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Specifications (37) S T /G'--C)c S,.L, ..e I ? ' E ,$ i.) �!fy'-+ 77, II 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 7//6 G INFER /c29 87022PE r 0 cv - Aj, OREGON q,AO -Y004/8 ER ^N' ' EX' '`:06/30/ November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER F01 FLOOR 9 1 --.: . - -- Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MTek Industries.Inc.Fri Nov 27 10:5622 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhgl HMTHTkUyEzgd 10.01 ff-10-1411 1-0-0 1 I 1-2-0 11 1-0-2 1 1 1-11-8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5= 4x6= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 11 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 a N ' \ /\i /` \ 2�\ ' \:X \:X 1-4 He 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 114x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5=- 1-1-0 1-1-0 18-6-8 I 21-4-0 1 1-1-0 1 17-5-8 2-9-8 Plate Offsets(X,Y)- f1:Edge,0-1-81,112:0-1-8,Edgel,(13:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0,14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=607/Mechanical,22=475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=1474(LC 6),22=568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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 OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement '\ti ss at the bearings.Building designer must provide for uplift reactions indicated. <0 �CNG)NEF9 /O 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 29 be attached to walls at their outer ends or restrained by other means. 870 2 P E 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). ,CU \ LOAD CASE(S) Standard �'OT OREG N cf, 4� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��O SMS ER ' "` �� Uniform Loads(plf) Q� Vert:22-35=-8,1-21=80 A. HER Concentrated Loads(Ib) Vert:1=1265(F) EXPIRES:06/30/2017 November 30,2015 I I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,notMN a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" u 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/TP11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job ITrtISS Truss Type Qty Ply POLYGON R45996178 - _ PL15-399 UPPER F02 Floor 10 1 - J Job Reference(optional) _ _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5623 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzgc 11-0.0 1 1 1-1-10 II 1-2-0 1 p-7-211 1-2-0 1 1-2-0 ii 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 N / \ e I N1 N -/ \a/ Na/ •\�� \ B / ` 14 30 29 28 27 26 25 24 23 22 21 g 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 13-7-2II 1 19-11 4 I 13-0-2 0.7-0 15-7-s 5-9-2 Plate Offsets(X,Y)- (14:0-1-8,Edge),124:0-1-8,Edgej 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 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=1588/0,4-5=2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=4042/0,10-11=4122/0,11-12=4122/0,12-13=-3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=639/0, 6-27=0/513,8-27=-367/0,12-24=662/7,18-20=1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,-...N ,,‘"..7 4GNoRc.Ysem° 'rte 87022PE t. yr N iN 7 5. 0Aj, OREG N ti9 O<VV 9O `',y1ER �1 .7 �s A- HEY` EXPIRES:06/30/2017 November 30,2015 t i AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MT Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not th a truss system.Before use, e bulding designer must verify the appricabi ity of design parameters and property incorporate this design into the overall A building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually Criteria,DSI-89 and SCSI Binding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996179 PL15-399_UPPER F03 Floor 2 1 _ _ .. - Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fd Nov 2710:5625 2015 Page 1 I ID:zs2ygYHMYIB Z1p9y12t1yAg??JgZ8Aoawwvh45eWFgTlrtR8Td5zquxY)2RW7KpyEzqa ' 1 1-10-8 1n,.,f1.Id1-11 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-3-12 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 56 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2i 9. I - ....0 - I..r -Ir -Nr 1,7,, = . ,, _ ....... .m ..7..., 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 1?