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Plans (12) /Lt STA a 1-1 MiTek6 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-402_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 1 section 6.3 These truss designs rely on lumber values established by others. R ores 0`<- G P FF9 di cY Q 87022PE v� cc - � 7 '5, OREGON (15 ,..,4/ 9O cc41SER 1\ \-\/O A. ERCP . . 1. 3U I f 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 TypeQty Ply POLYGON R45996195 PL15-402_UPPER F01 FLOOR 9 1 Job Refrence(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jule1 2014 MiTek Industries,Inc.Fri Nov 27 10:57:14 2015 Page I ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-OF1 fTYAfNzt7TAmfCFPKMnfjdri?tCvwJYtDYTyEzpp I0-0 0-1 p-10-141 11-0-0 I 1 1-2-0 I I 1-0-2 11 as 1 I 6-0 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 �� a ... e e ° ®-a • - m e =+ a • mi, 14411111111111„r Ale"i IA / 33 °32 31 I 14x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 355= UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVED BY PROJECT ENGINEER 18-6-8 1 21-4-0 1 1-1-0 1 1-1-0 17-5.8 2-9.8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[12:01-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATESGRIP TCLL 40.0Plates Increase 1.00 TC 0.74Vert(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 2400E 2.OE(flat) TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except BOT CHORD 2x4 DF 2400F 2.OE(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. (Ib/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 10,32-33=440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=011527, 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 floorlive loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. � P R OF 3)Refer to girder(s)for truss to truss connections. 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement "<(' '.°N(j t N�F� s/o� at the bearings.Building designer must provide for uplift reactions indicated. 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 (V -_ be attached to walls at their outer ends or restrained by other means. 87022 P- 6)CAUTION,Do not erect truss backwards. 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. 7 i CV 8)In the LOAD ASE(S) noted (F)front section,loads applied to the face of the truss are as or back(B). SOT OR GON ti�Qs LOAD CASE(S) Standard 'Qt, F/(,jgER 1� PC� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 (� Uniform Loads(plf) `s A. HEP' Vert:22-35=-8,1-21=-80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 1I on, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTgke building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/fPll Quality Criteria,DSB-89 and BCSI Building Component 7Suite 777 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996196 PL15-402_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:15 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12tlyAg??-sRa2guAI8G?z5KKslzwZu_CzwFz5cfp4YCdn4vyEzpo 1 1-0-0 1 1 1-1-10 11 1-2-0 I p-7-211 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 ,- ./ N / \.-/ N. ior \,.-X N if \ Al& la cil 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4 = 14-2-2 1 13-0-2 13-7-21 I 19-11-4 I 13-0-2 0-7-0 0-7-0 5,9-2 Plate Offsets(X,Y)- [14:0-1-8,Edqe],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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 2400E 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=-3608/0,7-8=-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=-3053/0,16-17=-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. `�p`�D PR OFFss 870 2PE -7 "3j`OR EGO 1 Q�N o M'BER . on A. HE��P EXPIRES:06/30/2017 November 30,2015 e 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing "A iTek° is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Qualify 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 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 t����� ID:zs2ygYHMYItl_Zt p9y12t1 yAg??-ogio5aCYguFhKeU EtOz1_PHLV3j_4SQN?Vikt9oyEzpm 1 1-10-8 I D-11 1-0-0 1 1 1-2-0 II 1-0-2 1 11-3-12 I 1-3-0 I 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 gm e B 1 la..... ° l'- 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 I 2-1-8 I 12-10-14 1 b1 1 19-7-0 I 22-4-12 1 2-1-8 10-9-6 6i-7-010-7-0 5-6-2 2-9-12 Plate Offsets(Xy)- [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 Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 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 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift22=-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(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=-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. ,(COs,0 P R Q/z 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. _"? I�NG[N' 9 XO 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 I 2 P Er. ( 6)CAUTION,Do not erect truss backwards. CV Av y NEAT OREGO / Otte 'AOr, AMBER 1\ OS A. RE��P EXPIRES:06/30/2017 November 30,2015 C 1 l r• ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. i ifil Design valid for use only with MirelxE connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-402_UPPER F04 R45996198 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:18 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9yl22t1yW Ag??-GOGAIwDARBNYyo3RR5UGWdgVGT5OpxV EArRhEyEzpl 11-3-0 I 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 1 r�y-97 Scale=1:37.1 3x4= 1.5x3 H 4x6= 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 L74";-C. ''Io,./ ® _ N ' 1 T o / . \ 010 \ C ? _000000000. O a IN O B/ f. 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 2-11-0 18-4-0 I 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 (loc) I/deft L/d 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 Uplift 23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (lb)-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. `��Eq P R 0Fe-A �� �NGINEF'y /o 870 2PE 2-v -7 -$, OREGO r 1./ Cr k‘4,/ or, EXPIRES:06/30/2017 November 30,2015 _ t WARNING-Verify design parameters and READ NOTES ON THIS AND designerapplicability INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. M. Dth divyyofen atrsdpf )individual building truss system.Before usn valid for use e,the building mst enfy the digprameeanproperly incorporate sdsi9n Into the onot overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SP11 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 QtyPly POLYGON R45996199 PL15-402 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiIndusTee 1 k sKInc.Fn'Nov 27 �YR2 Sq9 2015 bDgyEzpk? 1 1-0-0 1 -1-2-0-i F-711 1-7-0 1 1-2-0 11 1-2-0 I 1-2-0 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 304= 4x5= 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 I . 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= 15-8-14 14-4-14 1p-11-1� 1 21-4-0 1 14-4-14 (t-7-0 7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-S,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 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 Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 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. (Ib/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=-1712/0,4-5=-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. Q P R OFFS 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 attached to walls at their outer ends or restrained by other means. ��\." ANG]N E�- 6> c- 87022PE / cv tv Z. ��j, OREGON rim Q�/ 7,,•0 1\ P. SA. HVi\ EXPIRES:06/30/2017 November 30,2015 tt ®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 Mi Fel&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 M-Tek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:zs2ygYHMYItl_Z1 p9y12t1yAg??-gbyJxxF2k617pFo?6E1z8FS1 Ug4w0GMyw8451ZyEzpi 1 1-10-8 I f>-1�1 1-0-0 1 1 1-2-0 11 1-0-2 1 I 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 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 • b o_ - o_ o_ o_ a 41. o_ c - •® o (00, - / - a as '�+`` \ I N 6 O � � �O� �O� 1��� B lC/ N ./ e. �_ IN 4. 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 11 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4= 3x5= 14-0-14 2-1-8 1 2-1-8 1 12-10-14 1 -537-0 3-0-8 10-9-6 _7-019 15-6-21 I Plate Offsets(X,Y)- 0-7-0 [12:0-1-S,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 Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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(Ib)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. Qt, D PROFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. \(°°.\ - L S' 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. �NG]NEER sip be attached to walls at their outer ends or restrained by other means. 2 5)CAUTION,Do not erect truss backwards. �� 870 2PE /fir' N y -.3), OREGON tis iN -2OFMBER \ �O OS IA. HEY` EXPIRES:06/30/2017 November 30,2015 I Ack WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1411" Design valid for use only with M7el&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996201 PL15-402_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:22 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-9oVh8HGhUQt_RPNCgxYDhT?9o4LCIgH69opeq?yEzph FCL1ao r 1 1-2-0 I F=-1-al 109,0 I 0-9-0 I I CI-9-a I 0-9-0110-9.0 ID-9-0 I 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 I nua . q o a 11 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 1 -9-141 I 20.2-0 I 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(Xy)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 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 lncr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:108 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=881/0-4-4,40=881/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. P R . 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���� Q/ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'< C,]N 861 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 ��\ 'iN E.9 O29 be attached to walls at their outer ends or restrained by other means. cc 870 2PE / r N N y �-$, OREGON et,� tN O �0 AMBER 11 \ EXPIRES:06/30/2017 November 30,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component S Safety Information available from Truss Plate Institute.218 NI. Suite 109 Lee Street,Suite 312,Alexandria,VA 22314. oreCitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-402_UPPER F08 R45996202 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 10:57:24 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-5AdRZzHx017igj WanMbhmu4Ykt6dDd9Pc611vuyEzpf 1 1-10-8 111_11}_141) 1-°° 1 1 1-2-0 IF 1-0-2 1 11-3-11 11-3-0 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 V ®OI V\V\Va\lA It N \ / \:o'� I(C.?1 11C - . 10 0.1 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 I 12-10-14 19-7-0 22-4-11 1 2-1-8 105E 1 n-7-'0/1-7-01 5-6-2 2-9-11 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 lncr 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. Q�E0 PR OFF 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 �G s be attached to walls at their outer ends or restrained by other means. r"? ANG)N' 9 rr/O 4)CAUTION,Do not erect truss backwards. 2 cr 87022PE 9r y �4js OREGeN q,� Q.,N Os A. He-��P EXPIRES:06/30/2017 4 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. a trDesuss sysn teidm.Before uuse se he buildingth designer munnectors. st vs erify the aps pli ability only of designn parameters and and iis for an ncorporate individual sddesign into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1111 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Iniormaton 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 PL15-4021 1 _UPPER F09 Floor Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Fri Nov 27 10:57:26 2015d Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-1 ZIC_fJBYfNQvOgrvnd9rJ9rchjl hd9h34nszmyEzp ,ate 10-8-411 1-2-0 11)-7-1011°-0.0 10.9-0 110.9-0 10-9-0 110-9-0 X0-0.0 I Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 8 7 8 9 10 11 12 13 14 1516 17 18 19 20 21 22 23 24 25 `� -r/\e/•\a+ \`/� + �a+ \-' r0- 0\�• ` O `�a. „�® N I • 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 1i4-0-121 I 20-413 I 13-5-12 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 LumberIncrease 1.00 BC 0.65 Vert(TL) 0.52 33-34 >468 360 BOLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 CodeIBC20121TPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 ocpurlins, except BOT CHORD 2x4 DF 2400E 2.OE(flat) end verticals. WEBS2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACT IONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-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=-910/0,438=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. ��iO PR 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 �C,..? ANG)NE�i4 620 be attached to walls at their outer ends or restrained by other means. N. II Q 8702PE / r u) 4'...' y �4� OREGON ti� �N O 7,..., REG 0 0 S A. HE�� EXPIRES:06/30/2017 November 30,2015 t 6 0....., ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 311 Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury WM Dimensions are in ft-in-sixteenths. IIM Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. n Cl-2 C2-3 /j 6 2. Truss bracing must be designed by an engineer.For 0-1wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I O p bracing should be considered. MAW U �� O 3. Never exceed the design loading shown and never o U stack materials on inadequately braced trusses. O C6 7 c 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ �� 6 designer,erection supervisor,property owner and plates 0-1/1from 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 "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 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 i � Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the output. Use T or I bracing truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at 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, BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. ..."— 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member orplate 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. —� 11110 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. 19.Review all portions (front,picturesback,alone words DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, I\/1' /r ° 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 MINI SIM 10 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 11-25-15 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: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PRpFF G1N . 89782PE r' `:it OREGON 4- AA UC ¢ & ' Vie/2016 . November 30,2015 Rivera,Mark 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. 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"01. 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( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15'- 2.0" -256/ 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)+OL( 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 "cc spacing. 