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Plans (58) fM3T207- 00Vi n .567 F •st 1 L MiTeIC MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-402 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: R45996195 thru R45996203 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. "<<- PRope c �,I NEER ��2 ? 87022PE 9f 7 �Aj, OREGON rL� 110 .6 t/SER A. E� . R 1. 31/ I r. November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996195 PL15-402 UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jui 11 2014 Mitek Industries,Inc.Fri Nov 27 10:57:14 2015 Page 1 I D:zs2ygYH MYltl_Z1 p9y 12t1 yAg??-OF 1 f1YAfNzt7TAmfC FP KMnfjdri?tCvwJYtDYTyEzpp Fad p-10-1411 i-0-0 1 I 1-2-0 II 1-Q-2 1 11-0-8 I 1-6-0 I Scale=1:36.4 3x4= 5x5 = 4x6= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4 11 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 .o v o 0 o a j A a ® e, a o_N. /N. ` co / o 9 / .1\ if N. /r 1`\. , "%s, '\ O O O • N .O 35 34 33 32 31 30 29 28 27 26 25 24 23 22 X4x5 1I4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4 = 3x5= UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVED BY PROJECT ENGINEER 11-1-D I 18-6-8 I 21-4-0 1 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-81,(12:0-1-8,Edgel,(13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0,14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=-1449/0,10-11=1540/0,11-12=-1540/0,12-13=1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. P R 3)Refer to girder(s)for truss to truss connections. E[} aF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement '<C Gl N ss/ at the bearings.Building designer must provide for uplift reactions indicated. �\ CG� i 5i 02 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to r 4.41 be attached to walls at their outer ends or restrained by other means. ' 87022Pr.- �1--- 6)CAUTION,Do not erect truss backwards. f 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5. CCA r, tv 7 '<)?, OR GON (199 LOAD CASE(S) Standard � - \Q . 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O 'BER 1 Uniform Loads(plf) .OS \.4C.'`� Vert:22-35=8,1-21=80 ' • Fl Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 6 9 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. II IIL Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not &Ys. 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 property damage. For general guidance regarding the "' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996196 PL15-402_UPPER F02 Floor 101 I Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:57:15 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12111�yAg??-sRa2guAl8G?z5KKslzwZu_CzwFz5cfp4YCdn4vyEzpo 1 1-0-0 1 1 1-1-10 11 1-2-0 1 r 77`2I 1 1-2-0 1 1-2-0 1 1 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 a • a a .r a o a a 0= o- a / N:* -\-1 / \ / N / N / \ / .\ /"N o rs,/7 ee o o o ee - 30 29 28 27 26 25 24 23 22 21 20 3x4 = 4x5= 3x5= 3x5= 3x5 = 3x5= 3x4= 3x5= 4x6 = 3x4 = 14-2-2 1 13-0-2 103:77:0243-7-0 I 19-11-4 I 13-0-2 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge[,[24:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=2786/0,6-7=-360810,7-8=-3608/0, 8-9=-4042/0,9-10=4042/0,10-11=-4122/0,11-12=-4122/0,12-13=3586/0, 13-14=-3586/0,14-15=3053/0,15-16=305310,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q'Ep P R p fess `coN �NGiNEF/9 X02 `r 870. 2PE . �� OREGO 19 l-i 9�Qccq,�$ER 1\ O SA- H�� EXPIRES:06/30/2017 November 30,2015 ....._ .,:r „�.. „•< 3EF.^tv..-;'':. : ::: :i:; .:. ., :e'.,k ,::: ,.,. :'.' w3i.,:::: •` 3.so pr 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ... w Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not f-"% a truss.system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ... :. •-- buildingdesi n...Bracin indicated is toprevent bucklingof individual truss web and/or chord members on Additional temporary andpermanent bracing.:9 9 P only. P rY 9.:....:....:........., - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 R45996197 PL15-402_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon • - - -- 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:17 2015 Page 1 - ID:zs2ygYHMYItl_Z1p9y12t1 yAg??-ogio5aCYguFhKeUEtOz1_PHLV3j_4SQN?W6t9oyEzpm 1 1-10-8 1 p.-10-1411 1-0-0 I 1 1-2-0 1 1 1-0-2 1 1 1-3-12 1 1-3-0 1 Scale=1:38.1 3x4= 4x10 - 3x4- 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e v o i",," : :/' Y 1610 -e iLS 33 32 31 30 29 28 27 6 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4 = 3x5- 14-0-14 2-1-8 12-10-14 1 f-5-1I 19-7-0 22-4-12 2-1-8 10-9-6 0-7-010-7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=775/0-2-4,23=1496/0-5-0 Max Uplift22=-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-0=258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=1563/0,11-12=1563/0,12-13=-1269/0, 13-14=739/0,14-15=739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS - 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=756/0,20-22=0/956,20-23=-1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. _ ..0 P R open 3)Refer to girder(s)for truss to truss connections. 'S s 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. ��5 0A GINE ,[ E' 9 /0 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8 0 2 P E ,/-Y'� 6)CAUTION,Do not erect truss backwards. l r� ; y ^3j, OREGO ti9 <U '9cj� O � 8ER \ �� .. Q0S A. HES EXPIRES:06/30/2017 November 30,2015 . 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/030015 BEFORE USE. A II 1. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown.and is for an individual building component,not '- a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ' , ' - 'building design. Bracing indicated is to-prevent buckling of individual truss web and/or chord members only.Additional temporaryand pemranent bracing• - - '.,, - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 R45996198 PL15-402_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc:Fn Nov 27 10:57:18 2015 Page 1 ID:zs2ygYHMYlt1_Z1 p9y 12t1 yAg??-GOGAIwDARBNYyo3R R5UGWdgVGT5OpxVWEArRhEyEzpl 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 IFiL1¢2_1 Scale=1:37.1 3x4—1.5x3 I I 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 m N / ' 9' c'iQF = e 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4 = 3x6= 3x4= 1 2-11-0 I 21-3-0 I 2-11-0 18 -0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=1993/0, 8-9=-2337/0,9-10=-2337/0,10-11=1912/0,11-12=-1912/0,12-13=1912/0 BOT CHORD 22-23=-1154/0,21-22=-1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=-1567/0,13-15=1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. '\��c.O PR°F�ss (cc? ��GINFFR /b2-57 870 2PE � CI',o OREGO !o [uN �,pOr, BER 1\ P\O S A. H VPS EXPIRES:06/30/2017 November 30,2015 od WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.90/03/2015 BEFORE USE. Q'NH' • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �. a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ail building design. Bracing indicated is to prevent-buckling of-individual.truss web.and/or chord members only. Additional temporary and permanent bracing Miiek. ,..„,-. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane • fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Quality Criteria,DSB-89 and BCSI Building Component 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 R45996199 PL15-402 UPPER F05 Floor 8 1 Job Reference(optional) - Pacific Lumber&Truss Co., Beaverton,Oregon -- . .• ... -:- `= 7.530 s-Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:57:19 2015 Page 1 ID:zs2ygYHMYItI Z1p9y12t1yAg??-kDgYWGEoCVVPaxed-p?V3gNcpsK_YR2gSgb_DgyEzpk I 1-0-13 1 0, 14 1-2-0 ;11.72.1I 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 9 / 4.\ / 'N /' '\ / N / N / N / \ , a .. 2 A% \-r .\ / N 2 - T�i a o 0 o ee o o - e 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 4x6 = 3x6=3x6 FP= 3x5 = 3x5= 3x5 = 3x5= 4x4= 3x5= 4x6 = 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 11-11-1f 1 21-4-0 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],(27:0-1-8,Edge] - LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Ina' YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,45=3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be �o S U P R Qp- attached to walls at their outer ends or restrained by other means. '� �Nc i N A CS'' `r 87022PE c / ' g. 7 HA2, OREGON eP OLU ''b0 418ER B\la C4Q. . A. HES EXPIRES:06/30/2017 November 30,2015 OC WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. '_ 11! Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ... a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate-this design into the overall. LY .-. - - ---building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only;-Additional temporary and permanent-bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996200 PL15-402_UPPER F06 Floor 2 1 Job Reference(optional) _.__ __. Pacific Lumber&Truss Co., Beaverton,Oregon -. - 7.530 s Jul 11-2014 MiTek Industries,Inc.Fri Nov 27 10:57:21-2015 Page 1 ID:zs2ygYHMYItlZ1p9y12t1yAg??-gbyJxxF2k617pFo?6E1z8FS1Ug4wOGMyw8451ZyEzpi 1 1-10-8 I Q-10-1411 1-0-0 1 1 1-2-0 11 1-0-2 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1 I, - Nvr/N -/N ZN ZN X .\ /\- /-\ r. 9 101 be' llg 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4 = 3x5 = 14-0-14 1 2-1-8 1 12-10-14 1t57-1.01 1 19-_4) I 22-7-8 I 2-1-8 10-9-6 -7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Inca- YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=-1490/0,10-11=1570/0,11-12=1570/0,12-13=-1278/0, 13-14=-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=1683/0,32-33=303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, • 20-22=0/974,20-23=1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. E[} PR QFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. <' -I N� ss'� 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 �N -9 0 be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 870. 2 P E -c >/, f tri ,v 7 %,,, OREGON r]9 OAC! 'AC,RSM$E R � �p• A H'E4k EXPIRES:06/30/2017 November 30,2015 s,z;a:. .asp.«: sx.,,,.,;:�.ar.. ,.:;',,. �:,. ,..c :: .,,. ' .;: ,. ::. .:.:::a., '.:.Ke.,.. ,... .�. ,,:zZ... ,,.,,...., ,3z_ ,z .<e.✓_tt< ::�:a..., .xa.., 3' ,s..4,.,... .a. s.nr e..<sx,,. ,a. .,. 3.. ... OC ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MATE* ' Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �7 . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall • - building design. Bracing indicated is to prevent buckling of-individual,trussweb..and/or chord members only..Additional temporary and permanent bracing ife ' - . . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty IPly POLYGON R45996201 PL15-402 UPPER F07 Floor 2 1 Job Reference(optional) - •-- Pacific Lumber&Truss Co., Beaverton,Oregon • -•- - -- .-- -- 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:57:22 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y1211yAg??-9oVh8HGhUQt_RPNCgxYDhT?9o4LClgH69opeq?yEzph 10-10-0 1 11-2-0 I C11 14-9-0 10-9-Q I F0-9-0 10-9-0 I 10-9-0 10-9-0 Scale=1:34.3 3x4= 4x4= 4x4= 3x4 = 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 4YAWiAYAV_V7AYAW ..,,i, ii i fkl I rii 16 1 1,4 a ri 1 k\III IF Fr/A\11 Fla rid I rill Ei 4 i d(&16, Al N 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4 = 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 9-9-141 1 20-2-0 I 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge],(18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina- YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=3317/0, 8-9=-3881/0,9-10=3881/0,10-11=-4177/0,11-12=-4177/0,12-13=4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ,W) P R open 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'`�G ' N� 5'/ 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 ,� �N �� 0 be attached to walls at their outer ends or restrained by other means. (� .� 870 2PE . 1f (Pcri y fief,, OREGON rP �� 'A On BER A\N \- SA. NER EXPIRES:06/30/2017 November 30,2015 wmmzwmmmw ao WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE.MII-7473 rev.10/03/2015 BEFORE USE. 1 IIUR-_ Design valid for use only with MTek®connectors.This design is based only upon parameters shown,-and is for an individual building component,not ..a'L .. 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 indica lect is to prevent buckling of individual truss web and/or chord-merrrbers only:--Additional:`:emporary,and permanent bracing". --_- Malek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 R45996202 PL15-402_UPPER F08 Floor 1 1 Job Reference(optional) _ Parc Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries;Inc.Fri fttnv 27--10:5`/:24 2015-Page 1 ID:zs2ygYH MYltl_Z1 p9y 12t1 yAg??