6.02 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series 43'- 6.2' -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) ** For hanger specs. - See approved plans GOND 2 Design h k d for n t s sf ( p )tel plift a_ t 24 OC 6gac�ng.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 = -0.350" @ 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' 11-11-11 19-10-02 11-08-07 MAX HOAIZ. TL DEFL = 0.249" @ 43'- 0.7" 4-04 0-06 10 2-03-08 5-02-05 0-06-10 f NOTE:Design assumes moisture content does �( ( 5-08-10 not exceed 19% at time of manufacture. ff 2-09 4-04 ff-02-1 5-05-13 4-07-11 5-05-02 Design conforms to main windforce-resisting f< f system and components and cladding criteria. 11-09-12 11-06-08 Wind: 140 m ht h=22.7ft, TCOL=4.2,BCDL=6.O, ASCE 7-10 12 I640# 040# ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 7.00 M-5 12 M-3x5 M 7X8(S) 12 Truss designed for wind loads 7 M 8x4 9 0.25" =M-10X4 11 M-5x10 Q 7,00 in the plane of the truss only. _ 19 y 1:{e M-3x4 ''.1i 144444444N M-3x4 + + + 3 M-3x8 NIN aO M18HS-3x18 -c-' / M•7x12 =M-8x8 M-3x4 M-4x8 =M 8x8 19 0 25�'P 21 22 14'* o M-4x6+ M-4x6+M18HS-7x14 M-3x10 M-1.5x3 0 - 2.75 2.75 0 =M-8x8(S) 12 12 5, , -05-0, 4-04 4-05-12 3-02-11.2-Oo, 8-01 7-11-04 5-05-02 5-06-14 ,2-002 27-00-04 -05-08 12-00-08 2-00 y y 2-00 43-06-04 y JOB NAME: 5-A POLYGON NH - BH1 ,c 9, O PRO cs, Scale: 0.1366 ' '',342 GIN s/Q WARNINGS: GENERAL NOTES,unless otherwise noted: 45 v 2 ZMY '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 '' •n2/0 PL 17 1-,.. -. Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ✓ L 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,f . DES. BY: E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at f ^= 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 0 DATE: 8/22/2014 the overall sWclure is the responsibility of the buildingdesigner. continuous sheathing such es plywood requiredething(re s and/or drywell(BC). 9 3.In Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiYty of the respective contractor. SEQ. : 6037160 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L OREGON n- �(( TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. 7 5.CompuTrus has no control over and assume no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if de 14 1 .t:,, fabrication,handling,shipment and installation of components. necessary.7. provided. �w. �� 6.This design Is famished subject to the limitations set forth by 8.Plates shan ll bye locateds onboth facesate drainage of truss,ad placed so their center <� `.S,"�,. IIIIII VIII VIII VIII IIBI(IIII VIII 1111 IIII M76USA,lnc5C0 PUTT a Software 7.6.6(1 L)E request. 19.0.lines coincide with joint center lines. Digits basic iconnector plate tdesign values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 111111111111 PACIFIC LUMBER-BC LOAD TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/CG-1.00 LUMBER 4PECIFICATIONS LDURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15- 3=( -99 614 22-13=) -87) 221 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= -3891 1497 15-16= -931) 2763 15- 4..(-277 430 13.14=(-2471) 843 BC: 2x4 KDDF STAND; 3- 4= -3508` 1481 16.18=( -757) 2413 4-16= -342 253 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2938 1219 17-19= 0' 0 16- 5= •121 527 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388)))) 1115 18-19=(1 -556 2143 5.18 -543 368 VDL ON BOTTOM CHORD= 10.0 PSF 6- 7= 0) 0 19-20=( -544) 2087 18- 6= -405 964 TC LATERAL SUPPORT <= 12"OC. ON. TOTAL LOAD = 42.0 PSF 6- 8= -2026)) 1048 20-21= -542 2142 18- 8= -92 159 BC LATERAL SUPPORT <= 12°OC. ON. 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: 2T4 OPACIOR AT 24.0C UON. FOR 111-12=-12= 294 294 1043 2043 1-12= -434 193 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 FIE LIYITBC 20O2AGE 12-13= -2668 1116 11-21= -327 826 TIEE LOAD AT ORDADIAD(L) DPISIAIMD BY IBO 2012.10341 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 12.22=( -68 268 OVERHANGS: 24.0" 0.0" 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 4 M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -349/ 2064V -211/ 224H 5.50' 3.30 KDDF ( 625) 3'- 6.2' -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) ** For hanger specs. - See approved plans ICQND 2 Design chn ked for net( 5 pan 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 = 0.174' @ 17'- 8.5° Allowed = 2.130" MAX TL CREEP DEFL= -0.335" @ 22'- 10.8" Allowed = 2.840' 15-11-11 11-10-02 15-08-07 '� MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7' f 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 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 - ' ' not exceed 19%at time of manufacture. 