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Plans (88) Art S77,-01?- MiTek° 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. R O `�REp fFSS � NGINEFR /C% 87022PE 9f tP IV 7 >, OREGON q,5 ).1/ d\9� ""IVER " EX' ' :06/30/ 1/ 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 MiTek Industries,Inc.Fri Nov 27 10:58:22 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12tlyAg??-vFt?YmX2d JVEBng9KU8FpWgluyrhglHMTHTkUyEzgd 10-10-0 I f)-1n-1411 1-0-0 1 11-2-0 I I 1-0-9 I 1 1-0-8 1 150 Scale=1:36.4 3x4= 5x5 = 4x6= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 11 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e •: !' ' 2:=5:. N 0......c. 33 32 31 30 29 28 27 4x5 II 4x6= 4x5= 3x6 FP= 3x5= 3x5.= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5- 11-1-0 I 18-6-8 I 21-4-0 I 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- 11:Edge,0-1-8],112:0-1-8,Edge],)13:0-1-,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 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 Ina 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 2400E 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. �0() P R OFe 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement GINE U ,, at the bearings.Building designer must provide for uplift reactions indicated. - (GN FR 02 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (V -7 be attached to walls at their outer ends or restrained by other means. 2 870 2 P E r' 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). (f)(NA ,� N LOAD CASE(S) Standard 7 '0,, AOREG N (]�O4U 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 gO F'LISER Al r1 Uniform Loads(plf) �S 0 Vert:22-35=-8,1-21=80 A. HE Concentrated Loads(lb) Vert:1-1265(F) EXPIRES:06/30/2017 November 30,2015 a t ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MTekm connectors.This design is based only upon parameters shown,and is for an individual butldng component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualty Criteria,DSI-89 and ICSI Bonding 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 1 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 2710:5623 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAn�g??--NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0-0 1 1 1-1-10 II 1-2-0 1 .^77_ 1 1-2-0 I 1-2-0 ii 1-2-0 11-2-0 1 Scale=1:33.9 4x4= 3x4= 354= 3x4= 3x4= 354= 3x4= 3x4= 454= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 /-\ /\�/\�/ \e/ \�/N- IN , / I I 1e a e e 30 29 28 27 26 25 24 23 22 21 11.1111 3x4 = 455= 3x5= 3x5= 355= 355= 3x4= 355= 4x6= 3x4= 14-2-2 I 13-0-2 13-7-2b- I 19-11-4 I 13-0-2 0-7-0 7-o 5-9-2 Plate Offsets(X,Y)- 114:0-1-8,Edgel,(24:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid 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 BOLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,45=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=3586/0,1415=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=662/7,18-20=1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,1422=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. ��0 PRoFe �`cc.. �CN�"WE9 ,-,/,,,29 87022PE r tP � � °Aj OREG N ��a� "PO cc--BER .0 r Or, HEk EXPIRES:06/30/2017 November 30,2015 d ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDEDMITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. 11111" Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the budding designer must verily the applicability of design parameters and properly incorporate the design into the overall `■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till Quality Criteria,DSI-89 and BCSI Building Component Safely 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 R45996179 PL15-399 UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:58:25 2015 Page 1 fL�n.� ID:zs2ygYHMYlt1_Z1 p9y12t1 yAg??JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEiga 1 1-10-8 1 r-d_1 1 1-0-0 1 11-2-0 111-0-2 I 1 1-3-12 1 1-3-0 1 Scale=1:38.1 354=- 4510 4x10= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 354= 3x4 I I 3x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 • H Ir./ a :(\: \ /\:/N/I _sN /e e e 0X 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 356= 3x6= 354= 355= 14-0-14 I 2-1-8 I 12-10-14 9-5-1i I 19-7-0 I 22-4-12 I 2-1-8 10-96 7-0 7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edge),[13:0-1-8,Edge1,[35:Edqe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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 Upiift22=579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=258/0,6-7=1060/0,7-8=1060/0, 8-9=-1486/0,9-10=1486/0,10-11=1563/0,11-12=1563/0,12-13=1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=-1637/0,33-34=1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=749/0 WEBS 2-34=1686/0,2-35=0/1839,12-28=6/487,8-30=360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=913/0,2-33=0/1007,15-24=737/0, 15-25=0/576,13-25=756/0,20-22=0/956,20-23=1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��,~to PR OFFS 3)Refer to girder(s)for truss to truss connections. '� cr 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. C's (Gl`,G'NE�,9 /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 be attached to walls at their outer ends or restrained by other means. 870 2 P E 91' 6)CAUTION,Do not erect truss backwards. N SAT OREGON qc OCH 9O c�MSER1\ �S A. Heck\--\P EXPIRES:06/30/2017 November 30,2015 1 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual tons web and/or chordmembers only.Additional temporary and permanent bracing MiTek' is always required far 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/TPIt Quaity Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Herahts.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 MiTekinlustries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tl yAg??-nO7WO8aYgDgwjo5ROAY4PfgdN VLEdQdsG5FhtFyEzgZ 1 1-0-0 1 1-5-0 1 1 1-5-6 1 2-0-0 I 11-7-0 110-10.21 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 N N IC 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10= 3x6= 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 1 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)- 18:0-1-8,Edge),(17:0-1-8,Edge1,123:Edge,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max UpIift23=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. ,\�< 0 PROP .6., co�c. �NOINE�R 1029 87022P� r" i ry y �Aj, OR GON rte sit/ 9OAMBER \\ N- OS A- HE:�P EXPIRES:06/30/2017 November 30,2015 t t 1006161. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. - ,x Design valid for use only with Mffek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated'u to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek . is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaily Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 _ Job Truss Truss Type Qty Ply POLYGON R45996181 PL15-399_UPPER F05 Floor 8 1 . Job Reference(optional) _, Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5627 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY 1 1-0-0 1 0e^1 r-2__fel 11-2-D 11-2-D II 1-2-0 1 1-241 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 e 4' o e o e - e , e e < a �-\ -� -/ N/ �\ iN 17' c e IIL e e e e 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6 = 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 11-11-14 1 21-4-0 I 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),127:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4.4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1712/0,34=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=4727/0,12-13554/0, 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=0/1130,434=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 ��❑ P R OFks attached to walls at their outer ends or restrained by other means. Ca �G(NEER sip 2 ct 87022PE �r" N y fiAj, OREGO tiP 0 4i 16,-,6.-4/SER -\\ S a - HE , EXPIRES:06/30/2017 November 30,2015 I it a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual trussweband/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 )1,141/1P11 Qua81y CrIeria,DSI-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 Citnrs 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 MTek Industries,Inc.Fri Nov 27 10:5629 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-Cbpf09dRz8CVaGp03J6n1H18ciLmglUJz2ULTayEzgW I 1-10.8 I 4)-10.141 1 1-0-0 1 1 1-2-0 1 1 1-0-2 1 1 1-3-8 1 1-6-0 I 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 • e e_ a s_ e ° ®• a -9--e °• - ,- 9,..4... ii. e e a e e - e c e - - Li d I� 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 12-10-14b-7-0 1 5-11 1 19-7-0 I 22-7-8 I 2-1-8 10-9-6 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- 112:0-1-8,Edge),(13:0-1-8,Edge),(35:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift22=523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-258/0,5-6=-258/0,6-7=-1062/0,7-8=1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=1570/0,12-13=1278/0, 13-14=751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=1683/0,32-33=303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=1690/0,2-35=0/1843,12-28=7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. .a D P R QFe 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. '\CC )N ss 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,�5 �NAGL.V. �0 be attached to walls at their outer ends or restrained by other means. 9 5)CAUTION,Do not erect truss backwards. Q 870 2 P E y(g‘ 'xOREGO ti Q�� O �'yBER \\ On A. HE. EXPIRES:06/30/2017 November 30,2015 4 t mi-r a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing • MiTek -.. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII QuaIy Criteria.DSB-89 and BCSI Building Component Suite 109 Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 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 10:58:31 2015 Page 1 ID:zs2ygYHMYltl_Z1 p9y12t1 yAgg??�f-8_wPRrehVISDpZzOA]8F6iNRgWxGlmfbQMzSYSyEzgU 10-10.0 9-I - 1 1-2,0 1 .7 -1 10-9-0 0-9-0 110-9-0 1 0-9-0 I 10-9-0 10-9-0 I Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 ///`2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 //`24+``25 N a/ `a/\O/`a/\a/\e/\O/\ -/ S •\a/\a/\O• \aN e a e .gj o e a e e a e a - rr��eoo I • 417 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 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 10-9-1411 1 20-2-0 13-2-14 b-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 07:0-1-8,Edge],]18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF 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(Ib)or less except when shown. TOP CHORD 2-3=1379/0,34=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=013632,35-36=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. '<<"C1/4 L.).PR OFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'< GjNE .t-) 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 FR O be attached to walls at their outer ends or restrained by other means. -7 87022PE r N ,.I pv '5-y �A), OREG•N q9 / 9�, ccMBER *\' ' EXPIRES:06/30/2017 November 30,2015 4 I MUM MITER REFERANCE PAGE MO.7473 rev.10/03/2015 BEFORE USE. - AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDEDmit Design valid for use only with MilebS connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersonly.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tril Quality Criteria,DSI-99 and ICS!Bending Component 5717 109 Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399 UPPER F08 Floor 1 1 Job Reference(optional) Pacific 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 p9y12t1 yAg??cAUneBfJG3a4RjYbkRfUfwwfswMSl6HIfOi?4vyEzgT 1 1-10-8 1 4.11 1-0-0 1 1 1-2-0 II 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 14 15 16 17 18 19 20 21 ° e /• e - e + g a ® ee - ao ° ,. e N / / ` / \ / ` / / N / \ NV \ 9 - e q - IM 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 2-1-0 1 12-10-14 1p-6-4 1 19-7-0 I 22-4-11 I 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- 112:0-1-8,Edgej,113:0-1-8,Edgel,135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=581(LC 6),35=837(LC 6) Max Grav34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=258/0,6-7=-1060/0,7-8=1060/0, 8-9=-1485/0,9-10=-1485/0,10-11=1563/0,11-12=1563/0,12-13=1268/0, 13-14=739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=-1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,432=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. ��d P R OF�Cs 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '< s GIN be attached to walls at their outer ends or restrained by other means. c\. ',... EF '7 wO, 4)CAUTION,Do not erect truss backwards. vct 87022PE � w - �I>, OREGOf, ,4/ -P '',1/ �o SER \\ EXPIRES:06/30/2017 November 30,2015 4 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 14I1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual binding component,not a truss system.Before use,the building designer must ver ty 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/TPI1 Quality Criteria,059-89 and SCSI Building Component 7777 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R4599618 PL15-399_UPPER F09 Floor 1 1 Job Reference(optional) J Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:34 2015-Page 1 ID:zs2ygYHMYlt1_Z1p9y12t1yAg??-YZcY3thaoggoglizsshykL?ykjzsV6H26KB69nyEzgR 10-10-0 1 I -i 11-2-0 1¢7-IDI I0-9-0 10-9-0 110-9-D 113-9-°I I°-9.4 o-9 o Scale=134.8 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 ;<:;<: ee_ d a '.e a e e/\ /\ /\ /\o_ c_/\ /\ / I9 e o TICC e e e oe e e e 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 10-0-11 1 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge1,118:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/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 Ina 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 2400E 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. (lb)-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. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �4�d P R Qp�s 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. Co �(.NG(NE�19 /0 2 �� 87022PE 9r / tv 7 �-0j, OREGO ti� 4/ '51'0 AMBER \1 P5- °,9A. HEck� EXPIRES:06/30/2017 November 30,2015 i I sass A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIL7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and B for an individual building component,not + a truss system.Before use,the budding 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 MiT eI - - 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/rrlt Quality Criteria,DSB-B9 and BCSI Building Component 7777 Greenback Lane Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury MI= Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 2 3 diagonal orX-bracing,is always required. See BCSI. TOP CHORDS „ 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ p bracing should be considered. IILIIIIP �■_M �� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provdesigner,Ierectione copies of tsu truss design rto thebuildingand For 4 x 2 orientation,locate c�e BOTTOM CHORDS' cs s all other interested parties. property plates 0-nt' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR1988 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at TO ft.spacing, or less,If no ceiling Is Installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■MN elIP reaction section indicates jointmil ill 1111 IN number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINI MNo 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal M19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. pvi ffek a is not sufficient. 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 int 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,<&" PRop 89200PE fir' p , OREGON CU "0 lr' 14, 2° P4 RRtt\- November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) I- 2=(-1565) 422 1- 5=(-261) 1159 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1154) 386 5- 6=(-265) 1149 5- 3=(-91) 57 WEBS: 2x4 KDDF STAND LOADING 3- 9=(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 LL = 25 POP Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 92H 5.50" 1.99 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" __________________ TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.031" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 9'- 2.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.013" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 T T T T Design conforms to main windforce-resisting 5-11-11 3-04-10 5-09-11 system and components and cladding criteria. T 432o +S2O# 4 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-5x6load duration factor=1.6, 9.00 Q 9.00 Truss designed for wind loads in the plane of the truss only. 7 , ' I 1* 5 6 9 I o M-3x4 M-3x4 M-1.5x3 M-3x4 ). l 1 5-09-11 3-08-07 5-07-15 b cO PR Qp k. y is o2 �`� �yGINEFe '�'0 -'...t,, :9200P ter" 1 JOB NAME : 3413-D POLYGON NW - Al Scale: 0.3889 ` WARNINGS: GENERAL risda&NOTES, uMeupon the armeterted: II. Cr J� OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design la based Dory upon the parameters shown and 16 ler an individual OREGON\ Truss: Al and Warnings before construction commences. buldIng component Applicability of design parameters and proper 2.W4 compression web bracing must be Installed where shown+. incorporation of component Is me responsibility of the building designer. /rO �' 14a t4C 3.Additional temporary bracing to insure debility during construction 2.Design nd.1rassumes the lop and bottom es,chobreds a be throughout braced et V�. Is the re sibllity of the erector.Additional permanent brad f T c.c,and at 10'so.respecaNely unless braced throughout their length by /�Iy,�_ `_. pooer a continuous sheathing such as ptywnotl sheathing(TC)and/or drywel(BC). 