-5AdRZzHx017igj WanMbhmu4Ykt6dDd9Pc611vuyEzpf 1 1-10-8 1 f 19=14.11 1-0-0 1 11-2-0 II 1-0-2 I F 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10 = 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 / -\ /\8/\'/ N /\2/ \0/' Z /' I N. 1,,,,, G- .. _� O O e e O B 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 356= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 1 p-5-11 1 19-7-0 1 22-4-11 2-1-8 10-9-6 7-0 7-0 5-6-2 7-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],f35:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0,15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=-1485/0,10-11=-1563/0,11-12=1563/0,12-13=-1268/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=1637/0,33-34=-1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=-1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �_(�} PR Q j- 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 '` es be attached to walls at their outer ends or restrained by other means. �\ �NG`NEF,9 !O2 4)CAUTION,Do not erect truss backwards. �, -7 87022PE r / 7 'ol, OREGON tiQ O41 NES A. EXPIRES:06/30/2017 November 30,2015 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 MTekO 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 v aii building design. Bracing•indicated is to prevent buckling of-individual truss.web•and/orchord:memberconly.Additional temporary and permanent bracing .. MiTek'.--, - .- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Querdy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996203 PL15-402_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:26 2015 Page 1 ID:zs2ygYH MYIU_Z1 p9y12t1 yAg??-1 ZIC_fJ BYfNQvOgzvnd9rJ9rchjl hd9h3QnszmyEzpd 10-0 1 10-84 ii 1-2-0 1 0 10-9-0 10-9-01 10-9-0 10-9-0 1[0-9-0 10-9-0 1 Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4 = 3x4= 4x4 - 4x4- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 :, is .. a+ :. a :� 3.„o , �-a a e e .,\;/\/• O O'MEC ci 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5 = 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 10-0-121 1 20-4-13 I 13-5-12 �-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgej,(18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT2O 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=1397/0,45=2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=4267/0,11-12=-4267/0,12-13=4306/0, 13-14=-4306/0,14-15=4116/0,15-16=-4116/0,16-17=4116/0,17-18=3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=2331/0,22-23=-1277/0, 23-24=-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �`�[, P R Of? 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 '� s' be attached to walls at their outer ends or restrained by other means. ,-N ��Gi Nil ,9 /"2 870. 2PE A„, re" 7 CP � � , •-(=>, OREGON (19 w 'pOr) q/B E R \\ Pio • S A. HE?� EXPIRES:06/30/2017 November 30,2015 4 f . -,d ®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 Wield)connectors.This design is based only upon.parameters shown,and is for an individual building component,not a a Y 1_._ a.truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate.this design into the overall • :.- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersronly.:,-Additional temporary and pennanent'bracing .-_ MiTek' -- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,-storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols NumberingSystem r PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. • �' and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS ® 1 6" 2. Truss bracing must be designed by an engineer.For • '/14 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor bracing should be considered. ._ U Al O= 3. Never exceed the design loading shown and never `- %r stack materials on inadequately braced trusses. a_ U • 0 - Q 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 designer,erection supervisor,property owner and plates 0 'iis' from outside BOTTOM CHORDS all other interested parties. • edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. • software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for • use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the lane of the specified. �� Indicated by symbol shown and/or truss unless otherwise shown. p by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior . 11.11M(140 : I . (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. -�, reaction section indicates joint • -166= 1 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. I.... It ..1 is 18.Use of green or treated lumber may pose unacceptable ig 4F-711111 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal "�' 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. is and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTeko BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 mit Milmek7 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 444 8920 PE aL OREGQN\ �4 k 14, 2-Q,4'ir`' '�'l9FiR1L\ November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1154 5- 2-1 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1154) 386 5- 6=(-265) 1149 5- 3=(-41) 57 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.01= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 92H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70,0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '* For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.031" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 9'- 2.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.013" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 T ,( . ,( Design conforms to main windforce-resisting system and components and cladding criteria. 5-11-11 3-04-10 5-09-11 T i'320# b S20# '' Wind: 140 mph, h=21.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 12 VVV V 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-5x6 load duration factor=1.6, 9.00 7 N9.00 Truss designed for wind loads in the plane of the truss only. 7 4III*4411N 1. 5 6 .. 4 I O M-3x4 M-3x4 M-1,5x3 M-3x4 0 ,y y "I 5-09-11 3-08-07 5-07-15 PR • y 15-02 y �� ••.I N OFeSs f r` • N 6) • dam. 47` 492t7C?P �"" JOB NAME : 3413-D POLYGON NW - Al ' /. Scale: 0.3884 WARNINGS: GENERAL NOTES, unless ync the ise parameters !j OREGON i<`K,,, 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 loran individual !�'' `r Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /''' ;""q r' _ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally Graced et O 1 4,s �� (y. Is the responsibility of the erector.Additional permanent bracing of 2'oc,and at 10'c.c.respectively unless braced throughout their length by --- - ' r_ continuous sheathing such as plywoodcited sheathing(TC)and/or drywall(BC). h t( �, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! A 1 L+ SEQ.: K15 612 9 3 A 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 bads greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment, T RAN S I D• LINK design loads be applied to any component, end are far"dry condition'at use. tr� �] ( �} 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports Mom,Shim or wedge If EXPIRES. 12/3.1/201 5. necessary. fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. November 30 201 5 6.This design Is furnished subject to the limitations set forth by B.Plates shall he located on both faces of truss,and placed so their center r TPVWTCA In BCSI,espies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E in.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-576) 204 6-5=(-122) 533 6-3=(-127) 395 WEBS: 2x4 KDDF STAND 3-4=(-576) 204 6-4=(-200) 195 LOADING 4-5=(-759) 228 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -85/ 637V -125/ 125H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449" 7-07 7-07 ,I f f MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" 3-10-13 3-08-03 3-08-03 3-10-13 T T T T 1' 12 12 Design conforms to main windforce-resisting IIM-4x4system and components and cladding criteria. 9.00 7 Q 9.00 9,0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1111 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1,5x3 M-1.5x3 2 4 0 0 ii: 1: k AhlIllihlkhk Mai.4111111111111k. I 0 1** 6 ** 5 C, M-3x4 M-3x8 M-3x4 0 .1 ,k 7-07 7-07 k 15-02 y ::1!2.11!!'''5.:(<4: .Oc ~" JOB NAME : 3413-D POLYGON NW - A2 Scale: 0.3509 "r ilgis WARNINGS: GENERAL NOTES, unless otherwise noted: 1 I1.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 ' EG ..Tr�uss: A2 and Warnings before construction commences. building component.Applicabillly of design parameters and proper2.2x4 compresalon web bracing muel be Installed where shorn+, Incorparation of camponent Is the responsibility of the building designer,2.Design assumes the top and bottom chords to be laterally braced al 3.Additional temporary bracing to Insure stability during conslructlon 4- •f - , ' Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by /�,,y --- continuous sheathing such as plywood sheathing(TC)andlor drywsll(BC). "-+'/ ii R-`t '� DATE: 11/30/2015 the overall structure Is the responslbillty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !1 SEQ.: K15 612 9 4 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 6.Design assumes lull bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2015 5.Com puTrustas no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November I V ovembe r 302Q15 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed se their center r TPIANTCA in BCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1699 BC: 2x6 KDDF #1&13TR SPACED 24.0" O.C. 2-3=( -191) 207 5-6=(-298) 1085 2-6=(-1438) 375 WEBS: 2x4 NUDE STAND 3-4=( -15) 7 6-3=( -197) 1B0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PIP Ground Snow (Pg) 8'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. p 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x6 rillihhh � I A41.1k11111 M-3x9 M-3x8 M-4x6 12106 b637# • 8-00 �. p PRp fi s . ' 89200PE JOB NAME : 3413-D POLYGON NW - AGIRD Scale: 0.4369 ,ts WARNINGS: G.This deign I. unless on the pe mete • OREGVN 4j CC 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 am. Truss: AGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper A yV` 2.2x4 compression web bracing must be Installed where shown a. Incorporation of component Is the responsibility of the building designer. • 'i `. 2.Design assumes the top and bottom chords to be laterally braced et • 3.Additional temporary bracing to Insure stability during construction 2'pc.and at 10'o.c.respectively unless braced throughout their length by O e Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 41&'R 11 1 L-.. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a. 7 E 1 SEQ. : K 15 612 9 5 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respecthe contractor. 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. T RAN S I D• LINK design bads be applied to any component. and are for"dry condition'of use. 12/31/2015 n 1�] / f''�-1 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12 31! V I necessary, November fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 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 TP&WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate elect of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 1.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.OB KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 F77 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=19.9ft, 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. o 11111. 1 4 M-3x4 l y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 PRS (s 8920.0PE ��"- JOB NAME : 3413-D POLYGON NW - AJ1 ,Ir • Scale: 0.6771 -_.-.: ' 4w, WARNINGS: GENERAL NOTES,is unless on d*.designbased parameters shown and is for an Individual � *., Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper se V 2.2x4 compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the building designer. Ky j. 2.Design assumes the lop and bottom chords to be laterally braced at • 1/f G 3.Additional temporary bracing to Insure stability during construction O � _ 4,._. 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 /p�yj -- continuous sheathing such as plywood aheathing(TC)and/or drywall{BC). �/ + j"'�- ( , DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ • R 1� SEQ. : K15612 9 6 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respedlve contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or Wedge if EX-P I R ES: 1 2131/2015 necessary, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. November ovember 30 201 5 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 r L TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) CO TOP CHORD = 32.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 5BV 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" 1' MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 9.00 7 3 -1 MAX BORIZ. TL DEFL = -0.000" @ 3'- 10.9" 0 Design conforms to main windforce-resisting ��' system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ko in the plane of the truss only. 0 rn 0 oil o • `"I I 11111.- 1600. M-3x4 y y )' 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 I R V ' 8920PE , JOB NAME : 3413-D POLYGON NW - AJ2 Scale: 0.5814 W1.Builder Ohis a NOany up otherwise theparameters '� , .11 R E G O NA 40.., 1.Builder and erection contractor should be advised of all General Notes 1.Thle design is based only upon the parameters shown and Is for an Individual A, Truss: AJ2 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. '44' (y O 2.Design assumes the top and bottom chords to be laterally braced at �/�J [�, L 3.Additional temporary bracing to Insure stability during construction `•^'"' - T - ,�y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and Cl 10'o.c.respectively unless braced throughout their length by /p�,�' ---- {rte continuous sheathing such as plywood sheathing(TC)andlor drywell(BC). Ie7 R {i V- v DATE: 11/30/2015 the overall structure Is the respone.ibllity of the building designer. 