15-06-08 Design conforms to main windforce-resisting 1 5-09-12 f f f system and components and cladding criteria. M 4x6 12 Wind: 140 m h, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M 4x6 7 M- x8 M 33X4 1 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-5x6(S) A M-5x6(S) 47.00 load duration factor=l.s Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. .2 /\ oM-3x4Nsss% +I +t + p-3x5 o M 1.5x3/ ` _ � M-1.5x3 m M-4x6 ' lh o / ` M-5x10 M-3x4 o M.5x1019 M 3x4 0.252'1 M 3x4M 4x64 0 M-4x6+ M 4x8 M-5x8(S) a 2.75 1.89 ; 1•12 ). 1 T0�, �2 1, , y y ), 2-05-0¢ 6-06-10 5-05-14 1-08-02 5-07-14 5-05-12 7-06 7-07-12 y 2,-05-01.8 13-01-04 y 2.001 25-11-08 y y 14-06 29-00-04 y 2-00 43-06-04 „i\t0 PR°Pets, 0.4 JOB NAME: 5-A POLYGON NH - BH2 Scale: D.1286 �� �1 NE1i9WARNINGS: GENERAL NOTES,unless otherwise noted: (�• !( �7� { 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: 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. 3.Additional temporary bracing to insure stabilityduringconstruction illir 2.Design assumes the top and bottom chords to be latera 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 continuous sheathing such as plywood sheathing(TC)and/or drywe6(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++ UREGONts. 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. SEQ. : 6037159 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /� d Ate' design loads be appled to any component. and are for"dry condition"of use. �i�,,r -7 r 1 4 O� `. 6.Design assumes full bearing at all supports shown.Shim or wedge if j�,� (� TRANS ID: 406556 S.CompuTrus has no control over and assumes no responsibility/or thenecessary. `f �� fabrication,handling,shipment and Installation of components. 7.Design asumes adequate drainage is provided. - 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center I,copies of ch will be fuished upon lines coincide with Joint center IIIIII VIII VIII VIII VIII 1111111 IIII IIII TPIANTCA Mire SAnlncs/CompuTnas ISOflwere 7m6 6(1 L)E request. 0.FD aibaslc connesize of late In incs. ctor plate design slues see ESR-131 1,ESR-1988(MITek) EXPIRE5:12/31/2015 I IIIIIII IIIIII 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 H18BTR 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" O.C. WEBS: 2x4 KDDF STAND; 2- 3= -3891 1497 15.16= -931) 2763 15- -277 430 13-14=(•2471) 843 3- 4= -3508) 1481 16 .18=) 4=-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= -543 368 TC LATERAL SUPPORT <= 12'0C. UON, L 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 LL = 25 PSF Ground Snow (Pg) 9.11=1-1914) 1992 22.14=045 21-22.( - 818) 2248 2182 18.20=) -93 265 NOTE: 2x4 BRACING AT 24'0C 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= -26681 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14= -367) 444 21.12=I-434 341 OVERHANGS: 24.0" 0.0' 12.22=( -68 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE MO.IN. 'SPECIES Connector plate prefix designators: 0'- 0.0" -349/ 2064V -211/ 224H 5.50' 3.30 KDtlF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2' -254/ 1828V 0/ OH 5.50' 2.92 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans GOND. 2 Design h .k d for n t( pcf) uplift at 24 "oc spar nn l 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 T TT f f ff f ,r f MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840' 2-07-0� 4-04-07 0-04-15� 5-05-12 0-014 15 5-01-08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 T NOTE:Design assumes moisture content does 12 M-3x4 not exceed 19% at time of manufacture. M-3x8 12 7.00 1:Z Q 7 00 Design conforms to main windforce•resisting system and components and cladding criteria. M-4x6 M 4x6 M-5x6(S) .7 8 '1 Wind: 140 mph h=23.9ft, TCOL=4.2 BCDL=s.0, ASCE 7-10, -- ._,M-4x6 :1-5x6(S) )All Neights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=1.6 / Truss designed for wind loads T / 25" intheplaneofthetrussonly.o M-3x4 . /+t p-3x5 M-1"5x3/ -"\\ co M-4x6 co M-1"5x3 M-5x10 M-3x4 17 19 20 ,) 22 14 CD M-4x6+ o M-5x10 M-3x4 0.2 M-3x4 M-4x6 0 ..2.75 1.89 v M-4x8 M-5x8(S) y 2 ), ), 11-90112 1 y y y y 2,-05-0 6-06-10 5-05-14 11,08-02 5-07-14 5-05-12 7-06 7-07-12 y y-05-08 13-01-04 , 2-0011 25-11.08 y J, y 14-06 29-00-04 1, 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH3 Scale: 0.1286 �� � G�� F�`r/Ak p WARNINGS: GENERAL NOTES,unless otherwise noted: _ t{y�'J f/121/ -4^„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 4 '' R 92 i P E 1-+ Truss: BH3 and Warnings before construction commences, building component.Applicability of design parameters and proper G 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to a laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2c o.c.and at 10'o.c.respectively unless braced throughout their length by 004,60P. DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in ere and/or drywell(BC). /.