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 = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL - 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL - 0.020" @ 14'- 8.5" 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, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads in the plane of the truss only. T *3200 43200 T 12 12 6.00 M-4x6 . M-6x6 Q 6.00 2 0M m T fl 5 6 9 cn M-3x5 M-3x4 M-1.5x3 M-3x5 0 5-08-08 3-10-12 5-06-12 _ e b 15-02 b � `'/ 89 •82 P E Vit" JOB NAME : 3413-B POLYGON NW - Al Scale: 0.4009 r V. G% WARNINGS: GENERAL NOTES, unless otherwise noted: - OREGON 1.Builder and erecton contractor should be advised o/all General Notes /.Ths deegn s based only upon the parameters shown and Is for an Individual Truss: Al and Warnings before constn,«oncommences. buldngcomponent.Appgcablikyofdesignparametersandproper fl$ Q` 2.2x4 compress on web bracing must be installed where shown* incorporation of component Is the responsibility of the bmlding designer. 'T _ as��1 Pi -V , • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at h� j� "� �afJ'- Isthe responsibility of the erector.Add t Dost permanent bracing of 7 o c.and at 111 o.c.reapectNely unless braced throughout their length by "�+ DATE: 11/30/2015 the overallstructureatherebllthe2x Impact rngingorseerlas agreuired hersC)aw/oadrywan(Bc). A�i- L responsibility ofbuilding designer. 3.2x Impact bridging or lateral bracing required where shown�+ tJ S E K 15 6117 4 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. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. design loads be applied to any component. and are for"dry condition of use. TRANS ID: LINK6.Design assumes full bearing all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2018 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 TPITATCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicete size of plate in inches. MiTek USA,Ino./CotnpuTlus Software 7.6.6(1 L)"E t8.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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-9=(- 7 587 9-2=(0) 353 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. WEBS: 2x4 RODE STAND 2-3=(-779) 153 9-3=(-947)) 587 LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50•' 1.02 KDDF ( 625) '* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 15'- 2.0. -80/ 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 7-07 ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor-1.6, 12 12 Truss designed for wind loads 6.00 TIM-4x4 Q 6.00 in the plane of the truss only. • 4.0" 2 ,,7-T 11111111.1 rl o C 1 re P 0 4 *, 3 M-3x4 M-1.5x3 M-3x4 0 b 7-07 7-07 15-02 ,p 89fi82PE 1 JOB NAME : 3413-B POLYGON NW - A2 .,� . Scale: 0.4009 WARNINGS: GENERAL NOTES, unless otherwise noted: ^ �. Truss A2 1.Builder and erection contractor should beadvised ofall General Notes This design Isbased only upon the parameters shown and is for an individual •7 OREGON and Warnings before construction commences, building component.Applicability of design parameters and proper Q 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of Me building designer. A(� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at ��- � "�/: d � �• �- lstheresponsibltyofthe erector.Additional permanent bracing of 2'oc.and at o.c.respectively as ply unless braced throughout thea length by r { - DATE: 11/30/2015 the overall structures the responsibility of the building designer. continuous sheathingen such b plywood sheathing(TC)whereshownand/or drywall(BC) i.' e� 4.No load should be applied to any 3.2x Impact bntlg ng or lateral bracing required ++ U C� SEQ.: K1561175ey component until alter all bracing and 4.Installation of truss Is the responsibifly of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina noncorrosive environment, " TRANS ID: LINK design loads beappl dtoanycomponent and aremraryconddmn oraee. 5.CompuTrus has no control over and assumes no responsibility Mr the 8.Dosiassumes full bearing at all supports shown.Shim or wedge it �/['� �^�'s 12/31/2016 �Jr]{/e'�y� �s fabrication,handling,shipment and installation of components. necessary. EAF-� GJ, G/J I/'G V 1 V 6.This design is fumished subject to the limitations set forth by 7.Designall be lc ted oneoth fans citoased. November 30,2015 8.Platess mailer with onboth faces of trues,and placed so their center TPWVTCA In BCSI,copies of which will be furnished upon request. lines coincide w8h(olnl center lines. MiTek LISA,Inc./CompuTlus Software 7.6.6(7 L)-E 9.Digits Indicate size of plate In inches. 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'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x4 KDDF STAND 3-9=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"00. 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" -196/ 81BV -57/ 1440 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) B'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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 = 0.013" @ 4'- 0.0" Allowed = 0.359" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.041" @ 4'- 0.0" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.009" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 T f 1 ' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 M-1.5x3 q -/ Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, Aili(eitiiii End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. -3x6 mo 0 o f o f1►� 5 6 I o M-3x4 M-3x8 M-4x8 y y +1210# +6376 , 4-00 4-00 8s782PE r JOB NAME : 3413-B POLYGON NW - AGIRD ./ 411;e. . Scale: 0.9610 1/ __ 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 o Q,. Truss: AGIRD and Warnings before construction commences. building component.Applicabliyofdesign parameters and proper 2. 2.2x4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. 2.Design assumes Me top and bottom chords to be laterally braced at ^I 4 3.Additional temporary bracing to Insure stability during construction 2o.c and at 10 oc.respectNety unless braced throughout their length by v 's the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUI_ 17 11� . DATE: 11/30/2015 the overall structures the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ l.l 1� 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. SEQ.: K 15 6117 6 fasteners are complete and at no time should any loads greater than s.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. andareassumes til beet'of supports wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Design mil bearing tall su rts shown.Shim or wetl f .EXPIRES: 12/31/x7/516. necessary. EXPIRES:J L J f-LV 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 TPWVTCA in BCSI,copies of which will be furnished upon request. lines coincide with point center lines. 9.Digits indicate she of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1086(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 2-4=(OF/Cg=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #1gBTR SPACED 29.0" O.C. 2-3=(-92) 40 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 PSI 0'- 0.0" -61/ 297V -7/ 97H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.19 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 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 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed - 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed - 0.145" f f MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed - 0.250" MAX BC PANEL TL DEFL - -0.020" @ 3'- 3.8" Allowed - 0.333" 12 6.00 MAX 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: 190 mph, h=19.7ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. '' 0 re f 0 I El/- 0 1 2 =' M-3x4 y 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,9 ' 6-00 y PR �Ep p1 . • 89`fi82PE �" JOB NAME : 3413-B POLYGON NW - AJ1 • Scale: 0.6771 r •', IWO WARNINGS: GENERAL NOTES, unlesson the se noted. , u Truss• AJ1 Builder and erection contractor should be advised of all General Notes This design abased only upon the parameters and is for an ndNitlual OREGON I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Il 17111 V Q 2.2x4 compression web bracing must be installed where shown.. incorporation of component la the responsibility of the bulking designer. 3.Additional temporary bracing to insure slab lity during construction 2 Design assumes me top and bottom chards to be lateraIN braced al G'�R1 .t � ,� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ID'o.c.respectively ply unless braced throughout their length by { `_l DATE: 11/30/2015 the overall atrucluresthe responsibility ofthe building desgnec continuous sdgingogsuspywoodsheatwhreshodlordrywall(SC). R . S4 4.No load should be applied an component bracing 3.2x Impact bridging or lateral bracing required where shown++ PA U K K I rJ 6 117 7 pp ie y coin t until alter all braGn and 4.Installation of Puss Is the responsibiAly 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. and are for'dry condition•of use. 5.CompuTms hes no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if C��//A[''')� 1��j. r}J /♦'/� fabrication,handling,shipment and Installation of components. necessary. C/11� IR�"s. Lf'�,'11GV 1�` 6.This design is famished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shall be located on both factruss,and placed so their center November 30,2015 TPIIW/CA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits Indicate size of plate In inches. 1 o.For basic connector plate design values see ESR-1311,ESR-1 588(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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 50 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 49 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/ 346V -14/ 77H 5.50" 0.55 RODE ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) i IN LL - 25 POE Ground Snow (Pg) 6'- 0.0" 0/ 57V 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. 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" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" f f MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, iiilll (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), ' load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N rn A- 1 2 0 M-3x4 y J' y 1-00 6-00 I�D (PROVIDE FULL BEARING;Jts:2,3,9I -tI {(-(�Opi. . 4: 89`782P-E - • JOB NAME : 3413-B POLYGON NW - AJ2 . • Sale, 0.6146 J / 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 end stor en individual Q CT- Truss: AJ2 and Warnings before construction memencea building component.Applicability of design parameters and proper /F� AA((�� �'}�` ncorporation of component is the responsibility of the building designer. � � �:y� `,�y- 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be!stately braced at I 3.Additional temporary bracing to Insure stability during construction 5o.c and at 100.c respectively unless braced throughout their length by ((••�� (�, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - PAUL L Ts DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K15 6117 8 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. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosve environment, dee loads be (led to L and are for"dry condition"of use. TRANS ID: LINK design PP any component 6.Design assumes full bearing at all supports shown.Shim or wedge if • EXPIRE 12/31��1t1 5.CompuTms has no control over and assumes no responsibility for the necessary, EXP �7 C V 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.Hales shall be located on both faces of truss,and placed so their center TPVWrCA 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,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Weft) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x9 KDDF #1&8TR IBC 2012 MAX MEMBER FORCES F/Cg=1.00 BC: 2x4 KDDF #1&RTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(S 2-9=(0) 0 SPACED 29.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 1JON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 92.0 PSF 0'- 0.0" -57/ 402V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL - -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 190 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 M M o f PIli T /- o 2 4�� -1 M-3x4 ; 1, J. 1-00 6-00 !PROVIDE FULL BEARING;Jts:2,4,3 v� (P o� E. •.�c,� 0,CN, 7k%9 Sim . 89782 P Es- JOB NAME : 3413-B POLYGON NW - AJ3 • . . Scale: 0.5762 -=1 WARNINGS: GENERAL NOTES, unless otherwise noted, / Truss: AJ3 1.Bulderand erection contractor should beadvised ofall General Notes t This designs based only upon the parameters shown and is for an Individual -F OREGON N and Warnings before construction commences, bwbmg 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. (v 3.Additional temporary bracing to insure stability during wnstrucilon 2 Design assumes the top and bottom chortle to be laterally braced at �� q G ,✓ ��_ is the responsibility of the erector.Additional permanent bracing of 2ntin and at 10'oc.respect very unless bracedthroughout their length by J _ .--- DATE: 11/30/2015 the overall structure Is the responsibility continuous sheathing sucherl b plywood required where s and/or drywell(BC). ry •AUL ��V p ty of the building ng designer. 3.at Impact bridging or lateral bracing where shown++ -' fY SEQ.: K 15 6117 9 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contredor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are ror'dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the a necessary. esign assumes NII bearing et et supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry EXPIRES: 12/31/2016 8.This design is furnished subject to the limitations set forth by T.Platessign asames°°eduon drainagee eprussen November 30,2015 TPkWTCA in SCSI,copies of which will be furnished upon8.Plates shell be located on both feces of truss,and placed so(heir center 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-7311,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/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOOSE LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D 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 = 0.041" @ 2'- 9.3" Allowed - 0.397" MAX TC PANEL TL DEFL - -0.050" @ 2'- 11.9" Allowed - 0.596" 12 4 MAX HORIZ. LL DEFL - -0.001" @ 5'- 11.2" 6.0017'. 0 MAX HORIZ. TL DEFL - -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. o, m o f Elo /- --/►' --/ i 1 o M-3x4 1-00 y y 6-00 1-05-15 y tQ,�D PRQF ,s 'PROVIDE FULL BEARING:Its:2,5,3,4I - 89782PE JOB NAME : 3413-B POLYGON NW - AJ4 • Scale: 0.5437 / WARNINGS: GENERAL NOTES, unless otherwise noted • P1Cf"�f11�1 1.Builder and erection contractor should be advised of all General Notes 1.Tins design A based only upon the parameters shown and Is for an indry dual • ,. 1..1.J. E 1.71J,V�rt s. Truss: AJ4 and Warnings before construction commences. building component Applicability of design parameters and proper ` V �( compression we g mu incorporation of component Is the responsibility of the building designer. !&��� -, �' 2.2v4 coin b bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced atr 1{V : ha 3.Additional temporary bracing tonsure stability during construction 2 o c.and at 10 o.c.respectively unless braced throughout theft length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywoodaalhng(Tl)andlar drywall(BC) k Pq._UL F 5s DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SE K 155 61 18 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss s Sre responsibility of the respective contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. design loads be applied to a t. and an assumes full for"dry bearing of use p TRANS ID LINK tin PP over component. 