-5-1i 1 19-7-0 I 22-4-12 I 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- 112:0-1-8,Edge),113:0-1-8,Edge),135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 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 Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0-oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=775/0-2-4,23=1496/0-5-8 Max Uplift22-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=258/0,6-7=1060/0,7-8=1060/0, 8-9=1486/0,9-10=1486/0,10-11=1563/0,11-12=1563/0,12-13=1269/0, 13-14=739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=749/0 WEBS 2-34=1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6.32=629/0,4-32=0/771,4-33=913/0,2-33=0/1007,15-24=737/0, 15-25=0/576,13-25=756/0,20-22=0/956,20-23=1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���0 PR ORIS 3)Refer to girder(s)for truss to truss connections. .o 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �r\� �NGjN�Fi9 /O2 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 9' 6)CAUTION,Do not erect truss backwards. / N y fi � "oi, OREGON rye OU < 'per,EMBER '\1 �s A. He?, EXPIRES:06/30/2017 November 30,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE w Design valid to use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITe:k' 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,derruery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399 UPPER F04 FLOOR 3 1 Jo Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon _. 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:5626 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 12t1 yAg??-nO7WO8aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 1 1 1-5-6 I 2-0-0 1 11-2-0 I 111-7 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6 FP= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e No / -7- 1:4 a _ e 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4=- I I 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edge),117:0-1-8,Edgel,(23:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress 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 Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=1993/0, 8-9=2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=-1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=-553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=1567/0,13-15=-1276/0,13-16=0/866,10-16=427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. D PROFFss ���5 vNGINEFR i0* 87022P- r' • i AI>, R GON e At,, AP C' MBER OS A. He'i; EXPIRES:06/30/2017 November 30,2015 4 it A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 1 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the bulging 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 MiTeke is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996181 PL15-399 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ak Industries,Inc.Fri Nov 27 10:5627 2015 Page 1 ID:zs2ygYHMY1t1 Z1p9y12tlyAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzqY 1 1-0-0 1 D^1/1 1�-1 1:--7-'2-11 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 d Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 306 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 e +`\ E. +`\ o_ \ o - e - , a °- a_ a`\ o e_ la e. PPe 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= 15.614 I 14-4-14 11-11-1 1 21-4-0 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge],127:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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=1712/0,3-4=-1712/0,4-5=-3036/0,5-6=3036/0,6-7=3981/0,7-8=-3981/0, 8-9=4547/0,9-10=4547/0,10-11=4727/0,11-12=4727/0,12-13=4554/0, 13-14=-4554/0,14-15=4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=885/0,21-23=1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be `���D P R oFe. attached to walls at their outer ends or restrained by other means. �\CO NG1 NE . S. 2 �� 87022PE 9r, 61.4614.1° y �A?, OREGO qc, O1H 9O AMBER \1 SSA. HE % EXPIRES:06/30/2017 November 30,2015 4 a a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not 1111111• a truss system.Before use,the building designer must verify the applcabi9ity 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/7I1 Qua6Iy Criteria.DS6-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiatds,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 ��- - 7830 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5629 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n1 H 18ciLmglUJz2ULTayEzgW 1 1-10-8 I ')-10-141 1 1-0-0 1 I 1-740 111-0-2 I 1 1-3-8 1 1-8.0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 " �_/'- e / N / \ / N / NX_ N ,/�N /�N 1" B e o e • e e e o' e N 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4= 3x5 = 14-0-14 1 2-1-8 I 12-10-14 1t57-11 1 19-7-0 I 22-7-8 I 2-1-8 10-9-6 7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- 112:0-1-8,Edgel,113:0-1-8,Edge),135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl 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.