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M5T2.c l7 ._o0l32_ ow am t 329 5'w /4' 6"1 MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-399 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: R45996177 thru R45996185 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. PRp,ce / 4lNE4\?�587022PE5. �" GAJ, OREGON ry9 l[/ 'S�00 SER ‘>.\-\()1� Ex' ' 06/30/ i November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co_, Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 I D:zs2ygYHMYItI_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8Fp Wgluyrhg 1 H MTHTkUyEzgd ,o^ P-10-14II 1-0-0 1 11-2-0 II 1-0-2 1 1 1-0-8 1 1-6-0 1 Scale=1:36.4 3x4-6x5= 4x6= 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 - rr��r-wwr z.:12 l�r//....:7rrrrrrrr\rr\r���/�/� -,.-wrs„��w-,/w (3 U%len A 11‘ Irli I I �Y�Y��!�Y-Y-Y Y-Y�Y ll 1% EN ►S 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 II 4x6= 4x5 = 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4 = 3x5= 1 1-1-0 I 18-6-8 I 21-4-0 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[12:0-1-8,Edge],[13:0-1-8,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 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=-1449/0,10-11=-1540/0,11-12=1540/0,12-13=-1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=-1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. �Eo P R QFF ' • 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �� �- cP at the bearings.Building designer must provide for uplift reactions indicated. - F Q2 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 tLr 17 be attached to walls at their outer ends or restrained by other means. 870 2 P E 1' 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. 8)In the LOAD CASE(S)section,loads applied.to the face of the truss are noted as front(F)or back(B). ,' LOAD CASE(S) Standard y''P AT GREG N r)51'\OLUU 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 0 B ER 1. Uniform Loads(plf) Vert:22-35=-8,1-21=80 0,9 '1. HEY' Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 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. 111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not =i - a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall g building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Iel(. 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 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 TlOt700t2 1 "A 5 L 0 r� Job Truss Truss Type Qty Ply POLYGON R45996178 PL15-399 UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tl yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0-0 1 1 1-1-10 II 1-2-0 1 17-21 I 1-2-0 1 1-2-0 ii 1-2-0 i 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 .zit..iiiii 1 '. w ., ,, , % o . 11 , `1 i i,i, ./ N \-I/ N V .\i/ -N.i _ T . . . • - a O ,BB 30 '29 28 27 26 25 24 23 22 21 20 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4 = 3x5= 4x6 = 3x4 = 14-2-2 I 13-0-2 13-7-2 II I 19-11-4 I 13-0-2 0-7-0 b-7-B 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edqel,[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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=-90310,4-28=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. (`QED P R OFFS ��`-' , GIN,E-. ., S/-) 4z- 87022PE �� y '01, OREGON 2� EXPIRES:06/30/2017 November 30,2015 t OO WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11. Mgt Design valid for use only with MiTek®connectors.-This design is based only upon parameters shown,and is for an individual building component,not = ii a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wel(' 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/TPI)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 • Jab Truss Truss Type Qty Ply POLYGON R45996179 PL15-399_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 10:56:25 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y1211yAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEzga 1 1-10-8 I p-10-1411 1-0-0 1 1 1-2-0 it 1-0-2 1 11-3-12 I 1-3-0 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 • o O '‘Ohn/AL's ag�.,�a�w�y�!41 `�yy!byy�:- ®���p//�:..� ,o!�ei��p/////`.,�poNEs 1�_IY-IY - 6 Y-+\Y_Y • 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 1 12-10-14 1?-5-14 1 19-7-0 1 22-4-12 1 2-1-8 10-9-6 0-7-0 7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edge],(13:0-1-8,Edgel,f35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/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[nor 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 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Upljft22=-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=739/0.1415=-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=-75610,20-22=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. �_ ..o P R QFFs 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. r" •,,, Fi? QO2 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. rQ 870 2 P E , 6)CAUTION,Do not erect truss backwards. / / I N >N - 'O� OREGON q, <v • 'ger)ctij8 E R \\\'\ -'' S '4. HES EXPIRES:06/30/2017 • November 30,2015 wi r=te WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. W 14!E. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • AVIA 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 - iTek- • . - -- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 R45996180 PL15-399 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-nO7W08aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ I 1-3-0 1 1-5-0 I I 1-5-6 1 2-0-0 1 1 1-2-0 1i0r-1 Scale=1:37.1 3x4= 1.5x3 II 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 o a e N N 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4 = 3x6= 3x4= 2-11-0 21-3-0 2-11-0 18-4-0 Plate Offsets(X,Y)— [8:0-1-8,Edgel,[17:0-1-8,Edge],[23:Edqe,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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.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, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=1993/0, 8-9=-2337/0,9-10=2337/0,10-11=-1912/0,11-12=-1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=-1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=427/0,10-17=159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. QEDPRore �� Ss 5 �G1>NECR /�2 87022PP: ��' y -0j, OR GON q9 "P PCO 0 SER1� SA HO't EXPIRES:06/30/2017 November 30,2015 t D OD WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 111 Design valid for use only with M1ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not j > s SO 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 • iTek• 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 R45996181 PL15-399_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:27 2015 Page 1 ID:zs2ygYHMYltl_Z1 p9y12t1yAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzqY 1 1-0-0 1 O+r¢i4 1�LH fL7,21 11-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 ' / Nilh, 11" N /"\. / N-/\ / Ilk \ r 'N / N ' e o o MIL. o 0 0 e o 0 0 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 - 3x6-3x6 FP= 3x5 = 3x5= 3x5= 3x5- 4x4- 3x5= 4x6 = 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 11-11-1f 1 21-4-0 14-4-14 0-7-00-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Ina' YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/044,35=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. 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 <(Q'�D P R QFES attached to walls at their outer ends or restrained by other means. eco ��G[NEER wo 2 87022PE �r y �-oj, OREGO 09 w� -A ',1,1'41S E R �'� P�yO S A. HE?`� EXPIRES:06/30/2017 November 30,2015 t I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ilk II II H. ... Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 6 a truss system.Before use,the.bulding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to preventbucklingofindividual 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 R45996182 PL15-399 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 10:56:29 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y1211yAg??-Cbpf09dRz8CVaGp03J6n1 H18ciLmglUJz2ULTayEzgW I 1-10-8 I F-10-1411 1-0-0 1 i 1-2-0 11 1-0-2 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N / _\ I \ 1 ! /N /\ / ON9/\ 9/\ i - % -C. B 0 . C 0 S 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 18-5-11 I 19-7-0 I 22-7-8 I 2-1-8 10-9-6 7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 2201195 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 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 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=-25810,5-6=-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. ��ED P R OFFS, 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �'t G� cS, 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 fGN t�,9 0� be attached to walls at their outer ends or restrained by other means. (U '9 5)CAUTION,Do not erect truss backwards. 4t 870 2PE g. 7 �A,,, OREGO rt)„4.1 A. HE.C� EXPIRES:06/30/2017 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. 1 A N' Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for.an individual building component,not a l a truss system.Before use,the building designer must verify the applicability of design parameters and.property incorporate this design into the overall VLSI 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/7I1 Quality Criteria,DSB-B9 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 R45996183 PL15-399_UPPER F07 Floor 2 1 Job Reference(optional) _ Pacific Lumber&Truss Co., - Beaverton,Oregon= 7.530 s Jul 11 2014 MiTek Industries,Inc.-Fri Nov 27 10:56:31 2015-Page 1 ID:zs2ygYH MYItI_Z1 p9y 12t1 yAg??-8_wPRrehVI SDpZzOAj8F6iNRgVVxGlmtbQMzSYSyEzgU 1---1-(3=Q-1 9 5-1 11-2 0 I g 10-9-0 10-9-0 1 10-9-0 10-9-0 11 1 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 \ )<)< 93 24 25 rt,. a e N I \ ./\ /\-/\ + \ /\ /.\- 7 \ N • O O TxT a• O d a_ a _, 5�� O O V a - 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 1p-9-141 I 20-2-0 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge],(18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud 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 Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(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. (Ib)-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. - 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��[} PR OFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. '`� ss' ' NF / 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 ,�� {L`s FR Q2 be attached to walls at their outer ends or restrained by other means. 4J "7 `� 87022PE r r N v 7,cc" A), OREG•N ep OIL 'AOQ 4I8 ER '‘'\ .\ A. Ht�R EXPIRES:06/30/2017 November 30,2015 OC WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IIIa 1 gir Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall avanNiig building design. Bracing indicated is to prevent buckling.of.individual truss web and/or chord members only.Additional temporary and permanent bracing iTek`.. .. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPii 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 II R45996184 PL15-399_UPPER F08 Floor 1 1 Job Reference(optional) • Parc Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tl yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMSl6HIf0i?4vyEzgT 1 1-10-8 1 p-10-14 1 1-0-0 1 1 1-2-0 1 1 1-0-2 1 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10 = 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13<:> 1 5 16 7 18 19 20 21 ❑ `' ® ❑ 2 ,a2 •4.• \ a eie b .eq' '.. � ❑ ///`. ® , - NI --' / \- / v\ / / '\ / . /N- NZ 'N- o - -�� O 4 O O b b G - - 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4 = 3x5= 14-0-14 1 2-1-8 1 12-10-14 1p-5-11 1 19-7-0 22-4-11 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- (12:0-1-8,Edgel,113:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-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(lb)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=-1.563/0,1 1-12=-1 563/0,12-13=1268/(4. 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. ••<(;k1' �>� o PR OFes 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. i-N" ..,. N • E 9 /O 4)CAUTION,Do not erect truss backwards. 87022PE / 9� - SAT C3REGO rim �ti �On� BER 1\' Q\' SA. HeR� EXPIRES:06/30/2017 November 30,2015 -,,..Nh ,._ " .' �.....`::,•.S- is+".m ..---- £--- ... ,r `,�... ., axtsx.,.s... .... .,.^# „ .x, .t"'t .. ._.„,. ,z,... ., ._.. ..... .zee a.,�; ,_... Tz,F. or= WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. II_111 1 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a as . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall . . • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members.only.Additionaltemporary 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/LPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15-399_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - • 7.530 s Jul 11 2014 Mi rek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 I D:zs2ygYHMYItl_Z1 p9y 12t1 yAg??