�mrr . Po t1' 9 3.2x Impact bridging or lateral bredng where shown++ ry,,, 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. .,44/t SEQ. : 603 715 8 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, 9' A�OREGON\to design bads be applied to any component. and are for"dry condition"of use. �' "Y7 TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge if .2 -'.41-7 r 1 4 2.4 4 fabrication,handling,shipment and Installation of components. necessary. A_ 6.This design Is furnished subject to the limitations set forth by7.Designblassumesadequate drainage is provided. `11 ` ,` IIIIII I III VIII VIII VIII VIII VIII IIII IIII 8.Plates shhallallbe located on beth faces of truss,and placed so their center CFt �`4 TPINVTCA in BCSI,copies of which not be famished upon request 9.Digitslines coincide wsizeith joint late in inches. center lines.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For asicic nnectoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I, IIIIIIIIIIIIII 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 M1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 114 2.11=(-1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF #1&BTR; SPACED 24.0" 0.C. 2- 3= -4062) 1544 11-12=(-1139) 3226 3-12= -506) 350 2x4 DF 2400F 65 3. 4= -3073) 1177 12-14=( -797) 2720 12- 4=( 0) 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2541 1132 13-15= 0) 0 4-14= 567 259 2x4 OF STAND A LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -2298 1240 14-15= 626 2374 5-14= -288 1055 L 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=1 0 114 16. 7=( -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 BOG 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 50.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0' -379/ 2067V -323/ 323H 5.50" 3.31 KDDF 625) 43'- 9.5' -378/ 2067V 0/ OH 5.50" 3.09 OF ( 670 JT 9: Heel to plate corner = 2.25' �c0&D 2 Designchecked for netj�pof) 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' ?2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.166' @ 43'- 4.0' 12 12NOTdoes 7.00 M-4x6 Q 7.00 not Eexceedn19 %s ate time asums lofumanufacture re. 4.0" 6 .f( Design conforms to main windforce-resisting system and components and cladding criteria. M-5x8(S) �\ M 5x8(S) Wind: 140 mphl h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), 0.25" 0.25" load duration factor=l.6 Truss designed for wind loads �� �� in the plane of the truss only. 0 o M 3x4 M-1.5x3 4 M-3x4 M-4x6 o 2 , M-3x4 Mo 11 15 16 17 9 0 0 M-5x6 OM-5x10 0"25' M-3x4 M-3x8 _ .-2 75x6+ 2.04, -4x10 M18HS-5x16(S) 12 12 1, ), y /, i, y y 1, 2-05-0$ 5-10-08 6-02 0-J1-12 10-04-12 8-11-15 8-11-01 y y , 2-05-08 12-00-08 1710-04 27-05-04 ,j2-00 J,2 2y-OO14-06 29-03-08 , y 2-00 43-09-08 2-00 ��0�} PROess JOB NAME: 5-A POLYGON NH - 63 Scale: 0.1309 �c G(N �0 WARNINGS: GENERAL NOTES,unless otherwise noted: t, v a z p c- � 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual �t . e E r and Warnings before construction commences. building component.Applicability of design parameters and proper .r� Truss: B 3incorporation of component is the responsibility of the building designer. • 2.2x4 compression web must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at -. 3.Additional temporary bracing to insure stability during construction2'o,c,and at 10'o.c.respectively unless braced throughout their length by ,�, i Ir""" 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++ itil OREGON Ix ��'L S Eli. : 6037157 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. v fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosNe environment, �i design loads be applied to any component. and are for"dry condition"of use. '�` '7 1 4 20 "�-° TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge If pI necessary. '1'e i V fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. RR Vi.