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=776/0-2-10,23=1453/0-5-8 Max UpIift22=523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=1570/0,12-13=1278/0, 13-14=-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=1683/0,32-33=-303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=-7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=1036/0,6-30=0/504,6-32=631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ,,,o P R()Fe 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �'��G GI Nr; 67n 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� 'l_ FR O be attached to walls at their outer ends or restrained by other means. "9 5)CAUTION,Do not erect truss backwards. 870 2 P E 7 N />cv �'0j, OR EGO d <U '9On�'t48ER �� v.. S A- HE?' EXPIRES:06/30/2017 November 30,2015 1 I Ia A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE(REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building 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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Meek* is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSI-89 and BCSI 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 R45996183 PL15-399_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., -- tleaverton,Oregon - 7.530 s Jul 11 2014.MTek Industries Inc.Fri s;uv 27 10:56:31 2015 Page 1 ID:zs2ygYHMYItI_Z1p9y12t1yAg??-8_wPRrehVISDpZzOAj8FbiNRg1M GlmfbOMzSYSyEzgU 10-10-0 1 W,51 1 1-2-0 I P-7-101•0-9-D 11)-g-°I I o-ao I o-aD I I o-s-D 10.9-D 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 / \ /\ /\ � /\ /\ \ /\ /\ / \ 12 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 18-9-141 1 20-2-0 I 13-2-14 7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),(18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress 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 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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=4177/0,11-12e4177/0,12-13=-4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=483/0,8-35=0/383,10-05=277/0,24-26=1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,1432=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. ���(} P R OFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. r"\ GINE cc'/ 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 �\ (GN FR Q2 be attached to walls at their outer ends or restrained by other means. (V 4c 87022PE r (!1 rcv N - �-0>, OREG•N c)dA 9O FM8ER 1,� r �U O1/43 0 ' A. HE EXPIRES:06/30/2017 November 30,2015 1 I a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB.7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MireSO connectors.This design is based only upon parameters shown,and is for an individual building component,not - " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Qualify Crieria,DS8-89 and BCSI Building Component 7777 Greenback Lane Safety Informalon available horn Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 11 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399 UPPER FOB Floor 1 1 _:4,. _, _ Job Reference(optional) Pacific Lumber 8 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??-cAUneBfJG3a4RjYbkRfUfwwfSWMS16HIfOi?4vyEigT 1-10'8 I o-1^11-0.0 I 1 1-2-0 I 11-0-2 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 oN o- o e J.- e n e e e 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 1_5-1 1 19-7-0 I 22-4-11 I 2-1-8 10-9-6 6-7-06-7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edge),113:0-1-8,Edgel,[35:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0.5-8 Max Uplift22=581(LC 6),35=_837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (lb)-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=1686/0,2-05=0/1839,12-28=6/487,8-00=360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=913/0,2-33=0/1007,15-24=737/0, 15-25=0/576,13-25=756/0,20-22=0/959,20-23=1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��0) PR aFFS 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 �'� NG(NEF s�0 be attached to walls at their outer ends or restrained by other means. ��� R 4)CAUTION,Do not erect truss backwards. -9 87022PE r cv y �'0J, OREGO ti�owH 'AC AMBER '\1 OSA HES EXPIRES:06/30/2017 November 30,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. N. Design valid for use only with M7ear connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bufding 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/TP11 Quay Criteria,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. Suras HeiOhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15-399 UPPER F09 Floor 1 1 Job Reference fMionap Pacr°r Lumber 3 TNSS Ce-, - Beaverton,Oregon - - 7.530 s Jul 11 2013}A TekkInn dustries Ine Fri Nov 27 10:58:34 2015 Page 1 ID:zs2ygYHMYItl Z1p9y12tlyAg??-YZcY3thaoggoglizsshykL?ykjzsV6H26KB69nyEzgR 10.10-0 1i 1 1-2.0 1.7-101 10-9.0 10-9-0 1 10-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.8 3x4= ' 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 B _, e eo_ o e o �_a i• e e • a_ �, n _, e ` / \ /\ /-Th.\ /\ /\ /\ /\ / \ /\ .