3,2x Impact bridging or lateral bracing required were shown t• l�R 1 L SEQ. : El5 612 9 7 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 bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component, and are for"dry conditionel use. 1 �] J I f1{C 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim et wedge If EXP 1 R E S. :3 2/3.1/20 t 5 necessary. fabrication,handing.shipment end installation of components. 7.Design assumes adequate drainage Is provided. November mbe r�]fl 20 1 G 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I V lJ J0, I J TPhWTCA in SCSI,copies of which w@ be banished upon request. lines celndde with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #103TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3432 3-10=( -B9) 317 2x6 KDDF #1&BTR T2 SPACED 24.0" 0.1. 2- 3=1-4549) 913 10-11=(-798) 4408 10- 4=( -254) 1451 BC: 2x6 KDDF #1&BTR 3- 4=(-4451) 924 11-12=(-663) 3827 10- 5=(-1361) 301 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3540) 778 12-13=(-663) 3827 5-11=1 -40) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-4424) 968 13- 9=(-460) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2555) 552 12- 6=( 0) 136 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=(-1949) 439 8- 9=(-3379) 650 7-13=1 -290) 1574 LL = 25 PSF Ground Snow (Pg) 13- 8=1 -121) 208 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -678/ 3376V -137/ 144H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR SIPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.092" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 11-06-10 7-11-11 f f f f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-15 3-11-12 4-02-09 2-11-12 4-04-05 3-11-12 3-11-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), ,I ,( load duration factor=l.6, c'T598# Truss designed for wind loads 12 V� 12 in the plane of the truss only. M-4x8 M-4x8 9.00 7 M-3x6 M-4x8 Q 9.00 9 5 6 7 �r T2 EO >1.5xe7// M-1.5x3 M-3x8 0.25" M-1.5x3 M-3x10 M-3x8 0 M-7x8(5) k y 1440# y .L �• D PRoF 7-06-09 4-11-03 2-08-04 4-09-07 7-06-09 '� • �,9 fto 1-00 27-06 9200PE fir'" JOB NAME : 3413-D POLYGON NW - B1 ` . Scale: 0.2244 om. WARNINGS: GENERAL NOTES, unless otherwise noted: '�[„ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �d C. R EGON4/ Truss: B 1 sea Warnings before construction commences. building component.Applicability of design parameters and proper f. • 'S,‘)' I� 2.2x4 compression web bracing must be installed where shaven*. Incorporation of component Is the responsibility of the building designer. /'r '1 • '1Q.• �4 • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et O. L.�. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). • `�R• ��_ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • SEQ. : K1561298 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use, n J 1 ) 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 5 EXPIRES: 1 2 31/2 0 1 necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 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 TPLM?CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-159) 694 5-2=( 0) 280 9-7=(-1156) 226 BC: 2x6 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-662) 146 5-6=(-156) 688 2-6=(-276) 128 WEBS: 2x9 ROOF STAND 3-4=(-988) 138 6-7=( -72) 116 6-3=( -52) 288 LOADING 6-9=(-224) 1174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 735V -83/ 169H 5.50" 1.18 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" O@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL J,' ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.354" nails staggered: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.472" XX 9" oc in 1 row(s) throughout 2r,4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" +• For hanger specs. - See approved plans 6-02-11 1-09-05 11 1' f Design conforms to main windforce-resisting 3-03-13 2-10-14 1-09-05 system and components and cladding criteria. f f f f Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 9.00 17 load duration factor=1.6, 3 M-3x4 End vertical(s) are exposed to wind, 4 Truss designed for wind loads # -/ in the plane of the truss only. M-3x4 ikrl � o 0 1 @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. . Alliir ii Prl o 1t;� 5 6 `7 -'' o M-3x4 M-1.5x3 M-6x8 M-3x8 .6 y 12l# b63y7# Ni23.60# 3-02-01 2-08-13 2-01-01 .6 8-00 y 0° PR°pe5 8920OPE 1.- JOB NAME : 3413-D POLYGON NW - BGIRDX ,,. Scale: 0.3864 '.. 41.1111 • • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 7 OREGON Truss: BGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper .. , J..` 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. , r ,''� 2�♦, -4" . 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at O. 4 s is the responsibility at the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by /p/,,,...4 -- DAT E: 11/30/2015 the overall structure Is the re continuous sheathing such ae plywood sheet whereC)and/or dryv all(BC). i L7 R{1 - responsibility of the building designer. 3.2x Impact bridging or lateral bracing required shown++ - f'7 1 L , SEQ. : K15 612 9 9 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. - fasteners are complete and al no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of one. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. C fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided, November m{tee r 3�2 0 1J 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 canter l nl fJ , V TPIO TCA In SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #103TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3=( -429) 1890 19- 8=( -207) 891 2x6 KDDF #1&BTR T2 2- 3=(-7419) 2118 13-14=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 836 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5640) 1758 14-15=(-1308) 4472 14- 4=( -13) 389 9-20=( -462) 1832 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-10=) -126) 251 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1468 16-18=( -67) 201 15- 5=( -468) 1971 2x4 KDDF #100TR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5948) 2163 18-19=(-1790) 5484 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 4909 6-17=( O) 452 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 146 BC LATERAL SUPPORT <= 12"0C. UON. 9-10=(-4779) 1564 17-18=(-1725) 5314 TC CONC LL( 466.7)+01( 130.7)- 597.3 LBS @ 8'- 0.0" 10-11=(-4669) 1558 17- 7=( -270) 659 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 18- 7=( -399) 374 NOTE: 2x4 BRACING AT 24"OC UON. FOR 7-19=( -932) 360 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) ST 11: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.500" @ 13'- 4.7" Allowed = 2.205" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 1' 1' 'f f Design conforms to main windforce-resisting 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 3-04-14 3-11-12 3-11-15 system and components and cladding criteria. f T T 597.30# '1 ' f 597.30f# '' 1" 12 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 M-5x10 =M 6x6 M-3x8 _M-9x9 M-5x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 6 e 9 9.00 load duration factor=1.6, -_ T2 Truss designed for wind loads in the plane of the truss only. M-3x9 -1-.• 7-1.5X3 M-3x8 + A 3 M-5x12 �� _ B Cr ✓� 3 14 15 17' "' �', I M-7x8 M 3x4 M-4x10 0 16 18 �9 zo 1 2 0 0 0 M-1.5x3 M-4x12 0.25 M-3x10 M-3x10 ii M-3x4+ M-7x10 M-7x8(S) a 3.75 M-3x4+ 12 y y y y y y ' P R Q s2-05-082-05-112-07-07 5-10-03 4-11-08 3-11-11 4-01-07 7-06-09 •.,:( (,, sy y y y y CIN, ' rte1-00-05-08 10-09-08 20-09 y00 �S ' �; 34-00 •4:t"' . 89200 E JOB NAME : 3413-D POLYGON NW - Cl Scale: 0.1609 (7:37' /.'.y... WARNINGS: GENERAL NOTES, unless otherwise noted: � y�,� � •'tet,,, 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 /O 1,,, Ai Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 4,.' - a V` /� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /b',47)/.. {/ ♦. 2.Design assumes the top and bottom chords to be laterally braced at r L� ' 3.Additional temporary bracing to insure stability during construction -� - - `T t. - Isthe responsibility of the erector.Additional permanent bracing of 2'e.c.and at 10'o.c.respectNety unless braced throughout their length by • continuous sheathing such ea plywood sheathing(TC)andfor drywall(BC). /,G.rw]R{( �,., DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ F 7 f-Y!{+ • SEQ.: K 15 613 01 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. �![�} c r� { �}{ 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES:R ES: 1 2/31/20 E 5 necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWiCA In BENI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7,6,6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 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#16.BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDE #1&BTR SPACED 24.0" O.C. 2-3=(-129) 101 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POP 0'- 0.0" -34/ 402V -55/ 1658 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 A 1 f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 �' Design conforms to main windforce-resisting 5.00 ' system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. LLD 0 0 o -I' [ ', KIIIFAIIIMIIIIIIIIIIIIIIMIEM 1 M-3x4 .y , , 1-00 6-00 • 'PROVIDE FULL BEARING;Jts:2,4,3 5- P SF S 89200PE " JOB NAME : 3413-D POLYGON NW - AJ3 :°°.7,,,. 74:-2P. __...:,Scale: 0.4979 -4/11111111 .4. -WARNINGS: GENERAL NOTES, unless olherwlse noted: 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 IndividualTruss: AJ3 and Warnings before conetructlon commences. building component.Applicability of design parameters and proper AV`2.2x4 compression web bracing must be Installed where shown+, • Incorporation of component Is the responslblllty of Iha building designer. �'+r ; \ .2.Design assumes the top and bottom chords to be laterally braced at ,e�3.Additional temporary bracing to Insure stability during construction 2'o.c.end et 1D'o.c.respectively unlase braced throughout their length by © V Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). [']`` V DATE: 11/30/2015 the overall structure is the responsibility of the building designer. S 2x Impact bridging or lateral bracing required where shown i �R 1 l_\ SEQ. : Ki5 613 0 2 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 et no time should any bads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"or use, 5.4 519 loads has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES..12/31/2015. necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November v ovem{„e r 30015 r7 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center IJ ,L TPINJiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. M iTek USA,Inc.ICompuTrus Software 7.6.6(11_)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-198) 177 3-4=( -94) 36 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 RIDE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 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 = 0.066" @ 2'- 9.2" Allowed = 0.459" '` MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" r► 1111 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 3 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.00 7, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oTruss designed for wind loads I in the plane of the truss only. 0 0 0 I li-of ,`- 0. 51► -f o 1 M-3x4 y 1-00 y y 6-00 1-05-15 P R PROVIDE FULL BEARING;Jts:2,5,3,4 `t ,4.�...89200PE 1- JOB NAME : 3413-D POLYGON NW - AJ4 ,,. Scale: 0.4704 _ WARNINGS: GENERAL NOTES, unless otherwise noted: s"'"'-. ,y^'� /� CC 1.Budder 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,ORE.GO N *, Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper .. V 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 2$ 2.Design assumes the top and bottom chords to be laterally braced at �{ 3.Additional temporary bracing to Insure stability during construction e `' 9 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 ,/sI'"/� continuous eheathing such as plywood sheathing(TC)andlor drywad(BC). `j R. PRI O- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ I�� 1 SEQ. : K 15 613 0 3 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 bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing al all supporta shove.Shim or wedge 4 EXPIRES: 12/31/20. 1. necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. November be r 3�2015 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center I tl , TPIM?CA in SCSI.copies of which w11i be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate elze of plate in Inches. MiTek USA,Inc.ICompuTrus Software 7.6,6(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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) 68 2-12=(-383) 2142 12- 3=( 0) 331 B-17=(-132) 673 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 LOADING 4- 5=(-1831) 493 14-16=) -9) 60 13- 5=(-191) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 445 16-17=(-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1662) 508 17-10=(-317) 1430 6-15=( -2) 220 TOTAL LOAD = 42.0 PSF 7- 8=(-1298) 429 14-15-) 0) 90 8- 9=(-1718) 461 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 16- 7=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 7-17=(-503) 166 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" H -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" 0 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.187" 8 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" 8 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" 8 33'- 6.5" 9=11-11 14-00=10 9-11-11 MAX HORIZ. TL DEFL = 0.098" 8 33'- 6.5" T T T 1' 2-07-04 3-06-05 3-10-02 3-03-05 5-05-11 5-03-10 4-10-11 5-01 T ' 1' f ' T ' f ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-9x6 M-4x6 9.00 5 M-3x4 M-3x8 9.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f "um • load duration factor=l.6, Truss designed for wind loads M-3x4 in the plane of the truss only. M-1.5x3 +. M-1.5x3 3 .41.1#11.11// M-3x6 big rrl? 13 r! 15: - - _T b-� � M-3x8 1 of M-5x10 M-11 5x3 0•254 ;'6 M-3x8 M-3x6 1, i M-3x4+ M-5x8 -M-6x6(S) a 3.75 M-3x9+ 12 r�y 2-05-08� 7-02-07 y 3-08-13 y 5-02-03 y 5-09-03 y 9-07-15 y .�e. • • P R��r�S J, ), ). , cj .NGIN 6I /� 1-012 05=08 10-09-08 20-09 00 �� I„.. 34-00 8920UPE • �� JOB NAME : 3413-D POLYGON NW - C2 Scale: 0.1604 WARNINGS: GENERAL NOTES, unless otherwise noted: �.y /'� ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an Individual ! •\. . OREGON N yam. 4/, Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper �(�47-' .N _ - 2.2x4 compression web bracing must be Installed where shown e. Incorporation of component Is the responsibility of the building designer. <0. 0 ,'•) 1 (1 O 4 2,Design assumes the lop and bottom chords to be laterally braced at G �(.y� 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /q(,,�' t '(" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). -�I L7 1 �, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown+. !� L� SEQ.: Ki5 613 0 5 4.No load should be applied to any component until after all bracing and 4.Installation of tussle the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5,Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes w11 bearing at all supports shaven.Shim or wedge If EXPIRES:"12/31 /201 5. necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November bei 3�201 5 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 , TPIMR'CA in BCSI,copies of which will be tumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc.ICompuTrus Software 7.6.6(1L)-E . 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-999) 2157 14- 3=( 0) 331 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. 2- 3=(-2848) 727 14-15=(-381) 1629 14- 4=(-150) 618 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 758 15-17=(-359) 1664 4-15=(-321) 179 LOADING 4- 5=(-1831) 614 16-18=( -14) 60 15- 5=(-216) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) 0) 0 18-19=(-353) 1601 15- 7=(-534) 209 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=)-1411) 534 19-12=(-401) 1430 7-17=( -13) 234 TOTAL LOAD = 42.0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 8-10=(-1298) 511 17-18=(-339) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- B=( -63) 144 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1718) 577 18- 8=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1940) 591 8-19=(-512) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 68 10-19=(-143) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" I MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" , I '' 1' T MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 2-07-04 3-06-05 3-08-01 2-021-03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 / 1 / I 1 I I 1 -( ' 1 f 1 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 10-00 10-00 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" i f 6 9 I f 12 M-4x6 • 12 M-4x6Design conforms to main windforce-resisting 9.00 5 M-3x4 M-83x8 0 Q 9.00 system and components and cladding criteria. 4.'////////p/////////mm Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. + 1 M-1.5x3 3 M-3x6 4. M-3x8 0 16 3 I M-5x10 I M-1.5x3 0.25W M-3x8 M-3x6 I 1 o M-3x4+ M-5x8 -M-6x6(5) 0 3.75 M-3x4+ 12 y 1' y y y 0 PROF J. 2-05-08,t• -05-08 • J. y 7-02-07 3-08-13 y 5-02-03 5-09-03 9-07-15 y - 0, 1-00-05-08 10-09-08 20-09 y 00 N� -c'., 34-00 89200PE r'' JOB NAME : 3413-D POLYGON NW - C3 ,/ -'"' '' Scale: 0.1604 ''' WARNINGS: GENERAL NOTES, unless otherwise noted: (ry /'� 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 ' f• .ORE.` Q si A Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper - \V` 2.2x4 compression web bracing met be Installed where shorn a. incorporation of component is the responsibility of the building designer. �+'� {r, n ,i>., ._i 2.Design assumes the top and bottom chords to be laterally braced at J "14L ,rte 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by /p�,,�' s {� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � ', �j["') ( � v DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a f"I(� L+ SEQ. : K 15 613 0 6 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ___ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. [� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shorn.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7_Design assumes adequate drainage is provided. November be r 2015 3� 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 Y r TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size o1 plate In Inches. MITek USA.Inc./CompuTrus Software 7.6.6(114-E to.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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) 68 2-10=(-209) 1516 10- 3=( 0) 294 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1962) 415 10-11=(-210) 1514 3-11=(-476) 245 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 458 11-12=(-140) 1146 11- 4=(-152) 556 LOADING 4- 5=(-1084) 434 12-13=(-240) 1442 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1084) 434 13- B=(-239) 1444 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' 6- 7=(-1502) 458 6-12=(-152) 556 TOTAL LOAD = 42.0 PSF 7- 8=(-1962) 415 12- 7=(-476) 245 8- 9=( 0) 68 7-13=( 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 f f 1' 1' Design conforms to main windforce-resisting 7-02-12 6-08-15 3-00-05 3-00-05 6-08-15 7-02-12 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 M-4x6 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 4 M-3x4 • Q 9.00 load duration factor=1.6, 1r ♦`t Truss designed for wind loads -- in the plane of the truss only. M-3x9 M-3x9 3 6 0 0 1 -1-1' v, 10 11 12 13 p - - ot I -3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 It�.� M-5x8(5) M-5x8(S) o ��``D PRD Q9.0 7-01 6-06-15 6-08-03 6-06-15 7-01i 1-00 34-00 y 00 G �{' _ ' 8920C3PE JOB NAME : 3413-D POLYGON NW - C4 ,; /1 Scale: 0.1602 "e f /'� WARNINGS: GENERAL NOTES, unless on thevparaenoted: �. l•OREGON I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ' •_ yam. 44/ Truss: C 4 and Wamings before construction commences. building component.Applicability of design parameters and proper -I, 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. �O ' {yam. 2.Design assumes the top end bottom chords to be laterally braced at 2�Ob* �F '• .' 3.Additional temporary bracing to Insure stability during construction 2'o.c.and al 10'c.5.respectively unless braced throughout their length by 4,' - - - O C_ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -�7 C'S R 11 �, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ( lw 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. : K15 613 0 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at ail supports shown,Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided, November ove n..�L.,e r r]0 2f11 C 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 tl U J , L I J TPIIWTCA In BCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 11.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-313) 1521 12- 3=( 0) 299 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1962) 527 12-13=(-314) 1520 3-13=(-975) 232 WEBS: 2x4 KDDF STAND 3- 9=(-1502) 569 13-14=(-183) 1199 13- 4=(-181) 567 LOADING 4- 5=) 0) 0 19-15=(-334) 1992 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1084) 516 15-10=(-333) 1944 6-14=(-198) 125 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1084) 516 8-19=(-181) 566 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-476) 232 8- 9=(-1502) 569 9-15=( 0) 299 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1962) 527 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.069" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 15-11-11 2-00-10 15-11-11 f 1' '1 1' MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" 7-02-12 6-06-15 2-02-00-06-06-02 6-06-15 7-02-12 MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 14-00 1' ' 5 7 - ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 N 9.00 V 4 M-3x4a 9.00 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r� 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-5x8(S) 44111/All M-5X8(S) in the plane of the truss only. " .25" J'/ 4 0 0 0.1,41 11 NIIIIIIihh..\. . Alll II iii ii ,r 1 caw jai : �. 1 I I -3x5 M-cD 1.5x3 10.25" 0.25"4 M-11 5x3 M-3x5 of C� M-5x8(S) M-5x8(S) o n. D P_R afi . y ,6 . y , • Co \AGINE ., /, 7-01 6-06-15 6-08-03 6-06-15 7-01 1-00 34-00 1-00 -‘,L" ' '4 c-"- i . ....4.....":2. �92t�C�PE JOB NAME : 3413-D POLYGON NW - C5 . Scale: 0.1602 •.,....re _-.- WARNINGS: GENERAL NOTES, unless otherwise noted: 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 , Tr `,,',1_,.OREGON Truss: C5 and Warnings before construction commences. building component.Applicability of deelgn parameters and proper . . f. 2.2x4 compression web bracing must be installed where shown+. Incorporation of camponent Is the responsibility of the building designer. 4 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top end oel bottom chords to be laterally braced al :_� t (,� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by --- Y ,.' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �FR ( : DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 1 L SEQ. : K15 613 0 8 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. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S 1 D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subJect to the limitations set forth by B.Plates shall Na located on both faces of truss,and placed so their center November 30,2015 TPI/WTCA In BCS!,copies of which will be furnished upon request. fees coindde with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate deelgn values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-246) 204 BC: 2x9 KDDF 7I16BTR SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1374 10- 4=) -60) 972 WEBS: 2x9 KDDF STAND 3- 9=1-1748) 960 11-12=(-153) 1254 4-11=(-615) 289 LOADING 4- 5=(-1271) 955 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+IL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=1-1748) 460 6-12=( -60) 973 TOTAL LOAD = 42.0 PSF 7- 8=1-1946) 412 12- 7=(-296) 209 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 68 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD.AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -272/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.198" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" ,r fMAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 ` 5-06-09 / 5-06-09 5-06-09 5-06-09 5-10-14 J MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" 1 I I ' ' "I MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 9.00 7 Q 9.00 4,0" Design conforms to main windforce-resisting 5 ,f,( system and components and cladding criteria. ii • Wind: 190 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 5x6(5) (5) (All Heights), Enclosed, Cat.2, Exp.B, CMWFRS E7-1Dir), load duration factor=l.6, Truss designed for wind loads 0.25" 1p).0:1-5X6 25„ in the plane of the truss only. 4 M-1.5x3A\Opp M-1.5x3 3 7 O O a, !rill ^ . p l0 11 12 o I 1 -3x5 M-3x4 0.25" M-3x4 M-3x5 I o M-5x8(S) o Qi D PROP ,z' 4.0 8-08-03 8-03-13 8-03-13 8-08-03 " ,. .‘A• ,. o 1; 1-00 34-00 1-00 89200PE ,�r- 71411P0:, r. , JOB NAME : 3413-D POLYGON NW - C6 �, , � Scale: 0.1602 WARNINGS: GENERAL NOTES, unless ote noted: V ,/ ' . OREGON /. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the the parameters shown and is for an indlvIdval . yam. Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper tY 2.Deo compression web bracing must be inelalled where shown+. Incorporation of component Is the responsibility of the building designer. ' fQ '1 T::: 14 4 , 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chorda to be laterally braced et _ �. - � '. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�,, - - '� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AE R R(0-; DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown•+ [l! SEQ.: 8115 613 0 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, T RAN S I D• LINK design bads be applied to any component, end ere far"dry condition"of use. JJ (�i 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes Lull bearing at all aupparts shown.Shim or wedge H EXPIRES. 