- 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPI/WTCA In BCcopies of will be furnished upon nes coincide with 1111111111111111 VVM7e USA,Inc./CompuTrusiSoflw are 7.6.6(1 L)E request. 10.For basic connectorplate design values see ESR-1311,ESR-1988(MiTek)o int center lines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D 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 DF 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 KDDF 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 Li 50.01+DL( 14.01= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=)-4731 1764 14-15= -2062) 4966 6-13= 0 419 2x4 DF 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 II 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)= 840.0 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 BAG 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 KDDF ( 625) OVERHANGS: 24.0" 0.0" CORD. 2: Design checked for net( puf) uplift at 24 'ac _cps-cine 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 approved plans MAX TLMAX 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 windfarce-resisting system and components and cladding criteria. Wind: 140 mphh=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=l.I, 5-11-14 5-05-02 0-06-10 5-10-05 6-05 6-05 6-05 6-05-04 Truss designed for wind loans in the plane of the truss only. 11-09-12 12 '640# M-7x8(S) M-5x10 7.00 5 =M-6x6 0.725 =M-6x68 =M-10x10 M-130x6 r y -I H M-3x4 v 0 o • l,- + \/ \ 0 A A o co r!...o M-4x12 C'' w 02 11 12 1 'f '( l5 16* M-1.5x3 M-3x10 u 14•25" =M-4x4 0.25 M-4x10 =M-8x8(S) =M-10x10(S) 1, y 1, y ), ), ,1 y y 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y 2-00 43-06-04 iiktO JOB NAME: 5-A POLYGON NH - AH1 Scale: 0.1519 �5�� �i )PN ��(s% WARNINGS: GENERAL NOTES,unless otherwise noted: 44 'CeGJ/Z Z / ! 13. 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' `92 0 0 RE {• Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper f� F/ j/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. ' J�"/" ' 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 (�I.laa�""'" the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r SMR DATE: 8/22/2014 Pe ty e 3.2x Impact bridging or lateral bracing required where shown++ i1 CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7L A.OREGON ,4 SEQ. : 6037156 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, i� p design loads be applied to any component. and are for"dry condition"of use. / T Q TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 p`E necessa fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 'llet's ry'b4 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be locatedonboth faces of truss,and placed so their center r'i 77''l1 lines Mth int center lines. 11111110111111111111 M le USA,Inc./CompuTrus s TPINVTCA In BCSI,copies of iSoftware 7.6.6(1 L)E request. 10.For basic connnectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of late In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII 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: 2x4 KDDF WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2-3- 4=)-2875` 987 12-13=992 )-1034) 2330 11- 4=( 449 296 445 367 2x4 OF 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 L 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 <= 12'0C. UON. 8- 9=(-1563) 594 8-14= -966 497 LL = 25 PSF Ground Snow (Pg) 9-10=) -141) 157 14- 1 4-19=(•2328 7700 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 LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -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: IGOND 2: Design checked far net(-5 psf) uplift at 24 'ac spacing.) C,CN,C18,CN18 (or no prefix = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek M series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.038" @ -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. 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 m ht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 T ' 1' TT 1' 1' 1' 1' (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, 15-09-12 Truss designed for wind loads 1' f in the plane of the truss only. 12 M-5x6(S) M-4x6 7.00 p 6 M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) 7 k yr 9a 1$ 0.25" + 0. V 7 p iv + +1 8 4 o M-1.5x3 4\ 0 o + of T 0 T A 0 -/ CD 2 11 0.25" M 3x4 0.254 =M-4x4 - M-3x8 M-3x4 M-5x8(S) M-5x8(S) I I I y ), I 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 - AH2sale: 0.1504 �5.;.c,t. Nyry J(T��,�'0,9 WARNINGS: GENERAL NOTES,unless otherwise noted: L.it i *1. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 . ;92 e$PE r. Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper /F 2.2x4 compression web bradng must be installed where shown+ Incorporation of component is the responsibility of the building designer. l/ 3.Additional temporary bracing to Insure stability during constructlon, 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). , 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++ C 4.No bad should be apphed to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4, SEQ. : 6037155 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,G- .t �t TRANS I D: 406556 design beds be applied to any component. and are for"dry condition"of use. / '7), r O 4, 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge It 4 �P fabrication,handNng,shipment and installation of components. necessary. 41�R R I L\- 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 TPI/INTCA in BC copies of will be furnished upon int center lines. 111111111111111111111 VM Te USA,lnc6/CompuT 91SONW 8 7.6.6(1 L)E request. 10.For basic connector oplate design values see ESR-1311,ESR-1988(Wei()9.Digits Indicate size of late In Inches. EXPIRES;12/31/2015 1111011 III IIVIII 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 M18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.11= -1431) 2572 3-11=( -152 192 15.10=(-182) 108 BC: 2x4 KDDF 1r:86TWEBS: 2x4 KDDF STANDp SPACED 24.0' O.C. 3- 4=(-28752- ; 987 12-13=€-1034) 2330 992 11-12= -1288) 2429 14-12=( -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13-14=( -850) 2024 12- 5= -216 868 2x4 KDDF k18BTR 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 IC LATERAL SUPPORT <= 12"OC. 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 VON. 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 SO.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) M-1.5x4 or equal at non-structural �COND. 2: Desi n checked far net S f lift at 24 'oc s a-'nr. vertical members Om). 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,CN18 (or no prefix = CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" M,M20HS,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 1`'f not exceed 19% at time of manufacture. 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. 1' f'( T f f T Wind: 140 mph, h=23.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 15-09-12 load duration factor=1.6, T T Truss designed for wind loads 12 in the plane of the truss only. 7.00 M-4x6 M-5x6(S) M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) p 7 y M is -, 0.25" v NI- 7:-:, ift\ o M M-1.5x3 + + / +I o + rn 0 2- 11 w MM -/ M-3x8 M-3x4 u.25° M-3x4 0.254 =M-4x4 1 M-5x8(S) M-5x8(S) 1, ), 1, ,1 1, 1, y y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH3 �&� � wRQfi�s Scale: 0.1504 0)3 ) x/47 WARNINGS: GENERAL NOTES,unless otherwise noted: t1,t ��/1 F -y7 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' T92. > s P E r Truss: AH 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/ 3.Additional temporary bracing to Insure stability during construction 2. 111, 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). ,„,,i, AmwS DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -11 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. -7L A OREGON �4 . SEQ. : 603 7154 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, b design loads be applied to any component, and are for"dry condition"of use. / (� ,,{_ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes toll beefing at all supports shown.Shim or wedge if <) 1 4 2 dos fabrication,handing,shipment and installation of components. Design as. A ' I t ` S- 7.Design assumes adequate drainage isprovided.runs, . `�/ 1".4 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces oftruss,and placed so their center Iilli I III II IIII I VIII IIII I I I IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide withjoint 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-1 Bee(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #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 N1&BTR SPACED 24.0" 0.C. 3- 3= -2865) 1232 19-1 1127 O=(-607) 1637 2217 4-1- 4,(_234) 630 WEBS: 2x4 KDDF STAND; 737) 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"0C. 