� \ / \ I. � e e e e e ee - o- e_ - 4o 39 38 37 36 35 34 33 32 31 30 29 28 27 lY26 ^ 3x4= 4x5= 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 111-0-121 1 20-4-13 1 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge],(18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=-1397/0,4-5=-2518/0,5-6=2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=4267/0,11-12=4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=4116/0,15-16=4116/0,16-17=-4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,3839=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. 1,0� PR OFF 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� r5' be attached to walls at their outer ends or restrained by other means. (.5 �NG)NE -7 `r/�j 2 87022PE vv." / ...4 ‘. ...(31 SAT OREGON ti� 4H OS A. HE*‘. EXPIRES:06/30/2017 November 30,2015 1 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIL7173 rev.10/02/2015 BEFORE USE. 111 I Design valid for use only with MReke connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,derrvery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality CrHeria,DS6-89 and 6CSI Building Component Safety Information 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 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. 11404. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 0.T/16" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I EL: bracing should be considered. O oc I � Q 11‘11111111 0 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e c•7 cs 6 designer,erection supervisor,property owner and plates 0-'n/' 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 4 X 4 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-131 1,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. 1: 11.Plate type,size,orientation and location dimensions L�►TERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ,i Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is Installed,unless otherwise noted. established by others. v.... 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior reaction section indicates joint ©2012 MiTek®All Rights Reserved 1111111 approval of an engineer. number where bearings occur. 17.Install and load vertically unless Indicated otherwise. ® Min size shown is for crushing only. � y 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTebre 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 Mii MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PR 0f GINE it? /Q 89782E 9f P 'Zi Y,/,OREGON ti� t'A U L 812016 .. November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #10ETR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC ONIF LI.) 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. •a For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads f +320 4320 f in the plane of the truss only. 12 12 6.00 '" M-4x6 M-6x6 d 6.00 400001 rn0 4111121 m o 0 1 1.• 5 6 •• 4 I C1 M-3x5 M-3x4 M-1.5x3 M-3x5 0 y y y l 5-08-08 3-10-12 5-06-12 y 15-02 `Co t\G N ,4`�`S/ Hca ?fie �` 89782PE r JOB NAME : 3413-B POLYGON NW - AlSale: 0.4009 ., . `• Mi► WARNINGS: GENERAL NOTES, unless otherwise noted. �+�".�1 (+gyp /''r/'y l�� 10 1.Bolder end erection contrador should be advised of el General Notes 1.This design le Weed only upon the parameters shown end Is for en Individual 7 OREGON V (fie. Truss: Al end Warnings before construction commences. building component.Applicability of design peremetera and proper rZ, 2.Trac"mpreelonweb Waging must be Installed whereehown+, mprpor.nonorpmponentlethe rowwnstbliryorthe bauamga.stgner. 11 e/Alii y A6 3.Addlbnel emporery bracing to Insure stability during construction 2 Destgn assumes the top and b"ri"m chords to be laterally braced at -4 Ie the responsibility of the erector.Addlbnel M leering of T o.c and at 10 4.e,respectively unless braced throughout their length by V. permanent continuous sheathing such as plywood eheething(TC)and/or drywel(BC). PI1 III R� DATE: 11/30/2015 the overal structure Is the responsibility of the balding designer. 3.be Impel bddgbg or lateral bracing required where shown++ V 1.. SEQ.: K1561174 4.No load Should be applied to any component antiafter elbracing and 4.atanationofwsssIs�the s..spootibabefthoespoctroecontrctorm.nt. fasteners are complete and et no arum should any bads Broder man and ere fgn ssumes or Mty condition"of use. T RAN S I D• LINK design loads be applied to any component. 8.Design assumes full bearing at al euppons shown.Shim or wedge If EXPIRES: 12/3112016 " R Come ro Trus hes no control over and assumes no ePop IMI ler the fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is prodded. November 30,2015 8.Tile design Is Nmlehed eubJed to the limitations eel forth by 8.Plates shall be!opted on both feces of was,and plecod so thele center TPUWICA In SCSI,copies of which oil be Nmlehed upon request. Inas coincide with Joint center lines. 