1 Ui f11.- - DATE: 1 �,, DATE: 11/30/2015 the overt structure lathe responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ 11 L. SEQ.: K 15 612 9 3 4.No load should be applied to any component until ager all bracing end 4.Installation ionassoft usstn s the essponbsiibIlte ytyd of respective rimae contractor.traroar.nent. fasteners an complete and at no time should any bade greater then end Designe for"dry condition"of use. TRANS I D: LINK design bade be applied to any component. 8.Design assumes het bearing at al supports shown.Shim or wedge If 5.CompuTrua has no control over and assumes no responsibility for the u,,,ry. EXPIRES:12/31/2015 fabrication,handling,shipment and installation of component.. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished eub)ect to the limitations set forth by 8.Plates shall be located on both faces of Unna,and placed so their cellar TPI/WICA In BC81,cope.of which nil be furnished upon request. lines coincide with Joint canter lines 9.Digits Indicate aloe of pate in Inches. MITek USA,Ina./ComptTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-7371,EBR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-576) 204 6-5=(-122) 533 6-3=(-127) 395 WEBS: 2x4 KDDF STAND 3-4=(-576) 204 6-4=(-200) 195 LOADING 4-5=(-759) 228 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** Fox 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 10 PSF LIVE LOAD. TOP IC OND. 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 = -0.011" @ 7'- 7.0" Allowed = 0.713" MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449" 7-07 7-07 f f f MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" 3-10-13 3-08-03 3-08-03 3-10-13 4 4 '1 '1 4 12 12 Design conforms to main windforce-resisting IIM-4x4 system and components and cladding criteria. 9.007 Q 9.00 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), RE load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1,5x3 z O r 0 0 '14:._ AllihhillillIIII:::::ra. ......: 111"... AI 00 1** 6 ** 5 I O M-3x4 M-3x8 M-3x4 0 1 l 7-07 7-07 J. 15-02 y �� AGI NE-.E. 'S�� 61.444 17 2 4 89200PE - JOB NAME : 3413-D POLYGON NW - A2 Scale: 0.3509 /�a., WARNINGS: GENERAL NOTES, unlessethervdse noted. OREGON a+L. Truss: A2 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is kr an Individual "may./ ,,/ and Warnings before construction commences. building component Applkablllry of design parameters and proper "4= 1,,. A /, 2.2x4 compression web bracing must be m elated where shown* incorporation of component Is the responsibility of the building designer. �'* 2.0\ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom ons braced to be laterally braced el a 4 a. Is the responsiblilly of the erector.Additional permanent bracing of T a c and.110'o.c.respectively unless braced throughout their length by VP continuous sheathing such as plywood sheathing(TC)and/or drywal(SC). AR E"•)I Mown** I-1 L DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where SEQ.: K15 612 9 4 4.No load shook be applied N any wmponem 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 loads greater than 5.Design assumes hussies are to be used Ina non-corrosive environment TRANS ID: LINK design pads be applied to any component. end are kr"dry condition"of use. 5.Conker.has no control over and assumes no responsibility for the S.�e sin saunas lull bearing at al supporta tlwwn.Shim or wedge if EXPIRES: 12/31/2015 fabrkalen,handling,shipment end installtlon of components. s ry 7.Plates sassumes adequateobath faces io ptruss,d.an November 30,2015 6.This design b furnished subject m the limitations set forth by 8.plates shall be located an both faces or true,and placed so their center TPWITCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center line. MiTek USA,Inc./Com Trus Software 9.Digits indicate size of plate in inches. Pu 7.6.6 1 L E( )- 10.For basic connector plate design values sea ESR-1311.ESR-1933(Milk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #13BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1694 BC: 2x6 ROOF #16BTR SPACED 29.0" O.C. 2-3=( -191) 207 5-6=(-298) 1085 2-6=(-1438) 375 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=( -197) 180 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 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) 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) ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.012" @ 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 Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 7 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x6 f 0 p c e o A11.11166.®,I 1 o M-3x4 M-3x8 M-4x6 l +12109 +637# y • 8-00 P c. '4 /A. 89200PE <' JOB NAME : 3413-D POLYGON NW - AGIRD „( fit' Scale: 0.9369 /- WARNINGS: GENERAL NOTES, unless otherwise noted: 7 �� 1.Budder and erection contractor should be advised of al General Notes 1.This deeon is based only upon the parameters shown and Is for en individual y,, Truss: AGIRDend Warnings before canebuctioncomrnenaa. buldingcomponent.Appllcabllltyofdesign parameters and proper f I ay t^ �4 2.D:4 compression web bracing mu*be installed where Moven*. incorporation of component is the raapondblity of the building designer. <O )r 14 e �s,,. 3.Additional temporary bracing to insure dabillly during construction 2 Design assumes the top and lection Mottle to be laterally bread et `_ N the responsibility of the erector.Additional permanent bradng of 7 ac.and at 13 c.c.reepedNsly unless braced throughout their length by �,,,y' ' {- DATE: 11/30/2015 the overall W acture is me responsibility f the building ds continuous sheathing such as plywood aired w gQC)uun s drywa8(BC). '�l w"R R j l F' eapo y c g dgner. 3.b Impact bridging or nerd bracing required where Maven.. d'R f-3 1 L SEQ.: K 15 612 9 5 4.No bad Would be applied to any component used after el bradng end 4.Inatalatlen of buss Is the responsibility of the respective contractor. fasteners are complete and al no time ehould any bads greater than 5.Design assumes trusses ere to be used In a non-conedve environment, TRANS I D^ LINK design loads be applied to any component. and ere for andmon^of use. 5.CompnTra has no control over and assumes no responsibility form. 8.Design assumes full bearing al al supporta Mahn.Shim or wedge If EXPIRES: 12/31/2015 °nary' fabrication,handling,dapment and lmtalletion of components. 7, Design assumes b oat on°d"b°°°'°preeseanNovember 30,2015 6.This design is furnished subject to the limitations set forth by B.Plates sisal be loafed on both laces o1 Wu,and placed so their comer TPINVI'CA in BDSI,copies of Wild,will be furnished upon roque*. Ines coincide with Joint anter lines. 9.Digits indicate sin of plats In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 70.For baelc connector plate design values see EBR-1311,EBR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #14,BTR LOAD DURATION INCREASE = 1.15 1-2=( _ BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2-3=(-59) 50 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 PIF 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 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 floc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" f T 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 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ko in the plane of the truss only. 0 0 4 o 1 I I: -e OELSIO OEM* I M-3x4 y L y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ` ,pPF04- `:t" 89200PE r'' JOB NAME : 3413-D POLYGON NW - AJ1 g �' • Scale: 0.6771 WARNINGS: O.This&bp Is b, udeuponthe ar mete 7 OREGON 4/ Truss: AJ1O tr eedwand erectionerecnats ctionomencelaetl of all General Notes buildingcompbaatloptycabnyeperameprmtern and is for an Individual and VJaminge berets constructlon commences. building component.Applicability of design parameters and proper 2.204 compreabn web bracing must be Installed where Mown t. Incorporation of component is me roapondb&ty o!the bulking designer. �e 1,,. 2.' . 4 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom choke to be laterally braced at T '�A V la the responsibility of the erector.Addiloal permanent bracing o! T o c and at 10 a.c.respectively a.pty unless braced throughout melt length by 4/4S:* "N DATE: 11/30/2015 the overeN structure is me roaponelbtity of the bulk) designer, continuous sheathing such as pywaod heathig(TC)and/or drywaN(BC). a'9a.I'9` ng A 3.in Impact bntlgmg or lateral bracing required where shown t t f'�RIO- DATE: 4. SEQ.: K 15 612 9 6 4.No load Mould be applied to any component until after Cl)bracing and 4.Installation of russ Is the responsibility of the respective contractor, fasteners are complete and at no time Mould any beds greater than 5.DeAgn assumes trusses are to be used Ina non-mrroalve environment, TRANS ID: LINK design loads be applied to any component. and ere for'dry condition.'of use. 5,CompuTrue has no control over and assume.a raeponalbllry for the 6.De�g assumes 58 bearing at all support shown.Shim or wedge If EXPIRES:12/31/2015 fabrication,handling,shipment end Installation of components. ry 6.This design is furnished subject to the limitations afrodhby B.Platesshallbebae adequate spr,.., ndplaced so their center November 30,2015 TPIIWtCA In BCS(,copies of which MA be furnished upon request. lines coincide with Joint center lines. MITek USA,Inc./Com Trus Software 7.6.6(1 L B.Digits indicate etre of plate In inches. )-E to.For basic connector plate design value.nee ESR-i311,ESR-1888(MGM) 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: 209 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" 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 = 92.0 PSF 0'- 0.0" -39/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PIP 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. I BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -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" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" 1' T MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.00 V 3 ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads `c in the plane of the truss only. 0 0 en 0 c , ►/ �� -/ 0 M-3x4 l .• l 1-00 6-00 -"""' IPROVIDE FULL BEARING;Jts:2,3,4 I . fy F �e` ENGINE 9 io�� c ' 892OOPE c-- JOB JOB NAME : 3413-D POLYGON NW - AJ2 _ Scale: 0.5814 NOTES unless otherwise noted: /'�pc}''�/+�^' WARNINGS. GENERAL �J GREG©N�p, 14. Fes(/' i.Builder and erection contractor should be advised stall General Notes 1.This design Is based only upon the parameters shown and I°for an IndlvWwl Y „'5r Truss: AJ2 and Warnings before conahudlon commences. building component.Applicability of design parameters and proper �y } • 2.2x4 compression web bradng must be installed where shown« incorporation of component is the responsibility of the building designer. /o -1 1 A s 4! "i- 3.Additional temporary bracing to Insure stablley during construction 2 Design assumes ms lop and bottom MONS to be lelenlly brand et 'Y Is the reaponlbllay of the erector.Additional permanent bracing of T Data end at 1g a.c.reapedNety unless braced throughout their ual)BlenGh by 152 continuous sheathing such es plywood shsething(Ta)and/or drywall(BC). ,8"R R 10- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact badging or lateral bracing required where Moven«« . +a SEQ.: K 15 612 9 7 4.No load Should be applied to any component until after all bradng and 4.Installation of hao Is the trusses responsibility are spo sibbe u'etyya f the respective ce orator. fasteners era complete and et no time should any bads greater than Design assumes TRANS ID: LINK deagnloads bsapplidto any component. Desand ign ssumennmgo�suae. 5,Compulrv°hasnonmroloveranda sumesnoresponsibilityforthe 6 DBC hdbee "°"' d•""�'S"'m°:usdgs" EXPIRES:12/31/2015 Beery. I fabrication,is 11.ehanding,shipment and installation of components. 7.Dedgn assumes adequate drainage Is prodded. N ovem be r 30,20 1 5 6.This design is ished subject tothe limitations set forth by e.plates shag non be located on both fas of int ,end placed their center TPI/WTCA in SCSI,copies of which will be furnished upon request. s°oiddewith )igemene.g.linescoincide nlute sloele line. MITek USA,Inc./CompuTfus Software 7.6.6(1L)-E /0.For basic connector plate design values sea ESR-1311.ESR-181313(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDE #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3432 3-10=( -89) 317 2x6 KDDF #1613TR T2 SPACED 29.0" O.C. 2- 3=(-4599) 913 10-11=(-798) 4408 10- 4-) -259) 1951 BC: 2x6 KDDF #1613TR 3- 4=(-4451) 924 11-12=(-663) 3827 10- 5=(-1361) 301 WEBS: 2x9 KDDE STAND LOADING 9- 5=(-3540) 778 12-13=(-663) 3827 5-11=( -40) 345 IL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4429) 968 13- 9=(-460) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-2555) 552 12- 6=( 0) 136 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=(-1949) 939 8- 9=(-3379) 650 7-13=( -290) 1574 LL = 25 PSF Ground Snow (Pg) 13- 8=( -121) 208 NOTE: 2x4 BRACING AT 29"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 ELF 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 LOS @ 8'- 0.0" 0'- 0.0" -678/ 3376V -137/ 149H 5.50" 5.90 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1990.0 LOS @ 12'- 4.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) ISI 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 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.092" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 11-06-10 7-11-11 I 1 ' ,( 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), 4591 f f f f load duration factor=1.6, 8# Truss designed for wind loads 12 12 in the plane of the truss only. M-4x8 M-4x8 9.007 M-3x6 M-4x8 'N 9.00 4 7 5 T2 6_>1.5x<// \\NS3 *M-3x8 0.25" M-1.5x3 M-3x10 M-3x8 0 M-7x8(5) J. ,, y1440# y l y ,I) PROF �y 7-06-09 4-11-03 2-08-04 4-09-07 7-06-09 y \ taGIN FF tJ <2 1-00 27-06 1",.., 2 =9L2OC PE �r JOB NAME : 3413-D POLYGON NW - B1 :, Scale: 0.2294 ..n' .BuildeWARNINGS:r GENERAL IsNOTES, tiny up otherwise r noted) �� OREGON Vt. Truss: B 1 and ant erection contodor should be advised of all General Notes 1.This logodesign b based only upon Beme parameters shown and Is ler an individual and Wamings before oon°trudlon commences. building component.Applicability of design parameters and proper a 2 284 compression web bradng must be Installed where Mown e. Incorporation of component I•the responsibility of the building designer. �+°� "T l'' s ( 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to he laterally braced at T (A'.s N me responsibility el the erector.Additional permanent bracing of 2'AG.and at/o e.°.respectively unless braced throughout Meir length by �j `( '�C_ DATE: 11/30/2015 the overall structure is the recontinuous sheathing such e•plywood sheathing(TC)and/or dowell(BC). -cal R I �" responsibility of the building designer. 3.WImpact bridging or lateral bracing required where shown«« SEQ.: Ki5 6 12 9 8 4.No load should be applied to any oemponent until after all twang and 4.Installation of truss Is the responsibility of the respective cordredor. fasteners are complete and at no Sine should any bads greater than 5.Design assumes trusses are to be used In a nen-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for'Wry oendltlon"of use. 5.CompuTrue has no control over and assumes no reepons:Mlity for the 8.Design assumes toll beadn9 at all support•shown.Shim en sedge 11 EXPIRES:12/31/2015 fabrication.handling,shipment and Installation of components. 7.peyea assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by B.Plates shall be boated on both feces of truss,and placed so their center TPIWECA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ilnes. B.Digits Indicate sire of plate In Inches. MITek USA,Inc.iCornpuTrus Software 7.6.6(1L)-E II,For basis connector plate design values see ESR.t3t t.