-YZcY3thaoggog 1 izsshykL?ykjzsV6H26KB69ny EzgR 10-0 1 10-8-4 II 1-2-0 i Z61 10-9-°10-9-0 110-9-0 10.9-0 110-9-0 10-9-0 1 Scale=1:34.8 • 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 4x4= 3x4 = 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 wliMpli w � a� wi All" W �w_w_w- W. 1 I 1 I YY�f,7�Y-Y-Y�rY wW. W 40 39 38 37 36 35 34 33 32 31 30 29 28 27 6 3x4= 4x5 = 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 14-0-121 1 20-4-13 1 13-5-12 -0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgel,[18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid 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 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-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=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=496/0,8-35=0/396,10-35=291/0,16-32=281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. I 2)All plates are 1.5x3 MT20 unless otherwise indicated. tOno P R OFFS 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 '� cP be attached to walls at their outer ends or restrained by other means. ANG[N E�5 �t 444 87022PE .�'r" / , -y AT OREGON ti�Ow AP FMB ER ,'� S A H���Q EXPIRES:06/30/2017 November 30,2015 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ./11 pi N. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A V II A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing . ITer ', 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/1P11 Quably 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 Symbolsr SystemGeneral Safety Notes PLATE LOCATION AND ORIENTATION 11/4Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury NMDimensions are in ft-in-sixteenths. �8' Apply plates to both sides of truss Additional stability bracing for truss system,e.g. �� and fully embed teeth. 1 2 3 1. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves O WEBS may require bracing,or alternative Tor I !ILL ill pbracing should be considered. '..---WAIr. O 3. Never exceed the design loadingshownand never Ustackmaterialsoninadequatelybracedtrusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-8 c6a css designer,erection supervisor,property owner and plates 0-''�6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint , required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ,/,' Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. � by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. %,••••••• 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint tJ number where bearings occur. 17.Install and load vertically unless indicated otherwise. / Min size shown is for crushing only. L NV I1 I[7:—lir 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: madialmageme noll Mil j;:.j: 19.Review all portions of this design(front,back,words Plate CANSI/TPII: Na to C Design Specification for Metalonnected Wood Truss Construction. `` v III and pictures)before use.Reviewing pictures alone M DSB-89: Design Standard for Bracing. is not sufficient. .Teko BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D 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: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. \\ PR.Q/e 89200PE 47,OREGON r -'y 14,. 2° /c2r" November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per 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: 2x4 KDDF #11BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1154 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1154) 386 5- 6=(-265) 1149 5- 3=(-41) 57 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 LL = 25 PSP Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 004.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.01= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BEG 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" -259/ 1210V -92/ 92H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.01= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.031" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 9'- 2.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.013" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 1' ' f ,' Design conforms to main windforce-resisting 5-11-11 3-04-10 5-09-11 system and components and cladding criteria. 320ff c20ff '' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-5x6 load duration factor=1.6, 9.00 9.00 Truss designed for wind loads in the plane of the truss only.7o t� = o rl t� r 4 ,-a 1.. 56 .. 4 0l o M-3x4 M-3x4 M-1.5x3 M-3x4 0 y y ,1 y 5-09-11 3-08-07 5-07-15 y f',^y n P R 15-02 �(;01 u �N D es Et u \AG o. ` 9200P. r JOB NAME : 3413-D POLYGON NW - Al ! e/ " Scale: 0.3884 "' • WARNINGS: GENERAL NOTES, unless on the ise parameters �7 % OREGON ei 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is loran Individual Truss: A 1 and Warnings before construction commences. building component,Applicability of design parameters and proper `✓ 2,2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. , < ;'47 r 2-°- Q 4, 2.Design assumes the top and bottom chords to be laterally braced at /'j !r 3,Additional temporary bracing to Insure stability during construction .O `T+ � Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by /pl,,r� continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). -fr/E`� I( I- _ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** R L SEQ. : K 15 612 9 3 4.No load should be applied Io any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. ��JJ cc �] �} 5.CompuTrus has no control over and assumes no responsibility for the necessary.6.Design assumes lull bearing at all supporta shown.Shim or wedge If jt P I R S: q i 2/)x)1W fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3-L-576) 204 6-5=(-122) 533 6-3=(-127) 395 WEBS: 2x9 KDDF STAND 3-4=(-576) 209 6-4=(-200) 195 LOADING 4-5=(-759) 228 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -85/ 637V -125/ 125H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 000SF 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/290, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449" 7-07 7-07 ,( I f MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" 3-10-13 3-08-03 3-03-03 3-10-13 T T T 1' T 12 12 Design conforms to main windforce-resisting IIM-4x4system and components and cladding criteria. 9.00 7 Q 9.00 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,F--,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), PiIiload duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 141111111 M-1.5x3 2 4 AILAN64 4 Adogi 0 0 o 1*. 6 ** 5 o o M-3x4 M-3x8 M-3x4 0 k 01 y 7-07 7-07 15-02 �CJ ..k.,.‘61• � .+e zt 89200PE JOB NAME : 3413-D POLYGON NW - A2 Scale: 0.3509A , �y''� WARNINGS: GENERAL NOTES, unless otherwise noted: II, r R E�V N "� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ',-y *- - . Truss: A2 and Warnings before construction commences. building component,Applicability of design parameters and proper �,/ V 2.2x4 compression web bradng must be installed where shown+. Incorporation of6 component is the responsibility of the building designer. /'� �: �O . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at t 2'o.c.end 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*wood sheathing(TC)andlor drywall(BC). 4! �""� j "-. DATE: 11/30/2015 the overall structure Is the responsibility o1 the building designer. 3.2z Impact bridging or lateral bracing required where shown++ I�ii -A-• SEQ. : Ki5 612 9 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any beds greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D"• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November ml,�e�30''I 0 1 G 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I V LJ ,L J TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc,/CompuTrus Software 7.6.6(1L)-E 11.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1694 BC: 2x6 KDDF #1&BTR SPACED 29.0" D.C. 2-3=) -191) 207 5-6=(-298) -1085 2-6=(-1438) .375 WEBS: 2x9 KDDF STAND 3-4=( -15) 7 6-3=( -197) 180 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 KDDF ( 625) AUDI: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 12 i Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 9.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x6 0 it I o 0 Al Mr o ® ®,1 0 M-3x4 M-3x8 M-4x6 . - Jo 12108 b637# y 8-00 .,. (.5 -"SS, PRQSS , N �N h' 0 IE 4 89200E , " JOB NAME : 3413-D POLYGON NW - AGIRD ,/ . , Scale: 0.4369 "a WARNINGS: GENERAL NOTES, unless otherwise noted: OR�EGC7N • Lv'. 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an Individual 74: 47 w Truss: AGIRD and Wamings before construction commences, building component,Applicability of design parameters and proper V` 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. f^ ;'k- , '2•() • 2.Design assumes the top and bottom chords to be laterally braced at !V] 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by /pJ,�/ - Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4i'/ .. ("]�� f n RA-, DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2,4 impact bridging or lateral bracing required where shown+I. SEQ. : K 15 612 9 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 necessary, AI fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November ovem be r 302015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPI/WI'CA In BCsI,copies of which will be furnished upon request. lines coindde with Joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7,6,6)1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 ROOF ( 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" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" T I MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 1,77 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads l0 in the plane of the truss only. 0 0 I O 1 M-3x4 l l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 • ' •,9 0 • •89200PE �"" JOB NAME : 3413-D POLYGON NW - AJ1 ,/ Scale: 0.6771 -_.. 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 ,y ��� lWr, • Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 'may 'J 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. r 14' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al (yam Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /p/,,� _. continuous sheathing such as piy�wod sheathing(TC)and/or drywail(BC). e'/IrjI]E"') DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ f�r� Iw"�,, SEQ. : K 15 612 9 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design Wads be applied to any component, and are for"dry condition"of use. 5.CompuTrua has no control over end assume.no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES:' .12/a1/201 2/31/r1 01 5 necessary. J LTJ fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided, November mbe r 30015•'1 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I tl {J ,L TPWJTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. - LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" 5 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 9.00 / MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 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. 0 r1 • /- I • /- ►�� ►�� 1 M-3x4 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 R Qr • GIN FSS 892O0PE JOB NAME : 3413-D POLYGON NW - AJ2 Scale: 0.5814 WARN1.Builder GENERAL NOdesign Is , unless on the parameters noted: "'3?' V REGON 1.Bulder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual *� Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper A�` 2.2x4 compression w eb bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. :.'4/,v • \ •* • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom seachordsbraced to be laterally braced at O • '�L}. � �t. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'Pc.respectively unless braced throughout their length by - . continuous sheathing such as ptywood sheathing(TC)andlor drywali(BC). R R' C 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* SEQ. : K 15 612 9 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, end are for"dry condition"of use, 5,CompuTnrs has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If L r(p S: ry J .y/2 n necessary. EX P R 2 t 20 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided, N oven be r 30 20 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , TPWVTCA 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 to.For basic connector plate design values see ESR-1311,ESR-1905(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3432 3-10=( -89) 317 2x6 KDDF #1&BTR T2 SPACED 29.0" O.C. 2- 3=(-4549) 913 10-11=(-798) 4408 10- 9=( -259) 1951 BC: 2x6 KDDF #1&BTR 3- 4=(-9451) 929 11-12=1-663) 3827 10- 5=(-1361) 301 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3540) 778 12-13=(-663) 3827 5-11=( -90) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE' 5- 6=(-9429) 968 13- 9=(-960) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE' 6- 7=(-2555) 552 12- 6=( 0) 136 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-3253) 651 6-13=(-1949) 430 8- 9=(-3379) 650 7-13=( -290) 1574 LL = 25 PSF Ground Snow (Pg) 13- 8=) -121) 208 NOTE: 2x4 BRACING AT 24"0C UON. FOR ADDL: TC SNIP LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -678/ 3376V -137/ 1498 5.50" 5.90 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1990.0 LBS @ 12'- 9.