9.Digits Indicate.Se of plate in Inoses. MITek USA,Inc./CornpuTrUS Software 7.6.6(1L)-E 1o.For basic connector plate design velum.see ENR-1311,ESR-1986(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/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x4 KDDF #l4BTR SPACED 29.0" O.C. 2-3=(-774) 153 4-3=(-47) 587 WEBS: 2x9 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) se For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 9'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 19'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2l.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 7-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T 1 load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 IIM-9x9 'S:16.00 in the plane of the truss only. 4.0" 1411111110104444444444444444400, 1.1 r1 o M 1,. 9 ee 3 c, M-3x4 M-1.5x3 M-3x4 0 b l l 7-07 7-07 l 15-02 )• W9 PPope .� 4GINEER rp • 2 �" 89782PE �I- JOB NAME : 3413-B POLYGON NW - A2 , �-! -..r' • • Scale: 0.4009 WARNINGS: GENERAL NOTES, unless otherwise noted OREGONt� Truss: A2 1.Builder and erection contractor should be advised of eq General Notes 1.This design Is basad only upon the parameters Mown and Is for an Individual ''s and wernings before construction commences. building component Applicebi8ly of design parameters and proper U 2.2s4 wmpreewn web bracing must be Installed where shown+. incorporation or component IW the rasponstbglty or the bonding designer. ,,,4 �A� 15 �i V�. 3.Addttlonal temporary bracing to Instability during during miruclbn 2 Design assumes the top and bottom chords to be laterally braced at T Is the responsibility of IM erector.Adtlpbnel permanent bracing of 2'o.c.end at 10 o e respectively unless broad throughout their length by DATE: 11/30/2015 the overall structure is the responsibgl f the boldin designer. continuous Wreathing such es plywood sheathing(TC)and/or drywall(BC). ib yt U L ��� ry o e e 3.2 r Impact bridging or lateral bracing required where mown++ }i SEQ.: K 15 6117 5 4.No mad mould be applied to any component until after al bracing end 4.Installation of was la the aeponaagty or the respective contractor. fasteners are oompiete end at no time should any mads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are for'dry condition"of use. 5.CempoTnn Me no control over end assumes no responsibility for the e.0 slBn=seam..h41 bearing at eq supports mowwy Shim or wedge If EXPIRES: 12/31/2016 fabrication,hsndlhq,shipment and installation of components. 7.oesgn resumes adequate drainage is provided. November 30,2015 S.This design Is furnished eubject to the Ilmdedons set forth by 8.Plates shall be located on both faces of tons,and plead so their center TPI/WTCA in BC51,copies of which will be furnished upon request. gas coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6)1L)-E 19.For basic connector plate design values see ENR-1311.ESR-1998(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 ROOF #1&BTR SPACED 29.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x9 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 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) 0'- 0.0" -196/ 818V -57/ 194H 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND SOC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.041" @ 4'- 0.0" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 I 1 .f 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. ol 6.00 p M-1.5x3 d -.' Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 01110 / . AIIIdll:illIllIllikhn Mll (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir),d loa duration End vertical(s)aare rexposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 /"1 O 0 o o l i•-•=141 5 6 I o M-3x4 M-3x8 M-4x8 y ,. +1210# +637# , 4-00 4-00 y 8-00 l �.. EO PRQ/Fs �,0 , NGIN4-,,,, �p9 8"782PE <' JOB NAME : 3413-B POLYGON NW - AGIRD Scale: 0.9610r." a• Q" 1 , -... WARNINGS: GENERAL NOTES, uNeesotherwbs noted 4+"' (�['� /'%4/�(�� 1.Budder and(median contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and h for an Individual i' -OREGON N ham' Truss: AGIRD and Miming*before conam<tioncommence builingcomponets.Applicability ofdesign penmetersand proper -/// rt9, 2.244 compression web bradng must be installed where shown+. IncorNr porstion of component is Me responsibility of the building designer. +'� -.tiny.: A'$ 3.Additional temporary bracing to Insure stenlly daring oonstr Non z.Design.