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-154) 699 5-2=( 0) 280 9-7=(-1156) 226 BC: 2x6 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-662) 196 5-6=(-156) 688 2-6=(-276) 128 WEBS: 2x9 KDDF STAND 3-4=(-488) 138 6-7=( -72) 116 6-3=( -52) 288 LOADING 6-4=(-224) 1179 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) 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.18 ROOF ( 625) NOTE: 2x4 BRACING AT 24"OC SON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0^ -650/ 3025V 0/ OH 5.50" 4.89 RODE ( 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 29 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL J,- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.354" nails staggered: BOTTOM CHORD CHECKED FOR lOPSF 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. t/yv7(\ 9" ocin 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 T 4' 4' Design conforms to main windforce-resisting • 3-03-13 2-10-14 1-09-05 system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9X6 9.00 load duration factor=l.6, 3 M-3x4 End vertical(s) are exposed to wind, A0/ Truss designed for wind loads �O� -,, in the plane of the truss only. M-3x4 • i 0 I a @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. o =:o Ill 1�- 1 5 6 7 I o M-3x4 M-1.5x3 M-6x8 M-3x8 3, , +121# +63,79 +23309 3-02-01 2-08-13 2-01-01 y k �ii0 PROFS' 4 89200PE r" JOB NAME : 3413-D POLYGON NW - BGIRD r ` ,/ _.--. Scale: 0.3864 • /`�w 11/ WARP/MGM O. hRpeis NOTES, uMeupon the lse parameters �� OREGON�� X14 1.Binder and ersdfon contredor should be advised of al Generel stoles 1.This design Is based only upon the peremsters Mown and is for an individual Truss: BGIRD and Warnings before consinwtlon commences building component.Applicability of design parameters and proper 2.2e4 compression web bradng mutt be inhaled where shown+. Incorporation or component is me responsibility of the bolding designer. /h -'� ,� rpt(1 .. 3.Additional temporary teeing to haute stability during construction 2.Design end at tO oes n. n.top end bottom chords to be laterally ced throughout their length by at V y la the responslbsily of the erecter.Additional permanent bracing of continuous sheathing rsu as phoeed sheN unless esthing(TC)and/or drywal BC(. 'l?�j `` DATE: 11/30/2015 the overall structure 1 the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where sheen++ R.1 L�-- SEQ.: K1561299 4.No teed Should be applied to any nennpenent unfit efter ci btaclng end 4.owlnteoft.slatheresposibl�ee the u�ntee contractor. fattener.are complete and at no time should any loads greater than Design grs ss"dry condition"am to b. T RAN S I D: LINK design loads be applied to any component. 8.Design assumes dry Nil bearing at al wppoM shown.Shim or wedge if 5.Comp/Tod has no control over end spans no responsibility for the necosaary. EXPIRES:12/31/2015 fabrieagen.handling,shipment and Installation efcomponents. 7.Dettgnassumes adequate drainage isprovided. November 30,2015 8.This design is furnished subbed to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPWVICA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate ales or plata In inches. MITek USA,Inc./CompuTnls Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,E8R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3=( -929) 1890 19- 8=( -207) 891 2x6 KDDF #1&BTR T2 2- 3=(-7419) 2118 13-19=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 836 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5640) 1758 19-15=(-1308) 4972 14- 4=( -13) 389 9-20=( -462) 1832 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5=(-5293) 1769 15-17=(-1969) 5961 9-15=1 -286) 113 20-10=( -126) 251 2x4 DF 2400F A; TC UNIF LL( 50.0)+11( 19.0)- 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1968 16-18=( -67) 201 15- 5=( -468) 1971 2x9 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) 5984 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 4909 6-17=( 0) 952 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 39'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 196 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-4779) 1584 17-18=(-1725) 5314 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4869) 1558 17- 7=( -270) 659 ---------- TC CONC LL( 966.7)+DL( 130.7)= 597.3 LES @ 26'- 0.0" 11-12=( 0) 68 18- 7=( -399) 374 NOTE: 2x4 BRACING AT 24"OC UON. FOR 7-19=( -932) 360 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 39'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" ORD. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 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 1' 1 T f Design conforms to main windforce-resisting 2-09 2-05-11 2-09 5-03-05 5-03 9-01-07 3-09-19 3-11-12 3-11-15 system and components and cladding criteria. 1. 1' 597.30# 1 ' ' 4597.309 T f 12 12 Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-5x10 M-5x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 7 =M-6x6 M-3x8 =M-9x9 5 6 7 8 Q 9.00 load duration factor=l.6, ✓� T2 '� Truss designed for wind loads 11 M-3x9 n the plane of the truss only. /A1 M-1.5x3 M-3x8 + fl 3 M-5x12 o ✓✓� _ r ,yy O� p ✓� 13 14 15 I 17' �-- 1 1/" M-3x9 M-9x10 r 16 1B 9 \\ "' M-7x8 M-1.5x3 M-9x12 0.25 M-3x10 M-3x10 1 I 0 M-3x4+ M-7x10 M-7x8(5) a 3.75 M-3x9+ 12 y y y y y y y y .D PVI0 J. 2-05-082-05-112-07-07 5-10-03 y 9-11-08 3-11-11 9-01-07 7-06-09 le l '‹e' 1-02-05-08 10-09-08 20-09 1-00 \� ' GINE"..E-6) /a 1. 39-00 4* 89200PE r JOB NAME : 3413-D POLYGON NW - Cl / , Scale: 0.1609 WARNINGS: GENERAL NOTES, unless othenrlse noted 1.Bulmer and erection contractor Mould be advised of al General Notes 1.This design A based only upon the show) Nparameters oand for an Individual building component.Applicability of design parameters and proper OREGON Truss: Cl end Warnings before construction commences 2.234 compression web bracing must be installed where shown 4. Incorporation of component I°the responsibility of IM building designer. '0 44- "�`t 1_ 3.Additional temporary bracing to Insure stability during constructio" 2.Design assume'the top end bottom drone to be Wendy braced at �y[' la the responsibility of the erector.Additional permanent Mooing of 2'o.c.and at 17 o.c.respectively unless braced throughout their length by `_ DATE: 11/30/2015 the overall structure la the responsibility f the build) designer. continuous sheathing or latera lateral b pywooe airedsheatIn ere s and/or eryneg(BC). - 1+.`R.R It- SEQ.: i '` n'° °g4.In tmptio eftrus or repredng required where Mown.a r•r'I 1 L Y S EQ.: K 15 613 01 4.No lose should be applied m any comporroM until after Cl bracing and 4.Installation of Wes is the responsibility al the reapectNe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes Inness aro to be used Ina non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are for"dry condlgon•or use. 5.Pompulni has no control over and assumes no responsibility for the 8.Design assumes MI bearing at all supports Mown.Shim or wedge it EXPIRES. 1 2/31/201 la fabrication,handling,shipment and Installation of components. spry' " '.Design sshall beer adequateonothdranage is gross,d. November 30,2015 8.This design la furnished subject to the IMAMons sat faith by 8.Plates shall be located an both feces of truss,and plead so their center TPI/WTCA In ECM.copies of which eli be furnished upon request. Anes ceindde with Joint center Lina 9.Digits Indicate stn of pate In Inches. M7ek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector pale design values see ESR-1311,ES12-1988(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: 2,4 KDDF #103TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1aBTR SPACED 24.0" O.C. 2-3=(-129) 101 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/ 402V -55/ 165H 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. 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 TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 T I MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -e MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 0) Design conforms to marwindforce-resisting 9.00 17 '� 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. u" 0 0 o1 c I o M-3x4 y 1-00 l y 6-00 ` ''PROF 4. FULL BEARING;Jts:2,9,3 ta„�' - • \AG! E' ,-s/© 19 8 2OOPE r JOB NAME : 3413-D POLYGON NW - AJ3 .,,1/ ec;i; , Scale: 0.4979 WARNINGS: GENERAL NOTES, unless otherwise noted w 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ")i ,4_,OREGON Z 1 Truss AJ3 and Waminsbefore constructoncommences. building component.ApplkebBEyofdesign parameters and proper K t 2.2s4 compression web bracing mull be installed where shown v. Incorporation of component Is the responsibility of the building designer. <0 .51k 1 4, 2,P ��si5�4 3.Addiwnal temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom drools is be laterally braced al �,/ C+ t Is the ro mlbllity of the erecter.Additional permanent bradnp of T o i and al 10 o c rsash as sly useas braced throughout their length by 1117:? �/ Wa continuous sheathing such as phased sheathing(TC)ane/or drywell(B0). M �R i( k- DATE: 11/30/2015 the overoA structure Is the respondbAlty of the building designer. 3.7A Impact bridging or Wend bracing requbed where shown a v r'1 I-1 1+ SEQ.: K 15 613 0 2 4.No wad should be applied to any component until ager al bracing and 5.4. tBatten of buss is the trusses are elo siblllty used herrespective np ctivvel a tra tor. fasteners are complete and at no tire.should any weds greater thanDesign assumes design peas be applied to any component. and are for"dry condition"of use. TRANS I D: LINK S.cempuTrue nae no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports Mown.Shim or wedge if EXPIRES:12/31/2015 eery. fabrication,handling.shipment and installation of component.. 7.Design assumes adequate drainage Is pnvwed. November 30,201 5 8.This design is furnished subject to the limitations set font by 8.Plates shall be bated on both faces or truss,and placed so their center TPVWfCA In SCSI,copies of which will be furnished upon request. Anes coincide with Joint canter lines. 9.Digits indicate ride of plate In Inches. MITek USA,Ino./COmpuTfus Software 7.6.6(1L)E ID.For basic connector plate deNgn 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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #19BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-198) 177 3-4=( -94) 36 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+01.( 7.0) ON TOP CHORD = 32.0 POP DL ON BOTTOM CHORD = 10.0 PSE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 2010 5.50" 0.60 KDDF ( 625) LL = 25 PIP 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" 0.96 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Des' checked for net(-5 IC Design (- psf) uplift at 29 "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" I MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 3 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.00 p7 �r Design conforms to main n windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. 0 0 0 c 0 �-0 5..=..." 0 1 M-3x4 J• 1-00 y 6-00 y 1-05-15 y0 PRoce„� 'PROVIDE FULL BEARING;Jt$:2,5,3,9 I V`CO �y^i1 N .E9 � r© 4t". \...-. 89200 E r JOB NAME : 3413-D POLYGON NW - AJ4 Scale: 0.4704 's41"111111119:!" /' WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This deeignisbased onhy upon the parameters shown and Is for anindividual OREGON Truss: AJ4and Warnings before conbuldingcomponent.Applicablltyofdesignparametersandproper F�r 4), . A,, 4 2.2s4 compression web bradng mull be instated where shown a. Incorporation of component Is the responsibility of the bidding designer. °© 1 4 U" 3.Additional temporary bracing to insure stability during oonsimdiun 2.Design assumes IN the lop end bottom thesis to be laterally breeed at - y (y N the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 o.c.respectively unless braced throughout thW length by /�� `_ DATE: 11/30/2015 the overall structure la the responsibility of the building designer. continuous shgor later l b plywoodcre uir sheathing(TC)a and/or drywetl(BC). ✓(�,"r7 ` t 3.2a Impact bridging or lateral bracing requirewhere shown<a5 w.F3 10- DATE: SEQ.: K 15 613 0 3 4.No mad should be applied to any component until after al bredng end 4.Installation clause is the responsiblYty 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, TRANS ID: LINK deAgn loads be applied to any component. end are for"dry condition'of use. 5.CampuTms has no control over and assumes no responsibility br the 8.Design assumes BA beating al ed supports shown.Shim or wedge if EXPIRES:12/31/2015. fabrication,handling,shipment and installation of components. 7.Design eaWmes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPWVTCA in SCSI,copies of which will ba furnished upon request. lines coincide with join center lines. MTek USA,InalCom Trus Software 7.6.6(1L E 9.Digits indicate alae of plate in inches. )- 10.For basic connector plate design values see EBR-1311.ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 68 2-12=1-383) 2192 12- 3=( 0) 331 8-17=1-132) 673 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2848) 589 12-13=1-271) 1629 12- 9=1-138) 616 17- 9=1-221) 211 WEBS: 2x4 KDDF STAND 3- 4=1-2564) 627 13-15=1-225) 1664 4-13=1-321) 203 LOADING 4- 5=1-1831) 493 14-16=1 -9) 60 13- 5=(-191) 831 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1411) 495 16-17=1-229) 1601 13- 6=1-530) 176 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1662) 508 17-10=1-317) 1430 6-15=1 -2) 220 TOTAL LOAD = 92.0 PSF 7- 8=(-1298) 429 19-15=1 0) 90 --_ 8- 9=1-1718) 461 15-16=(-219) 1550 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-1940) 480 15- 7=1 -40) 120 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 68 16- 7=1 -90) 117 - BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-17=1-503) 166 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1592V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.092" @ 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" 9-11-11 14-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" f or 2-07-04 3-06-05 3-10-02 �3-03-05 5-05-11 5-03-10 4-10-11 5-01 ,( T 4 4 ' 1 1 1 1 Design conforms to main windforce-resisting 12 14 system and components and cladding criteria. M-4x6 M-4x6 9.00 7 5 M-3x4 M-3x8 Q 9.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), yy loadduration factor=l.6,Truss designed for wind loadsin the plane of the truss only. M-3x9M-1.5x3M-1.5x3 /1°1 o M-3x6 , o c Y- r„ 1? 13I! r s a M-5x10 M-3x8 1 I , M-115x3 0.25 6 M-3x8 M-3x6 �• of M-3x4+ =M-6x6(S) M-5x8 ...,:33.75 M-3x4+ 12 l l l ) l ) .) Q�d PAQST 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 . $ y y y le l ‘ ��k`Gi t 1-Oy-OS-08 10-09-08 20-09 yDO �� PE 0/, 34-00 � 7 JOB NAME : 3413-D POLYGON NW - C2 /-' Scale: 0.1604 JAW WARN /'yam Solders O.This design unless o thrwise eparo parated:meters 7y �� 1.Solider and erection cond.dor should be advised of al General Notes 1.This deslgn h based only upon the parametare slrowvl and is bran IrWlvldual OREGON w, Truss: C2 and Warnings before construction commences, building component.Appllcobllly of design parameters end proper Ha 4 2.244 compression web bracing=Abe Installed where shown+. incorporation of component lathe responsibility of the building designer. <0 'e �' s t ® Nth.-- 3.Adtlidonel temporary bracing to Insure stability during constnwllon 2.Design assumes the top and bottom chords to b laterally braced al l la the responsibility of biro arador.Additional 1 bracing of 7 o.c.and at is o,c,rsuch a.sly unless braced throughout their length by baud:en continuous sheathing such as plywood shaethlrp(TC)and/or drywag(BC). +RR I l ' DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ 1-1 1.• SEQ.: K1561305 4.No load should be applied to any component until ager al bracingand 4.Installation asor tresuss aste esponblbllty used It.nml�p dive contractor. fasteners are complete and at no time should any loads greeter than and are for"dry trusses re to b e. TRANS I D: LINK design wads be applied to any component. 6.Design assumes hal bearing at el supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility ler the n"".,. EXPIRES:12/31/2015 fabric"tion,handling,shipment and inetallallan of components. 7.Dedgn assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the Ilmdadons sat forth by 8.Plates shall be located on both faces of hose,and placed so their center TPIPMCA in SCSI,copl<e of which all be finished upon request. lines coincide wllh joint center lines. 