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.092" @ 12'- 5.8" Allowed = 1.329" . MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 11-06-10 7-11-11 1' f f f wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-15 3-11-12 4-02-09 2-11-12 4-04-05 3-11-12 3-11-15 (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Tload duration factor=1.6, c55900 I I Truss designed for wind loads 12M-4x8 V M--4x812 in the plane of the truss only. 9.00 7 4 M-3x6 M-4x8 7 Q 9.00 6 A » T2 N -15X3 M15x3 INh.. ., 4/: 0 0 o eM {) �M ~►or i ' 10 11 "I 12 13 **9 0 o M-3x10 M-3x8 0.25" M-1.5x3 M-3'x10 M-3x8 0 M-7x8(S) 14401# p R/1 7-06-09 4-11-03 2-08-04 4-09-07 7-06-09 .<'. Ss • 1-00 27-06 9200PE -Yr- JOB NAME : 3413-D POLYGON NW - B1 Scale: 0.2244 ---- WARNINGS:a G. hRAe NOTES, unless on the pa noted: 7� C R E 1:1()!J 4 Orr 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 * �[ij/' Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper {�� f\N` 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building designer. st T� e O\ 4ip 2.Design assumes the top and bottom chords to be laterally braced at • 3.Additional temporary bracing to Insure stability during construction Zen.and at 10'c.c.respectively unless braced throughout their length by O , V�. is the responsibility of the erector.Additional permanent bracing of continuous eheething such as plywood sheathing(TC)and/or drywali(BC), t DATE: 11/30/2015 the overall structure Is the responsiblllty of the building designer. 3.2,Impact bridging or lateral bracing required where shown 0 0 R.1�� SEQ. : K 1 5 6 12 9 8 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component. end are for"dry condition"of use. S.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 12/31/2015 necessary. EXPIRES fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30 ZO 1 5 6,This design is furnished subject to the limitations eel forth by B.Plates shall be located on both faces of truss,and placed so their center V r TPINVTCA In BCSI,copies of which tell be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTtus Software 7.6.6(11)-E 10.For basic connector plate design values see 158-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-154) 694 5-2=( 0) 280 4-7=(-1156) 226 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-662) 196 5-6=(-156) 688 2-6=(-276) 128 WEBS: 2x4 KDDF STAND 3-4=(-488) 138 6-7=( -72) 116 6-3=( -52) 288 LOADING 6-4=(-224) 1174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.18 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.009" @ 5'- 10.9" Allowed = 0.354" nails staggered: BOTTOM CHORD CHECKED FOR AOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.472" 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" ** For hanger specs. - See approved plans 6-02-11 / 1-09-05 Design conforms to main windforce-resisting 3-03-13 2-10-14 1-09-05 system and components and cladding criteria. f 'f f f Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 9.00 7 load duration factor=l.6, 3 M-3x4 End vertical(s) are exposed to wind, /1/1111‘1111111 4 Truss designed for wind loads Din the plane of the truss only. m• oC@@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. oAM-3x4 xiiii 1 * ® ��I - .I 1......,_-_-..., s 6 •• o M-3x4 M-1.5x3 M-6x8 M-3x8 .1 ,c,1211# b63;# 233,0# 3-02-01 2-08-13 2-01-01 y y e oo y • ° PRo� e5 • zt 89200PE ��'' JOB NAME : 3413-D POLYGON NW - BGIRD ,/ __...._,. Scale: 0.3864 •.`Mrw� . WARNINGS: GENERAL NOTES, unless otherwise noted: .►r'`w. OREGON (� ,*K„ ' 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an Individual 37 _ ! .OR EGOI y *. Truss: BGIRD and Wamings before construction commences. building component,Appllcablllty of design parameters and proper !� ' 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /je q , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at _ „O. !1. s �O.rte(� Is the respondbllity of the erector.Additional permanent bracing of 2•o,c.and at 10'o,c,respectively unless braced throughout their length by - - y1 C continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). L--[ `` '�, Y DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown n t. (i fl 1 t SEQ.: K 15 612 9 9 4.No load should be applied to any component until after a9 bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D" LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:12/31/2015 necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. G 6.This design is furnished subject la the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center November 30,20.15 1 TPIMTCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc,/CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3=( -429) 1890 19- 8=( -207) 891 2x6 KDDF #1&BTR T2 2- 3=(-7419) 2118 13-14=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 836 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5640) 1758 14-15=(-1308) 4472 14- 4=( -13) 389 9-20=( -462) 1832 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-10=( -126) 251 2x4 DF 2400E A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1468 16-18=( -67) 201 15- 5=( -468) 1971 2x4 KDDF #1&BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5948) 2163 18-19=(-1790) 5484 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 4909 6-17=( 0) 452 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 146 BC LATERAL SUPPORT <= 12"00. UON. 9-10=(-4779) 1584 17-18=(-1725) 5314 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4869) 1558 17- 7=( -270) 659 TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 18- 7=( -399) 374 NOTE: 2x4 BRACING AT 24"00 UON. FOR 7-19=( -932) 360 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.500" @ 13'- 4.7" Allowed = 2.206" 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 = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 f f f Design conforms to main windforce-resisting 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 3-04-14 3-11-12 3-11-15 system and components and cladding criteria. T T f ,7597.30# " T ' s597.30# T 1' 12 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x109M-5x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 5 =M-6x6 M-3x8 .."1,1-4x4 0 �9.00 load duration factor=1.6, �! re. 2 ,� Truss designed for wind loads _ in the plane of the truss only. M-3x9 4 M-1.5x3 o M-3x8 A \ re3 M 5x12 ,„ .. B o I 13 3 15 1 17' .-' T ` 1 0 1/ M 3x4 M 4x10 0 16 le 9 zo 1 2 0 I M-7x8 ' M-1.5x3 M-4x12 0.25 M-3x10 M-3x10 11 0 M-3x4+ M-7x10 M-7x8(S) - 13.75 M-3x4+ 12 y y y y y y y y c60:;« p R 0F' y -05-082-05-112-07-07 5-10-03 L 4-11-08 3-11-11 4-01-07 7-06-09 y y ,.. 0,61N sd, • 1-0Q-05-08 10-09-08 20-09 00 c:;N • i • r go.. 34-00 8920OPE r JOB NAME : 3413-D POLYGON NW - Cl ,0111)' ,/� Scale: 0.1604 (� WARNINGS: GENERAL NOTES, unless otherwise noted. (3 ,y^�['� ('}ISI t 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 •• ORE.GO1 V 1,. 14' Truss: Cl end Warnings before construction commences. building component.Applicability of design parameters and proper .. 11,J� 'NV' A. 2.2x4 compression web bracing must be installed where shown+, Incorporation or component Is the responsibility of the building designer. /°� r = Q- 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.end at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - { �,: DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3 2,Impact bridging or lateral bracing required where shown++ !��RL+ S E K15 613 01 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q' fasteners are complete and et no time should any beds greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, C design bads be applied to any component. end are for"dry condition"of use. �/p r7(� T RAN I D: LINK K 6.Design assumes full bearing at all supports shown.Shim or wedge if E/\p 1 R ES: 1 /31/L V 1 J 5.CompuTrus has no control over end 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 TPVWTCA in BCSI,copies of which alit be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6,6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-129) 101 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 1650 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 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 = 0.134" @ 3'- 7.2" Allowed.= 0.457" MAX TC PANEL TL DEE'. = -0.117" @ 3'- 4.8" Allowed = 0,685" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 0 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 /� Design conforms to main windforce-resisting 9.00 V I system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (Ali 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. • CD1-1 /- O f- w 4 o- -/ M-3x4 y >4 01 . 1-00 6-00D p R Qp (PROVIDE FULL BEARING;Jts:2,4,3 I • 89200P E JOB NAME : 3413-D POLYGON NW - AJ3 �- "~ Scale: 0.4979 'iy 1.BuWARNilder GENERAL NOTES, unless on the ise parameters ' V R E C3 C)I V 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters she van and Is for an Individual yam, Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper v` 2.2x4 compression web bradng must be installed where shovan+. Incorporation of component Is the responsibility of the building designer, '41 .r- n O 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure'debility during construction 2'c.c.and at 10'v.,respectively unless braced throughout their length by _ Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4'46.t']R DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown+ •!� SEQ. : K1561302 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXp R . � / 0 necessary. U 15 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. N ovem be r 30201J L 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center r TPI/WTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6)1L)-E 5.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 177 3-4=( -94) 36 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 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. . • BOTTOM CHORD CHECKED FOR IOPSF 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 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" • MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.00Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h22ft, 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. • /,,,,/ M-3x4 Jo 1-00 L 6-00 y 1-05-15 y ``c V�� P R Op 'PROVIDE FULL BEARING;Sts:2,5,3,9 I G N / C'. N • ' ' Off, . 89200PE dc-'" JOB NAME : 3413-D POLYGON NW - AJ4 ' !N/�/ Scale: 0.4704 Jy • WARNINGS: GENERAL NOTES, unless otherwise noted: 'T' OREGON 1.Builder anderectioncontractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for an Individual 3' ' ,' OR EGO1 J Truss: AJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper d� '6 R VS incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown e. /� -9), '41,6„ 5 WQ � 2.Design assumes the lop and bottom chords to be laterally braced at (� 3.Additional lonal temporary bracing to Insure stability during construction _ (�C Is the responslb 159 of the erector.Additional permanent bracing of P o.c.and at 10'o.c.respectively unless braced throughout their length b [,01[,01 ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Pi'R`l N- 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 n S E K 15 613 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, Q' 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. �( cc 12/31/2015 T RAN S I D: LINK 6.Design assumes lull bearing at all supports shown.Shim or wedge If P I R C�: 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end Installation of components. • 7.Design assumes adequate drainage is provided. November OVem l.�e r�]O 2Il 4 C 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I tl IJ J , V I J TPIM?CA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L(-E 10.For basic connector plate design value.see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2142 12- 3=( 0) 331 8-17=(-132) 673 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 LOADING 4- 5=(-1831) 493 14-16=( -9) 60 13- 5=(-191) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 445 16-17=(-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1662) 508 17-10=(-317) 1430 6-15=( -2) 220 TOTAL LOAD = 42.0 POE 7- 8=(-1298) 429 14-15=( 0) 90 8- 9=(-1718) 461 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 16- 7=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-17=(-503) 166 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ -196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 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 = -0.092" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" 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" A 9-11-11 14-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 1 2-07-04 3-06-05 3-10-02 3-03-05 5-05-11 5-03-10 4-10-11 5-01 .' .f .