8 Design Nllbearingetalsupponsshown.Shim orwedge f -EXPIRED. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES-. 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 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPIIWICA in SCSI,copies of which will be furnbhed upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate In inches. MiTek USA,Ino/CornpuTrus Software 7.6.6(1 L)-E 10.For bask 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/Cg-1.00 TC: 2x4 KDDF #1&STR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3-10=( -61) 465 2x6 KDDF 41&BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1314) 6874 10- 4=( -231) 1443 BC: 2x6 KDDF #1&BTR 3- 9=(-6056) 1207 11-12=(-1096) 5946 10- 5=(-1830) 393 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5410) 1106 12-13=(-1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- B=(-4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- B=( -55) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF B'- 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" -670/ 3376V -73/ 79H 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" -412/ 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. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) upliftspacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. at 24 "oc s acin 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 = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 7-11-11 11-06-10 7-11-11 fTruss designed for wind loads f in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T f 4598# f f T T T 12 M-5x12 12 6.00 [ . M-3x6 M-4x10 M-4x10 Q 6.00 4 5 6 7 T2 MN R1 M-1.5x3 M-1.5x3 3 r'1 o -.1111111111111111111111111111111111111111111111111111n.-= = : %'6UM . o 1 E ° _-..1i 2 10 11 12 13 o M-4x10 M-3x10 0.25" **9 0 M-4x10 M-3x10 (D M18HS-7x14(5) M-1.5x3 /� • )' )' 14409 y y y 10 1- Or ` 7-04-12 5-01 227-0806 4 9-11-049 7-04-12 Co �j r 6� tNE 9 .4 l y b V 1-00 -�' 0 9"782 P E JOB NAME : 3413-B POLYGON NW - B1 � • Scale: 0.2244 jr-WARNINGS: GENERAL NOTES, unless otherwise noted: 1Truss: B1 Builder and erection centrectarshould beativcedstall General Notes This design isbased sntyupon the parameters shown and staranmtivldual7 OREGON and Warnings before constructor commences. building component Applicability of design parameters and proper Q 2 2x4 compression web bracing must be installed where shown+, incorporation of component N the responsibility of the building designer. t� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom braced to be laleralty braced al ---141041--',0-' ,Xe .'' ixq 7- £�-� � is • the responsibility of the erector.Additional permanent bracing of 2'oc and a[10'ongsuch ctrvety unless braced throughout their length by � 7 DATE: 11/30/2015 the overall structure ache responsibility of the building designer. continuous sheathing such as plywood required hone s andfor drywall(Bc). C2 SEQ, 4.No load should be applied to and3.2x Impact bridging or lateral poo ng whore shown+. PA U L �` K 15 6118 2any component until after al bracing 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, TRANS I D: LINK design loads be applied b any component. and are for dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all support shown.Shim or wedge If �v/A fabrication,handling,shipment and installation of components. nets eery. Ar' 1='�. 12/31/2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall b el adequate tondrainagetfaces is provided. a. N oven bar 30,2015 f T �7 8.Plates loci be located on both faces of Truss,and placed so their center TRIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate in inches. MITA USA,Ino./CotnpUTrus Software 7.6.6(1 L)-E t0.For bask connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Ol&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1254 4-7=(-1984) 446 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-1606) 366 5-6-(-556) 2462 2-6=(-1172) 282 WEBS: 2x4 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"01 CON. FOR LL = 25 POE Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" ' ICOND. 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 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.034" @ 3'- 0.0" Allowed = 0.472" \,\/ 9" oc in 1 row(s) throughout 2x4 top chords, lyVy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" 6-02-11 1-09-05 00 For hanger specs. - Se approved plans T f Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. 1' 1' '( T Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor-1.6, M-4)66load designed for wind loads M-3x5 in the plane of the truss only. 9 � 4D e M-3x6 2 N rn rn @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. _ 111111111111111111111..... Gin Ii n o f m ® ��I o f 1►� 5 6 7 o M-3x4 M-3x4 M-7x8 M-3x8 y *12109 +637# , +23304 y 3-00 2-09-12 2-02-04 8'782 P E JOB NAME : 3413-B POLYGON NW - BGIRD ./ i'7,7K::::>' • Scale: 0.9649 3' WARNINGS: GENERAL NOTES, unlessotherwise noted' tan 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an individual -1r ,GREG©N O Q,. N. Truss: BGIRD and Warnings before construction cammencee building component.Applicability of design parameters and proper 2 2 2x4 compression web bracing mull be Installed where shown*. incorporation of component Is the responsibility of the building designer. ' - �+�R y '4_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laleraly braced at ti 's the responsibility of the erector.Additionalpermanent bracingr 2 o c.and at 10'o c rsuch as plywoodly unless braced throughout their length by `/,I. (�, V p llty o continuous sheathing such as sheathing(TC)and/or drywall(BC). PA U L [��- DAT E: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown h o 4.No load should be applied to any component until after all bracing end 4.Installation of truss A the responsibility of the respective contractor. SEQ.: K 15 6118 3 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK designloadsbeapplied toany component. and arefssdryfullbaringaton"of a. 5.CompuTrus has no control over and assumes no re bili)for the 6.Dessumes full bear ng at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 responsibility necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 S.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/WTCA 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,Iso./CompuTnvs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(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 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 1-2=(-22) 50 2-9=(0) 0 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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. OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -74/ 248V -4/ 36H 1.50" 0.40 KDDFP(C 625) 12 0'- 11.2" -15/ 2BV 0/ OH 1.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 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 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 = 0.003" @ -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. 3 ', Wind: 140 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (ASS Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, m Truss designed for wind loads 2 ,iiin the plane of the truss only. 0 I 1 K/ "4 M-3x9 1 y y 1-00 1-00 , U . ROFF - PROVIDE FULL BEARING;Jts:2,4,4 4 7. - fipt`, *91®a��j�" JOB NAME : 3413-B POLYGON NW - BJ Scale: 1.1073 ... .'y/ WARNINGS: GENERAL NOTES, unless otherwise noted: •/ e `_ Truss• BJ Solder and eredlonconbectorshould beadwsetlolall General totes This design 6based only upon the paramemrashown and lo,anlntlNdual 7' OREGON N. and Wamrngs before constmalon commences. building component Applicability of design parameters and proper f''&A,1- � (� 2.104 compression web bracing must be retailed where shown+. incorporation of component Is the responsibility of the bolding designer. -a/"E f1V - 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at • 'a.� v A a� A.,,,,,.. fi,� Q� e the responslbilty of the erector.Additional permanent bracing of Y continuous and at o.c.reach as sty unlace braced throughout their length by "7/'x DATE' i1�3o�201S the overall structure is the responsibility of the building designer. sheathing such as plywooduired wheres and/or drywall(BC). �•y • �` SEQ.: K1561189 4.No load should be applied to any3.In2Impact bridging or lateral bracing required shown++ PilU 17 component until after all bracing and 4.Installation of truss is the responslbise of the respec osi contractor. 't.,1{�' 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 ID: LINK design loads be applied to any component. and are or dry conditionalgae. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes lull bearing et all supports shown.Shim or wedge it C�/[] c�'t fabrication,handling,shipment and Installation of components. necessesign ary. ChC"IRCJ `'e�}"��.'1 fps�1 G.This design is furnished subject to the limitations set forth by T.Plateshssumesaded onate drainagecio trusisen November 30,2015 `rGGV e.Plates shall be bested center both(etas of truss,and placed co their center TPVWiCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate sae 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-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 204 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2- 3=(-12616) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 2x4 KDDF #111TR T2 LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4-) -12) 594 BC: 2x4 KDDF ST& DLL - 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 WEBS: 204 KDDF STAND; 204 DF 2400E A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 39'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 909 17- 5=( -330) 2134 2x4 KDDF #16BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+CL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"01. UON. 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=) 0) 142 BC LATERAL SUPPORT <= 12"01. UON. TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 6'- 0.0" L 0-11=( 0) 0 19-20=(-2058) 794219- 8=( -388) 1234 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 111-11=) -6138) 1702-12=) -6882) 1862 20- 8=( -724) 422 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1842 8-21=(-1138) 250 NOTE: 2T9 BRACING AT E4SOC UON. FOR 21-10=( -146) 942 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 0) 50 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN nails staggeredeat: 9" o in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, )0] 9" oc in 1 row(s) throughout 2x9 bottom chords, COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed = 1.654" �( MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" 2-09-12 4-04-03 5-01 1-b2-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" 2-09 -09-12' 0-06105 -08-081 13-04-02'' 1 4-05-08 T f T T T f f f T MAX OOBII. LL DEFL = 0.159" @ 33'- 6.5" 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" 8-10 -14-4x4+ f .( T +597.30# +597.308 w 12 _M-3x8 12 Design conforms to main indforce-resisting 6.00 Q 6.00 system and components and cladding criteria. M-3x6 M-5x6+ M-5x6+ .M3x6 Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-9x10 M-5x6 Truss designed for wind loads M18HS-5x16 6 1 in the plane of the truss only. SY w M-3x4 - M-1.5x3 4 2 M-3x8 diagonal M-2.5x4 or equal at non-structural dia l inlets. 16, o M-9x10 _ B o ��i5 16 17 19: ..vt\4 1 M-3x4 M-3x8 0 18 20 0.25'1 M-3x8 M-3x8 1 I M-1.5x3 M-3x100 o M-7x10 M-sxa(s) p PRoFS� 4 3.75 y 12 y y y y y y )' yca ��yCN , �Q� 2-05-082-09-122-11-08 5-02 y 4-11-08 3-07-10 3-09-06 8-02-12 y y y y y 1-00 eg' $2pE y 0b-05-08 10-09-08 20-09 1-00 34-00 1-00 • • JOB NAME : 3413-B POLYGON NW - C1Scale: 0.1478 yc 7r RECON WARNINGS: GENERAL NOTES, unless otherwise noted &. •rio^ Q 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an Individual g �•/ �..k� ,y Truss: Cl and Warnings before construction commences. bolding component Applicability of design parameters and proper r Incorporation of component is the responsibility of the building designer. V 2.W4 compress on web brat ng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �)1 1-I7 ��': 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respegNely unless braced throughout their length by r1 l✓1�. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibitly of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEK 15 6118 6 4 No load should be applied to any component until after al bracing and 4.Installation of buss Is me responsibility of the respective contractor. 4•: 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, EXPIRES: 12/31/2016 design bails W applied to a t. and are for medry full bearing of use. TRANS ID LINK rp a any 6.Detignatt�metmllbearineaeautupportatnoam.shimerwedgeir November 30,2015 5.CompuTrus has no control over and assumes no responsibility tor the ssary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limeations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Ina./CompuTmms 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 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-10=(-376) 2138 3-10=(-253) 175 8C: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-2510) 513 10-11=(-259) 1794 10- 4=( -15) 446 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-692) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 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 5- 6=(-1611) 437 11- 6=(-692) 235 6- 7=(-2275) 488 6-12=1 -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0'• 12.0" 8- 9=( 0) 50 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" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 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 = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 T Design conforms to main windforce-resisting ,r6-00-05 system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 5 in the plane of the truss only. M-5x6(5) % M-5x6(5) 0.25" 414441444144444440:25" 4 tit` 4# M-1.5x3 /\11000„..11-1.5x3 3 M O 1 m o 0 10 11 _ rn o M-4x4 M-3x4 0.25" 12 `B o M-3x4 =M-4x4 1 M-5x8(S) �D PRQF ), y b b • LF ), y 8-09-09 8-02-12 8-02-12 8-09-04 y y �� ;���?IN��`-','7 �� 1-00 34-00 1-00 "7 89782PE JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727 ., I, WARNINGS: GENERAL NOTES, unless otherwise nofetl' Truss: C2 1.Builder and erection contractor should beadvised ofall General Notes This design sbased only upon the parameters shown and isfor an individual .