9.Digits Indicate size of plate in Inches. M ITek USA.Ina./CompuTrus Software 7,6.6)1L)-E 10.For basin connector plate design values sea ESR-1311,ENR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-499) 2157 14- 3=( 0) 331 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1629 14- 4=(-150) 618 WEBS: 2x9 KDDF STAND 3- 4=(-2564) 758 15-17=(-359) 1664 4-15=(-321) 179 LOADING 4- 5=(-1831) 614 16-18=( -14) 60 15- 5=(-216) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-353) 1601 15- 7=(-534) 204 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1411) 534 19-12=(-401) 1430 7-17=( -13) 234 TOTAL LOAD = 42.0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 ----------- 8-10=(-1298) 511 17-18=(-339) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 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=( O) 68 10-19=(-143) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" f f ` MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" I MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 2-07-04 3-06-05 3-08-01 2-021-03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 1' '1 I 1' 4 T 1' 4 1' 1 1 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 10-00 / / 10-00 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 6 9 'f 12 M-4x6 12 Q M-4x6 Design conforms to main windforce-resisting 9.00 5 M-3x4 M-83x8 0 9.00 system and components and cladding criteria. e, Q Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. + + 1 M-1.5x3 3 o M-3x6 o -ii-I 11 15 r oI 1 17 - z / w M-5x10 M-3x8 M-115x3 0.25 M-3x8 M-3x6 1 3 0 o M-3x4+ M-5x8 -M-6x6(5) a 3.75 M-3x4+ 12 1 ) l l l 1 l PA(j 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 ,<k, �It J. l J. J. ` V 1-00-05-08 10-09-08 20-09 1-00 c,� ',l r i4 r�.y t� p r Y 34-00 �" 09200 E r° JOB NAME : 3413-D POLYGON NW - C3 Scale: 0.1609 �''" 40P . Y WARNINGS: O.TN.de gnIsb, unless nthrwise eparamete OREGON it" Truss: C3 ndWrntlsbeor<antrodcronco benceiwtloralGeneral Notes bobingnnlpbased nent.optycabnthepesignashown and Islapanindividual •y7y and0Wamlessonlwecbn cingnscomme�aes. - bolding component. is o�tleslgnparameters ant proper 4,OREGON Q A= 2.7x4 compression web bracing must be installed where shown�, Po pone responsibility of the building designer. / 1.. 3,Additional temporary bracing to Insure stabllty during construction 2.Design assumes ms top end bottom chords to be laterally bre<etl at O. JF '�4 a2mµ,_ lathe responsibility of the erector.Additional permanent bracing of 7 o,c,and et 10 o,c,reeped.ply uoeas braced throughout their langur by �^' DATE: 11/30/2015 the overal structure Is me responsibility f the building designer. continuous edging ng such ea plywood sheathing(TC)and/or drywad(BC), 'd"/ Lj ri`�\ ty o ng 3.2x Impost bdtlging or th lateral bracing required where shown t a r� 10- DATE: SEQ.: K 15 613 0 6 4.No had should be applied to any component until alter all bracing and 4,installation on of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry con mon^ofuse. 5.CompuTms hes no control over and assumes no responsibility for the e.Design assumes aril bearing at all supports Mown.Shim or wedge If EXPIRES:R ES..1 2/3 J/20•5 necessary, ( 1 Nbdcation,signI.handling,shipment and Installation of components. 7.Designassumes adequate drainage is provided. November 30,2015 8,One design b furnished subject to the limitations set forth by 8,Plates shad be located on both faces of truss,and placed so their center TPIMTCA in BCSI,copies of which MN be furnished upon request. Ines coincide with joint center lines. uTrus Software 7.6.6 iL E 9.Digits indicate size of plate in Inches. MiTek USA,Inc./Com P ( (. 10,For bash connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF 01,BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 BC: 2x9 KDDF #160TR SPACED 24.0" O.C. 2- 3=(-1962) 415 10-11=(-210) 1514 3-11=(-476) 295 WEBS: 2x9 KDDF STAND 3- 4=(-1502) 958 11-12=(-140) 1196 11- 4=(-152) 556 LOADING 4- 5=(-1084) 434 12-13=(-290) 1942 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1084) 934 13- 8=(-239) 1494 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-1502) 958 6-12=(-152) 556 TOTAL LOAD = 42.0 PSF 7- 8=(-1962) 415 12- 7=(-476) 245 8- 9=( 0) 68 7-13=( 0) 294 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ____________________________ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.659" 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 Design conforms to main windforce-resisting 7-02-12 6-08-15 �3-00-05 3-00-05 6-08-15 7-02-12 system and components and cladding criteria. Wind: 140 mph, h=29.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 9.00 4 M-3x4 Q 9.00 load duration factor=1.6, / 5 ` Truss designed for wind loads -- in the plane of the truss only. M-3x4 M-3x9 3 0 0 a ,I niri iiw Alli '�c r h n .i „I =3x5 M-11 5x3 10.25" 0.25'2 M-11 5x3 M-3x5 0 { G� r 4F`hn M-5x8(S) M-5x8(S) 4. VV y J. J. J. J J. �5 NGINEe. r0 7-01 6-06-15 6-08-03 6-06-15 7-01 y )' '� 'T J, l 1-00 39-00 1-00 89200PE �r JOB NAME : 3413-D POLYGON NW - C4 : / Scale: 0.1602 WARNINGS: GENERAL NOTES, unlessothenne noted' 110 OREGON �Cr 1.Builder ark erection contractor should be advised of all General Notes 1.This design Is baaed only upon the parameters shown and h mr an indlvlduel " 4 �A.. Truss: C4 and Wamingsbefore constructoncommences. building component.Applicablityofdsslgnparameters end properI -ay t^ 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. r© �' 17 3.Additional temporary bracing to Insure stability during constriction 2.Design assumes the top and bottom dohs to M laterally braced at I+ �La.. is the renslMlity of the ander.Additional permanent iotaof T o c and at 10'o.c.rsu as ly unless braced throughout Ihelr length by /,({/f `_ ails continuous bridging ng such as plywood sheathing(7C)and/or drywell(BC). /,'�+ C']'1 �„ DATE: 11/30/2015 the overall structure a the responsibility of the building designer. 3.2x teed badging or lateral bradng required where shown++ R 1+ S EQ.: K 15 613 0 7 4.No losd should be applied to any component until neer all bndng and 4.Inst Nation of trusst Is i Iso ms a sto bseblEy used i th respecioke een lydoar.neni, fasteners are complete and at no time should any loads greater then Design assumes and are for"dry condition"of use. TRANS I D: LINK design bads be applied to any component. 8.Design attunes lull bearing at all supports shown.Shim or wedge If 6.Compulera has no control over and assumes no responsibility for thenecessary. EXPIRES: 12/31./2015. fabrication.handling,shipment and Installation ofcomponems. 7.Design assumes adequate drainage is provided. November 30,2015. 8.This design 6 furnished subject to the!Innen,set forth by B.Plates shall be located on both faces of ten and placed so their center 'i, TPINVECA in BCSI,copies of welch will be furnished upon request. Anes comdde with joint anter lines. 9.Digits Indicate see of plate In inches. MITek USA,Ino./COnlpuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1988(Mink) 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 2-12=(-313) 1521 12- 3=( 0) 294 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1962) 527 12-13=(-314) 1520 3-13=(-475) 232 WEBS: 204 KDDF STAND 3- 4=(-1502) 569 13-19=(-183) 1149 13- 4=(-181) 567 LOADING 9- 5=( 0) 0 19-15=(-334) 1492 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-1084) 516 15-10=(-333) 1499 6-14=(-198) 125 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1089) 516 8-14=(-181) 566 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 14- 9=(-976) 232 8- 9=(-1502) 569 9-15=( 0) 299 NOTE: 2x9 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 -279/ 279H 5.50" 2.97 KDDF ( 625) 39'- 0.0" -328/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.659" 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' 1 1 1' MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" 7-02-12 6-06-15 2-02-00-06-02-02 6-06-15 7-02-12 MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 19-00 14-00 1 1 5 7 1 f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 9.00 M-9x6 M-3x9Nii, 9 6 9.00 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, M-5x6(5) Truss designed for wind loads M-5X8(5) in the plane of the truss only. 0.25" 0.25" •� 0 rAr4b\\ 0 c Yc 1 oi sur=3x5 M-11 5x3 10.25" 0.25"4 M-11 5x3 M-3x5 AlishNiiiiihN of Yry �y o M-5x8(S) M-5x8(S) o ` G ' P P O/ ° S 1 1 1 1 1 1 .0, I I N E" --G V' ', 1 1 7-01 6-06-15 6-08-03 6-06-15 7-01 1 J. �� 1-00 34-00 1-00 9200PE �r JOB NAME : 3413-D POLYGON NW - C5 Scale: 0.1602 WARNINGS: O.This dentin tinisb, uNeupontheWarameta 7, 'OREGON fit/ Truss: C5 1.Builderand erectionbefore contractorshould commences. of all General Notes TTilding o poneetl Applicability of parameters shown and le loran lnd Wual entl Warnings before construction commences building component.ponentabllty of design pay of t era and proper Ql 4 2.2x4 compression web bracing must be Installed where Mown o. incorporation of component Is the responsibility of the building designer. dao - 1.. 1 4 '2P 4"'�a 3.Additional temporary bracing to Insure&teddy during construction 2 Design assumes the top end bottom chards la be laterally braced at - T a V Is the responsibility of me wieder.AddRional permanent bracing of T o c.and at 10'o.c.respectively.nOd braced throughout thele length by DATE: 11/30/2015 the ovens structure la the responsibility of the building designer. continuousrheathing such as plywood sheaming(TC)antl/ortlrywell(BC). ' LjRt�t 3.2x Impact bridging or lateral bracing required where Mown t* +w•/'S {+ SEQ. : K15 613 0 8 4.No load should be applied to any component unto after all bracing and 4.Installation of truss 1s the responabloty of the reapedive contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non<arroslve environment. TRANS ID: LINK desgn bads be applied to any component. and are for"dry condmon"of use. B.CompuTrus has no control over and assumes no responsibility for the 6.Dentin assumes lull bearing al all supports shown.Shim or wedge If 5EXPIRES:12/31/2015 . ceesary. fabrication,handling,shipment and Nataliattlo of components. 7,Design assumes adequate bondrainage is pros,a. November 30,2015 8.This design b furnished subject b the limitations eel forth by 8,Plates shag be located on both faces of truss,and placed so their center TFUWICA In SCSI,copies of Mich Mg be furnished upon rogue*. linea colndde with joint center lines. 9.Digits indicate size of plate In inches. MRek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-246) 209 BC: 2x4 KDDF 1118BTR SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1374 10- 4=( -60) 472 WEBS: 2x9 KDDF STAND 3- 4=(-1748) 460 11-12=(-153) 1254 4-11=(-615) 289 LOADING 4- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 955 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 960 6-12=( -60) 473 TOTAL LOAD = 42.0 PIP 7- 8=(-1996( 912 12- 7=(-246) 209 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 68 LL = 25 PIP Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PIP 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/ 3366 5.50" 2.47 KDDF ( 625) 39'- 0.0" -272/ 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 = -0.074" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" T f f MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" 1' ' ' .( 1' 1' '1 MAX HORIZ. TL DEFL= 0.060" @ 33'- 6.5" 12 12 M-4x6 9.00 9.00 4.0" Design conforms to main windforce-resisting 5 .6( system and components and cladding criteria. Wind: 190 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5) i M-5x6(5) load duration factor=l.6, Truss designed for wind loads 0.25" 0 25" in the plane of the truss only. 4 6 A-1r/Ala\kAi) 0 M-1.5x3 0 0 ti ri ,I 12 I I -3x5 M-3x4 10.25" M-3x4 M-3x5 0l t. oo M-5x8(s) Ac.5' PROS ,s y y y y y \5 v4CaINE,EA /p y y 6-08-03 8-03-13 8-03-13 8-08-03 y y , " rr�� tip'T •,1, 1-00 34-00 1-00 892001-E JOB NAME : 3413-D POLYGON NW - C6 Scale: 0.1602 '� < WARNINGS:1.Builder OhRAeiNOTES, unless on the mete 7 OREGONIC) *. rte", I.Builder antl erection contractor should be advised of all General Notes 1.This design h based only upon tM paremeten shown and Is for an IndNWual fl 41 WJ I Nl(J Truss: C6 and Warnings before constmcllen commences. building component.Applicability of design parameters and proper / /y 2.244 compression web bracing must be Installed where shown+ incorporation of component la the responsibility of the building designer '.'07�' y4 2. v "�.. 3.AddSenel temporary bracing to insure stability during conetructbn 2 Doran aswmsa the top end bottom shows to be lelerelty braced et Is the responsibility of the erector.Additional permanent bracing of 7'o o and at 10 o.c.respectNety unless braced throughout their length by /�yLr/" 11/30/2 015 the overall structure is mere ndbgl f the building de continuous sheathing such as plywood shed here s rad a drywaN(BC). _` { R10- DATE: . ego ty o racer. 3.co Impact bridging or such bracing rd she required where Macon+• •i 4.No load should be applied to any component untie alter ell bradng and 4.Installation Ohms is the responsibility of the respectNe contractor. SEQ.: K 15 613 0 9 fasteners are compete and at no time should any loads greater than 5.Design assumes tmsses are to be used m a nentarrosive environment, design bale be applied to any component. and are for"dry condition-of use. TRANS ID: LINK S.CompuTnnm has nocontrol over end assumes noresponsibility for the 6.�r�a rywmesnilbe.nnestanwpponerwww.Shimarwede.n EXPIRES: 122/31/20155, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. November 30,201 5 6.ThIe design is furnished subject to the limitations eat forth by 8.Plates shall be bated on both faces of truss,and placed so their center TP W I1 CA in SCSI,copies of which win be furnished upon request. Inca coincide with Joint anter lines. 9.Digits Indicate size of plate In Inches. MITek USA,IOE./CompuTfue Software 7.6.6(1L(-E 10.For bare connector plate design values see EBR-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 #16BTR 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-(-407) 1700 12- 6=(-611) 212 LOADING 4- 5=( 0) 0 14-10=(-418) 1432 13- 6=( 0) 343 TC LATERAL SUPPORT <= 12"OC. 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. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-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 PSF Ground Snow (Pg) 9-10=(-1942) 615 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 POE 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 T 1' 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. T T T T T T T T T 10-00 10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T / 7 f f (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 7 M-4x6 Q 9.00 Truss designed for wind loads 4 M-3x8 in the plane of the truss only. 6 mm 4.46 M-1.5x3M-1.5x3 3 + } 0 '414\4N X 0 c � 1 I 1 -3x5 M-3x8 0.25" M-3x8 M-3x5 1o /� M-5x6(5) 0 4R,VD PF VPs. 1 1 1 1 y C ` GIN C �.' 1 1 9-07-15 7-04-01 7-04-01 9-07-15 1 1 cs .' 9 0,�, 1-00 34-00 1-00 cC" 89200PE 'zy fir^ JOB NAME : 3413-D POLYGON NW - C7 418 ,/ Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted 11. Cr 1.Bulkier and erection contractor should be advised ah General Notes 1. shovel This design le based only upon the parameters shoand h for an individual Warnings before construction commences. building componentApplicability of design parameters and proper ✓. R^ A. Truss: S C 7 and Nh 2.214 compression web bracing must be Installed where shown+. ncorparallon of component is the responsibility of the bolls:g designer. C5 > 14 3.Additional temporary bracing to Insure stabile during construction 2 Design immures the top and bottom stands to be laterally bread at2P (w Is me responsibility of the erector Additional permanent bracing of 7 o c.and at 10 a.c.respecllvely unless braced throughout ttheirlength by - `y- conMuous sheathing such as pwood sheathing(TC)and/or drywall(BC). Ui R I x 1 DATE: 11/30/2015 the overall structure h the reapansiblity of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ L..Lr SEQ.: K1561310 4.No had should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners an compete and al no time should any bade greater than s.Design assumes trusses are m be used 1n a non-corrosive environment. designpads be applied to an and are for"dry=million.of use. TRANS ID: LINK ens ycomponeM. B.Design assumes hal bearing at al supports shown.Shim et wedges EXPIRES 12/312015 5,CompuTrus has no control over and assumes no responsibility ler the neaseary fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Aprovided. November 30,2015 8.This design A furnished subject to Be limitations set forth by 8.Plates shah be located on both feces of truss,and placed co their center TP WVECA in SCSI,copies of which will be fuml°hed upon request. Ines coincide with Joint centerlines. 9.DIgIh 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-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 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=1-291) 1505 3-11=1-219) 211 BC: 2x4 KIDS' #16BTR SPACED 29.0" O.C. 2- 3=1-1942) 492 11-12=1-274) 1698 11- 9=1-122) 659 WEBS: 2x4 KDDF STAND 3- 9=1-1720) 474 12-13=1-274) 1698 11- 5=(-596) 183 LOADING 4- 5=1-1300) 990 13- 9=(-339) 1932 12- 5=1 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 7=1-1301) 953 5-13=(-594) 162 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=1-106) 658 TOTAL LOAD = 92.0 PIP 7- 8=1-1720) 994 13- 8=1-218) 199 8- 9=(-1942) 510 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 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 PIF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -240/ 1592V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 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 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 1 f f i' ' ' ' system and components and cladding criteria. 