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) plate BEARING MAX VERT MAX HORZ BRG REQUIREDBUGAREA ConnectoC,CN,C18,,CN18t(((orrrno1x designators:prefix) = CompuTrus, Inc BOTTOM LOADCHORD AT LOCATION(S)FOR SPECIFIEDLIMITED IBC STORAGE1 . LOCATIONS 0.0" -380/REACTIONS 2064V -302/ 31IONS 6H 5.50' 3 30ZE N KDOFPEC625 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' CORD 2' Design checked for net(-5 psf) uplift at 24 "oc spacing.] ** 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 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. 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(D3r), 7.00 IZ. M-4x6 Q 7.00 load duration factor=1.6 4.0" inuss thedesiplaneed offor thewind trussoads only. 5 4h( M-5x8(S) M-5x8(S) 0.25" 0.25" e' �y UlO M 4- v M-1.5x33 M-3x5 . \ / M-1.5x3 0 0 0 9 10 T '( 11 12 8** o M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 O y y M-5x8(S)JM-5 J8( S) y y y ), 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 2-00 43-06-04 v1/40) PR JOB NAME: 5-A POLYGON NH - B1 Scale: 0.1411 Ch��<� GIN � � 6S .w� WARNINGS: GENERAL NOTES,unless otherwise noted: 4'4 •"l z / JP 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 0 92®/P E B1 building component.Applicability of design parameters and proper Truss: B 1 end Warnings before construction commences. Incorporation of component is the responsibility of the building designer. �f 2.2"4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during constructiony'o.c.and at 10'o.c.respectively unless braced throughout their length by atr . DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaR(BC). ,..,/41111111,.` DATE: 8/22/2014 the overall structure la the responsibmty of the building designer. 3.2"Impact bridging or lateral braving required where shown++ SO Jo 4.No bad should be applied to any component until aver aN bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 L.OREGON Io SEQ. : 6037153 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, �, 6fd design loads be applied to any component. and are for"dry condition"of use. '.? -7 P, *4 �Q �-.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge if L1 1 fabrication,handNng,shipment and installation of components. necessary. 41 -R RRIO, �` P Po 7.Design assumes adequate drainage Is provided. fl b 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 1111111111111111111111110.VTPINVTCA In BCSI,copies of which will be furnished upon request. Digs coincidewith joint centerInes. 9.Digits indicatesize of plateteIinches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WA/DDF/C =1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 114 2-10=(-799) 2686 3.10=(-300) 336 BC: 2x4 KDDF H18BTR SPACED 24.0" O.C. 2- 3= -3018 1136 10-11=(-562) 2250 10- 4=(-235) 629 WEBS: 2x4 KDDF STAND; 3- 4= -2885) 1241 11-12=(-258` 1671 4.11=(-736 574 2x4 DF 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= -22551)) 1147 13- 8=(-834 2444 5.12= -460 1077 IC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7. 8= -3018 1136 6-13= -235 629 8- 9=( 0) 114 13- 7=(-300) 336 OVERHANGS: p 24.0' 24.0' LL = 25 PSF Ground Snow (Pg) Connecto BRG AREA C,CN,C18,CN18 (or no =designators: BOTTOM Inc LIVEOLOADORD CHECKED FOR A 20 PSF AT LOCATION(S) SPECIFIEDLIMITED BY IBC STORAGE1 . LOCATIONS REACTIONS REACTBEARING MAX VERT MAX IRZ BRG IONS SIZE SO,IN. (SPECIES) M,M2OHS,M18HS,N116 = MiTek MT series THE BOTTOM CHORD DEAD LOAD 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' ICOND. 2: Design checked for net(-5 pan 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 IL 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 M-4x6 Q 7 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 5 ^t( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5X8(5) inuss thedplaneeofned for thetruss wind loads 0.25" vM 5x8(S) 0.25" ? co 0 M 0 M 1.5x3 \k-1.5x3 0 0 A mm •2! 10 11 '( T 1� 19 A ,'8o - M-3x8 M-3x4 0.25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 ), ), 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 JOB NAME : 5-A POLYGON NH - B2 �� o PR 04ss Scale: 0.1445 5 01NE' ✓ WARNINGS: GENERAL NOTES,unless otherwise noted: Et,/- v4&Gr//lrY 1- -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 PE r" Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper /'•r "/ 2.244 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. ,,r 3.Additional temporary bracing to Insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.ouch astivey unless braced throughout their length by DATE: , 19911.11P 8/22/2014 responsibilitybuilding designer. continuouspsheathing such pywoodquired ng(TC)and/or drywall(BC). ..,Orri l., the overall structure is the of the 3.2x Impact bridging or lateral bracingrequired where shown++ Q.