1 2 31/20 1 5 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPUWICA In SCSI,copies of which will be furnished upon request. lines coiedde with Joint center Ones. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc,/CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #100TR LOAD DURATION INCREASE = 1.15 1- 2=( O) 68 2-12=(-389) 1516 3-12=(-210) 186 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 2- 3=(-1942) 606 12-13=(-407) 1700 12- 4=(-137) 669 WEBS: 2x4 KDDF STAND 3- 4=(-1720) 593 13-14=(-407) 1700 12- 6=(-611) 212 LOADING 4- 5=( 0) 0 14-10=(-418) 1432 13- 6=( 0) 343 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1302) 524 6-14=(-605) 197 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 8=(-1312) 528 B-14=(-125) 665 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-209) 176 8- 9=(-1720) 604 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1942) 615 ALL FLAT TOP CHORD AREAS NOT SHEATHED - 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 f f f f Design conforms to main windforce-resisting 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 system and components and cladding criteria. T T T '1 T 1 T T '1 10-00 10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,f ,f 7 ,f ,f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 I 5 12 load duration factor=1.6, M-4x6 End vertical(s) are exposed to wind, 9.00 F77 M-4x6 N 9.00 Truss designed for wind loads 4 M-3x8 in the plane of the truss only. 6 1M. `� M-1.5x3 M-1.5x3 3 • .N. +. 0 O I '.. 1 fy IW 1 t 14 ,.I -3x5 M-3x8 12 0.25" M-3x8 M-3x5 yDPR `M-5x6(5) • ,c„ tS 9-07-15 7-04-01 7-04-01 9-07-15 C, . 01, 1-00 34-00 1-00 ' • 8J20C3PE JOB NAME : 3413-D POLYGON NW - C7 Scale: 0.1602 .....41111.,Itt;;:.. . . :7 AIM WARNINGS: G. hRAe NOis unless a othhe a parameters l.' ' OFI E,O 7N '.1.4/- Truss: 1.Builder and erection contractor should be advised Vali General Notes 1.This design is based only upon the parameters ehvvm and Is loran individual l C7 and Warnings before construction commences, building component.Applicability of dealgn parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. a"^ �: O 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et V 4> � ,� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 4/46.. ��j,�..pp'� - - continuous sheathing such Be plywood sheathing(TC)andfor drywell(BC). 4/46..(']("')i l �: DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown... I�1 SEQ.: El5 61310 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 end at no time should any loads greater than 5.Design assumes trusser,are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condlllon"of use. 5.CempuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2015 necessary,me ]� fabrication,handling,shipment and Installation of components. 7.Design assume adequate drainage is provided. November 3Q2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center , TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-291) 1505 3-11=(-219) 211 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1942) 492 11-12=(-274) 1698 11- 4=(-122) 659 WEBS: 2x4 KDDF STAND 3- 4=(-1720) 474 12-13=(-274) 1698 11- 5=(-596) 183 LOADING 4- 5=(-1300) 940 13- 9=(-339) 1932 12- 5=1 0) 343 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=1-1301) 453 5-13=(-594) 162 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 0 7-13=(-106) 658 TOTAL LOAD = 42.0 POP 7- 8=(-1720) 494 13- 8=(-218) 199 8- 9=(-1942) 510 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -240/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6,5" 9-11-11 13-02-10 10-09-11 T 1. T T 5-01 4-10-11 7-00-05 6-02-05 1-00 4-08-11 5-01 Design conforms to main windforce-resisting f f ,r ,s f f ,. system and components and cladding criteria. 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T ' (All Heights), Enclosed, Cat.2, Exp.B, MWFR5(Dir), 12 M-4x6 6 M-4x6 12 load duration factor=1.6, 4 M-3x8 _ End vertical(s) are exposed to wind, 9.00 �( 5 N 9.00 Truss designed for wind loads VKs+r �. in the plane of the truss only. M-1.5x3 M-1.5x3 3 +. .+ - Co Co c 1 11 12 13 • 0 O f oM-3x5 M-3x8 0.25" M-3x8 M-3x5 0l M-5x6(5) �� .D PROpe- y 9-07 15 y 7-04-01 y 7-09-01 y 9-07-15 y \�,4„1.,i..„ �G'IN 3.: 1-00 34-00 1-00 `'' $92Q( PE if,. JOB NAME : 3413-D POLYGON NW - C8 /-,....10**: . .-:. Scale: 0.1852 ,,r11111.1111111111P --- jy. r WARNINGS: GENERAL NOTES, unles s onhhe ise parameters I o REG()� �`�,. 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 H yam, Truss: C8 and Warning.before construction commences, building component.Applicability of design parameters and proper V` 2.2a4 compression web bracing must be Installed where shown a. • Incorporation of component Is the responsibility of the building designer. /r )ve 2 , ++ty... 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - a 1 4. LSO ty,.1. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ---- i � continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 41,G- , f•"'�`{ �: DATE: 11/30/2015 the overall structure Is the responsibility of the building des goer. 3.2c Impact bridging or lateral bracing required where shown+. ! 1�1 4 SEQ. : K 15 61311 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 bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component and are for"dry condition"of use. n/�]i (� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES:. 1 2/s,3 1/20 i!5 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. p1QVember 3�205 6.This design Is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center f V , TPWJICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2m4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3056) 514 14-15=(-282) 2304 14- 4=( -108) 46 WEBS: 2x4 KDDF STAND 3- 4=(-2942) 518 15-16=(-544) 3684 4-15=( -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 4466 15- 5=( -224) 1254 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-2318) 460 17-18=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 814 18-12=(-954) 4966 6-16=( -146) 1030 TOTAL LOAD = 42.0 PSF 7- 9=(-4666) 1026 - 16- 7=( -724) 286 8- 9=( 0) 0 7-17=( -418) 766 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-5558) 1210 9-17=) -412) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 34'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 418 11-12=1-6616) 1366 10-18=( -544) 2320 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=( 0) 68 18-11=( -68) 372 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2,4,6-7,10,19 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -393/ 2254V -157/ 157H 5.50" 3.61 KDDF ( 625) 34'- 0.0" -990/ 4753V 0/ OH 5.50" 7.60 KDDF ( 625) -",-- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nailsc staggered: 9" c in 1 row (s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 T T T 1" 3-04-14 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-0903-073-01-06 3-04-14 Design conforms to main windforce-resisting f ,r f 1 cc ,( f c f f ' system and components and cladding criteria. 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �y598# T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 8 V M-4x6 12 load duration factor=1.6, 9.00 5 6 7 ` 9.00 End vertical(s) are exposed to wind, Truss designed for wind loads D in the plane of the truss only. , t M-1.5x3 M-1.5x3 1 0 0 1 19 15 1 17 18 �3 o M-3x8 1$.25" M-3x8 M- 8 , M-7x8(S) M-7x8 �0 PR0 y >y J, y �y3o2s# ,I, • _,co, �`G,IrV� scar' 6-02-12 1-05-03 9-04-01 9-04-01 1-05-03 6-02-12 c� �i`v C�, 1-00 34-00 1-00 t.,' 89200PE • �C JOB NAME : 3413-D POLYGON NW - C9 ,--- �Alr".11.1e.. • Scale: 0.1834 _. WARNINGS: - O.This de ign b NOTES, unless o the ise parameters 7 . OREGON _ 1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the palametera shown and Is for an Individual yam. rV, Truss: C9 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.2x4 compresalon web bracing must be Installed where Shawn*. incorporation of component Is Sre responsibility of the building designer, < -I 2.0 - 2.Design assumes the lop and bottom chords to be laterally braced at • 3.Additional temporary bracing to Insure stability during construction s Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al ig'o.c.respectively unless braced throughout their length by /p�,,+f continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '! ,F fR• V�., DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where show,.. (} SEQ. : K 15 61312 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 bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component, and are for"dry coedttlon"of use. E jjr�(]i 5.CompuTrus has no control over and assumes no responsibility 5r the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/3.1/2 0 1 5 necessary. A� n r� +I fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,L0 1 5 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,VVICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTfus Software 7.6.7(1L)•E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2o4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x4 KDDF STAND 3-4=( -28) 40 3-7=(-168) 76 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. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" 1' 1' MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 177 4 -/ Design conforms to main windforce-resisting '' system and components and cladding criteria. l M-4x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 `n load duration factor=1.6, AIIII.4 .-- 1 I End verticals) are exposed to wind, oTruss designed for wind loads I in the plane of the truss only. MIMMOMMMOMMEMEMOMMEMMEMM _. N O O im i M-1.5x4 f of ME,3x4 0 1 M-3x9 M-3x5 2-03-12 4-11-04 0-09 1-00 2-05-08 8-00 5-06-08 ,�c ' P R�� ' (PROVIDE FULL BEARING;Jts:2,4,7 I `� . GINS+ ? Y�� 4t. 89200PE JOB NAME : 3413-D POLYGON NW - CJ2 mo • . 0 Scale: 0.5126 ['� /'�/��t �)/(./� WARNINGS: GENERAL NOTES, unless otherwise noted: 7 ',�6J}OREGON v 1.Bolder 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 '� )y" A f'') jr.' Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters end proper • O • 1`f e G- ,c'/ 2.2x4 compression web bracing must be Installed where ahaws,+. Incorporation of component Is the reaponslblllty 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 al ��,,,,�J1 2'o.c.and at 10'c,c,respectively unless braced throughout their length by1:1 .�� la the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood eheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overafl structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 61313 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, [� c n -7 T RAN S ID: LINK des lin bads be applied to any component. and are for"dry condition"of use. EX r I R E S: �2/31 201 5. 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supporta shown.Shim or wedge if November 30,2015 necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIA TCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.(CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: • 2x4 KDDF #1&BTR SPACED 29,0" 0.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x9 KDDF STAND 3-4=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. 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: 12.0" 0.0" 0'- 0.0" -32/ 926V -55/ 1658 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0,0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0,078" -, MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" 12 0MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. d, Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '-1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 o9 load duration factor=1.6, End vertical(s) are exposed to wind, 3 m Truss designed for wind loads �O in the plane of the truss only. o All milillftlii , •-•..4 7 r-i l lili I PIALMMIIIM ro M-1.5x4 of �� ME3x4 0 0 M-3x4 M-3x5 y .1 , .6 2-03-12 4-11-04 0-09 y P R e . 1-00 2-05-08 8-00 5-06-08 Asl . 70 PROVIDE FULL BEARING;Jts:2,9,7 -` .. , I w c „ 89200PE JOB NAME : 3413-D POLYGON NW - CJ3 111 �"' '' 'Scale: 0.4686 'w ._; WARNINGS: GENERAL NOTES, unless otherwise noted: • �+ '' ,,• ,OREGON . � 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- 1;?:/c"-- Truss: CJ3 and Warnings before construction commences. building component Applicability of design parameters end proper O.••p•• 1 4, V 2,2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. 3.6601:anel temporary bracing to Insure stability during construction 2.Design assumes the lop 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 "^� A.1 ,,, _ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), DATE: 11/30/2015 the overall structure Is the responsibility of the boding designer. 