10-00 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 1' 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, 12 M-4x6 6 M-4x6 12 load duration factor=1.6, M-3x8 End vertical(s) are exposed to wind, 9.00 Q 9.00 Truss designed for wind loads 1.04 in the plane of the truss only. M-1.5x3 M-1.5x3 3 +. .N.O O ® 4 .., D of 1 IM-3x5 M-3x8 10.25" M- 3x8 M-3x5 1 M-5x6(S) {0 7 p OPC l l l l "\( h N�IN' " V 9-07-15 7-04-01 7-04-01 9-07-15 ' 1 0�� l . y 1-00 34-00 1-00 89200PE C'" JOB NAME : 3413-D POLYGON NW - C8 Sale: 0.1852 j, ''( 47 GVV4 WARNINGS:.BoUdGENERAL NOTdesign b unteupeotherwise paramnoted, C)7 % .. Cr 1.Builder all erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown she b for an individual OREGON Truss: C 8 and Warnings before conidructlon commences. building component Applicability of design parameters and proper t 2.204 compression web bracing must be Installed where Mown ni. Incorponlion of component Is me responsibility of the building designer. fh �/' t p �.y.,, 3.Additional temporary bracing to Insure stability during condnceon 2.Design red St Ip ill tap and bottom Malls to be stately braced C./ - ! Is the respondbllof the erector.Additional permanent bracing of T oh.all et 1d o.c..006 5.ply unless braced throughout their length by �,�y kil continuous sheathing such ae plywood ng re shsathing(TC)and/or drywall(BC). 11, -/i A.I 1 IO- DATE: 11/30/2015 the overall shudure is the reapondbYlty of the building designer. 3.24 impact bridging or lateral bradng required where shown«, 11 L SEQ.: K1561311 4.Noload should beapplied to any component until after all bracing and 4.Installation Yattonsesign me truss siisthesibuetyyaftIn he resppeotivacocontractor. environment, fasteners are complete and at no time should any bads greater than end are for"dry comes of tole TRANS I D: LINK Design bads be applied to any component. 8.Design assumes NII bearing at ail supports drown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the �,..ry. EXPIRES: 12/31/2015 fabrication,handling.shipment and lnstelabon of components. 7.Design assumes edegaete drainage is provided. November 30,2015 8.This design Is furnished witted to the limitations set forth by 8.Plates shell be boated on both feces of truss,end placed co their center TPI,WFCA in SCSI,copies of which wail be famished upon request. knee coincide with joint center lines, 9.Digits Indicate size of pate In Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1908(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x6 KDDF #l6BTR SPACED 29.0" O.C. 2- 3=(-3056) 519 19-15=(-282) 2309 19- 4=( -108) 96 WEBS: 2x4 KDDF STAND 3- 4=(-2942) 518 15-16=(-549) 3684 4-15=( -50) 266 LOADING 9- 5=(-2790) 592 16-17=(-739) 4966 15- 5=( -224) 1259 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2318) 960 17-18=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 819 18-12=(-954) 4966 6-16=( -196) 1030 -_- TOTAL LOAD = 92.0 PSF 7- 9=(-9666) 1026 16- 7=( -724) 286 8- 9=( 0) 0 7-17=( -918) 766 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 39'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 918 11-12=(-6616) 1366 10-18=( -594) 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 POP 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 PIP. 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 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 3-09-19 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-0603-073-01-06 3-04-19 Design conforms to main windforce-resisting 1' i' I 1 '1 - 1 1 .1 f 1 system and components and cladding criteria. 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-9x68 1598# 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 12 load duration factor=1.6, 5 6 7 End vertical(s) are exposed to wind, 9.00 !! 9.00 Tr: do: 0 s a. 'sal .•,...11\1 + \/ I 1 �., a., 3 o la M 3x8 1b.25" M-3x8 1e M-' 8 0 {� [� M-7x6(5) M-73x8025# ,0) P OFC' J. l l y - it 1 GINE. AS'j y y 6-02-12 1-05-03 9-09-01 9-09-01 1-05-03 6-02-12 \ 'i� Cd ©0. 1-00 39-00 1-00 89200PE fir'" JOB NAME : 3413-D POLYGON NW - C9 Scale: 0.1834 .efr!. WARNINGS: GENERAL NOTES, unless otherwise nstad I.Builder end 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: C9 and NMmI before construction commences. building A Warning. g component.Applicability of design parameters and proper IV 4. 2 `OREGON �. 2,2r4 compression web bracing must be instalkd where shown* Incorponllon of component Ia Ma rosponstblRly of the bu0tling designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom 5 8 to be kt0985 brocetl at - '�4 s Is the responsibility of the erector.Additional permanent bracing of T a c end at 10 o.c.respectively unless braced throughout Meir length by . DATE: 11/30/2015 the overall structure Is the responsibility cordin act shging or were:b plywood aired ng(TC)and/or dryosl(BC). /.,,FIR �5 of the HI after g tlesigner, 3. Impact bridging or Were'bracing required where shown+* �w.. fir' SEQ. : K 15 61312 4.No bad Mould be applied to any component until ager 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 ID: LINK design leads be appliad Is any usnrpsnent and are for"dry condition"of use. 5.CompuTma hes no control over and assumes no responsibility for the 8.Desitin assumes lull bearing at ail supports shown.shim or wedge If EXP I RES: 12/31/2015 necesfabrication,handling,shipment and lnstelellon of components, 7.Design adequate drainage la provided. November 30,2015 B,Ids design Is fumtened subject to the limitations set forth by B.Plates shall be located on both laces of truss,and placed so their center TPIMtICA in SCSI,copies of which all be fumlhed upon request. Ines coincide with joint center lined MiTek USA,Inc./Com uTrua Software 7.6.7(1 L E 9,Digits Indicate airs of plate In Inches, p 10.For basic connector plate design values sea ESR-1311,ESR-19811(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x9 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= 92.0 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 POE 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 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift atspacing. 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'- 4.9" 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" @ 9'- 7.1" Allowed= 0.269" MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 7 4 -/ Design conforms to main windforce-resisting (I) system and components and cladding criteria. I M-4x6 Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ti load duration factor=1.6, 4I End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only, 4 N AI o [ I�I��11 M-1.5x4 o W 0 �� M6-3x4 0 M-3x4 M-3x5 1 1 1 1 2-03-12 4-11-04 0-09 1 1 1 1 0 pR04, 1-00 2-05-08 8-00 5-06-08 �.yCCa\(y (PROVIDE FULL BEARING;Jts:2,9,7 I lf,h`v: + ' 'c IN'EAw' �/ ^`+.. 09200PE r- JOB NAME : 3413-D POLYGON NW - CJ2 Scale: 0.5126 *.�y�j' Y� OREGON i)(� WARNINGS: GENERAL NOTES. uNess otherwise noted: 7� %n' EGON , 1.Bolder and creditor contractor Mould be advised of e8 General Notes 1.TMs design la based only upon the parameters shown and b bran indiddual ""40 'T k e n"ta Truss: CJ2 and Wamings before conduction commences. building component Applicability of design parameters and proper 144 2.2x4 compression web bradng must be installed where shown+. incorporation or component Is the responsibility of the building designer. K�. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom chortle is he laterally braced at M6.e . .y b the responsibility of the ardor.Additional permanent bracing of 2 o.c.and al 10 o.c.raapedlvely uNea.bread throughout their length by fw. R �1+ continuous sheathing such as plywood sheathing(TC)end/or drywal(BC). DATE 11/30/2015 the overall structure la the responsibility of the building dedgner. 3.2x Impact hedging or lateral bracing required where Mown++ SE K 15 61313 4.No load should be applied to any component ontl eller all bradng end 4.Installation of truss I.the responsibility of the respective contractor. 4'•' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. EXPIRES: 12/31/2015 design leech be applied to any component. TRANS ID: LINK 5.CompuTru.has nocontrol over and assumes noresponsibility for the 6.Design assumes NII bsaringatall supports shown.Shim orwedge if November 30,2015 gnary. fabrication,handling.shipment and installation of components, 7.Designassumesadequate drainage le provided. 6.This design Is furnished subject to the limitations set faith by S.Plates shall belocated on both faces of 0055,and tl placed w their center TPIAAMCA in BCS(,copies of which WII be furnished upon request. lines coincide with joint anter linea 9.Digits Indicate vize of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values sea ESR-1311.ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-308) 95 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x4 KDDF STAND 3-4=( -73) 63 3-7=(-310) 190 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" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF 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/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" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.9" Allowed= 0.270" MAX TL CREEP DEFL= -0.023" @ 2'- 3.8" Allowed = 0.359" T 1' MAX LL DEFL= 0.000" @ 7'- 3.0" Allowed = 0.078" -/ MAX TL CREEP DEFL= 0.000" @ 7'- 3.0" Allowed= 0.105" 12 �) MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 9.00 (� MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 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), M-4x6 N load duration factor=1.6, End vertical(s) are exposed to wind, 3 er Truss designed for wind loads in the plane of the truss only. 88 0 0 I,, 2 m- r M-1.5x9 0 1 �� o M6-3x4 0 M-3x4 M-3x5 ) , , ) 2-03-12 4-11-04 0-09 ) ) ) ) (EO P F OFe. 1-00 2-05-08 8=00 5-06-08 'PROVIDE FULL BEARING;Jts:2,4,7 �~� � � �15 1,44 , ...89200PE 9I- JOB NAME : 3413-D POLYGON NW - CJ3 11, i 1 • Scale: 0.4686 }`C.y" [� �� j�" WARNINGS: GENERAL NOTES, unless otherwlne noted: 7,/r •••,,,��{{&.///- OREGON1\1)4Y./ Truss: C J 3 I.Builder and cradle,contractor should be advised dad General Note. I.This design C based only upon the parameters shown and is ler an individual `7 -/), e A • end Warnings before construction commences. balding component.Applicability of design parameters end proper V '[- 2 2s4 compression web bredog mud be Installed where shove+. Incorporation of component is the responsibility of the balding designer. 3.Additional temporary bracing to Insure stability dudnd construction 2 Design assumes the top end boB rn chorda to be Wedgy braced at R.11-V Isthe responsibility of the erector.Additional permanent bracing of 7 o.c.end al o.c.rsuch as unless braced throughout their length by DATE: 11/30/2015 the overaN endure Is the responeibliry of the building designer. 5lep continuoussheathing atehesertngre vire wheresho ler dryweg(BC). 9 3.2sImpactbridging or therelponsibireq ft he whereshove++ SEQ.: K15 61314 4.No load should be applied to any component until after al bracing and 4.mst.nagon of truss the responsibility arm.rspedwe contractor. EXPIRES: fasteners are complete and at no time should any bade greater than 8.Design assumes trusses are to be used In a non-corrosive environment, end are for NW condition" 12/31/2015 TRANS ID: LINK eeagnbaa.be.ppleam„ycomponem. 8.CompuTrus has no control over and assumes no responsibility for Me 8.Design�aumsandlbsadngateYeupportsMown.Shlmorwedgelf November 30,2015 necesfabrication,handling,shipment and installation of components. 7.Design adequate drainage Is prodded. 6.This design Is furnished subject to the limitations set forth by 8.Plates Wall be located on both face.of buss,and placed.e their center TPINWCA M BCS',copies of which vdi be furnished upon request. Inca coincide WNh joint center lint. 9.Digits Indicate size of plate In hches. MITek USA,Inc./CornpuTrus Software 7.6.7(tL)-Z 10.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cit=1.00 TC: 2x4 KDDF 1l16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-912) 91 5-7=(-350) 468 5-3=( 0) 69 WEBS: 2x9 KDDF STAND; 3-9=(-122) 92 3-7=(-982) 361 2x9 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"00. UON. TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -95/ 969V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 ROOF ( 625) 7'- 11.7" -96/ I59V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 =' 0.027" @ 2'- 9.9" Allowed = 0.359" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" T T MAX HORIZ. LL DEFL= -0.028" @ 7'- 3.0" 7: ll:Ri: TL :FL= . D 0.030" @7'- 3.0"IAsinonformto main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads r+ in the plane of the truss only. I co 0 M-4x6 N 3 AIMIIIIIIIIIIIIIIIIII"..-Mill....- o �� M-1.5x9 o 1 - Mb3x4 0 o M-3x4 M-3x5 1 2-03-12 y 4-11-04 y0-09.1• PROF. l l l l 1-00 2-05-08 8-00 5-06-08 j ',i `�N��I '`©; (PROVIDE FULL BEARING;Jts:2,7,4 I `4., 89`00`E '7 JOB NAME: 3413-D POLYGON NW - CJ4 •AI Scale: 0.3929 1"f' yam' WARNINGS: GENERAL NOTES, tiniest.otherwise noted • + a OREGON y� 1.Balder end erection contractor should be advised oral General Notes 1.This design is based only upon the parameters Mown end Is for en individual 2 �4 Truss: CJ4 end Warnings before construction commences. balding component.Appllubllity of design parameters and proper 0 1 4 2.gs4 compreeaon web bredng muni be Imleiba where chose. Incorporation of=monad le the responsibllly of the building designer. {1 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the lop end bottom chords to be laterally braced et �/JL:R R 1 Lt V Is the responsibility al the erector.Additional M bracing of 7 o.c.end at 10'o.c.respedbely uNesa breva throughout their length by C V epos permane continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2.v impact bridging or lateral bradng required where shown.< SEQ.: K 15 61315 4.No bed ehould be applied to any component until after ars bracing end 5.4.Desi Installation of trusss is the as io si o.yNa thenen worse c ntractor. raaenareencompeteendetnotime.nounanyleadsgreatertheng end are for"dry condition"of use. EXPIRES: 12/31/2015 design bads be applied to any component. TRANS I D: LINK 5.CompuTru.hes no control over and spumes no responsibility forme 8.Design assumes MI bearing at el supports shown.Shim or nape if November 30,2015 Beery fabrication.handling.shipment and Inablletbn of component.. 7.Design assumes adequate drainage is provided. so Is famishedsubject8.This design famished subject to the Nmpetbns eel forth by S.Pelee shall be locatedd oon both has Ohms,and plead w their timer TPINIICA in SCSI.copies of vfilch MI be furnished upon request. lines cobdde with joint anter linea 9.Digits indicate.Ke of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For bask contactor plate design values sea EBR-1311.ESR-1958(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x9 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 29.0" O.C. 2-3=1-365) 71 6-8=(-283) 408 6-3=( 0) 69 WEBS: 2x9 KDDF STAND 3-4=(-212) 177 3-8=(-921) 292 LOADING 4-5=( -86) 38 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 999V -93/ 263H 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/ 393V 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. I 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 fMAX LL DEFL =-0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL =-0.003" @ -1'- 0,0" Allowed= 0.133" -V MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed= 0.359" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.972" 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 9.00 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, End vertical(,) are exposed to wind, N Truss designed for wind loads o in the plane of the truss only. Al............._ ,.. • T 8 "..=-." ,,7 � Z M-1.5x4 M13x43x4 M-3x5 ) ) , ), y l2-03-12 4-11-04 0-09 p PR op 1-00, 2-05-08 7-06-03 l , C-c5(- GINE ss,,, 8-00 1-11-11 �C.Jw` ` � o• ` 'PROVIDE FULL BEARING;Jts:2,8,4,5 1 ""a:. 89200P.E �c' • JOB NAME: 3413-D POLYGON NW - CJ5 Scale: 0.3317 0"5-;-�40. • /, WARNINGS: GENERAL NOTES, unless otherwise noted. 'S5�', ✓I-0- ON "4(, Truss: CJ5 I.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and is for an Individual J•Q af11, 14y +�yN �4- and\Naming,before consiruclIon commences. building component.Applicability or design parameters and proper _7 7' 2- 2.204 compression web bredng 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 me top and bottom chords to be laterally braced al 46'1 R I�� Is me responsibility of ms erector.Additional permanent bracing or 7 o.c.end at 10 o.0. R respectively unless braced throughout their length by fC; he overal structure Is the responsibglty of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). DATE: 11/30/2015 t 9 3.2a Impact bridging or lateral bracing required where'nom•• SEQ.: K 15 61316 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the reeponebigty of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used M a noncorrosive environment, TRANS ID: LINK design leads be applied eany component. and are for'dry condition•ofuse. EXPIRES. 12/31/2015 5.CampuTrua tee no control over end assumes no responsibility forth, 8.Design assumes full treeing at el supports shown.Shim or wetlge l! November 30,2015 shipment necessary. fabrication,handling. pmenl and Installation of components. 