-7 OREGON N. and Warnings before construction commences. building component.Applicability of design parameters and proper r� 2.2x4 compression web bracing must be installed where shown+ incorporation of component k the responsibility of the building designer. V 3.Additional temporary bracing to insure stabil during 2 Design assumes Me top and bottom chords to be laterally braced at ' � G,�R :��.;,r � try got bracing on N rT ` .;�,. is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at id o.c.respeciHey unless braced throughout their length by DA'Z'E: 11/30/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TG)and/or tlrywall(BC). /� 3.2x Impact bridging or lateral bracing required where shown++ R,,r�U SEQ.:. K15 6118 7 4.N.load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 1 1 L 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 ID: LINK design made be applied to any companent, and are for dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 8 ne ease Design assumes mil bearing at all supports shown.Shim or wedge if �/ pC ��Jr��� �/a�/�.d p fabrication,handling,shipment and installation of components. ry' -EXPIRES: 1'2/JIG1J IL 6.This design is furnished subject to the limitations set forth by 7.Designassumesesaded on both is truss,andd. 30,2015 V V B.Plates shad be located on both faces of truss,end placed so their confer TPI/WTGA in Kul,copies of which w111 be furnished upon request. lines coincide with Joint center linea. MiTek USA,Inc./CompuTrus Software 7.6.6(7 L)-E 9.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 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) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-- 3=(-4872) 917 11-12=(-677) 3691 540 12-12=(-677) 2449 13-12=(-1247) 371 322 16- 8=(-206) 147 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2106) 491 14-15=) -8) 59 4-13=( -754) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 932 16- 9=(-390) 2127 14-13=( 0) 29 TOTAL LOAD = 42.0 PSF 7- 8-(-2278) 486 13-15-) -144) 1319 8- 9-(-2501) 506 13- 6=( -301) 1073 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 15- 7=( 690) 238 15- 7=( -690) 238 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 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 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 = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL - -0.363" @ 13'- 4.0" 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" 17-00 17-00 • MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" 1 MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 fT 12 Design conforms to main windforce-resisting 12 '' :j6.00system and components and cladding criteria. IIM-6x6 6.00 6.0" Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 64. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q� load duration factor=1.6, M-5x6(S) Truss designed for wind loads M-1.5x3 in the plane of the truss only. M-5x6(S) 0.25" 0.25" o0 •4 vo /1100p,M-1.5X3 M-3x6 3 rn M-3x8 :_• O co Ai `" 12 13: m 'e"e _ 0 o " M-5x8 M-3x4 of 1 15 M-5x8 M-4x8 0.25"6 =M-9x4 9 0 o M-5x6(S) 4 3.75 M-1.5x3 12 • yb * * / .� PR E y 2-05-08y 5-03 5-08-04 y 3-07-04 8-02-12 8-09-04 y y 1-0�-05-08 10-09-08 20-09 1-00 34-00 • `.. 89 82 E ,...,'.. JOB NAME : 3413-B POLYGON NW - C2-C . 0.1602 1i9ti -- • WARNINGS: GENERAL NOTES, unless otherwise noted: •/ 'OR Cf"�F1#I 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 ndividual r� R1 EGONV�^ Truss: C2-C and Warnings before construction commences buldmg component Applicability of design parameters and proper i`, 4 fy: 2 2x4 compression web bracing must be installed where shown t. -42: - incorporation 5 e the Copan N the responsibility of late building edatdesigner. .q R.�y/ •{J, 3.Addklonal temporary bracing to Insure stability during construction 2.Too,Desigassumes IS the top andbottom unless braced delrtugholly bracedetby J s the res onsiblof the erector.Additional t bracingf 2'continuous and s f a o n reuch as ply wood s throughout their length). p bry Pennanen o continuous sheath ng such as plywood sheething(TC)and/or tlrywell(BC). 71?..-- Aq�� �.- -- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e+ SEQ.: K 15 6118 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 at no time should any loads greater than 5..Design assumes trusses are to be used n a non-corrosive environment, deal loses be led tot. and are for'dry condition'of use. )/{ C TRANS ID• LINK design applied anyt end assumes S Design assumes full bearing at all supports shown Shim or wedge d W [7 GF. A/31/2V1L�' 5.CompuTrvs has no control over and assumes no responsibility for the necessary. l,� q /4 IRES: L/J 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 e.Plates shall be boated on both faces of truss,and placed so their center TPNMCA in SCSI,copies of which will be furnished upon request. lines coincide weh joint center lines. 9.Digits Indicate sae of plate In Inches. MITA USA,Ino./CornpuTrus Software 7.6.6(1 L)E to.For basic connector plate design values see ESR-1311,ESR-1986(MTek) 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 BC: 2x9 KDDF #16HTR SPACED 24.0" O.C. 1- 2=( 0) 50 2-10=(-387) 2159 10- 3=( 0) 289 WEBS: 2x4 KDDF STAND 2- 3=(-2528) 537 10-11=(-369) 2151 3-11=(-570) 209 LOADING 3- 4=(-1999) 494 11-12=(-263) 1708 11- 9=( -98) 542 TC LATERAL SUPPORT <= 12"01. CON. 4- 5=(-1649) 990 12-13=(-420) 2151 11- 5=(-174) 94 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 990 13- 6=(-918) 2159 5-12=(-179) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF 6- 7=(-1994) 494 6-12=( -98) 592 7- 8=(-2528) 537 12- 7=(-570) 209 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 50 7-13=( 0) 289 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" -222/ 1592V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" COND. 2: Design checked for net(-5 psf) uplift at 29 "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 = -0.119" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 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 = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting 7-03-04 ,� system and components and cladding criteria. 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 fWind: 190 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 14-00 1 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 14-00 load duration factor=l.6, Truss designed for wind loads 12 M-4x6 M-3x4 M-4x6 12 in the plane of the truss only. 6.00 4 5 6 Q 6.00 at, M-3x4 3 M-3x4 i ro 0 ro Cr 1 - 10 11 ,f o o M-4x9 M-1.5x3 0.25" 0.25'12 M-113 5x3 o - =M-9x4 0 M-5x8(S) M-5x8(S) • . n Rok-ky y y y y 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 S - �aN •� %1 y b C�-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - C3 • Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwise noletl Truss C3 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown ands for an indt,dual V EG©AI • and Warnings before construction commences building component Applicability of design parameters and proper EGON l V 2.2x4 compression web bracing must be installed where ehovm+ incorporation of component Is the responsibility of the building designer. - 3.Additional temporary bracing to nears stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at yt { DATE• 11/30/2015 is the responsibility of the erector.Additional permanent bracing of 7 o.c and at 17 o.c.resp0 ply unless braced throughout their length by � T 1 _=-4.- the overall structure a the responsibility of the building tleslgner continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). \ 3.2a Impact bridging or lateral responsibility required where shown++ PAUL SEQ.: K1561190 4.No load should be applied to any componentuntil after all brecngand 4.Installation of truss stherespons�bmtyoftherespectiecontractor. t l L fasteners are complete and at no time should any loads greeter than 8.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition'01 use. 5.CempuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication.handling,shipment and installation of components. nece ry. EXPIRES: 12/31/2016 8.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPIN✓ICA In BCSI. 8.Piec nclocatedthjoione tern faces ottmss,and placed so their center November 30,2015 copies of which v411 be furnished upon request. lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-Z 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=( O) 50 2-10=(-387) 2159 10- 3-) 0) 289 TC: 2x9 KDDF #1&BTR LOAD DURATION I24R0ASE = 1.15 SPACED 24.0" O.C. 2- 3=(-2526) 537 10-11=(-389) 2151 3-11=(-570) 209 BC: 2x4 KDDF #1&BTR 3- 4=(-1949) 499 11-12-(-263) 1708 11- 4-) -98) 542 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1644) 990 12-13=(-420) 2151 11- 5=(-174) 94 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-918) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 42.0 PSF 6- 7=(-1949) 494 6-12=( -98) 542 TOTAL LOAD= 42.0 PSF 7- 9=(-2520) 537 12- 3=)-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHEDBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 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" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" ICONS. 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'- E.G' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.119" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.230" @ 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 = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 1, T Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '� 7-03-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 load duration factor=1.6, d or ind ads Tffffff 12 inuss thedplaneeoffthewtrussoonly. 12 M-4x6 6.00 M-4x69 M-3x4 Q 6.00 s Me M-3x4 M-3x9 3 rh 0 on �a{� O t,L� � 11 I_ 1 .,+;. 11 '' 12 13 8 M-4x4 M-1105x3 0.25" 0.25" M-1.5x3 =M-9x4 to M-5x8(5) M-5x8(5) • •{?r ') r"'Qr�^. 1 y 1 y y y y ••Gy: VN O EA /Q 7-01-OB 6-05-09 6-10-08 6-05-09 7-01-08 l )' "`� y - 1 y 34-00 1-00 '� .. 8'�782PE: C`' z. 00 JOB NAME : 3413-B POLYGON NW - C4 Scale: 0.1852 ,. WARNINGS: GENERAL NOTES, unless otherwise noted: �/ `Bi-q ., . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual ^4 '�` Truss• C4 and Warnings before construction commences. building component.Appl cab lky of design parameters and proper AS, !'7� incorporation of components the responsibility of the building designer. • '�4 2.2x4 compression web bracing must be Installed where shown+ 2.Design assumes the top and bottom chores to be laterally braced at R ., 3.Additional temporary bracing to Insure stability during construction 2'sc.and at 10 os.respectlely unless braced throughout their length by /` L `v Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibNty of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ 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 SEQ.: K 15 61191 fasteners are complete and at no 1 me should any bads greater than s.Damen assumes trusses are la be tee.n a nen collative environment design loads be applied to any componem and are for full a or use. TRANS ID LINK responsibility B.DesignNllbeenngetahsupports shown.Shim orwedge( EXPIRES: 12/31/2018 5.CompuTrus has no control over and assumes no re Dif for the necessary. /l fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is famished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center TPkWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size plate In inches. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate dedgn values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0. IHC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2-12=(-61l) 2140 3-12=(-179) 159 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973 679 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF ) 6-14=(-649) 260 TOTAL LOAD= 42.0 PSF 6- 8=(-1973) 690 8-19=( -88) 628 7- 8=( 0) 0 14- 9=(-173) 153 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL 8- 9=(-2272) 738 = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 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 = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 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 BORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" 11-11-11 Design conforms to main windforce-resisting 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-03f 5-00-05 4-02-05 3-01-03 4-07 5-01-06 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T ff ,r f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=l.6, 10-00 10-00 Truss designed for wind loads f 'r 7 f in the plane of the truss only. 12 5 M-4x6 12 6.00M-3x8 M-4x6 4 6 • "':1 6.00 I.S. • M-1.5x3 M-1.5x3 3 +. + • M dilkh m O do se z Io M-4x9 M-3x8 10.25" 14 1' 1 M-3x8 -M-4x4 0I 1,1-5.6(s) y y y y y � PSy Q P4���N � /i9-06-12 7-05-04 7-05-04 9-06-12 O� � > )' C..0•1-00 34-00 1-00 + JOB NAME : 3413-B POLYGON NW - C5 Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwise noted - . Truss• C5 eulderantlerectoncon ac or should beedvsedorallGeneralNotes This design sbasedonlyupontheparametereehownantl sforanindiultlual REU�DN and Warnings before construction commences building component.Applicability of design parameters and proper 2.204 compression web bracing muC be Installed where shown 4. incorporation of component Is the responsibility of the building designer. �,f 3.Additional temporary bracn8to insure stability duringconstructon 2 Design assumes the top and bottom chords to be laterally braced at 171.,411%,.-- ,0��Y;r. t� X, ,� is the responsibility of the erector.Additional permanent bracing of 2o.c.and at t0oc.respectvery unless braced throughout their length by r N {T'�+. DATE: 11/30/2015 continuous sheathing such as plywood sheath here s and/or drywa8(8C). �` the overall structure Is the responMbllly of the building designer. 3.20 Impact bridging or lateral bracingd where shown a a SEQ.: K1561192 4.No mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibilityryqure PAUL 5.Design assumes busses arebe used me non-corrosive ectNe nvironment, oment,r. V fasteners are complete and at no time should any loads greater than - TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 6 Den g-assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility far the 'EXPIRES: 12/31/2016 fabricalon handling,shipment and Installation of components. "/' 6.This design is furnished subject to the limitations set forth by T.Peseshign as"meeaded°on bethiface'o trusise November 30,2015 e.Plates shall be located joint on both(aces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. A Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(7 L)-E to.For basic connector plate design values see ESR-1371,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/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 SPACED 24.0" O.C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 4=( -83) 628 BC: 2x4 KDDF STANDR 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5-( 0) 241 TC LATERAL SUPPORT <= 12"01. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7-(-1973) 566 5-13-(-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD= 42.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 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 DSPAC LIOE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 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 - 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" 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, 9-11-11 13-02-10 10-09-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .I load duration factor=l.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads T f f ' f f 1' T in the plane of the truss only. . 10-00 T 'f 12 M-4x6 6 M-4x6 12 M-3x8 Q6.00 6.00 4 S f NOM M M-1.5x3 -1.5x3 3 + M O 1 '� .'