( f f .' f .( 1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 M-4x6 9.00 5 M-3x4 M-3x8 N 9.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4. B 7 414. (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), - - load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. M-1.5x3 M-1.5x3 3 o M-3x6 _ o v l" 13 15 AIIIIIIIIIIIk b.� 1 m o M-5x10 EMNINMEMNIMMMI- M-3x8 0 14 1; 17 1: o I I M-1.5x3 0.25 M-3x8 M-3x6 1 o M-3x4+ o M-5x8 -M-6x6(5) o .p3.75 M-3x4+ 12 ,, )1 y y y y ' .) PRppb 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 1-02-05-08 10-09-08 20-09 1-00 y y •, 44...e 34-00 • •47.t" •-9200PE c---., JOB NAME : 3413-D POLYGON NW - C2 Scale: 0.1604 --"� • WARNINGS: G. hRAL fin is b unless otherwisether 7 - O R E.0 OIV , liii CC. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shaven and Is for an individual H y�. Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown«, Incorporation of component Is the responsibility of the building designer. • f .. ) O - 2.Design assumes the top and bottom chords to be laterally braced at 1[ ' .. 3.Additional temporary bracing to Insure stability during construction - � _ -T s. Is the responsibility al the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by - continuous sheathing such as ph/wood sheathing(TC)and/or drywall(BC). 4',., `.1 j"'-•i` DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a.0. [1 1+ SEQ.: Ki5 613 0 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any Meds greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry coni ion"of use. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,201 5 TPWJI'CA In 6111,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-499) 2157 14- 3=( 0) 331 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1629 14- 4=(-150) 618 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 758 15-17=(-359) 1664 4-15=(-321) 179 LOADING 4- 5=)-1831) 614 16-18=) -19) 60 15- 5=(-216) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) 0) 0 18-19=(-353) 1601 15- 7=(-534) 204 BC LATERAL SUPPORT <= 12"OC. NON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1411) 534 19-12=(-401) 1430 7-17=( -13) 234 TOTAL LOAD = 42.0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 8-10=(-1298) 511 17-18=(-339) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 8=) -63) 144 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1718) 577 18- 8=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1940) 591 8-19=(-512) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 68 10-19=(-143) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 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 = -0.092" @ 13'- 4.7" Allowed = 1.654" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" A / ,/ MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 1 f MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 2-07-04 3-06-05 I 3-08-01 2-021-03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 / / A f I I '1 f ' '1 1 '( MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" A 10-00 ` 10-00 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 1 6 9 f / 12 M-4x6 12 M-4x6 Design conforms to main windforce-resisting 9.00 7 5 M-7x4 M-63x8 0 N 9.00 system and components and cladding criteria. NEN Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. +: + 1 M-1.5x3 3 o M-3x6 m. o ri% 1 1 s I 17i Er '' . I 4, M-3x8 ro B of M-5x10 1 M-115x3 0.25 M-3x8 M-3x6 1 I M-3x4+ M-5x8 -M-6x6(5) ..„,,n3.75 M-3x4+ 12 y y y y y y y fi} P R Q 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 . k� • � °E. C9y y y y y `1-0G-05-08 10-09-08 20-09 y00 r ' "c • • 0� 34-00 4 8920.OPE 1 JOB NAME : 3413-D POLYGON NW - C3 . 4.0 rie.„0„.... Scale: 0.1604 1Fjppp the Jy. WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON0 ,. '�[„ f. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon e parameters shown and Is for an Individual y,_ Truss: C3 and Warnings before construction commences, building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown o, incorporation of component Is the responsibility of the building designer. �V '' �° 2.Design assumes the lop and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction s ��. Is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'o,c.respectively unless braced throughout their length by continuous sheathing such ae plywood sheathing(TC)andlor drywall(BC), f7� RIO- DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown I.+ SEQ. : K 15 613 0 6 4.No load should be applied to any component cell after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D' LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 necessary. (� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, p I ove mbe�34 302015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l Y , TPINJ1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S Digits indicate size of plate In Inches, MITek USA,Inc./CompuTrus Software 7.6.6(10-E 10,For basic connector plate deelgn values see ESR-1311,ESR-1986(MITek) This design prepared from_computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1962) 415 10-11=(-210) 1514 3-11=(-476) 245 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 458 11-12=(-140) 1146 11- 4=(-152) 556 LOADING 4- 5=(-1084) 434 12-13=(-240) 1492 11- 5=(-187) 100 TC LATERAL SUPPORT 0= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1084) 434 13- 8=(-239) 1494 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 458 6-12=(-152) 556 TOTAL LOAD = 42.0 PSF 7- 8=(-1962) 415 12- 7=(-976) 245 8- 9=( 0) 68 7-13=( 0) 294 NOTE: 2x4 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 T ,f ' ' Design conforms to main windforce-resisting 7-02-12 6-08-15 3-00-05 3-00-05 6-08-15 7-02-12 system and components and cladding criteria. T T T f T f f 12 12 Wind: 140 mph, h=29.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 F77 4 M-3x4 N9.00 load duration factor=l.6, • �� S �� Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 Aldr Akkhhhhhn v O O rl r-1 I 1 -3x5 M-1,5x3 10. 25" 0.25'2 M-1.5x3 M-3x5 �1 M-5x8(S) M-5x8(S) , � D PRQFS�S' • y ,l y y l el' Cj �`GINVE / y y 7-01 6-06-15 6-08-03 6-06-15 7-01 y y �\ �Ci`v• � , 1-00 34-00 1-00 .Lt- 89200PE JOB NAME : 3413-D POLYGON NW - C4 Scale: 0.1602 , i. 1.B WARNINGS: Q. hRAe is uny upon potherwisenhee: � ! OREGON A 41,/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual *.Truss: C 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web brae ng must be Installed vfiare shown a. Incorporation of component Is the responsibility of the building designer. /102 2 "q. 20 .,y_ 2.Design assumes the lop and bottom chords to be laterally braced at �/�) ♦ 1 3.Additional temporary bracing to insure stability during construction `•' s Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'c.c.respectively unless braced throughout their length by 44,-- p],,� continuous sheathing such as ptywood sheathing(TC)and/or drywell(BC). -'7 j j, A I t \-: DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.7,Impact bridging or lateral bracing required where shown+. !� L SEQ. : K15 613 0 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge it EXPIRES: 12/31/2 015 necessa, 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 f V r TPIMTCA in BCS1,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 68 2-12=(-313) 1521 12- 3=( 0) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1962) 527 12-13=(-314) 1520 3-13=(-475) 232 WEBS: 2x9 KDDF STAND 3- 9=(-1502) 569 13-14=(-183) 1149 13- 4=(-181) 567 LOADING 4- 5=( 0) 0 14-15=(-334) 1442 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1084) 516 15-10=(-333) 1444 6-14=(-198) 125 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1084) 516 8-14=(-181) 566 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-476) 232 8- 9=(-1502) 569 9-15=( 0) 294 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1962) 527 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 15-11-11 2-00-10 15-11-11 '' '' '' '1' MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" 7-02-12 6-06-15 2-01-000-06-02-02 6-06-15 7-02-12 MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" / / f I / A f I f f 14-00 14-00 f 5 7 1 f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-9x6 NM-4x6 9.00 7 y M-3x9a 9.00 Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0j MMMMMMM=6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads M-5x8(5) M-5x8(S) in the plane of the truss only. " .25" 3 0oop0 dA, „.... : .. v, wr ww AsNiN , 12 13 14 15 1o PR I 1 -3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 I /� M-5x8(S) M-5x8(S) -_<(,..'! ) WF4`(1 • 1 1' y l y y c • GINE 4•>'C3/, 7-01 6-06-15 6-08-03 6-06-15 7-01 �� .C, ` .Q� ,1 )' 1 1 1-00 34-00 1-00 .rt... 9200PE r" JOB NAME : 3413-D POLYGON NW - C5 -' Scale: 0.1602 tom; • //''y�... WARNINGS: GENERAL NOTES, unless otherwise noted: -�r OREGON fQ�G�„• ' 1.Builder and erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 7�' '\mss./ ,. Truss: C5 and Warnings before construction commences. balding component.Applicability of design parameters and proper O.\ 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. , /e 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction .O __ is the responsibility of the erector,Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by /p�,ry • - . continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). ""/ 'R R`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++ R 1 L.. SEQ. : K15 613 0 8 4.No load should be applied to any component until after all bradng and _ 4.Installation of truss is the responsibility of the respective contractor• fasteners ate complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/201.5 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November ovem L.e r']O 2f1 1 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I Y A! 3 r 1J I TPIIWTCA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1690 3-10=(-246) 209 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2- 3=(-1996) 912 10-11=(-153) 1379 10- 9=( -60) 472 WEBS: 2x4 KDDF STAND 3- 9=(-1798) 960 11-12=(-153) 1259 4-11=(-615) 289 LOADING 9- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 460 6-12=( -60) 473 TOTAL LOAD = 42.0 PSF 7- B=(-1946) 412 12- 7=(-246) 204 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 68 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.198" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" ,c , f MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" J ,/ 5-10-14 . 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" 11 ' ' I/ '1 "I` MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 9.00 7 N 9.00 4.0" Design conforms to main windforce-resisting 5 ILK' system and components and cladding criteria. i� Wind: 140 mph, h=25.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M 5x 6 S (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), ( ) M-5x6(S) load duration factor=l.6, Truss designed for wind loads 0.25" 0 25„ in the plane of the truss only. 4 M-1.5x31/4111\ 1.5x3 47N- 0 0 I 1 _- asn _ . :c1 o 10 II r+1 -3x5 M-3x4 10.25" M- 3x4 M-3x5 oI DPR M-5x8(S) Kr • S�y y L y y 6 ,, , fb8-08-03 8-03-13 8-03-13. 8-08-03 �•' •' . d9 .. . ..0- ), 1-00 34-00 1-00 , .C�` C^" , � 8920t�PE JOB NAME : 3413-D POLYGON NW - C6 _ ,/ ' Scale: 0.1602 0WARNINGS: GENERAL NOTES, unless otherwise noted: 1 , ��,� �� .� 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual � ,,` Truss: C 6 and Warnings before construction commences. building component.Applicability of design parameters and proper "4‘,.. • 2.2x4 compression web bracing must be Installed where shown a. incorporation of component Is the responsibilityof the building designer. /'r� ,' `2 O, : 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 117 o,c.respectively unless braced throughout their length by A, • - continuous sheathing such as plywood sheathing(TC)andior drywelt(BC), '7 �']R 10-- DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ !Y SEQ.: K15 613 0 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 contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D"• LINK design bads be applied to any component, end are for"dry condition"of use. 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al as supports ahoy.,Shim or wedge i! EXPIRES 12/31/2015 necessary. fabrication.handling,shipment end 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 TPIIWrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. • MiTek USA,Inc./CompuTrus Software 7.6.6(1 )-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 68 2-12=(-389) 1516 3-12=(-210) 186 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1942) 606 12-13=(-407) 1700 12- 4=(-137) 669 WEBS: 2x4 KDDF STAND 3- 4=(-1720) 593 13-14=1-407) 1700 12- 6=(-611) 212 LOADING 4- 5=1 0) 0 14-10=(-418) 1432 13- 6=) 0) 343 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1302) 524 6-14=(-605) 197 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1-1312) 528 8-14=(-125) 665 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-209) 176 8- 9=(-1720) 604 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIE Ground Snow (Pg) 9-10=(-1942) 615 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 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 = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 10 10 1' 1' Design conforms to main windforce-resisting 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 system and components and cladding criteria. 