�1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. , A.OREGON W SEW. : 6037152 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. .41 ON' '` TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If Q 14 S �P� fabrication,handing,shipment and installation of components. necessary. /4 a•t y \ S 6.This design is furnished subject to the limitations set forth by7.DesignPlatesassumes el adequateatedon bdoth Iso truss,and L III VIII VIII 11111111 VIII IIII IIII 9 1request8. ec coincide be with jointn nter nes. of truss, placed so their center TPINVTCA In BCSI,copies of which will be furnished upon lines coincide with center plies. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA 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). ♦4. i it' p .„ r 4:'1Glaitl'''. 1 i �° a . dor 0'*� vt.ik. ..0., � �, ' 47°1D\ 10/1/1, EVIRES 61301I 401-08 r ...,. (p .i— CNI C5.1 ,i— ,gr @ R R @ ..- J2 . 1 ,11 PA zs'i J3i ill lVur . . , J3C J4 -----, 1 J5 — it& J6 — \‘ 712 J6C ihhhh, J7 . . J7q J8 — .. J8 J9 1 a _ J9 J10 _ L 073 , //,' / _ J10 J11 Mk / z , , J11 4 • . ' x J10 5"... F... . ,. Q ab , .sr , _ J8 •. N \ J7, • \ 7 12 N , , \ 1 — Juliqy„ ,., \ 4 1.9 Wiii J13 (5) , . . ' 14 2 F MII IIM3 111)821 /- itvr,/ / 1 . 141i12) FANS\ J13 / ,, , ..s. .-- I—Mk. c11 "'II D - -- - '12 z.34 / ' : / NI 4— mow [21 CONFORMS TO DESIGN CO N EPT , El CONFORMS TO DESIGN CONCEPT WITH / /GARAGE LEFT 11 nosELSIONS AS SpWN 0 CONFORMS TO DESIGN CONCEPT/ L-J N CONFORMAG-REVISE AND RESUBMIT 0=ow.CONCEPT MTH 01-6" THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMACE 0 NON-CONFORMING EVISE R.RESUEINUT WITH THE DESIGN CONCEPT OfLY AND DOES NOT RELIEVE TH aE —R ms mus umso.43 8.REViee..U.EPAL C,..01:1 1. DM* LOkef7r VI, ANV DOES .i 1,.. 7Hf 4ir FABRICATOR/VENDOR Or RESKNSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFIITIONS ALL OF WHICH HAVE PRIORITY 0.4.-,SP.;CA71.7,n,Alc,4,1...ES AL.Cf Vil.kAVE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. E, Alexia Fukui Date V.22.0.4 MIEBRAHDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING Ofnright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON N1N 03/27/14 PLACEMENT ONLYREFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL ...,....ie-a PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER . PLAN 5-A COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD pacni FN, umber FOR ALL PLAN: DRAWN BY:JP REVISION-2: TO TRUSS RESPONSIBLE NON-TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS ', COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. It 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 40'-0' AR1 AR1 IN CNi 4 R.k ,T J J1 J ,'''i-` ,, �` .1 J2 \� J3 ,,,,,sJ4 N J J5 �''J7 & i712 \' _ __ J7 • 115. 02=2 J9 J1 , i m / J10 J1 J11 J1 I N 4 J9-- f w / EMI J6_,_ 7: 2 / = - '� �12(10 13 (� , , / '� c ��I� 1 :12, -0.; - i�ur11 1 talk I IMI . ,, 1 , CONFORMS TO DESIGN CONCEPT .-I 2V ❑ CONFORMS TO DESIGN CONCEPT wITH GARAGE RIGHT ®CONFORMS TO DESIGN CONCEPT REVISIONS AS SHOWN 111$' ;0 CONFONSNOT6IGN CONCEPT WITH 11] NON-CONFORMING-R ©ISE AND RESUBMIT -I ;o NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEW D FOR GENERAL CONFORMANCE 20'-r �- x' u tic 2zr,ra _e rsu.x WITH H DESIGN CONCEPT ONLY ANC OES NOT RELIEVE THE f �; �; �x spE �.u+:.r..r ,Cart, .tu �.h s.0 FABRICATOR/VENDOR OF RES?ONSIBIL` Y FOR CONFORMANCE WITH THE -0' DRAW.ERT xr>art �� „i w +e r ioz7..rrF THS r rwxtc DESIGN DRAWINGS AND SPECIFICATION ALL Ur Brabtl 7AVS-PAIOR411 I By Alexia Fukui Sate 9122/14 OVER:HIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. I MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ( ©Copyright CompuTrus Inc.2006 bUIWbll: ISSJE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 03/27/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL -.... PROJECT TITLE REVISION-1: BDRAWINGS NER/EFOR ALL FURTHER Pawl f Luber �� INFORMATION.BUILDING PLAN 5-A COFFER INFORMATION. OF RECORD � RESPONSIBLE FOR ALL NON-TRUSS 6 PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING $ DESIGNER/ENGINEER OF RECORD TO 5-A / A-A CHECKED BY: REVIEW AND APPROVE OF ALL iT R USS a COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ■ 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.