� 12 0' � 13 i 9 0 I M-4x4 M-3x80.25" M-3x8 17_14-4x4 l0 M-5x6(S) iz� P�fy� pE y y y y y < W54 � N � / 9-06-12 7-05-04 7-05-04 9-06-12 -C,&'-` _ tj y y � 1-00 34-00 1-00 A• 8978 E T,.. • JOB NAME : 3413-B POLYGON NW - C6 --_,0!'.. -.low Scale: 0.1852 }'1 '. . WARNINGS: GENERAL NOTES, unless otherwise noted: • ,a OREGON 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 f �(_ Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper °f' ^ • 2.2v4 compression web bracing must be moaned whore shown+. corporation of component is the responsibiity of the building designer. +' V� t� 0.��. - rY 3.Additional temporarybracing to Insure stabilityduring construction 2.20.5.Designssumeso c.top and bottom chords to be roughly bracedat7 1 _{ g g 2 o c.and at 10 o.c.respectively unless braced throughout the r length by �n�'�i• cA V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - PAUL ,`�- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SE K 15 6119 3 4.No load should be applied to any component until after an bracing and 4.Installation of truss is me responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. EXPIRES.: .{r�)I� /!7/� 6 TRANS ID: LINK 8.Design assumes fun bearing at all supports shown.Shim or wedge if CAPtREJ. IL/cl�lGV1V • 5.CompuTrus has no control over and assumes no responsibilityfor the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 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 TP W✓rCA 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,Ins./CofnpuTros Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-t311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IHC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2x6 KDDF #1413101- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 990 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-8988) 1824 14-15=(-1508) 7862 14- 4-( -670) 2884 LOADING 3- 4=(-9058) 1848 15-16=(-1226) 6930 9-15=(-1792) 472 TC LATERAL SUPPORT <= 12.00. UON. 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17-16=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 NOTE: 2x4 BRACING AT 24"01 UON. FOR 8- 9=( 0) 6) 0 7-17=(-2970) 506 LL = 25 PSF Ground Snow (Pg) 9-10=(-385 6) ALL FLAT TOP CHORD AREAS NOT SHEATHED 694 ADDL: BC UNIF LL+OL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 9-17=( -158) 1136 10-11=(-3926) 676 17-10=( -68) 382 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 11-12=(-9012) 688 10-18=( -114) 42 OVERHANGS: 12.0" 12.0" 12-13=( 0) 50 18-11=( -36) 134 @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX TIOZ SIG REQUIRED SPG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �,' ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 102SF LIVE LOAD. TOP 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) \n/ 9" oc in 1 row(s) throughout 2x4 top chords, /x\/y,\ 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 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" ©©HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.910" @ 13'- 10.8" Allowed = 2.206" LOAD(S)EQUALLY TO ALL MEMBERS. 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 = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. 3-06-10 2-11-101-05-07 5-11-02 6-02-05 f T Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,� ,r ,( 5-01-02 1-011-022-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f T '( f f load duration factor=1.6, 8-00 End vertical(s) are exposed to wind, 1598# .( Truss designed for wind loads 12 in the plane of the truss only. M-5x8 8 M-5x6 6.00 M-3x5 5 M-3x4 M-3x4 12 4 1..; 6 7 9 M-3x5 D 6.00 M-1.5x3 .-- \/ 3 + M-1.5x3 M • O *I" M 19 15 16 ,I rc NOM 3 � o M-3x10 M-6x6 0.25" 17 Is r-•" o M-3x8 M-3x10 0 M-3x8 M-7x8(S) y M_ 8 � P�OPE y 1# 319 1, y 6-02-12 1-04 9-OS-09 34-00 9-05-04 1-04 6-02-12 y y „�Gj ��[� �� / . 1-00 1-00 8.782-PE r''' JOB NAME : 3413-B POLYGON NW - C7 Scale: 0.18525 / . y/? WARNINGS: IV \l 1.Builder and erection contractor should be advised of all General Notes 1.GENERAL NOTES, unless otherwise paramete Truss: C7 and Warnings before construction commences building comign p neat.ased only Applicability bIlny design p shown and Is for r individual • . �A_OIIC)v y tiF' S . • Q. component.Appbcabllny of des gn parameters and proper 7"!f OREGON V1Y V 2.2x4 compression web bracing must be installed where shown+. Incorporation of component s the responsibility or the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at s the responsibility of the erector.Additional go 2coo c.and at l0 oc.respectbey unless braced throughoutlbe�r length by • 9,4� �� •� DATE• 11/30/2015 permanent ra:0'. the overall structure s the responsibility of the building designer. continuous ridging or such as plywood aired in ere shown and/or drywall(BC). V SEQ.: K1561194 4.No load anyshouldbeappliedto4.In tmptio oftrngorthtereponsibirequireewhpe c �+ component until after all bracing and 4.Installation of buss is the to be 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. and are(pi-dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.nDecesn assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. �.. �'L�CCS �a71 �l�7({.��s 6.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 1,�'S`GG�7 GG// !G-V V TPUW1CA in BCSI,copies of which will be furnished upon8.Plescemitwith on both faces of Truss,end placedcomelt comer November 30,2015 request. lines coincide wnn Joint center lines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7(7 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MIIek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 TC: 2x4 KDDF #11BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( O) 58 BC: 2x4 KDDF STANDR 3-4-( -19) 35 3-7=(-221) 69 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 1OBV 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 10 PSF LIVE LOAD. TOPICOND. 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 = -0.008" @ 2'- 4.7" Allowed = 0.170" 3_11_11 MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed - 0.226" T f MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed - 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed = 0.173" f MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 -/ Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 0load duration factor=1.6, cs Truss designed for wind loads I in the plane of the truss only. co 0 I e- a� IMI M-3x9 0 ,- o 1 1 2 i."="011- M6-3x4 0 o M-3x4 M-3x5 J' y y )' 2-03-12 3-11-15 1-08-05 1-00 2-05-08 (PROVIDE FULL BEARING;Jts:2,4,7 : . 89!82f L / JOB NAME : 3413-B POLYGON NW - CJ2 Scale, 0.5501 . . $ OREG©N '� • WARNINGS, GENERAL RITES, unleupon thep parameters }• A fj7, 1.Builder and erectionar contractor should be advised of all General Notes f.This design is based onty upon the p design as anown and is for an individual '7; 4q R.� --i;.* v 4`G, Truss CJ2 end Warnings before construction commences. building compofcompoApplicability ofdesignityf lIt and proper Design assumes e the op is the responsibility thebuilding a edsigner. 2.Additional t web bracing muss re installed where shown+ 2.Design assumes the top and bottom chorda W be laterally braced at '� BA 1 17 3.Addlenal temporary bracing to insure stability during construction 2 o.c.and at 10 0.c.respectively unless braced throughout the r length by �`1-�,i7 L is the responsibility of the erector.Additional permanent bracing of 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. 3.2r Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. SEA.: K1561195 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are lo be used In a non-corrshown. environment, EXP RE A�+]`�!aJ1S'L` and are for"dry condition"of use. EX P RES L c7 PLW V TRANS ID• LINK design loads be applied to any component. 8.Design assumes full beating at all supports shown.Shim or wedge if November 30,2015 5.CompuTrvs has no control over and assumes no responsibility for necessary fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. H.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 BEV,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of pate in inches. MiTek USA,Ino./Compolras Software 7.6.6(1 L)-Z /0.For baso connector plate design values see 658-1311,ESR-1988(MRek) 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: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 1-2=1 0) 50 2-6=(-101) 239 6-5=( 0) 18 WEBS: 2x4 KDDF STAND 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 LOADING 3-4=( -50) 46 3-7=(-483) 213 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 411V -22/ 108H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" '1' MAX TL CREEP DEFL = -0.039" @ 2'- 4.7" Allowed = 0.359" 2-03-12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" 'r < 1. MAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" 12 MAX BORIZ. LL DEFL = -0.014" @ 6'- 3.7" 6.00 MAX HORSE. TL DEFL = 0.022" @ 6'- 3.7" 4 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), o load duration factor=1.6, M-4x6 I Truss designed fox wind loads 3 % in the plane of the truss only. Co 12 W Y iiiiiiiigurillill......... _ in IIII o d, M-3x9 o f 0 1 2 -. M6-3x4 M-3x4 M-3x5 ) b b ), 2-03-12 3-11-15 1-08-05 y 1-00 y 2-05-08 y 8-00 5-06-08 ) .,(��a[' ,,0 PRQF 'PROVIDE FULL BEARING;Sts:2,4,7 ) C'-7_'-...... .\-• r(N k (1i /- V sZ td/lQl Y+�p� ter„ e 9782 E • m. JOB NAME : 3413-B POLYGON NW - CJ3 -� i Scale: 0.5126 �jvJ / WARNINGS: GENERAL NOTES, unless otherwise noted: $ OREGON �N Truss: C J3 1.Builder and erection contractor should be advised of all General Notes I.This design k based only upon the parameters shown and s for an lndh dual f j and Wammgs before construction commences. building component Applicability of design parameters and proper �� �+�/ 'y"% ✓ .�� of the building designer.2. :J z4 compression web bracing must be installed where shown k. incorporation a t on of component s the responsibility •- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom braced to be laterally braced at �` is the respons b lity of the erector Add tional permanent bracing of 2 o c and a110 o c.sash as sly unless braced throughout their length by PA 1 11. l DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). I,.l L - 4.No load should be applied to 3.2z Impact bridging or lateral bracing required where shown a SEQ.: K15 6119 6any component until after al 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 noncorrosive environment, �/o TRANS ID: LINK design bto loads be and are for"dry condition'.of use. EXPIRES. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.nears s assumes NII bearing at all supports shown.Shim or wedge If p 2 A. fabrication,handling,shipment and installation of components. ry' November 30,2015 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shall be located on both laces of truss,and placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTNs Software 7.6.6(1 L)-Z 9.Digits indicate size of plate In Inches. 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&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 93 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" -58/ 4B1V -30/ 139H 5.50" 0.77 HOOF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 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 TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL - -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL - -0.001" @ 7'- 11.2" ' 12 Design conforms to main windforce-resisting 6.00 F '' system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. oo O f I f- 1 2 i � 421 O M-3x4 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 *V. 1- 9,-+- �,� • �� ���t N $ / 9782 P EQc'" JOB NAME : 3413-B POLYGON NW - CJ7 • Scale: 0.5126 WARNINGS: GENERAL NOTES, unless otherwise noted: EG ©1c1 ^ -� t Balder anderedlon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for anndndual G �V -,Zr Truss: CJ7 and Warnings before construction commences. building component Applicability ofdesign parameters and proper f� rt -_ 2.2x4 compression web bracing mud be Installed where shown 4. incorporation ofcomponentd the responsibility of the building designer. .i4,Ply- 3.Additional temporary bracing to insure stability during construction 2 Design assumes • the top and bottom chords to be laterally braced at { T o.c.and at 1G o c respectively unless braced throughout their length by � Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). -AUL 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 0 0 SEQ.: K15 6119 7 4.No load should be applied to any component until after all bracing and 4.Installation of russ is the responsibility of the respective contractor. fasteners are complete and at no time mount any mads greater man 6.Design assumes busses are to be used in a non-corrosive environment, design nada be applied to any componentand are for"dry condition"of use. �/L�p �v rT)�j.4�/�f�/� TRANS ID• LINK p responsibility 6.Design assumes full bearing at all support shown.Shim or wedge If �IZ J. 1G/J IlGV1 s.cont Trus has no control over and assumes no re 'bili for the necesse /ti i' J L J /-L:V C7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPITWICA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digts indicate s¢e of plate in Inches. MiTek USA,Inc./CotnpuTrus Software 7.6.6(IL)-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 LC: 2x9 KDDF C1TIOR TRUSS SPAN 8'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x9 KDDF #1BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x4 KDDF STAND; SPACED 29.0" O.C. 2-3=(-992) 122 6-8- 2x4 KDDF STAND;A -(-991) 803 3-8=( 0) 83 LOADING 4-5=(-110) 105 4-8=(-S76) 447 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9-5=( -10) 5 9-8=(-176) 156 TC LATERAL SUPPORT <= 12'•01. CON. DL ON BOTTOM CHORD = 10.0 PEE' BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REgUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -80/ 973V -54/ 144H 5.50" 0.76 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Des Checked for net psf) u•lift 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 = 0.096" @ 2'- 9.7" Allowed = 0.354" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed = 0.472" f -ff MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 12 6 6.00 17' 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6r ,y Truss designed for wind loads I in the plane of the truss only. 0 M-9x6 on 3 11011 _____'ilinfiliffilanliallip 1; _ ma o -/ rn1� o F E-m� C-8M-3x9 1 � o M 3x9 M-3x9 M-3x5 l 3 3' l 2-03-12 5-02-12 0-05-08 3' b )' 0 PRO4 y 1-00 2-05-08 8-00 5-06-08 V fie_ ` 89 82PE • JOB NAME : 3413-B POLYGON NW - CJ8 Scale: 0.4751 �A kA WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON cunei Truss CJ8 Builder and erecbonconbactorshould beadvised ofall General Notes ThictlesgnrobasedonlyupontheparometeroshownaMsoranlndrvldual • Q and Wammgs before construction commences. building component Applicability of design parameters and proper �Q /� 2.204 compression web bracing must beinstalled where shown+ .