3.2x Impact bridging or lateral bracing required where shown+if SEQ. : K 15 61314 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. C t�,/I # C C� i / 1 f}i TRANS I D• LINK design loads be applied to any component. and are far"dry condition"of use, E/1 P I R Cil. I !3 I U I 5,CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown,Shim or wedge II November 30,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI,WICA in BC81,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1S13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=1-230) 310 6-5=1 0) 18 BC: 2x4 KDDF #1EBTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 WEBS: 2x4 KDDF STAND; 3-4=(-122) 92 3-7=(-482) 361 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 2130 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" 1' 4 MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" 1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, d Truss designed for wind loads in the plane of the truss only. oo 0 M-4x6 3 1.6 A 5 98 1 N,NM r M-1.5x4 <n o of 1 1.-:-..._---4 M-3 x 4 , M-3x4 M-3x5 y 2-03=12 4-11-04 y0 09 ' ,D P R Op s. 1-00 y 2-05-08 y 8-00 5-06-08 y ..,`` �� ,,,,22 . (PROVIDE FULL BEARING;Jts:2,7,4 I ;. 89200PE r `"� JOB NAME : 3413-D POLYGON NW - CJ4 Ja41111r '� Scale: 0.3929 0 WARNINGS: GENERAL NOTES, unless otherwise noted: T3 '. ;jJ. OREGON I 4/.., " A. 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 2.( , 4 Truss: CJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper O + 1 4 :' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. . 44s ��..' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at Is the rasponalbiltty of the erector.Additional permanent bracing of 2'o.c.and at f 0'o.c.respectively unless braced throughout their length by ��`,.,� continuous sheathing such as plywood sheathing(TC)and/or drywall(91). DATE: 11/30/2015 the overall Bructure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 61315 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, E�( i r'](�i TRANS I D: LINK design loads be applied to any component. and are far"dry condition"of use. !\P I R �. I3 I I LV I5 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trans,and placed so their center TPIANTCA 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 7.6,7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-365) 71 6-8=(-283) 408 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=( -86) 38 TC LATERAL SUPPORT 6= 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 = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 2636 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ 0H 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 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" 5 MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0,029" @ 2'- 3.8" Allowed = 0.472" it 1 MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORR. TL DEFL = 0.026" @ 7'- 3.0" 4 12 it Design conforms to main windforce-resisting Pp system and components and cladding criteria. 9.00 77 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0' load duration factor=l.6, IEnd vertical(s) are exposed to wind, N Truss designed for wind loads o II in the plane of the truss only. t- M-4x6 3 4.O E110 8 <n -E M-1.5x4 11 M13x4 to o M-3x4 M-3x5 ; ci ,6 2-03-12 4-11-04 0-09 C yl-oo y 2 05-08 y 7-06-03 ), 'c�' � PN Opt.6' • i, 8-00 ; 1-11-11 y C` _-.• .6) \ 0 • 0, (PROVIDE FULL BEARING;Jts:2,8,4,5 I ; `"t•. 89200PE. 1--- t JOB NAME: 3413-D POLYGON NW - CJ5 Scale: 0.3317 I. e rl��A WARNINGS: GENERAL NOTES, unless otherwise noted: ,, "'• -• ON • �!/ 1.BUllder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndlvIdual /O` .4 1 1 4_•Z('' . Truss: CJ5 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. 41r�� _- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap 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,respectsely unless braced throughout their length by +S• it continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE, 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** SEQ. : K 15 61316 4.No load should be applied to any component until after all bracing and 4.Installation o1 trues Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, �/ p nn/ y r}(� TRANS I D• LINK design bade be applied to any component. and are for"dry condition"of use. EXPIRES:�. L/31 12 V 1 6.Design assumes full bearing at all suppoRs shown.Shim or wedge If November 30,2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIWICA In 8151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-167) 279 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-361) 68 6-8=(-256) 413 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-9=(-289) 245 3-8=(-426) 263 LOADING 4-5=(-102) 49 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 997V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.98 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 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" 5 -1 MAX LL DEFL = -0.020" @ 2'- 4.4" Allowed = 0.359" TL CREEP DEFL = -0.029" @ 2'- 3,8" Allowed = 0.972" MAX HORIZ. LL DEEL = 0.022" @ 7 - 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7 - 3.0" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9. Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed fr wind loads in the plane of the truss only. M-4x6 /7/ MAX rM-1.5x4 I o3x90- x5 y 2-03=12 y 4-11-04 0-09 � cO P R Q LCA • y1-00, 2-05-08 y 9-06-03, y C? �,,v., >,�y� 8-00 3-11-11 /t�.t.,/ � (PROVIDE FULL BEARING;Jts:2,8,4,5 I "t... O9 L V V P E c JOB NAME : 3413-D POLYGON NW - CJ6 e ......., • Scale: 0.2919 10 ' ,()' / WARNINGS: GENERAL NOTES, unless otherwise noted: �y OREGON- L EGON 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 `T i''''' r �7 O` Truss: CJ6 end Warnings before construction commences. building component.Applicability of design parameters and proper O • 14, (. : 2.54 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the balding designer. - Cl)� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at t ` is the responsibility of the erector.Additional permanent bracing of 7 o.c,and al 10'c.c.respecttvely unless braced throughout their length by RAO"'a•" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 3.2x Impact bridging or lateral bracing required where shown c c SEQ. : K 15 61317 4.No load should be applied to any component until ager all bracing end 4.Installation of truss Is the responsibility of the respective contractor. �J r7 V('� & fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, and are for"dry condition"of use, E/\P RES. i I I31 I L . TRANS I D: LINK design bads be applied to any component. 5.Compuln,e has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shove.Shim or wedge if necessary. November 30,2015 fabrication,handling,shipment and installation of components, 7,Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANI"CA In ICS),copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND SRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.003" @ 1'- 0,0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0,184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0,472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIE. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 177 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Pfr I - <r 0 41 M-3x4 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 5-00 PROPss 89200PE r-- JOB NAME : 3413-D POLYGON NW - J1 ..: Scale: 0,5751 WARNINGS: GENERAL NOTES, unless otherwise noted: *K„ I.Truss: 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 Tom. , .OR�EGc.N *, 44, J 1and Warnings before construction commences. building component.Applicability of design parameters and proper • 1r 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. • •" • 2 2.Design assumes the top and bottom chords to be laterally braced at f/�) 4 3.Additional temporary bracing to Insure stability during construction - Y s is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 16 c.c.respectively unless braced throughout their length by --- - 190 continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). R ( �, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 15 613 2 0 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 bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXP I R ES: 12/31/2015 necessary. A' fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30 2015 6.This design Is furnished subject la the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r L TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate slze of plate in Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988{MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) BO TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 62.5) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed = 0.472" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 177 3 Design conforms to main windforce-resisting system and components and cladding criteria. I) Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7=10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m /- v• M-3x4 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 8-00 • .��ckass • 8920.0PE � JOB NAME : 3413-D POLYGON NW - J2 Scale: 0.5501 WARNINGS: GENERAL NOTES, unless otherwise noted: ��.� � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: J2 and Wamings before construction commences. building component.Applicability of design parameters and proper : O 2.2x4 compression web bracing must be Installed where shown+, Incorparallon of component Is the responsibility of the building designer, �r , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et _;� 14, r^'-• [y Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout(heir length by --- 'ViO '[- continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). r']1R t DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shovm++ !��!1 SEQ.: K 15 613 21 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. ------ - fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. n i r�(� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing al all supporta shown.Shim or wedge If EXPIRES: 12/3.1/20{5. necessary. II,,..,, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, N OVem I-s r 30,2O 1 5 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 TPLWI'CA In SCSI.copies of which will be furnished upon request. lines coincide with 0101 center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DC: 2x4 KDDF #16,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 8'- 0.0" • 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10,9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 '1 9.00 T7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads Lc) in the plane of the truss only. f-- i o � ►� ►meq -i 0 1 M-3x4 y y � 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 8-00 . 0;) RR OAF • •:9200PE C' JOB NAME : 3413-D POLYGON NW - J3 -' Scale: 0.4979 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �+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 Truss: J 3 and Warnings before construction commences, building component.Applicability of design parameters and proper Al 2,2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. �✓ ,!q 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et O '�L,s ,r� Is the responsibility of the erecter.Additional permanent bracing of 2'ac,and et 10'o.c.respectively unless braced throughout their length by - - - - continuous sheathing such as eptywoodc ng se sheathing(TC)and/or drywall(BC). • DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•r. f } SEQ. : K 15 613 2 2 4,No load should be applied to any component until after all bracing and 4.lnstallatlon of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than S.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If necessary. EXP R ES:12/31/2X1.5.fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November ovem be r 3�20 1L J 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center l V ,L TPEV4TCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits indicate size of plate In Inches. MiTek USA,Ine,lCompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POP 0'- 0.0" -44/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = 0.624" MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" 3 MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o f-- ►t 4► -! 0 1 M-3x4 1-00 8-00 •�� P R�FS�S' (PROVIDE FULL BEARING;Jts:2,4,3 \J` N A'F `�:Q //'S 444 ` ' 89200PE r" JOB NAME : 3413-D POLYGON NW - J4 ,� Scale: 0.4357 .. WARNINGS: GENERAL NOTES, unless otherwise noted: /n 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter.shown and Is for an individual !l Q RE.G O.1,I � ' Truss: J4 and Warning.before construction commences. building component.Applicability of design parameters and proper -6+' ,•.• A.V' 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the respo responsibility of the building designer. �,as, n O\ 2.Design assumes the top and bottom chords to be laterally braced el 3.Additional temporary bracing to Insure stability during construction a Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.reapectNely unless braced throughout their length by s)'s/1 - continuous sheathing such as ptywood sheathing(TC)andlor drywall(BC). `I"]("'3({ �._ DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown ! F 1 1 L SEQ. : K 15 613 2 3 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 al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design bads be applied to any component. end are far"dry condition"of use. 