10 1' T ' T T T T T 10-0010-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1. 1' 7 I/ ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 5 12 M-4x6 End vertical(s) are exposed to wind, 9.00 F77 M-9x6 Q 9.00 Truss designed for wind loads 4 M-3x8 in the plane of the truss only. 6 1 0 M-1.5x3 Z M-1.5x3 3 +_ + 0 ,0111/ 0 © lyr o 1 • - 12 13 1 14 -1: 1 p - 1M-3x5 M-3x8 0.25" M-3x8 M-3x5 I t rDPROFS o M-5x6(S) o y y y y y .0.`� " cs'. 9-07-15 7-04-01 7-04-01 9-07-15 y y , ice -. • ...,''' y �; .. 1-00 34-00 1-00 89200PE " JOB NAME : 3413-D POLYGON NW - C7 ,/' Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted: ,�^� /r(^y "C. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ' "7' ;,j O R E Q ON tom. 4j• Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper [Iu 1� • 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ./O "1 y ' f 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at I 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). []{[ t`, • DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2%Impact bridging or lateral bracing required where shown++ R I 1.1►+v, SEQ. : K 15 61310 4,No load should be applied to any component until after all bracing and 4,Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, T RAN S I D• LINK design pads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/31 IrkC.,01 5 necessary, L, fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided, November mbe r�j f\2111 C 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I V AJ J V, V I J TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7,6,7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-291) 1505 3-11=(-219) 211 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1942) 992 11-12=(-274) 1698 11- 4=(-122) 659 WEBS: 2x9 KDDF STAND 3- 4=(-1720) 974 12-13=(-274) 1698 11- 5=(-596) 183 LOADING 4- 5=(-1300) 940 13- 9=(-339) 1432 12- 5=( 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1301) 953 5-13=(-594) 162 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=(-106) 658 TOTAL LOAD = 42.0 PIF 7- 8=(-1720) 994 13- 8=(-21B) 199 8- 9=(-1942) 510 NOTE: 2x4 BRACING AT 29"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -290/ 1592V -196/ 196H 5.50" 2.47 [(DIP ( 625) 39'- 0.0" -250/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 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 = -0.079" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 9-11-11 13-02-10 10-09-11 T T '1 5-01 4-10-11 7-00-05 6-02-05 1-00 4-08-11 5-01 Design conforms to main windforce-resisting ' f ,. ,( f f f system and components and cladding criteria. 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 6 M-9x6 12 load duration factor=1.6, M-3x8End vertical(s) are exposed to wind, 9.00 7 4 5 N 9.00 Truss designed for wind loads • 4 t • in the plane of the truss only. M-1.5x3 M-1.5x3 3 +. ,-I- ..\00 0 0 4, isse 0 1 11 12 1 13 • 0 0 of M-3x5 M-3x8 0.25" M-3x8 M-3x5 oI M-5x6(5) D PRQ4 y 9-07-15 y 7-04-01 y 7-04-01 9-07-15 ) ���N. s�( 1-00 34-00 1-00 89200PE JOB NAME : 3413-D POLYGON NW - C8 41111P,...0.0r,....100". . -,-- Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwise noted: TJ OR E l:i1�NA�� t• '�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 Individual 7 ,d` Truss: C 8 and Warnings before construction commence.. building component.Applicability of design parameters and proper _..,' 1. '\ Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 7"' 2_ 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced al O 4 t is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by - - - continuous sheathing such as plywood sheathing(TC)and !/or drywatl(BC). �/ L\-, v DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•I. i 1 A{1 1 SEQ. : 111561311 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsbility of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrua hes no control over and assumes no responsibility Por the 6.Design assumes full bearing al all supports shown.Shim or wedge If �] necessary. EXPIRES: /a,7.�/L2 01. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. p I ovembe�302015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I V , TPWJTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-3056) 514 14-15=(-282) 2309 14- 9=( -108) 46 WEBS: 2x4 KDDF STAND 3- 4=)-2942) 518 15-16=(-599) 3689 4-15=( -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 4466 15- 5=) -224) 1254 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' 5- 6=(-2318) 960 17-18=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 814 18-12=(-954) 4966 6-16=) -196) 1030 TOTAL LOAD = 42.0 PSF 7- 9=(-4666) 1026 16- 7=( -724) 286 8- 9=( 0) 0 7-17=( -918) 766 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=)-5558) 1210 9-17=( -412) 2119 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC tJNIF LL+DL= 50.0 PLF 28'- 0.0" TO 34'- 0.0" V 10-11=(-6550) 1382 17-10=(-1988) 918 11-12=(-6616) 1366 10-18=( -544) 2320 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=( 0) 68 18-11=( -68) 372 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:2,9,6-7,10,14 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PDF. 0'- 0.0" -393/ 2259V -157/ 157H 5.50" 3.61 KDDF ( 625) 39'- 0.0" -990/ 9753V 0/ OH 5.50" 7.60 KDDF ( 625) J,- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, V 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/290, TL=L/180 @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1.- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 T , T T 3-04-14 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-6003-073-01-06 3-04-14 Design conforms to main windforce-resisting f f . ,( f ,r ,r .' ,' f ' system and components and cladding criteria. 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 598# ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ca 12 M-4x6 8 V 1,1-4x6 12 load duration factor=1.6, 9.00 F77 5 6 7 ''\]9.00 Tdusys edteisciglned)for e weipodadtso wind, le s* s+ � in the plane of the truss only. 0 r• t M-1.5x3 + M-1.5x3 3 1 N V / 4..000e, 0 0 4 er .tib �� ..... la►� 1 14 15 1 17 �3 of M-3x8 60 25" M-3x8 M- 8 0l PR M-7x8(S) M-7x6 �� rE10 b l y y y by3 02 5# y '<<' - c N `s9 J y 6-02-12 1-05-03 9-04-01 9-04-01 1-05-03 6-02-12 r'\ • ,`• "c2 1=00 34-00 1-00 89200PE • ��"' JOB NAME : 3413-D POLYGON NW - C9 _�,� '.0'' Scale: 0.1834 4 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGONa 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 yam, . Truss: C9 and Warnings before construction commences. building component.Applicability of design parameters and proper a,,, 2.2x4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. f .' �O 2.Design assumes the lop and bottom chords to be laterally braced at �/�) 3.Additional temporary bracing to Insure stability during construction - ^�' _1 t - ,�^r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'0.0,respectively unless braced throughout their length by -- p . continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -�/ `[7}"'S ij( '� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+♦ R I-7 1 L+- SEQ. : K 15 61312 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component, end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge 11 EXPIRES: 12/31/20 1 5 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November tl ovem be r 3f1V 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r U TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc,/CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,118-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x4 KDDF STAND 3-4=( -28) 40 3-7=(-168) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"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" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" f. 1' MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 F,77 4 -I Design conforms to main windforce-resisting '' system and components and cladding criteria. I M-4x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r-i load duration factor=1.6, O I End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. N AIIIIIII INIMMEMEMOMMOMMIIMMEMMINIMM o OM o m o M-1.5x4 of t D4'-3x4 M-3x4 M-3x5 y y y y 2-03-12 4-11-04 0-09 y 1-00 y 2-05-08 y 8-00 5-06-08 y r,�t� . Pp R� op s; (PROVIDE FULL BEARING;Jts:2,4,7 I 1-�`Co . N 61N E - '.,•Ivry.. 8920.0 PE JOB NAME : 3413-D POLYGON NW - CJ21mm C Scale: 0.5126 10 yy R `/.r7 ( ' WARNINGS: GENERAL NOTES, unless otherwise noted: ..4- : r/�O • E T'O N pc A. I.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for en Individual JF^ • ..�[] ^ (''� '� Truss: C J2 and Warnings before construction commences. building component.Applicability of design parameters end proper f� -7 k 14 20 2.21,4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.DeNgn assumes the lop and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �:i L�- continuous sheathing such as plywood sheathing(TC)and/or drywell(Bc). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 15 61313 4.No load should be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the respective contractor. �/ (p fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, • and are far"dry condition"of use, EXP€�R ES: 1213.1/2.01 5. TRANS I D: LINK design bads be applied to any component. 5.CampuTrus has no control over and assumes no responsibility for the s.Design assumes full bearing et all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and installation of components. 7.Design essumes adequate drainage is provided. 0.This design is furnished subject to the limitations set forth by 0,Plates shall be located on both faces of truss,end placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request, Ones coincide with Joint center lines, 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-19s8(MITek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 01 68 WEBS: 2x4 KDDF STAND 3-4=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"OC. U00. 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PUP Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ •139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP '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" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" f .c MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" • -,, MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 12 '�' MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Q, Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Nload duration factor=l.6, M-4x6 o End vertical(s) are exposed to wind, 3 v. Truss designed for wind loads in the plane of the truss only. 4:. � 7 •� -, _ ro M-1.5x4 o ... I of M'-3x4 0 M-3x4 M-3x5 ), l .6 .l' 2-03-12 4-11-04 0-09 P y 1-00 y 2-05-08 8-00 5-06-08 y �� 'ssf (PROVIDE FULL BEARING;Jts:2,9,7 I , 1.:I>`'._ v�• 19' ...89200PE JOB NAME : 3413-D POLYGON NW - CJ3 ' _____. Scale: 0.9686 ',....!---' Cr 1 WARNINGS: GENERAL NOTES, unless othennlse noted: :. OREGON bt '•' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and le for an Individual ' s 0�, Truss: C J 3 and Wamiegs before construction commences. building component.Applicability of design parameters and proper 2 �$ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component la the responsibility of the building designee. - • -1:371; C:].C_ -. at 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced length �\ �J'1 is the responsibility of the erector.Additional permanent bracing of 2'o,c,and at 10'o,c,respectively es plywood441:3 sheathing(TC)and/or drywell(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ SEQ. : K15 61314 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design aesumea trusses are to be used in a noncorrosive environment. EXPIRES: 12/3.1/2015. TRANS I D: LINK design loads be applied to any component, and are for"dry condition"of use, 6.rDesign aressassumes}ullbeeringetallsupportashown.Shimorwedge11 November 30,2015 s,Com puTrus hes no control over and assumes no responsibility for the necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Platee shall be located on both faces of truss,and placed so their center TPIiWTCA In Boll,copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Wee) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-6=1-230) 310 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-412) 91 5-7=1-350) 468 5-3=( 0) 69 WEBS: 2x4 RIDE STAND; 3-4=1-122) 92 3-7=(-482) 361 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 2130 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 POE Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR GSPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" 1' 4 -/ MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 17 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(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. co 0 u1 M-4x6 3 AIIMIIIIIIIIIIIIIIIIIIBBir,-- -_ 98 0 0 7 -- �' o 1 Me E r M-1.5x4 II 1 0P......