- incorporation of component is the responsibility of the building designer. •.CS "-1 it /ivy, "4 N -- 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 at ICY o.c.respectively unless braced throughout their length by • �- jl-j 7 R✓ DATE: 11/30/2015 the overall structure is the responsibility Ohm building designer. continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). -L„J 1.. SEQ.: K1561198 4.No load should be alied to any3.In Impactbridgingis therelprocingryelthewnerosheeen9 Pp component until loads greater and 4.Installation of hues is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads beapplied to any component. and are for”dry condiban"ofuse. EXPIRES: 12/31/2018 Design 5.CompuTrus has no control over and assumes no responsibility for the 8 necesse assumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Instattahon of components. ss November 30,201 5 6.This design Is fumishetl subject to the limitations sal forth by 7.Design umes adequate drainage is provided. TPNMCA In SCSI.co 8.Plates shall be bested on both faces of truss,and placed so their center pies of which will be furnished upon request. lines coincide with joint centerlines. MiTek USA,Inc.lCompuTNs Software 7.6.6(10-Z 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC:: 2x4 KDDF #1&13TRLOAD DURATION INCREASE = 1.1 5 TCSPECIFICATIONS1-2=(0) 50 2-4=(0) 0 &BTR 2-3=(0) 61 SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 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 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 TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed - 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed - 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed - 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 V Wind: 140 mph, h=19.7ft, 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. 3 ' O /- I � o 1011 ' x4 M-3x4 y Y 1-00 'PROVIDE PULL BEARING;Jts:2,3,4 I 8 y 00 /(,t.'0 PROs 7,4 i� :9782PE JOB NAME : 3413-B POLYGON NW - J1Scale: 0.6001 • /�/ WARNINGS: GENERAL NOTES, unless otherwise noted • •r 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 F Q Q` Truss: J1 and Wamngs before construction commences. building component.Applicability of design parameters and proper .40v. -- 2. Incorporotron of component k the responsibgity of the build ng des goer• 2.2x4 compression web bracing must be metalled where shown+. 2,Des gn assumes the lop and bottom chortle to be lateraly braced at 3.Additional temporary bracing to insure stability during constmctiony o.c. •and H IS'o.c respectWely unless braced throughout their length by • Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •._.,/`{ 14- 1"� DATE: 11/30/2015 the overall structure is the responsibility of the balding designer. 3.2x Impact bridging or lateral bracing required where shown• 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K1561201 S.Desgnassumes trusses are fobeused nanoncorrosveenvo-onmeat fasteners are complete and at no See should any loads greater than end are for'dry condition.of use. TRANS ID• LINK design loads beappledto any component. 6.Design assumes lull bearing atall supports shown.Shim or wedge if EXPIRES6 12{3'1/201 5.CompuTrus hes no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. 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 TPIANTCA in BCS',copies of which 0411 be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate In Inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E t0.For basic connedot plate design values see ESR-1311,ESR-1988 IMRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DD F/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=)0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+UL( 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" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 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. 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 = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.0" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 N M O f P O NI p 2 �4 M-3x4 y 1-00 y PROVIDE FULL BEARING;Jts:2,3,4 8-00 y �� PROF4c JOB NAME : 3413-B POLYGON NW - J2 • Scale: 0.5751 • le: !`-�'�� WARNINGS: GENERAL NOTES, unless otherwise noted: ill Truss: J2 Builder and erection contractor should be advised of all General Notes This designi based aey upon the parameterssbewn and is for an Intlry dual Tv. EG�1v1 a and Warnings before construction commences building component Applicability of design parameters and proper an f'J (� 2.2x4 compression web bracing must be installed where shown 4. Incorporation of component is the responslbllRy of the building designer. [ v' 3.AddR onal temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at - 4 - � �� e the respons ti lly of the erector.Additional permanent bracing of 2 o c and at 10 o.c.respectrvey anises braced throughout their length by � �_ . DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. continuous sheathing such as plywood sheathing(TC)angor drywell(BC). /4 IJ L 3 2x Impact bnfging or lateral bracing required where shown e 4 f" -.--- SEQ.: K1561202 4.No load should be applied to any component until ager al 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, TRANS ID: LINK design bads be applied to any component and are for"dry condition"ouse. 5.CompuTrus has no control over and assumes no responsibility for the 8 nDecessa assumes NII bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ry' EXPIRES: 'I2/3 /2016 6.This design Is furnished subject to the limgauons set forth by 8.Designatbeesated on bdoth is rusd. November 30,2015 8.Plates shall be located oe born laces of truss,and placed so their center TPWWCA In BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E B.Diggs Indicate size of plate in Inches. 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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 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. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF 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" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.9" Allowed = 0.467" 1' "r MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 -7 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 190 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 m re o f I oI 1 2 '/g -/ 0 M-3x4 y y )" 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 QED PRQF - 8'782PE • t JOB NAME : 3413-B POLYGON NW - J3 Scale: 0.5501 r/ •'°./ • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and is for an Individual "7 OREGON e Q,. Truss: J3 and Warnings before construction commences. building component Applicability ofdesIgn parameters and proper 2 2,4 compreas on web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. �4 �. 3.Additional temporary bracing to nsure stability durng construction I.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional t bracing f 2 o c and at 10 o c.respectively unless braced throughout the r length by p ty permanen g o continuous sheathing such as plywood sheathing(TC)and/or Erywall(BC). - PA U 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 0 0 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 15 612 0 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, and TRANS ID• LINK design bads be applied to any component. Design assumeor"dry s andniaringon"of at a. XP p 2/31/ /{ 5.CompuTrus has no control over and assumes no responsibll8y for the 8.Design assumes Nll bearing al al supports shown.Shim or wedge if EXPIRES. 12/3 1/2016 awry. fabrication,handling,shipment and Installation of components. 7.Desgn assumes adequate drainage is provided November 30,2015 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 TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indkate sae of plate In inches. MiTek USA,IncJCutnpuTrus 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" MA TC: 2x4 KDDF #16BTR IBC 2012 X MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 SPACED 29.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -58/ 980V -29/ 139H 5.50" 0.77 ROOF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 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 'GOND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.594" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.917" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" ,r 12 3 6.00 Design conforms to main windforce-resisting ') system and components and cladding criteria. 140 mph, h=21.2ft, TCDL=9.2,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 ro O /- O f- O 1- ---- Wind: -/ q►� M-3x4 y 1-00 y 'PROVIDE FULL BEARING;Jts:2,9,3 I 8-00 y • ��p 1)RpF• � Sok - JOB NAME : 3413-B POLYGON NW - J4 i Scale: 0.5126 WARNINGS: GENERAL NOTES, unless otherwise noted: / MIMI Truss J4 1.Builder and erection contractor should be advised of all General Motes 1.This design sbased only upon the parameters shown and isfor anindrvdual OREGON and Wamings before construction commences. building component Applicability of design parameters and proper /�� /� 2.2x4 compression web bracing must be installed where shown-i. incorporation of component is the responsibility of me building designer. �-ar y�� y 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be braced at g�..YiS`���T.. { ,�. � s the respone bllty of the erector.Additional permanent bracing of Y o.c.and at 10 o.c.re ch es plywood unless braced throughout their length by 7 S \DAT � DEE: 11/30/2015 the overall structure is the responslblilyofthe building designer. contmousshgingogater lbadegre required heresawn0tlrywall(BC). 4.No load shoultl be applied to 3.2x Impact bridging or lateral brsd�required where shown++ Q.: K 15 612 0 4any component until after al 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, TRANS I D: LINK design loads be applied m any component. and are or"dry conditionm use. 5.CompuTrus has no control over and assumes no responsibility for the 8 nDryecesss assumes NII beefing at al supports shown.Shim or wedge if �/ fabrication,handling,shipment and installation of components. . EXPIRES: IR ES• y 2/3`t 12(316 8.This design is fumished subject to the limitations set forth by T.Design assumes adequate drainage is provided. G V 8.Plates shall be located on both faces of truss,and placed so their gaoler November 30,201 5 TPIMTCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" ISC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-150) 126 3-4=( -99) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL - -0.194" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 -/ MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" I 12 �j Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 to rn o f 1 2 5 leiCrAlI o M-3x4 b y 1-00 y $-()O (PROVIDE FULL BEARING;Jts:2,5,3,9 I 1-11-11 -t.( I nOFE . JOB NAME : 3413-B POLYGON NW - J5Scale: 0.4500 � � WARNINGS: GENERAL NOTES, unless otherwise noted, �J QI1 EG 1� . 1.Builder and erection contractor should be advsed of all General Notes 1.This design Is based only upon the parameters shown and la for an individual rj�- REG �� �. Truss: J5 and Warnings before construction commences bolding component.Appbcebilfty of design parameters and proper /� CR /`], corporation of component k the responsibility of the building designer. " Vq{�t,� At' Yw- 2.2x4 compression web bracing must be installed where shown+, 2 Design assumes the top and bottom chords to be laterally braced at •t_r • 1 •_` . 3.Adddlonal temporary bracing to Insure stability during constructon Yo.c and at 10o.c.respectively unless braced throughout their length by • /�j V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -CrI /J%U 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++ • SEK1561205 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respeot'se contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for dry condition of use. EXP V TRANS ID• LINK design loads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge( E,XP�RES; 12/31/2016 S.CompuTrus has no control over and assumes no responsibility for the necessary, C/ti F- LJ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 8.This design Is Nrnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center 30,2015 TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sin of plate in inches. MiTek USA,InciCompuTnus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 11'- 11.7" IHC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #1&13TA LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=( 0) 50 2-5=(0) 0 2-3=(-191) 128 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -90) 38 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" 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" -29/ 444V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -234/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 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. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 -/ '( Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. 0 0 M O C O 1 O 2 5,€------. M-3x9 y y k l �c PROF S' 1-00 8-00 3-11-11 (� ^' (PROVIDE FULL HEARING;Jts:2,5,3,9 I ,.�, y,AIl7YF�. `t :9'782PE c". JOB NAME : 3413-B POLYGON NW - J6 Scale: 0.3858 .i. NMI WARNINGS: GENERAL NOTES, unless otherwiise noted '�i / Truss: J6 1.Balder and erection contractor should be advised ofall General Notes 1.This design is based only upon the parameters shown and s for anlndrvdual '7 OREGON and Warnings be fore construction commences. buldng component Applicability of design parameters and proper OREGON t'J r�� 2.2z4 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 at y� -- DATE: 11/30/2015 is the responsibility of the erector.Additional permanent bracing of 2.o.c.and at 1V a.c.respectNely unless braced throughout their length by J� 7 _ the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BG). F� ^ 4.No load should be applied to an 3.2s Impact bridging truss Iors lateral bracing required the where shown t a PAUL i 7 )G+'rY,♦ SEQ.: K1561206 pp ie any 4.Installation offuselsthe responslbiliNafthe respec e conactor. /A l!L fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nonconosNe environment TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over act assumes no responsibility for the 8 necessa Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: !y�//� )ry fabrication,handling,shipment and installation of components. 'lemma), CAriRGJ� �G/J1/'G�1� 8.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. +aG�7 L J FG V V TPBWfCA in SCSI,copies of which will be furnished upon8.Plates be boated on both faces of truss,and placed so their center November 30,2015 request. lines coincide with joint center lines. 9.Digits indicate awe of plate in Inches. MiTek USA,IncJCompuTms Software 7.8.6(1 L)-E 10.For basic connector plate design values see 0512.4 311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-1037) 435 7- 8=(-323) 1567 7- 9=(-67) 80 BC: 2x4 KDDF #1&BTR LOADING 3- 4=(-1572) 413 B- 5=(-317) 1575 4- 8=( 0) 246 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"01. CON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 14.0)= 164.0 PLF 8'- 0.0" TO 8'- 0.0" V BC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" VBRG BC UNIF LL( 0.0)+0L( 90.0)= 40.