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 EXPIRES:12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November m Ue r 3�2015 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 tl , TPIANFCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. es. MITek USA,InciCom uTrus Software 7.6.6 1 L)E 10.For basic Indicate size of plate Ign values P ( For connector plate design values see ESR-1311,ESR-1968(Mlle k) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132) 54 TC LATERAL SUPPORT 6= 12"OC. 00N. LOADING BC LATERAL SUPPORT 6= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON,BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -2B7/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3 - 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 12 9.00 I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, . Truss designed for wind loads o in the plane of the truss only. I 0 I r 0 I I 1 M-3x4 y 1-00 8-00 y .,1•• ''''' _ ° PRpie ss' (PROVIDE FULL BEARING;Jts:2,5,3,4 I • �" l" •� 1, •89200PE v- JOB NAME : 3413-D POLYGON NW - J5 ,�/r' Scale: 0.4026 -""4 •-�� /'�p� I�� Crr WARNINGS: G. hRAe is b unless otherwise pa noted: 7 O R.E 0 DI V 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an Individual • Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. /'O 1r- 2-° S O ; 2.Design assumes the top and bottom chords to be laterally braced at - - 3.Additional temporary bracing to Insure stability during construction - _ s Is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'c.c.respectively unless braced throughout their length by /p�,�}' -- continuous sheathing such as plywood sheathing(TC)andior drywall(BC). -0"f r L'7#'.'.]{j �. DATE, 11/30/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ !7 RIO--L SEQ.: K 15 613 2 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, 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, T RAN S I D•• LINK design bads be applied to any component. and are for"dry condition"of use. 6.Design assumes fullbearing at all supporta shown.Shim or wedge If EXPIRES 1 2`31/201,5 5.Com puTrua hes no control over end assumes no responsibility for the necessary, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided, November 30,2015 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 TPWJTCA In SCSI.copies of which will be furnished upon request lines coincide with Joint center Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.260" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 177 3 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.a, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads Lo in the plane of the truss only. 0 0 rn 0 '71,,, MUMMEMMEMEMEMEMMEMMEMMEMIIMM o �� 5 r o M-3x4 1-00 ), e oo 3-11-11 y D • .,9 'PROVIDE FULL BEARING;Sts:2,5,3,4 I -I�` ,.1/ �I.`' 89200PE ': JOB NAME : 3413-D POLYGON NW - J6 Scale: 0.3548 41111 S . WARNINGS: GENERAL NOTES, unless otherwise noted: lL �r .OREGON .k Builder and erection contractor should be advised of all General Notes 1.The design Is based only upon the parameters shown and is for an Individual 7J A t.` ',' Truss: J 6 and Warnings before construction commences. building component.Applicability of design parameters and proper d� \V` 2,2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer, <O - _ f16.‘ CJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced el1 s V 4. Is the responsibility of the erector. canal permanent bracing o} 2'c.c.end at 10'o.c.respectNely unless braced throughout their length by /p�,� -- continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). -�!1li FR I�X DATE: 11/30/2015 the overall structure Is the responsibility or the building designer. 3.2x Impact bridging or lateral bracing required where shown++ F l SEQ.: K 15 613 2 5 4,Ne load should be applied to any component until after all bracing end 4.Installation of truss la the responsibility of the respective contractor. _ fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. f c 5.CompuTnue has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If E X P 1 R E nv': 12/31/201 5. necessary. November fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 30 01 5 6.This design is furnished subject to the Ilmhations set forth by 8,Plates shall be located on bath faces of truss,and placed so their center ,2 2 V TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate adze of plate in Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1t&BTR SPACED 24.0" O.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -44) 39 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+51( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 lel 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" 4 MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" rel MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 177 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 41 o Truss designed for wind loads oin the plane of the truss only. 0 0 t =� 6- 1 1 o M-3x4 • 1-00 8-00 5-11-11 c,% .061;.• , ,1 PROVIDE FULL BEARING:Jts:2,6,3,4,5 I -1f' . 89200PE r" JOB NAME : 3413-D POLYGON NW - J7 __._ . -41(t5; Scale: 0.3133 "i., WARNINGS: GENERAL NOTES, unless otherwise noted: 0 ('� a.S� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �. OREGON 44/. Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper '"(�I ,J E\ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the buildng designer. /.0 ) '1r; !.. 20 2.Design assumes the top and bottom chords to be laterally braced at �/ • • 3,Additional temporary bracing to Insure stability during construction s _ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 'p1� - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ".1 . •]A IO- DATE: ` L. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown++ •Pit 1 L SEQ.: K 15 613 2 6 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, '1'RAN S I D• LINK design bads be applied to any component• and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:necessary. .12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 015 6.This design Is fumished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,end placed so their center November 3(�V r 2 TPIM/ICA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plata In Inches. Muck USA,Inc./CompuTrus Software 7.6,6(1L)-E 1s.For basic connector plate design values see ESR-1311,ESR-1966(Mack) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 CC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #108TR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -89) 70 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 BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 4278 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0,958"MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15 - 10.9" Design conforms tomainwindforce-resisting 7/ ,', system and components and cladding criteria. 12 Wind: 140 mph, h25.2ft, TCDL4.2,BCDL=6.0, ASCE 7-10, 9.00F77 Exp.B, MWFRS(Dir), M-3x5(5) ,o 1 i 0 1 6._' I M-3x4 cO PRO �1-00� 8-00 7-11-11 i-,ti � lhl. <-i'-„,/0 • (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I ,z , '~r'92l.J0P �v.r , 1p, JOB NAME : 3413-D POLYGON NW - J8 ,/ Scale: 0.2745 ""� ..--......„„ WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contrador should be advised of all General Notes 1.This design Is based only upon One parameters shown and Is for an Individual N fes. Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper !��(G1 v/„ NV' A• 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. /0' � 14, 2. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al :+� A11-)': " 2'o.c.and et 10'a.c.respectively unless braced throughout their length by -- ` Is the responsibility of the erector.Additional permanent bracing a continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). L-S}R i(L�; DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /'�7[1 SEQ. : K1.561327 4.No bad Would 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 beds greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component, end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibIlity for the 6.Design assumes full bearing al all supporta shown.Shim or wedge if EXPIRES 12/31/2015 necessary. x fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30 201 5 8.This design Is furnished subject la the limitations set forth by 8.Plates shall be located an both faces oftruss,and placed so their center r TPIM?CA In BCSI.copies of which will be furnished upon request. (Ines coincide with Joint center lines. 9.Digits indicate size of plate in Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT 1= 12"0C. UON. LOADING BC LATERAL SUPPORT c= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 248V 0/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 v LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 --/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ul 011111111111111111111111111111111 ,-1 71 Mal o o M-3x5 �.� pROfi 1-00 1-00 \AG1tVE. .rte. (PROVIDE FULL BEARING;Jts:2,3,4j � :"Y 't' 89200PE r- -4.600.00111! !! r:- JOB JOB NAME : 3413-D POLYGON NW EJ Scale: 1.1020 WARNINGS: GENERAL NOTES, unless otherwise noted: /!. ' v1 OREGON Qt �v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is far en Individual -04.-'141 Truss: EJ and Warnings before construction commences. building component.Applicability of design parameters and proper .. ` 1 4, O. is,.,. 2.2x4 compression wpb 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 lap and bottom chords to be laterally braced at ,,r is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o,c.respectively unless braced throughout their length by _ �R.�,,,,�' continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 613 2 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. i rny r� fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. R R E S. !GI �!/L(�i F.J I TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished cubical to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WYfCA 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 7.6.7(10-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C, 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (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. kb r. I I 1111141 4 010. 1 ri 1 M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I -- d9200IDE JOB NAME : 3413-D POLYGON NW - SJ1 1 '' or Scale: 0.6696 fok WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all Gannet Notes 1.This design is based only upon the parameters shown and Is loran individual -per C)REGC)N . Truss: SJ1 and Waminga before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. • - - 2 a • 2.Design assumes the top and bottom chords to be laterally braced al �- • 3.Additional temporary bracing to Insure stability during construction 2'cc.and et 10'o.c.respectively unless braced throughout their length by •• • 4• A. - Is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood aheathing(TC)and/or drywall(BC). y� j:] { R` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (} V SEQ. : K 15 613 2 9 4.No load should be applied to any component until after all nadng and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES. 12/31 /20 1 1�5 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 302015 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center r TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plata in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-40) 36 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -15/ 38H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -35/ 49V 0/ OH 1.50" 0.06 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 'BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.123" 12 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.164" 9.00 F77MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2 Truss designed for wind loads in the plane of the truss only. 1' up ri l 1 MESEN 3 MEMBO M-3x9 l y 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 P C•j • • ; . 89200PE ter. JOB NAME : 3413-D POLYGON NW - SJ1X - Scale: 0.7393 ' CO''�/MWARN ' 1. iNGS: GENERAL NOTESunless olhhepe sere •"C7 ORE00..N ,A.44/-' 1.Builder and erection contractor should be advised of all General Notes 7.This design Is based only upon the parameters shown and Is for an Individual Truss: SJ1X baldingcomponent.Applicability of design parameters and proper and Warnings before construction commences. Po PW CY g P P Ps 2.2x4 compression web bradng must be installed where shown+_ Incorporation of component Is the rasps nslbllity of the building designer. 1-y O . 2.Design assumes the top and bottom chords to be laterally braced at G- 3.Additional temporary bracing to Insure stability during construction " • -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 ./fj�/�lr, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y.. (�•S`` \- • DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ ti SEQ. : K 15 613 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. T RAN S I D• LINK design loads be spatted to any component. and are for"dry condition"of use. • 6.Design assumes full bearing at all supports shown.Shim or wedge II EXPIRES• 12/31/2015 5,CompuTrus has no control over and assumes no responsibility for the necessary. �f 1 fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 3�2015 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 r TPUWTCA In BCSt.