-.1M.i3x4 0 o M-3x4 M-3x5 y 2-03-12 y 4-11-04 y0-09 y p`o) P R Q.F�S y 1-00 y 2-05-08 y 8-00 5-06-08 \�� 6.� ' 1.4--�t}j se [PROVIDE FULL BEARING;Jts:2,7,4 I , 17 . 89200PE JOB NAME : 3413-D POLYGON NW - CJ4411, . a• "' Scale: 0.3929 1 ;-0;; ; WARNINGS: GENERAL NOTES, unless otherwise noted: ;jJ OREGON• 1�. 'Y,J• ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual • ''.0 J ,e-'44..t. O.i�.V� Truss: CJ4 and Wamings before construction commences. building component.Applicability of design parameters and proper Q (}s \ . 2.204 compression web bracing must be Installed where shorn a. incorporation of component Is the responsibility of the building designer. -. - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at '"•Fi�. �� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 19 o.c.respectively unless braced throughout their length by _ (; continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s SEQ. : K 15 61315 4.No load should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are far"dry wndAion"of use. 12/31/2015 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPUWTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.MiTek USA,Inc./Com uTrus Software 7.6.7 1L)-Z 0 For Digits isc con size r pf late aIinches.values P ( 10.For basic connector plate design values see ESR-1311,ES19-196.8(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-185) 270 7-6=) 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-365) 71 6-8=(-283) 408 6-3=) 0) 69 WEBS: 2x9 KDDF STAND 3-9=(-212) 177 3-8=(-421) 292 LOADING 4-5=( -86) 38 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 2638 5.50" 0.72 -KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.99 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C080. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.023" @ • 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 12 Design conforms to main windforce-resisting 9.00system and components and cladding criteria. Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l6, End vertical(s) are exposed to wind, N Truss designed for wind loads o in the plane of the truss only. • m M1.5x4 ,,,/ M3x4oM-3x4 M-3x5 y y J, ,I, 2-03-12 4-11-04 0-09 1-00 , 2-05-08 7-06-03 , y tZJ gyCaIN /0 • 8-00 1-11-11 , (PROVIDE FULL BEARING;Jts:2,8,4,5 I ."v..- .89200PE• � JOB NAME : 3413-D POLYGON NW - CJ5 Scale: 0.3317 .!' ,, WARNINGS: GENERAL NOTES, unless otherwise noted: 7/� +/„y `• " •ON •Dc .1.y. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual s-',,^O�l1j t 2-Q" ear Truss: CJ5 end Warnings before construction commences, building component.Applicability of design parameters and proper 7 (� 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. --- t5.C_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 41'3. n- ��'Ci!) Is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ^�- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.24 impact bridging or lateral bracing required where shown.. SEQ.: K 15 61316 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, and are for"dry Gondto n"of use. . •.�2/31 TRANS I D• LINK design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility far the 6.Design assumes full bearing al all eupporta shown.Shim or wedge If November 30,2015 necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes, 9.Digits indicate size of plate In inches. MiTek USA,InE.(CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-7=(-167) 274 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-361) 68 6-8=(-256) 413 6-3=) 0) 69 WEBS: 2x9 ROOF STAND 3-4=1-284) 245 3-8=(-426) 263 LOADING 4-5=1-102) 49 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 447V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V .0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.14 RIDE ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TI, CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -f MAX LL DEFL = -0.020" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" ti MAX HORIZ. LL DEFL = 0.022" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 7 4 Wind: 140 mph, h=23.7ft, TCDL=4.2,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, I Truss designed for wind loads co in the plane of the truss only. 0 cO M-4x6 3 �O glimilim........_ . remc: _, o11, o M-1.5x4 1 o - I o M-3x4 M 3x9 0 M-3x5 y y ,1 )- 2 • -03-12 4-11-04 0=09 `n O PROFFS y y y l ��� cS;,� 1-00 , 2-05-08 9-06-03, .1' \� . ' ' • - l* 1 8-00 3-11-11 �L Q • '7 !PROVIDE FULL BEARING;Jts:2,8,4,5 I 8 9 2 00 P E ` JOB NAME : 3413-D POLYGON NW - CJ6 '''l . Scale: 0.2919 /� WARNINGS: GENERAL NOTES, unlessotherwisenoted: ! OREGON b, 4(/ 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is far an Individual ��I .C�L • O�. A. T r u S S: CJ6 end Warnings before construction commences. building component.Applicability of design parameters and proper �_O + 1 • 2 �4 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ____ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et i /r.,, 2'o,c.and at 10'<Ix.respectivety unless braced throughout theft length by '"i R R1 t,,. • is the responsibility of the erector.Additional permanent bracing of -continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). e DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. SEQ.: K 15 61317 4.No load should be applied to any component cold after all bradng and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �/(� C Q{/+7('� TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. /�7�Gr R C�. I J I 1 20 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if November 30,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the llmbations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 11.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND 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/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0,012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=19.9ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, • Truss designed for wind loads in the plane of the truss only. o � - 0 1 M-3x4 y >y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 � a-oo p PR-..Fes.• • co • �N6IIVE' -• ,r,-, 89200 P E JOB NAME : 3413-D POLYGON NW - J1101110Pil57 Scale: 0.5751 4 r WARNINGS: GENERAL NOTES, unless otherwise noted: (Zc�'"�/��I 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for art individual '7' ,} C)R'G,GO F y , 44/- Truss: Truss: J 1 and Warnings before construction commences, building component.Applicability of design parameters and proper ' I �V' 2.244 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. /'� A I *"� 4. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al O W. G� 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 !alt, continuous sheathing such as plywood sheathing(TC)and/or drywail(8C). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ I 1 SEQ.: K 15 613 2 0 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater 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 for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supporta shown.Shim or wedge if EX PI RES:12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. L 6.This design Ia furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 3O,2 +I I J TPINVI-CA In BCS(,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. M:Tek USA,Inc,/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #11BTR SPACED 24.0" O.C. 2-3=(-78) 80 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" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed = 0.472" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 73 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 4 �� 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. (4')/- 1/3 y y y 1-00 'PROVIDE FULL HEARING;Jts:2,3,4 I 8-00 GI ''o 89200P E JOB NAME : 3413-D POLYGON NW - J2 Scale: 0.5501 WARNINGS: GENERAL NOTES, unlessy otherwise theparameters O R E.G OI\J 1.Builder and erection contractor should be advised of all General Notes 1.Thle design Is based only upon the parameters shown and is for an Individual � yam, Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.54 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. :, �; 2� 2.Design assumes the lop and bottom chords to be laterally braced at 14 L ly.. 3.Additional temporary bracing to Insure stability during construction 2'c.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). -£?a 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 I ++ _ !'f 4• SEQ. : K 15 613 21 4,No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. - - fasteners are complete and at no time should any bads greater than 5.Design assumes lasses are to be used in a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 1 J 2/31 I.`201 5 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 WVICA 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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING-MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc 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 TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 --/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 0) 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. /- ►1 ►204 -/ 1 M-3x4 1-00 /PROVIDE FULL BEARING;Jts:2,3,4 ] 8-00 /-60). PROs \CC 615i `t- ' 9200PE JOB NAME : 3413-D POLYGON NW - J3 Scale: 0.4979 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 /� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual - Iry ' -OREGON yam_ , Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper Ir V` • 2,2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. • /� -.. q T � ci 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • O 1 4 s 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 //pp���,,,,}} continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,`48' A ( , DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r'�A 1� SEQ. : K 15 613 2 2 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"01 use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30 20 1 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center V r TPW4TCA in 8C51,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. Muck USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,Ene-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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" -44/ 480V -74/ 213H 5.50" 0.77 RODE ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ DH 1.50" 0.36 KDDF ( 625) riii_immimi BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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" 7-11-11 MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = 0.624" f f MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" 3 MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ko 0 0 I 0 ,-i /- I 0 1/111111°11.111:// y 1-00 y 8-00 y :< O Pn'RO SS (PROVIDE FULL BEARING;Jts:2,4,3 I 1'r a j-; 1:�1'`e. . i"S 44 •� -89200.P E :��_ JOB NAME : 3413-D POLYGON NW - J4 ,/� Scale: 0.4357 =,:. . 4wr . i WARNINGS: GENERAL NOTES, unless o the ise parameters 10 'OREGONA 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and le for an individual � *. Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper \ 2,2x4 compression web bracing must be Installed abase shown a. Incorporation of component la the responsibility of the building designer. �'!� " O 2.Design assumes the top and bottom chords to be laterally braced at1 3.Additional temporary bracing to insure stability during construction s - ,may Is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'a.c,respectively unless braced throughout their length by '�] continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `f] l` -: DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ff�� L SEQ. : K1561323 4.No load should be applied to any component until after all bracing and 4.InstallatIon of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.design penis has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES• 1 i/2/31/201 5 necessary. November c U fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, 30 20 1 5 6.Thls design is furnished subject to the limitations set forth by H.Plates shall be boated on both faces of truss,and placed so their center i TPINY'GA In BCS),copies of which will be furnished upon request. lines coincide wtih Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132) 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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" 0 MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" 3 MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 12 'I 9.00 8 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, uo Truss designed for wind loads o in the plane of the truss only. 0 I r 0 I rn I 1 M-3x4 1 I 1-00 y 8-00 1-11-11 y �` D P' C}ic 6 , • 'PROVIDE FULL BEARING;Jts:2,5,3,4 1 J'- ' . "i �t/ ' 8920( PE .fir' _ JOB ' NAME : 3413-D POLYGON NW - J5 _z ,,,/� Scale: 0.4026 WARNINGS: GENERAL NOTES, unless otherwise noted: 40 OREGON ' �' 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an individual ' ��' A Truss: J5 and Wamings before construction commences. building component.Applicability of design parameters and proper ,, 2.2x4 compression web bracing must be Installed where shown e, incorporation of component Is the responsibility o1 the building designer. <0..'"f '': 1 (7 C). '4.'• ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et t fr 1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywlall(BC). �/ R["�`�"-:• DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3,2x Impact bridging or lateral bracing required where shown e n I�1 SEQ. : K 15 613 2 4 4.No load should be applied to any component unit after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. ��/J ��++ �] 7(� && 5.CompuTrus has no control over end aesumes no responsibility for the S.Design assumes full bearing at all supports shown,Shim or wedge if E/�P R E S 1 2/3 /C..V .J. necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, November mber 3�2/`1 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I Y , V TPIIWTCA In BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. es. MiTek USA,Inc./Com uTrus Software 7.6.6 1t E I DigitsIndicatesizectof plate a ign values( �' 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9 -+1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 7 0 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 . rn 0 i.,,, O I. 5 1.1 I O M-3x4 • 10. y 1-00 ), 8-00 ), 3-11-11 y PRD��Ss (PROVIDE FULL BEARING;Jts:2,5,3,4 '�./�;T ' 89200PE i_ i JOB NAME : 3413-D POLYGON NW - J6 _, 0 ,/�� .-- ' Scale: 0.3598 .WAJ'y.. 1.Builder GENERAL NOTES, unless upon the ise parameters 7 O R E G()NA t.td. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is far an Indlvldual *_ Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Ie the responsibility of the building designer, ae: ' 2.0 �S.Additional temporary bracing to Insure'lability during construction 2.Design assumes the top and bottom chards to be laterally braced al . 1 e Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -- ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "4f :1"3�{t �,. DATE: 11/30/2015 the overall structure is the responsibility a the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 lr SEQ. : K1561325 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 beds greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage le provided. November I QVem{,tee r 3�2 0 1 5 6.This design is furnished subject to the limitations eel forth by H.Plates shall be located on both faces of truss,and placed so their center I U r TPIO dTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digit.indicate size of plate in Inches. MiTek USA,Inc.iCompuTrus Software 7.6.6(11)-E 10:Far basic connector plate design vs lues see ESR-1311,ESR-19H8(MiTek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SC: 2x4 KDDF #1&3TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -44) 39 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 490V0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 -/ [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0VERTICAL 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" 4 MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" 0 MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 F77 system and components and cladding criteria. _ Wind: 140 mph, h=24.4ft, YCDL=4.2,BCDL=6.0, ASCE 7-10, • 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Lo 0 o Truss designed for wind loads I in the plane of the truss only. 0 0 0 i' o I 1 6►z. 0 M-3x4 1-00 8-00 5-11-11 11 \ 'AGANE 6 °(,7 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I •. .Q, . • ' •89200PE C- JOB NAME : 3413-D POLYGON NW - J7 Scale: 0.3133WARNINGS Builder g GENERAL NOTES, unless othhe ise parameters l7 OREGON _.4j 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual H \yam_ • Truss: J7 and Warnin s before construction commences. balding component.Applicability of design parameters and proper V` 2.Deo compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ' ,'q • ZO 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords la be laterally braced et O. j t �' Is the responsibility of the erector.Additional permanent bracing of n o.c.and et 10'o.c.respectively unless braced throughout their length by continuous sheathing such as ening plywood eheathshers)and/or drywall(BC). • 4f 11(y f- DAT E: 11/30/2015 the overall structure is the responsibility of the building designer. 3.D Impact bridging or lateral bracing required where shown++ [1! SEQ. : K 15 613 2 6 4,No load should be applied to any component until after all bracing and 4 Installation of truss NON responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports hoe Shim or wedge if EXPIRES: 1 2/31/x1G01 5 necessary. ,u} fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November ove m l.�e r�J I"�•'f X14 C 8.This design Is furnished subject to the limitations eat forth by 8.Plates shall be located on both faces of truss,and placed so their center f Y V JU t G V 1 J TPUWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #16,BTR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.I0. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 427H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7/ n' MAX LL DEFL = =0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL = =0.009" @ 15'- 10.9" MAX HORZZ. TL DEFL = -0.009" @ 15'- 10.9" Design conforms to main windfonce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 Exp.6, MWFRS(Dir), M-3x5(5) o I N 7M-3x4 Irk( 1 6�... I . .(c p P R - ' S� y1-00y 8-00 y 7-11-11 y ~ ../GIN, r� (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I ,( 4 9 2 0y C.- L ll . JOB NAME : 3413-D POLYGON NW - J8 ,/ Scale: 0.2745• ,.rte (y 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 en Individual *, Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown t. Incorporation of component Is the responsibility of the building designer. ', <0:',-/),-. •4 12 .�, • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /p��j' ---- . continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "/, `-]("'). i �,: DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown ri+ f'�[1• L+ SEQ. : K 15 613 2 7 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPI/WTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(114-E to.For basic connector plate design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-27) 19 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" -73/ 248V 0/ 240 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 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" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads N in the plane of the truss only, 2 ,-, o I O r'1 O ' //4 M-3x5 1-00 1-oa �NCN � GIN4 .. f2 [PROVIDE FULL BEARING;Jts:2,3,4 I ..? 89200PE ,--'' • JOB NAME . 3413-D POLYGON NW - EJ ,4111°'' "Ie. • . Scale: 1.1020 0 / f� • WARNINGS: GENERAL NOTES, unIess otherwise noted Jr rA OREGON��n. 1.. 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shaven and Is loran Individual �Q�!lj I ' 0 4�"r, Truss: E J and Warnings before construction commences. building component.Applicability of design parameters and proper2- • -7 2.2x4 compression web bracing muat be instated where shown r, Incorporation Sr component is the responsibility of the building designer. - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by R ��" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _.. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown.5 SEQ. : K 15 613 2 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. and are for"dry condition"of use. EXPIRES: ' TRANS I D: LINK design bads be applied to any component. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supporta shown.Shim or wedge If November 30,2015 necessary. fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the!Imitations sal forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWiCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrue Software 7.6.7(1L)-E 11.For basic connector plate design values see ESR-1311,ESR-1986(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR - SPACED 24.0" O.C. 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 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" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Iin the plane of the truss only. 111111 4 o � 1I M-3x4 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I :9200PE JOB NAME : 3413-D POLYGON NW - SJ1 / ' Scale: 0.6696 "' WARNINGS: GENERAL NOTES, unless otherwise noted: IIP. OREGCQN 4',/ I.Truss: Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -- - .' ,A` T rus s: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper ; • A,. 2.2x4 campresalon web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 1'; r O 2.Design assumes the tap and bottom chords la be laterally braced at2 3,Additional temporary bracing to Insure stability during construction dlt o.c,and et 10'o.c.respectively unless braced throughout their length by {��q,,}' � 4' Is the responsibility al the erector.Adlanal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -�'/6.`R[ 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++ J 1 1 1+ SEQ.: K1561329 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 na time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If n E['P I R E S• 12/31/2015 necessary. November fabrication,handling.shipment end instaltetlon of components. 7.Design assumes adequate drainage Is provided. November 3�2015 • 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center J , V TPUWTCA in BCSt,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CnmpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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=(-40) 36 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -15/ 38H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -35/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1_11_11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked far net(-5 psf) uplift at 24 "oc spacing. 1 1BOTTOM 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 TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.123" 12 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.184" 9.00 V 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=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2 Truss designed for wind loads in the plane of the truss only. O O 1-11 1-1 O /- O O 1116220 3-�1 M-3x4 ,l y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 I D P R Gress `z" , 89200 PE JOB NAME : 3413-D POLYGON NW - SJ1X ;00/ "' Scale: 0.7393 .- w 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, \ O R E Q OIN yam_ Truss: SJ1X and Warnings before construction commences. building component.Applicability of design parameters and proper V` 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. ''...0' 'e© '</,':' Q '. ' (1°`• 4 • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced al Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by /pp,,,�' continuous sheathing such as plywood eheething(TC)and/or drywall(BC). "./ +`f� 1 L�,,. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' 1 R 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K 15 613 3 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assume,no responsibility for the 6.Design assumes full bearing at a9 supports shown.Shim or wedge If EXPIRES: 12/31/2015. necessary, fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November OVem L.,e r']O 2O 4 G 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I Y fJ J , I J TPIM?CA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate elze of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L(-E 1n.For basic connector plate design values see ESR-1311.ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDIF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 322V -37/ 11BH 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00 V MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 3 '� MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ'. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 I Truss designed for wind loads d' in the plane of the truss only. 0 o o _�' 4_-- O 1 M-3x4 y .1 ,l ,1- 1-00 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I D PROs 89200PE "" JOB NAME : 3413-D POLYGON NW - S J2 Scale: 0.6592 . WARNINGS: GENERAL NOdesign a unlessdyun the ise parameter0s OR EG:r' 4 1.Builder and erection contractor should be advised of all General Notes 1.Thle design la based only upon the pa rametars shown and is for an individual {�- Truss: S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /r� '"fir�. 14' Q`, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at I. Is the responsibility or the erecter.