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING LOCATIONS MAX ACTIONS MAX ACTOIONS SIZE SQ. . (SPECIES)2x4 BRACING AT E4SDC TO S. FOR 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 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 @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS FF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" Design conforms to main windforce-resisting 5-11-11 2-00-10 5-11-11 system and components and cladding criteria. T 4320# 320# 1212 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4X6 ..1:1 M-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 4' in the plane of the truss only. o I P 5 6o i ll` 1 � 7 B i 2 ".°"°°°°V4 M-3x4 M-3x4 M-1.5x3 M-3x4 I y I ), 5-08-06 2-08-12 5-06-12 y 1 y 1 '1- Q P R Q 1-00 1-00 14-00 ,,G� -- F'�i' l0 :9782PE JOB NAME : 3413-B POLYGON NW - P1 Scale: 0.3991 'r. AM WARNINGS: GENERAL NOTES, unless otherwise noted' OREGON 1� 1.Bolder and erection contractor should be advised of all General Notes 1 This design E based only upon the parameters shown and is for an individual j.,OR G O �� �. Truss P1 and Warnings before construction commences. buildingcomponent.ponen Is the responsibility espo gn payottereand proper t lam.. incorporationor°component lathy respons billyofthe buldmgdedgner sir rY 2 2x4 compression web bracing must be nslaAed where shown+. 2 Dsign assumes the top and bottom chords to be laterally braced at 2`tet 3.Additional temporary bracng to nsure stability dur ng construction 2 o.c.and at la o.c.respectively unless braced throughout their length by PAUL `, a the responSblNy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)ander drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.m Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss s the responsibility of the respective contractor. SEQ.: K15 612 07 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, and are for'dry condition.of use. EXPIRES: Y'y TRANS ID: LINK design bads be applied to anycomponent 6.Design assumesf llbearingatallsupportsshown.Shimorwedgeif C'h�� Cj�: 12/31/2016S.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. November 30,2015 6.This design Is mmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in 6051,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,InnJConlpuTlUS 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 and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DCF ) 00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0=)S) 324 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-705) 133 6-9=(-28) 531 LOADING 3-4=(-705) 133 IC LATERAL SUPPORT <= 12"oC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9-5=( O) 50 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0" 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" -89/ 702V -63/ 63H 5.50" 1.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 KDDF ( 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ' MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL- 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.094" @ 3'- 8.7" Allowed - 0.470" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL - 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 Design conforms to main windforce-resisting 12 12 6.00 IIM-4x4 Q 6.00 system and components and cladding criteria. • 3 4.0" Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lload duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1.1 rh 111 0 ell 17 o 1 0 6 y 5 ooP M-3x4 M-1.5x3 M-3x4 y y 7-00 7-00 y • y y y y % DPRopE..1-00 14-00 1-00 - c ' :9782PE I'" JOB NAME : 3413-B POLYGON NW - P2 Scale: 0.3991 �- WARNINGS: GENERAL NOTES, unless otherwise noted: "i07 Truss: P2 BUIlderanderectoncenlrantorshouldbeatlncedstallGeneralHoles The designsbasedonlyupontheparametersshownandIsfordsldkduel Gk •`EGON and Warnings before construction commences, building component Applicability of design penumbra and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component k the responsibility of Me building designer. /FE Q 3.Additional temporary bracing to insure stabIdy during construction 2.Design assumes the top and bottom chorda to be lateralry braced at �� Y�' kms.. ,3� � Is the responslbifity of the erector.Additional permanent bracing o! 2 o.c.and at 10'o.c,rsuch as ety unless braced throughout their length by �y T -1-- DATE: 11/30/2015 the overall structure Is the responsibility of the building tlesigner continuous sheathing such as prywootl Mind where s own+drywall(BC). • �� 3.2x Impact bridging le lateral bracing required where shown++ SEQ.: 015 612 0 8 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 greeter than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design beds be applied to any component. and are for"dry condition`of use. 5.CompuTrus has no control over and assumes no responslblley for the 6.Design assumes full besdng el all supports shown.Shim or wedge H fabrication,handling,shipment and installation of components. necessary. EXPIft.ES: l213=1120.16 6.This design Is furnished subject to the limitations set fodh by B.Design assumes adequate bothNodrainage Is provided. TPINJrCA In BCSI,copiesf which will be furn shed u S Plates shell be located on faces of truss,and placed so their center November 30,2015 o upon request. lines coincide with joint center linea. 9.Digits Indicate size of plate In inches.- MiTek USA,Inc./CompuTfus Software 7.6.7(1 L)-E 70.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 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 29.0" 0.C. 2-3=(-139) 113 3-9=( 0) 50 WEBS: 2x4 ROOF STAND LOADING TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 273V -119/ 49H 5.50•• 0.94 KDDF ( 625) OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 907V 0/ OH 5.50•' 0.65 KDDF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL - 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 12 Q 6.20 1 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 111111111 Wind: 190 mph, h=15ft, TCDL=9.2,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, Truss designed for wind loads in the plane of the truss only. m O r 0 M 61111111111111111111111111111111111111111111110 a 6 ��3 4 O M-1.5x3 M-3x4 0-05-12 6-00-04 Y > * ��yy/n�r/- 6-06 1-00 C,ytsJ PR4f• -.06 89182 P-E JOB NAME : 3413-B POLYGON NW - P3 • ,(/ Scale: 0.5233 - GENERAL NOTES, unless otherwise noted: -,7 -OREGON pI 1� WARNINGS: w ©REGON 1 an Builder and erection contreaarshould beadv cetl of all General Notes 1.This design is based pplupon the parameters shown and sfor anIMrvitlual rf T Truss P3 and Warnings before construction commences. biding component.Applicability responsf designibility parameters and proper fJ� ran assumes component ne la the reapers b boyar the building designer. L'�R:�' 2 2x4 compressor web bracing must be Instale0 where shown•. 2 Design assumes the top and bottom chords to be laterally braced at - 3 Adde Goal temporary bracing to Insure stability during construction 7 o.c and at 1G u.c.respectNety unless braced throughout their length by �j is the responsibility of the erector.Additional permanent biasing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) P A U L ?'' :---- DATE: 11/30/2015 the overall structure is the responelblbly of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ SE K 15 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. Q.. 612 0 9 fasteners are complete and at no time should any loads greater than s Design assumes tresses are to be used m a non-corrosive environment, design loads be applied to any component and are assumor"dryes condition"aof use. TRANS ID: LINK B.Des gn assumes Nll bearing at al supports shown.Shim or wedge f •EXPIRES: 12/31/2016 5.compuTms has no control over and assumes noresponsibility for neoeseary. EXPIRES:TtC�7 L/ V 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 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate shoot plate In inches. MTek USA,Inc./CompuTms 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 TC: 2x4 KDDF CATIOR TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 50 2-4=(0) 0 C LATERAL SUPPORT <= 12"OC. UON. 2-3=(-92) 90 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT DL ON BOTTOM CHORD = 10.0 PSFMAX HORZ SIG REQUIRED SPG IES) OVERHANGS: 12.0" 0.0^ LOCATIONS REACTIONS9REACTIONS SIZE 0.47 F ( 625) TOTAL LOAD = 92.0 PSF 0'- 0.0" -53/ 297V -6/ 93H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ B6V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 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/160 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 = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.195" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 6.00 MAX 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: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 111 ti rn o � 2 M-3x9 1-00 y 'PROVIDE FULL BEARING:Jts:2,3,4 6-00 y • c0+"ED P •9782PE JOB NAME : 3413-B POLYGON NW - PJ1 Scale: 0.6771 ' WARNINGS: GENERAL NOTES, unless olhenvlse noted: Truss PJ1 1.Builder and erection contregorshould beadvised ofall General Notes I.This design 6based only upon the parameters shown and sfor an ndl dual " OREGON �' and Warnings be tore 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 build ng designer. 3.Additional temporary bracing to mauve staMlty during construction 2 Design assumes the top and bottom chords to be lateralN braced a1 5) - v;,y." r. 2 o.c.and at t0'o.c.re ctNe ��'lf �/� �'v, !Cr DATE 11/30/2015 is the respons bllty of the erector.Addll onal pennanentb acing of continuous sheathing such as N unless braced throughout their length by ��_`- the overall structure is the responsibility of the building designer. 3 2x Impact bridging g aNwood a ed/eras)and/or drywall(BC). SEQ.: K1561210 4.No load should be applied to any component until alter all brat PB g gor the relpredng requiredofthrespective co to pll]'f� bracing 4. ntas ules rissresponsibilitytbIn coennviror. X91,1 fasteners are complete and al no time tint. any bads greeter Men 8.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design batls be applied to any component. and are for"dry condition•of use. 5.CompuTrue hes no control over and assumes no responNbllity for the 8.Design assumes full bearing at aN supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. sit as E. '13 CL•+• 12/31/2016 6.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. fT Ga7 TPNMCA In BC SI,copiesf which will be furnished upon8.Plates ncil be boated on both faces of truss,and placed so their enter Novemicer 30,201 5 o request. lines coincide with joint center lines. 9.Digits indicate sae of MiTek USA,Inc./CompuTrus Software 7.6.7(1LYE plate in Inches. 10.For basic connector plate design values see ESR-t311,ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 50 2-4=(0) 0 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-65) 98 SPACED 24.0" O.C. BC: 2x9 KDDF #16BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -41/ 396V -13/ 71H 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL T.ON2 L @ -1'-: L L/24 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 TC PANEL LL DEFL - 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL - -0.039" @ 3'- 1.9" Allowed = 0.333" ` ,r MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Aload duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1741.1.1.1.1.1.1.1111111111111.1111.1.1 M-3x9 l y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,9 ',��Q P R OFE�� 89182PE JOB NAME : 3413-B POLYGON NW - PJ2 • Sale: 0.6146 WARNINGS: GENERAL NOTES, unless otherwise noted: , cF-- ©FiEGf. IV2�. 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters show and is for en ndrvdual 7 Truss' PJ2 and Warnings before construction commences. building component.Applicability ofdesign parameters and proper �'j ` �., Incorporation of component s the responsibley of the build ng des goer '1" .4 R y 2.204 compression web Droc ng mud be mdalletl where shown+, 2.Gedgn assumes the top and bottom chords to be blerally braced al �+ 7 `� 3.Addtllonai temporary bracing to insure stab IM during construction 2'o.c.and at 10 o.c.respectively unless braced throughout their length by `[ �` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL DATE: 11/3 0/2 015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K1561211 s fasteners are complete and at no time should any loads greater than Desgnassumestussesareobeasedinanan.corrosveanvronmem design mads be a l ea to a and are for-dry condft on of use. EXPIRES: t��/a��.1/ry(� TRANS ID' LINK a pp "0 co'nponent 6.Design assumes full bearing at all supports shown Shm or wedge if CAP'�G iG{J I/LV1 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. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates steal be located on both faces of truss,and placed so their center TPIANTCA in BCSI,poples of which will be fumished upon request. lines coincide with joint center lines. 9.Diggs Indicate sloe 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-1986(Weld This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 1-2=( 0) 50 2-9=(0) 0 SPACED 29.0'• O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -46/ 902V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, 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 for wind loads in the plane of the truss only. 0 m rn o f a o /-0 ixii 2 x 4 M-3x4 b y b 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 C PrtR p,� e9.782PE r" JOB NAME : 3413-B POLYGON NW - PJ3 Scale: 0.5762 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: PJ3 1.Builder and erection contractor should be advised of all General Notes 1.This design labased only upon the parameters shown and Isfor anmdndual '7' W s EGON and 1Naroinga before construction commences. building component Applicability of design parameters and proper F4/ EGON 2.2x4 compression web bracing must beinstalledwhere shown+, incorporation of component Is the responsibility of the building designer • •. 2O. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at T� R 1 :..-�$ . X,�:_ 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 ORO DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuousxImp sheathingigr such l b ac plywoodsheathing(TC)whes and/or tlrywell(BC). 3.In Impact bridging t ng or lateral bracing required where shown++ SEQ.: K1561212 4.No load should be applied to any component until after all bracing and 4.Installation of trona is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater mnon- corrosive 5.Design assumes trusses are to be used In a nonorrosive environment . TRANS ID: LINK design bads be applied to any component. and are ortlry onaition oruae. 5.GompuTrus has no control over and assumes no responsibility for the 8.De�is�ssumes full bearing at all supports shown.Shim or wedge g fabrication,handling,shipment and installation of components. necessary. E/#f 'ITC `. L��+�lG'V-I ` 6.This desgnisfurnished subject tothe limiationsset form by 7.Design haallbeaaeed°onaothfageio trusls,an ed. November 30,2015 TPNMCA In BC SI,copies of which will be famished uponrequest. 8.Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. MiTek USA,Inc./CompuTrlrs Software 7.6.7(10-E 9.Digits indicate size of plate in Inches. 70.