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.tCompuTrus Software 7.6.6(1L)_E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ 0H 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00 V 3 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" I MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1c, load duration factor=1.6, 0 I Truss designed for wind loads in the plane of the truss only. 0 rn o rigAIMIIM 0 c PTI 4� - 1 M-3x9 .1 i, y y 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,9,3 I � .'0-P R()Fe � G, N Js- I C: 2C � rjLC? , ` 89200PE t-"" ,, , JOB NAME : 3413-D POLYGON NW - S J2 �,. Scale: 0.6592 .a- , tliF 1.WABuilder G. hRAe NOTES, unless n the ise parameters O R EGO N .. 11.1- Truss: 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 S J2 and Warnings before conetructlon commences. building component.Applicability of design parameters and proper 2,2a4 compression web bracing must be installed where shown*, incorporation of component Is the responsibility of the building designer. fO ' O, _ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _�t•-t"�w 2'o.c.and at 10'o.c.respectively unlees braced throughout their length by /p�,,� - y-3` ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such se plywood sheathing(TC)and/or drywall(eC). Ole 2 f S( '. • DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown.+ ! IR 1 - S EQ.: K 15 613 31 4.No load should be applied to any component until alter all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November I ovembe�302015 6.This design Is furnished subject to the limhations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter l IJr TPWVFCA In BCSI,copies of which all be furnished upon request. fines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.1 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIP load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 3 4.00 cr 2 II - r 1 //////I//Z7M///////////////////////////////////////////////////////////////////////////// 4 M-3x4 y y 1-00 11-06-08 •Vv PROF s 89200PE JOB NAME : 3413—D POLYGON NW — P1 Scale: 0.5806 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.Thla design Is based only upon the parameters shown and is for en Individual "7 • .;,j OR EGON yam. • �-. Truss: P1 and Warnings before construction commences. balding component.Applicability of design parameters and proper •‘•41. \'°" \V• 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. GO. , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • O. 4, 2'o.c.and at 10'c.c.respectively unless braced throughout their length by 4911i - Y� Is the responsibility of the erred°,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -. ( v • DATE: 11/30/2015 the overall structure Is the responsibility 011ie building designer. 3.2x Impact bridging or lateral bracing required where shown+d R s+-� SEQ. : K1561332 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 bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. p C 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES:12/31/2 015 necessary. fabrication,handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. November A' ovember 30r3f11 5 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,L V TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plata design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF #16,BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. 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 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 7 MAX BC PANEL TL DEFL = -0.002" @ l'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -/ MAX HONED. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 I m or_ oIrlAIMMEM o 0 1► 1 3►�I M-3x4 J. y 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:1,3,2 I R co��NG�IN s% 8920OPE JOB NAME : 3413-D POLYGON NW - SJ2X ,. Scale: 0.6561r. 4r,t.::g WARNINGS: GENERAL NOTES, unless otherwise noted: 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 loran Individual ',"7 4„). . Truss: SJ2X and Warnings before construction commences. building component.Applicability of design parameters and proper i� 2.2a4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. , /�^r }r l +qty... 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at • ... .�./ 41 , �� hy,.`. 7 o.c.and at 10 o.c.respectively unless braced throughout their length by --- L Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheafhing(TC)andlor drywall(BC). 4144.1. `��.. DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3.a Impact bridging or lateral bracing required where shown+ • + I SEQ.: K 15 613 3 3 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 bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design Wads be applied to any component, end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all au pporle shown.Shim or wedge 11 EXPIRES: 12/31/2015 2 J 31/20�,J1 5 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPIO VICA in 91St,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 plata design values see ESR-1311,ESR-1988(MITsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURITION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 147 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x4 HIDE STAND 3-4=( -98) 90 7-4=(-144) 115 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -77/ 610V -47/ 136H 5.50" 0.98 KDDF ( 625) 11'- 6.5" -57/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.034" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-10-14 0-03-12 'I' 4' ,r 4 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 v M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 5 -" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3 N I N O sl, to I I 2 6 1'1' 7 --f O M-3x4 M-1.5x3 M-3x4 y ,1 l 6-02-02 5-04-06 y y y 1-00 11-06-08 �-` D F'iQxs 89200PE , JOB NAME : 3413-D POLYGON NW - P2 440111k/;°.**- _..., Scale: 0.4181W 'y 1.Builder GENERAL NOTES, unlessyun the ise parameters I� L.OR_EGQ1 J I.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is far an individual E Truss: P 2 and Warnings before construction commences. building component.Applicablllty of design parameters and proper 2.2x4 compression web bracing must be Installed where shorn+. Incorporation of component is the responsibility of the building designer. O � Is the responsibility of the Alereor.Additional permanent bracing of . 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at ..O • 14 2'o.c.and et 10'o.c.respectively unless braced throughout their length by , - _ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /..j'}A(1[ -. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 t L SEQ.: K 15 613 3 4 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. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppons shown.Shim or wedge If EXPIRES, necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 2015 bei 3� 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 Y r TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-447) 209 6-4=(-126) 98 WEBS: 2x9 KDDF STAND 3-4=) -75) 72 LOADING 9-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 995V -35/ 102H 5.50" 0.79 KDDF ( 625) 8'- 8.5" -43/ 369V 0/ OH 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.135" @ 4'- 4.2" Allowed = 0.349" MAX BC PANEL TL DEFL = -0.204" @ 4'- 4.2" Allowed = 0.465" 4-06-06 3-10-06 0-03-,112 1' 1' I MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 4.00 M-1.5x3 5 Design conforms to main windforce-resisting 4 -' 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), • load duration factor=1,6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 kr Li) 111 PPP1 of __ �6 M-3x4 M-3x4 y y y 8-03 0-05-08 1-00 8-08-08 • • p PROF4" .:92001D v"" JOB NAME : 3413-D POLYGON NW - P3e0.1' Scale: 0.5204 • 41111P- WARNINGS: GENERAL NOTES,design unlessyuupon the '^ DRE0ON •- 4// 1.Builder and erection contractor should be advised of all General Notes 1.This de algn is based only upon the parameters shown and is for an Individual Truss: P3 and Warnings before construction commences. building component.Applicability of design parameters and proper . 2. 204 compression web bracing must be Installed where shown+. incorporation 0 component Is the responsibility of the building designer. yY O 2.Design assumes the tap and bottom chords to be laterally braced at iw 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by e Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 •DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ • R_I SEQ. : Ki5 613 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if E`,x P I R E S•1 2/31/2 01 5 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6,7(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek). This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 8.5" ,COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. 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 Wind: 140 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 17 3 r-1 f'1 2 1 o '1/////////////////////////////////f////////.//////.//////////////////// M-3x4 4 y y y 1-00 8-08-08 t O PRD SA • • •89200PE JOB NAME : 3413—D POLYGON NW — P4 Scale: 0.6329 •'" WARNINGS: GENERAL NOTES, unless otherwise noted: _ � �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual ,r� -tt Truss: P4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2,,4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility o1 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 - 4 a 2'o.c.and al 10'o.c.respectNely unless braced throughout their length by /p�,r --- ( � is the responsibility of the erector.Additional permanent bracing of continuous sheathing such ee plywood sheathing(TC)and/or drywat58C). 4,G' ') DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown t f I SEQ. : K156133 6 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 bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T FLAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports herr Shim or wedge If EXPIRES 12/31/2015 2/31/2 01r necessary. November "� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. ,V Ove m be r 30 2 1 5 6.This design le furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center V r l/ TPINVICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches, MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -/ MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 ' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 ll Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, 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 vs in the plane of the truss only. 0 0 1 I o /- I PAPAIMIIMINI 0 1 M-3x4 y y J' ), 1-00 2-00 3-11-11 PRO 615i • (PROVIDE FULL BEARING;Jts:2,4,3 I �� NGI N' ,o,` ,t, -9200PE T-- JOB NAME : 3413-D POLYGON NW - SJ3 ..400p, Scale: 0.5395 meas,. -/'yr WARNINGS: GENERAL NOTES, unless otherwise noted: � �� C[., 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 7 �� Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. ti ,� 2.O 4 2.Design assumes the lop and bottom chords to be laterally braced et 3.Additional temporary bracing to Insure'lability during construction 7 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 sheething(TC)and/or drywall(BC). 4./8,RRILA-: ( �: DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.25 taped bridging or lateral bracing required where shown++ - i-i fR l.- SEQ. : K 15 613 3 7 4.No load should be applied to any component until ager all bradng and 4,Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:1 2 J31/201 5 necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, Novovember 302015 6.This design is furnished subject to the Ilmdations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l Vr TPINYfCA In BCS(,copies of which colli be furnished upon request. Imes coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITeir) Symbols Numbering System r l Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury = Dimensions are in ft-in-sixteenths. IM Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. ® 1 „ 2. Truss bracing must be designed by an engineer.For '/16 wide truss spacing,individual lateral braces themselves 4 may require bracing,or .alternative Tor I Ap bracing should be considered. = O 3. Never exceed the design loading shown and never IrrillAlp,� U stack materials on inadequately braced trusses. pI1.IAla_ O 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'�i from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �� bytext in thsection of the by AWC in the 2005/2012 NDS bracing SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. am Indicates location where bearings 41.11* 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ��, reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. EV71 (1.. I 0 18.Use of green or treated lumber may pose unacceptable ►= t-II environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MEIMENNOB MOWw'* ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. IY - jjjj and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MTe ke 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013