7.Design assumes adequate drainage h provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces elms,and placed so their center TPIMTCA In SCSI,copies of*filch MA be furnished upon request. lines coincide with)Dint center lines. 9.Digits indicate dee of plete In inches. MiTek USA,Inc./COmpulrus Software 7.6.7(1L)-Z to.For basic connector plate design values see ESR-1311,ESR-t988(Mask) 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: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-167) 274 7-6=( 0) 18 BC: 2x9 REEF til&BTR SPACED 29.0" O.C. 2-3=(-361) 68 6-8=(-256) 413 6-3=( 0) 69 WEBS: 2x9 KDDF STAND 3-9=(-284) 245 3-8=(-426) 263 LOADING 9-5=(-102) 49 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PEE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PEP Ground Snow (Pg) 0'- 0.0" -36/ 997V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 11-11-11 MAX LL DEFL =-0.002" @ -1'- 0.0" Allowed= 0.100" T f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -I MAX LL DEFL = -0.020" @ 2'- 4.9" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.972" o 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 4 9.00 Wind: 190 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, + End vertical(s) are exposed to wind, I Truss designed for wind loads o in the plane of the truss only. I M-4x6 3 44 . A NIPM: 11111111iM ' -/ d, 1011111a, ro M-1.5x9 i 1 M-23x4 I M-3x4 M-3x5 y l l y ��0p P P Ofie 2-03-12 4-11-04 0-09 1 fir ©� yl-OOy 2-05-08 l 9-06-03y y \� GINS 8-00 3-11-11 �/ . 'PROVIDE FULL BEARING;Jts:2,8,4,5 I �. 89200PE g. JOB NAME : 3413-D POLYGON NW - CJ6 Scale: 0.2919 . WARNINGS: GENERAL NOTES, unless otherwise noted "i- '4 OREGON*,v` As 1.Balder end erection contractor should be advised of all General Notes 1.This design Is bided only upon the parameters Moven end is for en individual jt t k y 4f Truss: CJ6 and Warnings before construction commences. bufding component Applicability of design peremeters and proper {0 C 4 2.2e4 compression web bredng must be Installed where Moven+. incorporation of component Is the responsibility of the building designer. 3.Additional lampoon,brachia to Insure SI 1448 during corelrucfbn 2.Design assumes the fop and bosom MOMS to be laterally braced at '✓f R A V i 'N lathe responsibility of the arodo,.Additional permanent bredng of T c.c.and at 10'o.c.respectively unless braced throughout their cngm by L continuous Meathing such as pNwood sheathing(TC)end/or drywal(BC). DATE: 11/30/2015 to.overall structure Isthe responsibility of the building designer. 3.24 Wiped bridging or lateral bredng required where Mown e• SEQ.: K 15 61317 4.No Toed should be applied to any component tell alter all bracing and 4.Installation of truss le the responsibility of the respsdNe contractor. fasteners ere complete and al no fhne should any bads greater than 5.Design anuses trusses we to be used Ina non-corrosive environment, EXPIRES: y� C C, 7 jr0 /v7(1 TRANS I D: LINK dedgn loads be apples to any component. end gra assufor mes "city full bearing"of use. Cyt F Ca LLL /20 5.CompuTrvthas nocontrol over and assumes noresponsibility for the 6.Dem asameaNlbeatlngelaleupportdMovT.Shlmorvrodpelf November 30,2015 ry fabrication,handling.Mipment end installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the'imitation set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPUWTCA In BCS',copies of which will be furnished upon request. lees coincide with joint center lines. 9.Digits indicate size of plata In Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values sea 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 4NR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED RRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LI. = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 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. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 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 T T 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 12 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. r-1 r1 o O - x , 1 M-3x9 l l l 1-00 'PROVIDE FULL BEARING;Jts:2,3,9 I 9-00 . PROF ti 89200PE �< JOB NAME : 3413-D POLYGON NW - J1 -.44001".00".:'7 Scale: 0.5751 WARNINGS: GENERAL NOTES, asses otherwise noted:• � � Truss J1 I.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an lndivkival �}� *, 41.1 and Warnings before construction commences building component.Appllwbllty of design parameters and proper 4,, Yf 2.204 compression web bracing must be Installed where shown+. Incorporation or component Is the rosponstbllty of the balding designer. t-y 2.Design assumes the top end bottom chords to be letersly braced at G 3.AddEonal temporary bracing to Insure stability during construction2'o.n,end at ID 0.4 respectively uNese braced throughout their length by y DATE: 11/30/2015 Is stthe ver A structure f the erector.Additional permanent bracing of aonlnuoas sheathing Ry' responsibility of the balding designer. 3.25 Impact bridging r suerlbadng required wtere shown drywall(BC). .(-�`�1 g orlhs relpredng required respreshowota +• Fl1 1•+ SEQ.: K1561320 <.Noend eareltlmapplied tomy timpboul anty loads eredngand 5. esAnllonores bIsthe ere to be eoItheorespective s v fasteners are complete end at no come sedate any leas:greater than 5.Design sesames bosses are to be used m e non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for'dry condition"at ase. 5.Command has no control over and assumes no responsibility for the 8.Design assumes full bearing el al supports shown.Shim or wedge if EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design easumes adequate drainage is provided. November 30,2015 8.This design Is famished subject to the limitations set todh by 8.Plates shall be located on both faces or truss,and placed so their center TPI'TCA H SCSI,copies of which tel be furnished upon request. line coincide with joint center lines. 9.Digits indlute sire of plate In inches. MiTek USA,Int./CompuTrus Software 7.6.6(1L)-E 1a,For basic connector plate design values see EBR-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/Cit=1.00 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 204 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 1 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 "cc 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 f 1 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL= 0.000" @ 3'- 10.9" 12 9.00 7 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. I �� Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. w 0 0 r 0 I 110110 I M-3x4 1 1 1 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 R 90 P 04- 4t 892001E r JOB NAME : 3413-D POLYGON NW - J2 Scale: 0.5501 �' � yyy 4.,-- WARNINGS: GENERAL NOTES, unless otherwise noted: �� QON 1. i 1.Builder and erodbn contrador should be advhed Dial General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: J2 and Warnings before construction commences. building component.Applloblltty of design parameters and proper A\ 1.24 eomprossion web bradng must be Installed where shown incorporation of component la the rospoiwlbNlty of the building designer. /""� �- ro ('y 3.Additional tem bract to Insure stability during construction 2.Design assumes the top ant bottom chords to be laterally braced at temporary T o.e.and al 1 d o.e.resped.ely unless braced throughout their length by - Is the reapondbglly of the erector.Additional permanent bracing or continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). MSIl Fl y-1- DATE: 11/30/2015 the overall structure lathe responsroNiy of the building designer. 3.24 Impact bridging or lateral bracing required where shown i a "`www 11 SEQ.: K 15 6 13 2 1 4.No bad should be applied I.any component until alter all bracing and 4.Dad Betio of of VMS.responsibility. be usof d I thh non-corrosive actor.environment. fasteners aro complete and at no time should any bads greater than and Design es"dry nets..n"re use. TRANS I D: LINK design bads be smiled any component. 6assumes Ml bearing at aN supports shown.Shim or wedge if H.Design ass 5.CompuTNs Ms no control over and assumes no responsibility for the ,,,ry. EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of component. 7.Design assumes adequate drainage b provided. November 30,2015 8.Thie design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TPIAn.ICA in SCSI.copies of which MI be furnished upon request. linea coincide with Joint canter lines. 9.Digits lndlute size of plate In inches. MTek USA,Inc./COmpuTrus Software 7.6.6(1L).E 1e.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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1_ BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-123) 107 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. DON. 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./N. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -24/ 422V -55/ 165H 5,50" 0.68 KDDF ( 625) 5'- 10.9" -159/ 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. 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 5_11_11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.194" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL IL 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 9.00 17 (A Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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 m in the plane of the truss only. ti sr ti o M-3x4 l l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ,mac ‘AGIN,E'E-' ra Q =9 OOPS JOB NAME : 3413-D POLYGON NW - J3 r Scale: 0.9979 / WARNINGS: GENERAL NOTES, unless°thanese noted: /'y Truss: J3 I.Builder and erection contractor should be advised ofaflGeneral Notes This design is based only upon the parameters shown and iefor anIndividual `a]� OREGON " and Wamings before construc8on commences. building component.Applicability of design parameters and proper 7 NX* 2.2e4 compression web bradng must be installed where shown e. incorporation of component is the responsiblity of the building daalgner. \� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et � 14, '"�"': is me responsibility of the erector.Additional permanent bradng of T o.c,and at 10 a.c.nspectNety ansae bread throughout their I. by { DATE: 11/30/2015 the averal structure is the responsibility of the building designer. 3.Se Impact bridgingcontinuous l or lateral bsuch asdngrguired where shoown+tlrywal(BC). L�� j/ SEQ.: K 15 613 2 2 4.No sad should be applied to any component unto ager el bradng and 4.Installation or buss is the responsibility of the respective contractor. C fasteners are compete and at no time should any roads greater than 5,Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design leads be applied to any component. and ere for"dry rendition"erase. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes lull bearing at el supports shown.Shim or wedge it EXPIRES: 12/31/2015/ 01 fabrication,handling.shipment and installation of components. 7.ca Design ss sumes d. e.This design Is furnished subject to the lknitations set forth by 8.Plates shal be located drainageequate ed en bethface entrust,a land placed so their tenter November 30,2015 TPIMTCA a RCS!.copies of which MI be furnished upon request. lines coincide with joint center lines. MiTek USA.Inc./Com uTrus Software 1 7.6.6 L 9.Digits indicate see of pee in inches. p ( ).E 10.For basic connector plate design values see ENR-1371,ESR-1888(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=( O) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. DON. 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 = 92.0 PSF 0'- 0.0" -44/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. '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" ` 1 I MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" 1 " MAX HORIZ. LL DEFL= -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL= -0.002" @ 7'- 10.9" )0) Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.007 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. w 0 0 klo 0 I o 1 M-3x4 y J' l ��gp P Pore 1-00 8-00 n 061 (PROVIDE FULL BEARING;Jts:2,4,3 I • ` UE. re ("..;• dT ...te. 17 89200-E 1 JOB NAME : 3413-D POLYGON NW - J4 Scale: 0.9357 � � ., WARNINGS: GENERAL.This tin is b uMeupo the 7I8 I OREGONA*` . 7 Bulor 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 1l^ 44, Truss: J4 and warnings before eenatrudlon commences. building component.Applicability of design parameters and proper �A ry 2.2r4 ompresbn web bracing mud be Installed where shown.. incorporation of component k the responsibility of the building designer. "b -"7 "" 14 F��,I 4 3.Additional temporary bracing to Insure debility during construction 2 Design assumes ms tap end bottom unlessctively chobraced to be leterelty bread et V N' ,,v '+. by b the responsibility of the erector.Adelonal permanent bracing of continuous sheathing such as plyywwod eheething(TC)and/or drywall(C). � DATE: 11/30/2015 the overall structure Is the responsibility nth.building designer. 3.20 Impact bridging or lateral bredng required where shown+d �R 11..E- 4.Na bad should be applied to any component until ager a8 bradng and 4.Installation of teres Is the responsibility of the respective contractor. SEQ.: K 15 613 2 3 fasteners are complete and et no time should any loads greater than 5.Design assumes those.are to be used Ina namcorresiva environment, and TRANS I D' LINK design loads be applied t any component. Design assumor"thyes condition'of use. 5.Compulrus has no control over and assumes no responsibility for the e.Is re swmes full bearing at all supports shown.shim or wedge if EXPIRES:12/31/2015. fabrication,handling,shipment and installation of components. 7.Design;sumea adequate drainage is provided. November 30,2015 8.This design Is banished subject b the limitations set forth by 8.Plates shell be basted on both faces climes,and placed so their center TPLANTCA in SCSI,copies of which will be furnished upon request. g,tree oinsids with joint f plate lines in inches. Weir USA,Ino./CompuTtUS Software 7.6.6(1L).E 10.For basic connector plate design values se EBR-7311,ESR-1555(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 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-254) 236 3-9=(-132) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 992V -93/ 2628 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 PUP LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -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 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" 3 MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 12 ') s 9.00 F77 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, io Truss designed for wind loads o in the plane of the truss only. 0 r 0 ti m o 5 NE 1 M-3x4 J' 1-00 y 8-00 y 1-11-11 y ,T` �fi�Ss/ [PROVIDE FULL BEARING;Jts:2,5,3,4 I ` ,_ Z`.I Sts,/ .. Cr 1. ` 89200PE to- JOB NAME : 3413-D POLYGON NW - J5 /' ,/,,,• Scale: 0.4026 1 _ WARNINGS: GENERALdesign NOTES, unless o p e noted. V Truss: J5 1.Bulder and erection comrador should be advised of all General Notes 1.This design ie based only upon the parameters Moven and Is for en mdlvldual OREGON a�, and Warnings before construction commences. building componentApplicability of design parameters and proper �4 '' / 1.> 2.2s4 compression web bracing must be installed where shown o. Incorporation of component is the responsibility of the building designer. {"Q 1 1- 1 Cy 0 2 Design assumes the top and bottom 3.Additional temporary bracing to Insure stability during construction chords to be laterally braced al I' y 7+ � is the responsibility of me erector.Additional permanent bracing of 2 o.c.and at 13 e.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TO)and/or drywel(BC). '1'7 1,A`+ k DATE: 11/30/2015 the overall structure Is the reaponsibNity of the building designer. 3.W Impact bridging or lateral bracing required where shown a a .. 1 L SEQ.: Ki5 613 2 4 4.No load Mould be applied to any component until after ail bracing and 4.Installation of truss le the responsibility of the respective contractor. fasteners aro complete and at no time Mould any beds greater than 6.Dealgn sesame.trusses are to be used in a non.00rroalve environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility ler the e.Design assumes full bearing al all supports siwwn.Shim or wedpa If necessary. EXPIRES:12/31/2015 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 6.Tena design Is furnished subject to the limitations sat forth by BI .Plates shall be bailed on both faces of truss,end placed so their center TPI V TCA in BCS[,copies of which will be furnished upon request. lines coincide with(oinl center linen 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrue Software 7.6.6(1L)-E to.For basic connector plate design values see EBR-1311,ESR•tBOB(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-322) 301 3-9=(-121) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 994V -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 ROOF ( 625) 7'- 11.2" -293/ 987V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -91/ 61V 0/ OH 1.50" 0.10 ROOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 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 Wind: 190 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=1.6, Truss designed for wind loads ko in the plane of the truss only. /7/ -" �5�_�o 1-00 8-00 3-11-11 Ct-� GNE' A- (PROVIDE FULL BEARING;Jts:2,5,3,4 I �V/`�...