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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&11TR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 RODE ( 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 = 0.050" f ' MAX BC PANEL TL DEFL - -0.001" @ 1'- 0.1" Allowed - 0.067" MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 1' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 -/ in the plane of the truss only. '' o o ro O o o 1 2 4 M-3x4 1 ). b 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I - �NG[N ,�C� /� a9?82P fir° JOB NAME : 3413-B POLYGON NW - SJ1 Scale: 0.6957 '_/ WARNINGS: GENERAL NOTES, unless otherwise noted OREGON/"s©1s1 a� I.Balder and erection contractor should be advised of all General Notes 1.Ths design is based only upon the parameters shown ands for anndrc duel OREG N ' a,,,,�. Truss: SJ1 and Warnings before construction commences. building component Applicability of design parameters and proper ,.. V ��(_ 2.2x4 compression web bracing must be Installed where shown i incorporation or component Is the responsibility of the building designer. V 3.Additional temporary bracing to Insure stability during construction 2.Design d at 101 the top and bottom unless b to dt merely braced etby . Is the responsibility of the erector.Additional t bracingof Doc andsasheathing t 1 a hin reach as ply wos bracetl throughout their length). '0. permanent continuous h ih ng each as plywood sheathing(TC)and/or drywall(BC). � ���` DAT E: 11/30/2015 the overall structure is the responsibifty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K1561214 4.No load should be applied toany componentuntil after all bracing and 4 Installation of truss is the responsibility ofthe respective contractor. fasteners are complete and at no time should any loads greater man B.Design assumes trusses are to be used in a non-corrosive environment, assign loads be applies to any component. and are for"dry condition'of use. EXP v p �'v TRANS ID• LINK 6.Design assumes full bearing at all supporta shown.Shim or wedge if C.VP�rTJ 12/31/2016 S.CompuTrus hes no control over and assumes no responsibility for the necossary. CR['- �7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so Meir center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino./CompoTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1558(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS LU: 2x9 KDDF C1TIOR TRUSS SPAN 2'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES28) 1-3=)5) 0q=1.00 C: 2x4 KDDF #16BTR1-2=(-28) 22 1-3=(0) 0 BSPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. LOADING BEARING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF MAX VERT MAX HORZISIG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS R/ACTIONS REACTIONS 5I5E 0 F ( 625) TOTAL LOAD = 42.0 PSF 0'- 9.2" -13/ 98V -6/ 2OH 5.50" 0.16 KDDF ( 625) 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 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. 1-11-11 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ,( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" 12 MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 6.00 MAX 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=19.7ft, 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. 2 -/ 1 o f- o ~ 11111411 .q.. III o o 3► - M-3x9 b y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 i`E 3 PR QEF w• . JOB NAME : 3413-B POLYGON NW - SJ1X PE Scale: 0.7901 /� ����� WARNINGS: GENERAL NOTES, unless otherwise noted: 1' Truss• SJ1X 1.Solder and erection contractor should be advised or all General Notes 7.This design N based only upon the r'� and Warnings before construction commences. building component.A lcabil parameterssignparameters and isloper individual w �(�E �N 2.2x4 cnmpresslon web bracing must be Installed where sown+ n component Applicability of speig hityft ere end proper { (� incorporation es the t is the responsibility to orate builally ng edalgner. Q. 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me lop end bottom chorda to be laterally braced at prr {' ' DATE: 11/3 0/2 015 s the respone b I b or the erector.Additional permanent bracing or 2 o 0.and at 10 o c.respectively unless braced throughout their length by 9, , � F`�f�::<,..„-c., - theoverellstructure is the responsibility of the budding designer. 20 continuoussheathingogsuch rlbacing rtluired where ere sows O tlrywall(BC). 1 \� SEQ. : K1561215 4.No load should be applied toany com t Intlaferalland 3.In Impact oftru sor thterelprectngryoftherespresheco♦a PAUL component bracing a 4.Design as of truss is the are tonsi of the respective contractor. U fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bade be applied to any component and ere rordry eontlinon of S.CompuTrus has no control over and assumes no respons bll8y for the 8 Design assumes full bearing al ad supports shown Shim or wedge H fabrication,handling,shipment and Installation of components. Design EXPIRES: '� ��� ����� 8.This design is furnished subject to the limitations sal forth by 7.Design assumes adequate drainage is provided. TPIIW1CA in BCS!,copies8.Plates shall be locatedjoin on beth faces of truss,and placed so their center November 30,2015 of which will be furnished upon request. lines coincide with joint center lines. MTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E B.Digits indicate she of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 50 2-4=(0) 0 TC: 2x9 KDDF #1BTR LOAD DURATIOND24.INCREASE.0" O" 0 .C.C 1.15 2-3=(-69) 30 BC: 2x9 KDDF#1&BTR SPACED TC LATERAL SUPPORT <= 12"OC. DON. LOADING BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 10.0 PSF DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) OVERHANGS: 12.0" 0.0'• 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -94/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 12 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 6.00 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 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 - 0.002" @ 1'- 0.1" Allowed - 0.050" MAX BC PANEL TL DEFL - -0.002" @ 1'- 0.1" Allowed - 0.067" -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads i in the plane of the truss only. c4 M /- cc O o f2 4 O 1 04-3x4 k )' )' Y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 1 4,,, ,Q PROFES, :9"782nn r.. JOB NAME : 3413-B POLYGON NW - S J2 Scale: 0.7890 r,. '' WARNINGS: GENERAL NOTES, unless otherwise noted -r. pR.EfaOhJ2'�t. 1 Builder and eyed on contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an Indmdual Q • i' Truss: SJ2 and Wamings be fore construction commences. building component.Applicability of desgn parameters and proper < corporation of components the responsibility of the building designer. /� �R' '�:3 dei-F. 2 2x4 compression web bracing must be nsNlled where shown*. 2.(Design assumes the top and bottom chords to be IaterelN bracer!at ry i �/ 3.Additional temporary bracing to Insure stability during construction 2'o.c and at 10 o c.respectively unless braced throughout the r length by sA� - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). I� N u t_ DATE: 11/30/2015 the overall structure Is the responslbi6N of the building designer. 3.24 Impact bridging or lateral bracing required where shown.. 4 No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. REQ.: K1561216 fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used eanon.nonoalwe environment, and are for dry condition"of use. TRANS I D• LINK deagn loads be applied to any component. 6.Design assumes full bearing at al supports shown.Shim or wedge d EXPIRES: 12/31/2016 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. 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 TPI/WTCA In BCS(,copies of which will be furnished upon request. lines coincide nth joint center lines. 9.Digits indicate see of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basis connector plate design values see E514-1311,855-1988(MITek) This PACIFIC LdesiUMBERgn prepared from computer input by -BC LUMBER SPECIFICATIONS LU: 2x4 ECIF CATIOR TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=(-69) 30 1-3=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF MAX VERT MAX HORZ SIG REQUIRED SPG AREA) DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS 8/ACTIONS REACTIONS 5I5E 0 F ( 625) 0'- 0.0" -28/ 168V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD= 42.0 PSF 1'- 9.2" -15/ 66V 0/ ' 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 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. 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 = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed - 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 -,/ Design conforms to main windforce-resisting system and components and cladding criteria. l Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rillill o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c 04 r - 0 0n. „._ 1' 3 illiy 54-3x4 1 y y 2-00 1-11-11 �4 PRQFtC 'PROVIDE FULL BEARING;Jts:1,3,2 ` P9782PE c" JOB NAME : 3413-B POLYGON NW - SJ2X `�� Scale: 0.8965 Imr.f WARNINGS: GENERAL NOTES, unless otherwise noted: Trus s S J2 X 1.Builder and ereson contractor should be advised of all General Notes This design k based only upon the parameters shown ands for anindividual � ' and Warnings be lore construction commences. building component.Applicability 0 design.parameters arid proper /f. - ©RE OREGON 2.2u4 compression web bracing must be installed where shown.. incorporation of component 5 the responsibility of the building designer. f 3.Adtl2ronal temporary bracing to metre stability during construction 2 Design assumes me top and bottom chords to be laterally bread at 'S!,�.. `q RY. `.,v• is the res 2'0<.and at 10'o c respectively as Pty unless bread throughout their length by t DATE: 11/30/2015 pons blty of the erector.Additional permanent bracing o/ continuous sheathing1� the overall structure is the responsibility of the building designer such l b acing requirede iwhere shown and/or drywall(BC). �- SEQ.: K1561217 4.No load should be applied to any com 3 In tmptio of tru sIs thte re practhllyfwhpreboSet+ portent until after al bracing and 4.Installation of hues 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, TRANS ID: LINK design loads beappledtoany component. and aro fordryanaihon or use. 5.CompuTrus has no control over and assumes no responsibility for the B nneceDesiesaassumes NII bearing et all supporta shown.Shim or wedge it febris[ion,handling,shipment and installation of components. ry' EXPIRES: �.ry� �� �1. 6.This design is furnished subject to the limitations at forth by 7.Design ba Is adequate drainage is provided. L TPI/WTCA in BCSI,copies of which will be furnished u 8.Plectes shallee th)sin on center less of truss,and plesticomelt center November 30,2015 port request. lines coincide w8h loin[anter lines. MiTek USA,Inc./CompuTtus Software 7.6.6(1 L)-E 9.Digits Indicate sac of plate in Inches. 70.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 50 2-4=(0) 0 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-102) 47 SPACED 24.0" O.C. BC: 2x9 KDDF #1&BTR TC LATERAL SUPPORT <- 12"00. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 311V -22/ 10BH 5.50" 0.50 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 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. i BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LL=L/290, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL = T.O LIMITS:@ SL L/24 Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL - -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 3 MAX HORIZ. LL DEFL - -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 11111111 -/ '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. mio rin fin I cr MI io 7-II 1 2�� 4� M-3x9 ), ), 3' 1 1-00 2-00 3-11-11 p (PROVIDE FULL BEARING;Jts:2,9,3 ^�k) Pfd OPE - ' :9782PE - JOB NAME : 3413-B POLYGON NW - S J3 Scale: 0.6303 `"�. ' - ilir WARNINGS: GENERAL NOTES, unless otherwise notetl 4 -OREGON '+4� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and s for an Individual • /�_ IA- ^Q Q' Truss• SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper a' -NK C Incorporation of component k the responsibility of the building designer. 174' Rs '�Gj __i.. .• 2.2k4 compre.ion web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at • I "(�' 3.Additional temporary bracing to insure stability during construction 50.0.and at 10 0.0.respectively unless braced throughout theft length by 1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). � BA.UL �' -.-.--- DATE: 11/30/2 015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown... 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.: K 15 6121 B 4.fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used h a non-corrosive environment, and are for-dry condition'of use. ) t Ij/{ TRANS I D• LINK desf9n loa0 be applied to any component. 6.Design assumes full bearing at all supports shown Shim or wedge d EXPIRES: 12/3 /201 f 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. November 30,2015 6.This design is fumished subject to the limitations set forth by 8.Plates shaA be located on both faces of(mss,and placed so Meir center TP WJTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L).E 10.For basic connector plate design values see ESR-131I,ESR-1988(MiTek) Symbols Numbering System A Generalet1 f y Notes PLATE LOCATION AND ORIENTATION 1 3%; Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause PropertyPersonalInjury I (Drawings not to scale) Damage or In InTIM Dimensions are in ft-in-sixteenths. hikApply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. O 1/16 c1-2 c2-3 2. Truss bracing must be designed by an engineer.For lihk\111111114 wide truss spacing,individual lateral braces themselves illiO._ may require bracing,or alternative Tor I Q bracing should be considered. x111111Air U 3. Never exceed the design loading shown and never a ® �O stack materials on inadequately braced trusses. O ~ O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-14g. from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each Knots and w required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locaoint tionds are regulaemed t d by ANSII/PI 1.ne at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: P SYP represents values as published in all respects,equal to or better than that Indicated by symbol shown and/or by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents ALSC approved/new Use T or I bracingp ppf June 1,2 values 13.Topa chords must be sheathed or purlins provided at with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. w 15.Connections not shown are the responsibility of others.Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. } ( number where bearings occur. ` Min size shown is for crushing only. 17.Install and load vertically unless indicated otherwise. / ® �� 1°1114 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of thisuse.design Reviewing(frontpiback,ctures wordsalone Plate Connected Wood Truss Construction. and pictures)before DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, \/lie � 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013