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /p(�' - continuous sheathing such as plyvrood sheathing(TC)and/or drywall(BC). �/-j_]R t( \., DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( C�1 lr SEQ.: K 15 613 31 4,No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -- fasteners are complete end al no time should any bads greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CampuTrus has no control over and assumes no responsibility for the necessary.6.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015.fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPWJTCA In BCS(,copies of which will be furnished upon request. lines coincide with Net center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design value.see ESR-1311.ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" 0.C. Design conforms to main wi ndforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR HOSE LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 3 4.00 I N 2 �r7 � 1 o /////////////////////////////////////////////////////////////////////////////////////////// —e" 4 M-3x4 1-00 11-06-08 44, - 89200PE �" JOB NAME : 3413-D POLYGON NW - P1 Scale: 0.5806W }y. 1.Builder O. his a NOTES, unless otherwise theparameters 01EGO1 4 �Zi.1 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an Individual Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper NV' 2.2x4 compression web bracing must be installed where shown+. • incorporation o1 component is the responsibility of the building designer, f 2,p 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at �. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). �7 /�' DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 613 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design bads be applied to any component, end are for"dry condition"of use, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/31/201 5 necessary, (J fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 30 2015 6.This design Is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center , TPI/WTCA in RCS!,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For baste connector plate design values see ESR-1311.ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 69 1-3=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING REARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PDF 0'- 0.0" -27/ 130V -32/ 03)) 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 RIDE ( 625) 3'- 11.7" -69/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/100 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 177 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" I Design conforms to main windfonce-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-1.6, Truss designed for wind loads in the plane of the truss only. rn o � � c 1 111. 1.1 3►�� M-3x4 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 I 0. � ` 0 PRF4, • • • �� � " -80200PE JOB NAME : 3413-D POLYGON NW - SJ2X , . Scale: 0.6561WA ` e�. io I.Builder O.ThlsAe design is b unless n the iseparameters noted: 4 OREGON '\ I.Builder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown and is for an Individual Truss: S J2 X and Warnings before construction commences. building component.Applicability of design parameters and proper ti• 2,2x4 compresalon web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /' '41 '4.. • 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced al _ •4_s 2.0 Q.1.; end at 10'o.c.respectively unless braced throughout their length by (�` Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), R';LA.'DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,24 Impact bridging or lateral bracing required where shown++ R SEQ.: K 15 613 3 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component, end ere for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2015. necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 302015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Puss.and placed so their center Jr TPVWTCA In BIS).copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF t1&BTR LOAD DUP.ATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-774) 147 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x4 KDDF STAND 3-4=( -98) 90 7-4=(-144) 115 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. - DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -77/ 610V -47/ 136H 5.50" 0.98 KDDF ( 625) 11'- 6.5" -57/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) 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. , BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.034" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-10-14 0-03-12 a' a' '1 I Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 v M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 5 "-' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, tEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3 N oN O O t 10 N �� I 2 6 7 o M-3x4 M-1.5x3 M-3x4 ,1 51 51 6-02-02 5-04-06 y 1-00 11-06-08 ���,,�D PRn� Ss " 89200PE 1"' JOB NAME : 3413-D POLYGON NW - P2 ,li/e-'"" Scale: 0.4181 '1 WARNINGS: O. his degnis NOTES, unless otherwise theparameters y 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 Is for an Individual Truss: P2 and Warnings before conetructlon commences. building component.Applicability of design parameters and proper ` 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �" . [�O� �.y,.,' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et Q 't L R Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _ r7}"';(1 �.. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+-r- SEQ.: (�1�1 L S E Q.: Ki5 613 3 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component. end are for"dry condition"of use. �( p 12/31/2015 n �]{ 7 { 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: -t 2/3 i/20€5 necessary. fabrication,handling.shipment and Installation or components. 7.Design assumes adequate drainage is provided. November 30 2015 6.This design is furnished subject to the(imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center November fJ J r V 1 5 TPI/WICA In BCSI,copies of which will be furnished upon request. (lees coindde with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,108.1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-447) 209 6-4=(-126) 98 WEBS: 2x4 KDDF STAND 3-4=( -75) 72 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 495V -35/ 102H 5.50" 0.79 EDGE ( 625) 8'- 8.5" -43/ 364V 0/ OH 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.135" @ 4'- 4.2" Allowed = 0.349" MAX BC PANEL TL DEFL = -0.204" @ 4'- 4.2" Allowed = 0.465" 4-06-06 3-10-06 0-03-12 1' I' '( '( MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 4.00 M-1.5x3 5 Design conforms to main windforce-resisting 4 " system and components and cladding criteria. I Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, - End vertical(s) are exposed to wind, - M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 cv ri 1 ul I 0 2 ... .k M-3x4 M-3x4 . ,k , 8-03 0-05-08 y y y 1-00 8-08-08 cd PR Qp 9200E '17�"" JOB NAME : 3413-D POLYGON NW - P3 ,/ "" Scale: 0.520441W •:111 .5204 -W 1110 CC • 1.Builder - GENERAL NOTES,Is unless on the ise parameters �� OREGON 44/. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the paramelera shown and Is for an Individual yam. Truss: P3 and Warnings before construction commences. building component.Applicability of design parameters and proper • )s 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q 4 s LO �+y 2'o.c.and 0 10'o.c.respectively unless braced throughout their length by /p��' - • _ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -B '-- 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 r« •F 1 SEQ. : Ki5 613 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design bads be applied to any component, and are for"dry condition"or use. ��// �+ 5.4 Eg loads has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES. 12/31/2015 . necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November p' ovem be r 302015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss.and placed so their center r TPI/WICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA.Inc.(CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. 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 Wind: 140 mph, h=20.6ft, TCDL=9.2,BCUL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (ADD Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL — 25 PSF Ground Snow (Pg) Truss designed for wind loads • in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud.verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 9.00 3 —/ N r-I 2 I — — o ` 1 ////////////////////////////////U////////////////////////////////// ' 4 M-3x4 y y y 1-00 8-08-08 PRope„' • 8920.OPE JOB NAME : 3413—D POLYGON NW — P4 Pc Scale: 0.6329 WARNINGS: O. his de NOTES, unless otherwise parameters noted: 7 . O RE,G QN Z. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters ehovm and is for an individual �` Truss: P 4 and Wamings before construction commences. building component.Applicability of design parameters and proper 5ls 2,2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. / '411-w2 O�, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced etL#. _ Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by /p�,,rj ---- continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). 4'!.- ie R 4 DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l y L SEQ.: K15 613 3 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. end are far"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/31/2 01 necessary, AI Ift y7 [�j fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided, November 30 2 0 1 5 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 J r TPVWTCA In BCSI,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E to,Far basic connector plate design values see ESR•131 t,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #10BTR SPACED 24.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+9L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054' 3 -/ MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 'I MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. PA_11111.1111=111 jt o f- 1 M-3x4 y y y y 1-00 2-00 3-11-11 PROP�S !PROVIDE FULL BEARI NG;Jts:2,9,3 I 6iJY ` . -9200PE �r JOB NAME : 3413-D POLYGON NW - SJ3 Scale: 0.5395 WARNINGS: GENERAL NOTES, unless otherwise noted; /'� ((''��//�� tel„ 1.Builder and erection contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown and is for an individual • 3 ORE lel V N ,44/- Truss: S J3 and Warnings before conetructlon commences. bulldog component.Applicability of design parameters and properA 2,2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /.w' 2.Design assumes the top and bottom chords to be laterally braced al /� 3.Additional temporary bracing to Insure stability during construction �4/46..• -T f Is the responsibility of the erector.Additional permanent bracing of • o.c.and at 10'o.c.respectively unless braced throughout their length by //'1�1� --- continuous sheathing such as plywood )and/or drywall(BC). 4/46�` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown++ I� 4 SEQ. : El5 613 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component, and are far"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary, fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, November ovem be r 30 2015 6.This design is furnished subject to the!Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l Vr TPI/WICA in BCSt,copies A which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.iCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-198.8(MiTek) Symbols NumberingSystem r Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury rail"! Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 123 1. Additional stability bracing for truss system,e.g. I' 44 and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS ® 1 „ — 2. Truss bracing must be designed by an engineer.For -/16 4 wide truss spacing,individual lateral braces themselves 0 1g WEBS may require bracing,or alternative Tor I O ., p bracing should be considered. la I .11111.1441r. — U = 3. Never exceed the design loading shown and never -� U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ci-8 c6-� C5-6 designer,erection supervisor,property owner and plates 0-'ns' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint , required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that l�i� Indicated bysymbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior � ��. (supports) occur. Icons vary but ©2012 Milek®All Rights Reserved approval of an engineer. ,���i reaction section indicates joint 1. 111M III 111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 1 1 110-=_441 1---iff ' 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal ages iii 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. [77 1.1 and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. MiTeko BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013