• 'p hhy/"'��/�'y��}yy 10 89200 E r. JOB NAME : 3413-D POLYGON NW - J6 Scale: 0.3548 -_✓✓� WARNINGS: GENERALTis NOThn:sb, udeopon thnMse e ateted OREGON ", 1.Builder and erection contractor should be advised of at General Notes 1.This de=ign b based only upon parameter Mown and Is for an Individual ("�A y), Truss: J6 and warnings before conan,dw^commences. building component.Applicability of design parameters and proper t�� A. 2 2,4 compression web bracing must a Installed where shown.. Incorporation of component Is me responeimity of the buud:n9 aligner. I'dQ k. 1 4 3.Additional temporary bracing to Insure stability Ming construetlon 2 Design sesames the tap and bottom unlesschobraceda to a ktughoelly braced at '41 a �� Is the responsibility f iM=radon.Additional M bracing of 7 o.c and at 19 e.c.respectively throughout their length by /�yy,� `_ o permane continuous&teething such as pfymod sheething(TC)analor drywall(BC). S, f;i'('.'S RA- DATE; _ 11/30/2015 the overall structure Is the responsibility of the building designer. 3.a,Impact bridging or lateral bracing required where shown.. 1-7 L SEQ.: K 15 613 2 5 4.No load should be applied to any component until after all bradng and 4.Installation of truims.a responsibility s�nneeb uEye i th respective cu nester rent laden,.are complete and at no time should any loads greater than Design assumes design load.be applied to any component. end aro for"dry condition"of use. TRANS ID: LINK 5.Compulrushasnecontroloverandassumesnoreaponsibil forths B.Design e&come&Nileea ng alaNwppotsshown.Shim orwedge:t=nary. EXPIRES:12/31/2015 febaaan,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 TPINITCA in SCSI,copies of which w111 be furnished upon request. line coincide with Joint center lines. 9.Digits Indicate sin of plate In Inches. MfTek USA,Inc./CompuTrus Software 7.6.6(1L)-E t0.For basic connector plate design value.see ESR-1311.EBR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-389) 369 3-9=(-150) 96 TC LATERAL SUPPORT <= 12"OC. LION. LOADING 4-5=( -94) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 999V -131/ 370H 5.50" 0.71 ROOF ( 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/ 990V 0/ OH 1.50" 0.63 KDOF ( 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 29 oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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" 41 MAX HORIE. 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 F27 system and components and cladding criteria. 3 Wind: 190 mph, h=29.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. 0 0 .-I of 1 _ 6�_. -/ o M-3x4 R OF4, yy y y �� AGIEE -,l-oo 8-00 5-11-11 C\ , `' p. (PROVIDE FULL BEARING;Jts:2,6,3,9,5 I „Li./ 17 `� " 89200PE r JOB NAME : 3413-D POLYGON NW - J7 "4/,s"- scale: 0.3133 ,, /'y_.. V p 0: WARNINGS: GENERAL gnisb unless othe parameters OREGON 41/ Truss: J7 1.Balder Warnings deroeor contractor should commences. balding of all General Notes 1.This ooIpbated onlyupono pesignprashown and bopen Individual and Wamliga before combustion commenaa, component.Applicability of design parameters and proper �"," �ih. AS 2,2W4 compression web bradng must be installed where shown+. incorporation of component la the responsibility of the budding designer. fir' ).- r7��yy .y4, 3.Additional temporary bracing to Insure stability during construction 2 Design n, St 10 the top end bottom chards to be laterally braced et • (�.e f+` �! Is the reaporWblliry of the eroctar.Additional permanent bracing of T Ac.end at 10 o c respectively unless bread throughout their length by /11' 'R ��.. ,,,,,, - ri DATE: 11/30/2015 the overall structure Ie the responsibility of the bolding designer. 3 2x Iconmpact ed briduous e ingi or latent bracing arch as nod°heats ng(TC)end/or tlrywaN(BC). `11' R R t�� V" P 9 required where shown♦♦ SEQ.: K 15 613 2 6 4.Soloed should be applied to any component until after all bracing and 4.Installation of buss is the ate o of the respectroe contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses aro ttbe o be used in a noncorroalve environment, end are ler"dry condition"of use. TRANS I D: LINK tp design bads be applied to any component. H.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:12/31/2015 5.CompuTrus has noo control over and assumes no responsibility for the necessary. fabrication,handling,shipment and in°teilatbn of components. 7.Design 55Ylmes adequate drainage is provided. November 30,201.I 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 anter TPI/WTCA In 8101,copies of which nd be furnished upon request. Ines coincide with joint center lines. MiTek USA,Inc./Com Trus Software 7.6.6(1L E 9.Digits indicate alae of plate In Inches. W )- 18.For basic connector plate design values we 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/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(D) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -89) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIF 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/ 945V -151/ 4278 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 '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" o MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" Design conforms to main windforce-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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ,o in the plane of the truss only. 0 0 M-3x5(S) o I ti 000irdZ0 rw I M-3x9 4 PROF 51 y y y �L�~� q• ,1,Glh1 .e f�2 1-00 8-00 7-11-11 AA(^^^}}} PROVIDE FULL BEARING;Jts:2,6,3,9,5 I w 92• �5" JOB NAME : 3413-D POLYGON NW - J8 /''' .y+/M'A'A� 1yy- Scale: 0.2795 /'� " WARNINGS: GENERAL NOTES, unless otherwise noted C..)�r OI�EU�I� '*C 7 Bulder and aredbn contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual J7 , ., y., Truss: J8 end Warnings before construction commences. building component.Applicability of design parameters and proper bitty sit {{ 2.2a4 compression web bredng milk be InsWlbd where shown 4. Incorporation of component Is the rosponalbfyy of the building designer. /O "7 k' A f "�te,.... 3.Adtlttlonal temporary biasing b Insure stability during construction 2.Design assumes the top and bottom choNato be laterally braced at1"t Is the responsibility of the erector,Additional permanent bracing of 2 o.c.and R ea o.c.nsped.ply Woes braced throughout thetr length by C continuous sheathing such as plywoodsheething(TC)and/ar drywell(BC). '".1 +. 1 f'I Ii �; DATE: 11/30/2015 the Qwest structure Is the reaponsiblily of the building designer. 3.2:Impact bddging or lateral bracing required where shove 4 0 fl 1r. SE K 15 613 2 7 4.No load should be applied to any component until alter al bracing and 4.Installation of suss Is the responaldlry of the respective contractor. 4" fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be wed In a non-corrosive environment, design bade be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 5.CompuTrushas no control over and essumesnoresponsibility for the 8.Dastgneswmeshitbearingatataappo akwwn.ShlmorwedgeII EXPIRES:12/31/2015 fabrication.handling,shipment and installation of components. 7.Designassumesadequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be batted on both faces of boas,and placed so their center TPNYfCA In BCSI,copies of which RN be furnished upon request. Ines coincide with joint center Anes. 9.Digits indicate alae of plate In inches, MITek USA,Ina./CompuTrus Software 7.6.6(1L(-E 10.For Web connector plate design values see ESR-7311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-15) 36 2-9=10) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT G= 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/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 9.00 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: 190 mph, h=19.3ft, TCDL=9.2,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. oiiiiiiriii/l111111111111111111112 I ol o ...11111701 o '/ 114 M-3x5 l 1-00 ,. 1-00 y ..<(- �� 6'Ll' �c GIN % 'PROVIDE FULL BEARING;Jts:2,3,9 I l.c;p " 89200PE moi` JOB NAME: 3413-D POLYGON NW - EJ .,,�'1 �e: Scale: 1.1020 V CC WARNINGS: GENERAL NOTES, unless otherwise noted OREGON tai/' Truss: E J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual r (t� end Warnings before construction commences. building component.Applicability of design parameters and proper `/�' 1/� V 2.2x4 compression web bracing mud be Installed Where shown* Incorporation of component Is the reeponsiblity of the building designer. """ •-T e � 3.Additional temporary bracing to Insure stability during conatnudbn 2.Design assumes the lop and bottom chords to be leteralry braced et ��s'` - Ie me responsibility 0 the erector.AdtlPoend permanent bracing of 2 o.e.and at 10 a.c.reapedkety unless braced throughout their length by (C��sUi onium Is Na recontinuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overall responsibility of the bulking designer. 3.2e Impact bridging or lateral bracing required where shown SEQ.: Ki5 613 2 6 4.No load should be applied to any component untN after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fastenera ens compete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, EXPIRES: C y r�J�] p(T TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. EXPIRES:12 31/2015 5.Compuhuahas nocontrol over and mimes noresponsibility for the 6.DselBneawmsahJlbearingateNwppoMshawn.Shlmorwadgsif November 30,2015 fabdcatlon,handling,shipment and Installation of components. necessary. B.This design is mmiahed subject to the limitations set torah 7.Design assumes adequate drainage Is prodded. by 8.Pries shall be located on both faces of truss,and placed so their center TPVWTCA in SCSI,wpbs of Which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sire of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 10.For bads connector plate design values see ESR-1371,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/Cil=1.00 TC: 2x9 ROOF #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=(-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 = 92.0 PSF 0'- 0.0" -71/ 301V -19/ 72H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PIP 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. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -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 = 0.059" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -/ (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. 10 0 0 o i- I IMAIMIIMIl o PEZRO 40E:300 1 M-3x4 l l l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 1 �� ED PROpe ��7\ 615, � ��'NE�� ✓pmac,, :9200PE JOB NAME : 3413-D POLYGON NW - SJ1 Scale: 0.669 •6 WARNINGS: GENERAL NOTES, unless otherwise noted C' tr p �'Y/'y(� j I.Builder and erection contredor should be advised of al General Notes 1.This design Is based only upon the parameters show:end Is for en Individual "? jI.,OREGON It,,, ".{i Truss: SJ1 and wernhga before conaruenon commences. building component.Applicability of design parameters and proper f f,�/ [ 4^ 2.214 compression Web bracing mush be Inetslletl where ahoy:*. Incorporation of component Is the responsibility of the building designer. db "7 1 A f �y '+�+.., 3.Additional temporary bracing to m esas stability during construction 2 Deakin red lI the tap pooand bo6om choles to be laterally braced al "Y T o.c,and at 10'c.c.respectively uNsss braced throughout(heir length by �j it- SEQ.: T `_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or dryweg(BC). / R i S r' DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2t Impact bridging or Wen!bredng required where Moven«« 4.No bed Mould be applied to any component until eller ail bracing and 4.Installalbn of teres Is the responslblgy of the reapectNe contractor. S EQ.: K 15 613 2 9 fasteners are compete and et no kms should any nada greater than 5.Design assumes trusses are to be used in e noncorrosive environment. seat Mees be applied to any component. and are for'dry eendiuon'of use. TRANS ID: LINK6.Design names Ml bearing an supporta Mown.Shim or wedge if l 5.Computrashasnocontroloverandassumesnoresponsrollityforthe m,,,ry. EXPIRES: 12/31/2015 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 S.Plates shall be Meted on both faces of truss,and paced so their center TPIPA TCA In BIB),copies of which AG be fumiMed upon request. Ines coincide with joint center lines. 9.Digits indicate We of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basis connector plate design values see ESR-7311,ESR-7966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 DC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-40) 36 1-3=(0) BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. 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 POP 1'- 9.2" 0/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -35/ 49V 0/ ON 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 for net(-5 psf) uplift at 29 "oc spacing. rBOTTOM 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 = 0.189" 7 9.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.9ft, TCDL=9.2,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 0 ti I r1 o 0 10�� 3�� M-3x4 1 y 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 I ° Pit°Fess ,._...89200PE �~ JOB NAME : 3413-D POLYGON NW - SJ1X • Scale: 0.7393 ..-or 0010%."" Scale: WARNINGS: O.This design uMeopenB parameters to 'icy OREGON 4A.., Truss: SJ1X 1.and Wannsbeor contractorshould commences. of all General Notes 1.buidingcoipbasedonly pluponyhe pe&gn parameters and roopr individual and Warnings beton construction commences. building component.Applicability is the of design parameters antl proper �c. 2.204 compression web bradng must be Installed where shown-i. incorporation of component la me rasponsibAily of the building designer, a"Q '44- e 3.Additional temporary bracing to Insure stebllgy during construction 2.Design assumes the top and bottom chords to be laterally braced al E. Is me responsibility of the rector.Additional permanent bracing of Y o c and at 10 c.c.reer,as ply unless braced throughout Meir length by DATE: 11/30/2015 the overall structure la mere responsibility continuous sheathing such as plywood sheathing(76)and/or drywaq(BC). - F31:11 1.- sport ty of the building designer. 3.2xImpact bridging or lateral bradng required where mown s o SEQ. : El5 613 3 0 4.No load should be applied to any component until alter all bradng and 4.Installation of trussis 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 ID: LINK design loads be applied to any component, end are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes MI bearing at ail supports shown.Shim or wedge If EXPIRES:• 11/ 2015 fabrication,handling,shipment and Installation of components. 7,ledge assumes adequate drainage le prodded. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 7PWOICA In 13551.copies of which will be furnished upon request. lines coincide with joint center lines. Milch USA,Inc./Com uTrus Software it 7.6.6 9.Digits Indicate size of plate In Inches. P ( E 10.For basic connector plate design values see ESR-1311,E58-713138(MIT.) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 ROOF #14BTR SPACED 24.0" O.C. 2-3=(-91) 63 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 3 -J 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" 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), leo load duration factor=l.6, o I Truss designed for wind loads o in the plane of the truss only. rat o f o F 1,11/#giiIIIM1111/M-3x4 * 1, )' 1, 1-00 2-00 1-11-11 IPAOVIDE FULL BEARING;Jts:2,4,3 I 0) P R OFt. N �C�INE�4) /per 89200PE v JOB NAME : 3413-D POLYGON NW - SJ2 .,i Scale: 0.6592 �}`' I. WARNINGS: O. "N ' nRse General design p based only upon the parameters Mown and is for p r hdlNdual V GO I V ,t,, ,�/ Truss: S J2 and Warnings before construction commences. i balding component.Applicability or design parameters and proper [� 2.2s4 compresalon web bracing must be installed where shown+. incorporation of component la me responsibility or the budding designer. <O y T V• ""�"' 3.Addemnal temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom Mahe to be laterally braced al 1 la the reapondbllty of the erector.Additional permanent bracing of T nte.and at 10'c.c.sashes ply unless braced throughout their su)B by ��dy/` continuous0Impsshging or ltebacing re vire where s)hownndior drywaA(BC). -aRA �11,- DATE: 11/30/2015 the overal structure lathe rcaponeroAlry of the balding designer. 3.Dt Impact bridging or lateral bracing required where drown*+ �r` ' SEQ.: 1715 613 31 4.Na mad should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the reapedive contractor. fasieners are complete and at no time should any meds greater than 5.Design aromas trusses are to be used in a noncorrosive environment TRANS ID: LINK design loads beapptadto any component. and are for"dry o;;' dg, 5.CompoTrus has no control over and assumes no responelbisy for the 6.Dem full bearing t A supports shown.Shim or we if EXPIRES:12/31/2015 wry. Aabrketbn,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 feces or truss,and placed so their center TP WJTCA in BCSI,copies of which will be famished upon request. lines g,Digits indicate sith joint ioplate In In . MITek USA,Ino./COmpuTrus Software 7.6.6(1L)-E 10.For basic connector piste design values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 POP load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 POE 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. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP e Gable endntruss on continuous bearing wall UON. M-1x2 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 v 2 M M-3x9 l b y 1-00 11-06-08 .cCs- D PRQF46".S' 4t- 89200PE JOB NAME : 3413—D POLYGON NW — P1 Scale: 0.5806 WARNINGS: G.This design unless uponhpennete OREGON �L,, Truss: P 1 Builder and erection contractor should be advised of al General Notes build co is based onlypl cabn ythe parameters par mewn and is op an IndNbual y and Warnings before construction cammances, building component.Applicability of design parameters and proper Y` 2.gra compression web breang must be installed where show„« Incorporation of component is the re•pon•Ibulty of the building designer. I'O 1� 4 v 20''� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom soros is be laterally braced at Is the responsibility or the.rants Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their kngth by DATE: 11/30/2015 the overall structure la the responsibility of the building designer. Impacts mestglor such as plywood sheathing(TC)heresand/or drywaA(BC). - / +.'�fl'Ia 3.25 bodging or lateral bracing requiredtthe where mann«+ it v SEQ.: Ki5 613 3 2 4.No ked 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 pads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry cundikn"of use. EXPIRES: 5.CornpuTnu has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge It GT r R C : 2/31/2 1 5 fabrication,handling,shipment and installation of component.. 7.Design assumes adequate drainage k provided. November 30,20615 �+' 6.This deogn is furnished subject to the limitations set forth by 6.Plates shag be located on both races of truss,and placed so their center TPIWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com Trus Software 7.6.7(1 L}E 9.Digits Indicate ske of plate in inches. W 10.For basic connector plate design values see ESR-7311,ESR-7966(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 #1HBTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF #14BTR 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 7 MAX BC PANEL TL DEFL = -0.002" @ 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" Design conforms to main windforce-resisting system and components and cladding criteria. el /P° Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 I o• f I o• f 1 W 3 0 M-3x4 1 1 y 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 �0D P Ft°F mac.:;-,co,C. Gt1�J ESR S/0,9 89200PE <" JOB NAME : 3413-D POLYGON NW - SJ2X Scale: 0.6561 l;`' �' • WARNINGS: GENERALNOTES, uMeupotherwiseternoted ' OREGON I.Builder and erection contractor should be edvhed of al General Notes 1.this design b based any upon the parameters shoes and b for an Individual Truss: SJ2X end Nbminge before construction commences. bolding component Applicability of design parameters and proper �y {k 2.204 compression web bradng must be installed where shown.. incorporation of component Is the responsibility of the building designer. y/`'s 'Kik 1 s ip. �.. 3.Additional temporary brscing to incur+stability during construction 2 Design assumes the tap end bottom chords to M laterally braced at - L} Ca. by Is the responsibility of the erector.Additional permeneM bracing of coMlnuoaeshi arcing such es plywood sheathing(TCMess braced )and/or drywal(hout thelr (BBC). Y DATE: 11/30/2015 the overall structure Is the respondblity of the balding designer. 3.2e Impact bridging or lateral bredng required where shown•e ii R%Lk 4.No bad should be applied to any component until ante ar el bredand 4.Installation Mims is the respondbllty of the respective contractor. S EQ.: K 15 613 3 3 fasteners are complete and at no time should any beds greeter than 5.Design assumes trusses are to be used Ina nonmonoaive environment. design loads be applied to any component. end are for•sin use.condition'of u . TRANS I D: LINK 5.CompuTrus assumesEXPIRES:12/31/2015 s ne control over end assumes no responsibility for the fit Design assumes uI staring at all wpporie shown.Shim or wedge If fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject t the Imitations set fort by 8.Plates shat be bated on both faces Minns,end placed so their center TPNNTCA In SCSI,apes of wbich wtl be furnished upon request. Anes coincide with Joint anter lines. 9.Digits indicate she of plate in Inches. MITek USA,Inc./ComptTfus Software 7.6.6(1L)-E 10.For basic connector plate design vales ane 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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 BC: 2x4 KDDF N1&BTR SPACED 29.0" O.C. 2-3=(-779) 197 6-7=(-229) 672 3-7= 739 202 WEBS: 2x4 KDDF STAND (- ) 3-9=( -98) 90 7-9=(-194) 115 LOADING 9-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -77/ 610V -97/ 136H 5.50" 0.98 KDDF ( 625) 11'- 6.5" -57/ 989V 0/ OH 5.50" 0.77 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.039" @ 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 4 f ,f ,( Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 S (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 N O d N -medillgiligllIllIllIll O lOR N N I 2 6 7 o M-3x4 M-1.5x3 M-3x4 k .L l 6-02-02 5-04-06 y 1-00 y 11-06-08 y S PR Op Nr r,,,, . , R Qti " w i789200PE r ' JOB NAME : 3413-D POLYGON NW - P2 . ' -. Scale: 0.9181 ..., Y . ter' WARNINGS: GENERAL NOTES, Wen otherwtee noted: �'" Truss: P 2 Balder and erection contrador shouts be advised of a9 General Notes I.This design b based only upon the parameters shown and is for an Individual F� (� ( �f y�`" ( and Warnings before contraction commences. balding component.Applicability of design parameters and proper ya 2.2r4 compression web bracing must be Metalled weer.shown 0. Incorporation of component Is the responsibility Who building designer. 00) 1... 1 4 r 2 r 3.Additional temporary bracing to Insure stability during constoacibn 2.Design satsumas the tap and bottom chords to be laterally braced at T W Is the responsibility of the erector.Additional permanent bracing of 7 o.c,and at 70 o.e.eonh plywood umeea Meed throughout ihelr length by ^/�,;� 'CJ. DATE: 11/30/2015 the eaereN structure Is the respensibN of balding designer. continuous sheathing wen as plywood meambg(T.)andror drywall(BO). 'V/4i.i�j I�� V ty° 3.le Impact badging or lateral bracing required where mown.e5 ,l SEQ.: Ki5 613 3 4 4.No load mould be applied to any oomponed until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads beapplied toany component. and are for"dry cundtilon^ofuee. 5.CompuTnre has no control over and assumes no responsibility for the B.Design mimes MI bearing at ail supports mown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment end Installation of components. necessary.ass '.Design locadated drainage is provided. November 30,2015 e.This design h furnished subject to the limitations furnished sal forth by S.Plates male bated on both lacca of Wu,and placed w their comer TPNWTCA in SCSI,copies of welch MN be M1imished upon request. lines coincide wgh Milt center lines, 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-7988(MIT'S) 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/Cil=1.00 TC: 2x9 KDDF #16BTR 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=1 0) 0 TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 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 KDDF ( 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 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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 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' f f 'f MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 4.00 D M-1.5x3 5 Design conforms to main windforce-resisting 4 -/ system and components and cladding criteria. M 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 ol s-1 I w1 0 rl ti M 1 � -/ I 2 � � - o M-3x4 M-3x4 y 1 l 8-03 0-05-08 y l 1 1-00 8-08-08 � V9 PROfi� , �r: 61 , ��G I N L� R 10� c.' :9200p , JOB NAME : 3413-D POLYGON NW - P3 Scale, 0-5204 ! ' WARNINGS:Builder O. hS e NOTES,I. uMeupotherwise parameters �7 �,,, 1. CC Bufldar and erection conlndor should be advised of al General Notes i.This design k based only upon the paremelero strovm and Is for an Individual `�7 OREGON � "Y✓ Truss: P3 end Wamkgs before constructlon commences. building component.AppllcebiiEy of design parameters and proper [/ h 2.2r4 compression web bracing must be Installed where shown". incorporation of component Is the rosponstbllN of IM building designer. �� "7 e �} "+�"= 3.Additional temporary bracing to Insure stabillly during construction 2.Design assumes ms to and bosom chorda to be laterally braced at Is the responsibilityf the erector.Additional permanent bracing of T o.c.end et 70 a.c.rospeclNaly unless braced throughout their I. by 4Li o continuous sheathing such as plywood sheething(TC)ashlar drywd(BC). "s RIO-. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where M 'FI own•• . SEQ. : K1561331 4.No load should be applied to any component until after all bndngand 5.4. gationo alelrusMe.e�wbilty fthe^e^peccmecoaractor. fasteners an complete and et no Erne should any loads greater menvironment, end Design assumes condition"of use. TRANS I D: LINK designloads be applied to any component. •0•n• tY B.Design assumes BA bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 5.Com Trus Ms no control over end assumes nen responsibility for the /X RES fabrleatkn,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. November 30,2015 8.Tha design k fundshed subject to the limitations set forth by B.Plates shell be located on both faces of truss,end placed so their center TPBWfCA In SCSI,copies of 54,106 MI be furnished upon request. linea comdde with Mint center lines. 9.Digits indicate alae of piste in inches. MiTek USA,IRC./CompuTrus Software 7.6.7(1L)-E t0.For baste 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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, 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 = 42.0 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 —/ ul 1 M-3x4 4 1 l y 1-00 8-08-08 � � Pi 0F'e�S GIN • 89200PE JOB NAME : 3413-D POLYGON NW - P4 Scale: 0.6329 WARNINGS:SUd.rOThird desiNO1gn b, uMeupon the aramete 77 OREGON 4�'. 1.Bulkier and erection comer Mole be advised of al General Notes 1.This design N based Applicability ca upon the parameters shown and Is for an Individual Truss: P4 ask Warnings before construction commence. building component.Applcbllb/of design parameters and proper 2.2t4 compression web bracing mush be installed where shown+, incorporation of component Is the responsibility of the building designer, <0 iT� 1 4 2P� 3. Xbnei temporary bracing to Insure Nal/1111y during construction 2 Design assumes the lop end bottom as bto be laterally braced at Addta`. Is the responsibility of tM erector.Additional permanent bndng of 2 o.c.and al 10 o c respectively unlessncetl throughout their length by DATE: 11/30/2015 the overall structure is the rasponsiblity of the building designer. continuous sheathing such t b plywood air a where s and/or tlryweX(BC). �{ g e 3.za Imp..bdegmg or moral br.drp required where sown.+ eco. 10- DATE: .: K 15 613 3 6 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used b.noncorrosive environment, TRANS I D: LINK design loads be applied to any Component. and are for"dry condition"of use. CompuTrus has no control over and assumes no responsibility for IM b.Dealgn.seams.NII bearing et all supporta shown,Shim or wedge If 5. EXPIRES 12/31/2015 . necessary. fabrication,handling,ishadeshipment and installation ofcomponents. 7.Design assumes adequate denbedrainage i.provided. November 30,2015 6.Thio deelgn is furnished subject to the limitations set forth by e.Protea shag be boated on both face of truss,and placed so their center TPXWfCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center linea MITek USA,Inc./Com uTrus SORware 7.6.7 1 L E 9.Digits Indicate size of plate in Inches. P ( )- 10.For basic connector pale design values see ESR-1371,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/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-135) 92 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 = 92.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -I MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 ) MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 7 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 up in the plane of the truss only. 0 0 rrn o c 0- 0 I M-3x4 l l 1 1 1-00 2-00 3-11-11 \\ VD'PROVIDE FULL BEARI NG;Jts:2,4,3 I ‘�GIN E ' ,22 `- 192OOPE r. JOB NAME : 3413-D POLYGON NW - SJ3 Scale: 0.5345 �j`' Illi WARNINGS:alderGENERAL tin is uMaupon the ee ramete 'I7 OREGON _ J""+. 1.Builder and erection controdor should be advised of al General Notes 7.This design Is based only upon the parameters shown and Is for an individual � ((/ Truss: SJ3 and Warnings before construction commences. bolding component.Applicability of design parameters and proper ,�/ A, 2.2a4 compression web bracing must be installed where shown a. Incorporation of component Is the roaponstbNlty of the building designer. /ieh '7�" s 1'f 3.Additional temporary bracing to insure stability during construction 2.Design eswmsa the lap and bottom chords to he laterally braced at �./ G (y!!. is the responsibility of the erector.Additional permanent bredng of 7 o.c.and at i0 o.c.rcepedNety unless braced throughout their length by { ' continuous sheathbg such es plywood sheething(TC)and/or drywall(BC). �R 11 Va DATE: 11/30/2015 the overeg structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown.. 1-1 .- S EQ.: K 15 613 3 7 4.No bad mould be applied to any component ural after Cl bracing and 4.InstallationIn (Abuse loathe reesponsibigo be styy of the In a respective contractor. lit fasteners are complete and at no time mould any Made greater then and assumesgn condition"of use. TRANS I D: LINK design loads be applied to any component. 8.endDesign areamines full bearing al all auppons Mown.Shim or wedge If EXPIRES: 5.CompuTrus Ms no control over and warms no responsibility ler the necessary. 12/31/2015. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is prodded. November 30,2015 6.This design Is furnished subject to the Ilmgatlons set forth by 8.Plates shall be located en both faces of truss,and placed so their center TPIAMTCA in SCSI,copies of whim Oil be furnished upon request. lines coincide with joint center linea. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./COmpaTrus Software 7.6.6(11)-E 10.For basic connector plate destgn values see ESR-1317.ESR4988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths offsets are indicated. I Failure to Follow Could Cause Property (Drawings rat to Scale) Damage or Personal Injury rim= Dimensions are in ft-in-sixteenths. ink Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0.T/76" 2. Truss bracing must be designed by an engineer.For It wide truss spacing,individual lateral braces themselves Millillt p may require bracing,or alternative Tor I _ O •• p bracing should be considered. 4. MAW O 3. Never excopiesceed tofhe destrussign loadindesigng stohownthe and never O stack Provide materials on inadequately braced trusses. this For 4 x 2 orientation,locate C7'8 co-? c54 O- designer,erection supervisor,property owner and plates 0 "U'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the by text in the bracing section of the 2005/2012 NDS SP approved/new 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, BEARING or less,If no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but c 16.Do not cut or alter truss member or plate without prior �� reaction section indicates joint O 2012 MiTek®All Rights Reservedapproval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN IIIII. d# 18.Use of green or treated lumber may pose unacceptable 1.117.11 environmental,health or performance risks.Consult with Industry Standards: project engineer before use. 1111 ANSI/TPI i: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. ■ BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.01/29/2013