((cense the lop and bottom chats.to b.laterally bn<ea.t h me responsibility of me hada,Additional permanent bracing of c ntinuou nd et eathing such as ppllyyunless oodsheathing(TC)ced throughout dry length by JA t �V DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.D Impact bridging or lateral bating raquhed where shown•+ A U 4' \ 4.No bad Medd be applied to any component until after all brsdng end 4.Installation of trues is the responsibility of the respective contactor. S EQ.: K 15 6117 6fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads los applied to any component. and ems for"dry condition"of use. TRANS ID: LINK 5.CompuTmehasnocontroloverandassumesnoresponsibtlyfortho B.OeeNceg eewmesfull beanngalalwpportsshown.Shim orwedge if EXPIRES: 12/31/2016 ry q fabrication,handling,shipment and,.Installation of components. 7.Design assumes adequate damage Is provided. November 30,201 5 8.This design Is furnished subject b the limitations set forth by 8.Plates shall be located on both feces of trues,and placed so their center TP WeTCA In SCSI,wpbs or which will be furnished upon request. linea coincide with joint center lines. 9.Digits indicate she of piste In inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E I a.For basic connector plate design value.see ESR-1311,ESR-1980(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/C 1.00 TC: 204 KDDF S1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4= g BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-42) 40 (0) 0 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" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 8BV 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -! BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 4' f MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 I .-1 M OIt � O PA 0 1 2 �, -/ M-3x4 i ,1 y 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ��Rcp P R p Ft) c;\ . ,, NE R �p2 `, 89782PE r JOB NAME : 3413-B POLYGON NW - AJ1 . Scale: 0.6771 V MI,( .. WARNINGS: GENERAL NOTES, whs.oMarwlsenoted -! ORE40 GON Truss: AJ 1 1.Wilder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters Mown and is bran individual N. and Warnings before construction commences. building component.Applicability of design parameters and proper ' 4,/ l'' 2.2a4 compression web brodng must be Installed where Mown+. Incorporation of component b the responsibility of the building designer. ,,ae �+ yar` 3.Additional temporary bracing to insure eteBEy during construction 2.Design assumes IM lop end bottom chords to be lateraiN braced at T� ��* J ` Is the responsibility of the erector.Additional permanent bracing of T a.c ens at 10 sc.respectivelyph unless braced throughout malt length by DATE: 11/30/2015 the overall structure I.the responsibility tthe newel continuous sheathing such as*wood shsathiog(TC)and/or drywaNBC). r" + o re designer. 3.to Impact bridging or lateral bradng required where shown++ • /�...IJ�,. SEQ.: K1561177 4.Na bed should be applied to any component untlafterall Mdngand 4.Instalationoftruss lethe responsibility ofthe respective contractor. fasteners are compete and at no time should any loads greater than 5.Deden assumes Susses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'So condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 8 Design assumes I81 bearing et ail supports shown.Shim or wedge If EXPIRES: 12/31/2016. labrloalbn,handling,shipment end metalYtbn of components. T.Design ssumes adequate drainage is praaded. November 30,2015 8.This design Is furnished subject to the limitations set forth by B.Plates shall be orated on both faces of trues,and placed so their center TPIMtICA In SCSI,copies of which MI be furnished upon request. Ines coincide wtth Joint center lines. 1 L MITek USA,Inc./Com Trus Software 7.6.6 E 9.Digits Indicate size of plate In Inches. ( )- 10.For basic connector plate design values see ESR-7371,ESR-1388(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/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 99 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" -50/ 346V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/290, 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 TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" ,l f MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HO RI Z. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -,I Wind: 140 mph, h=20.2ft, 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. 0 N m 0 I Pli x8 10 M-3x4 l l l 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I ,,4%Q PROFS ,,r'3 NG1NE� c b 89782PE <' JOB NAME : 3413-B POLYGON NW - AJ2 • Scale: 0.6196 ,-of / /' •. WARNINGS: GENERAL NOTES, unless othenvlse noted: C.'" /1/�yK �1 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and la far en individual 77 OREGON V O Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4te ��. 2.D 4 compression web bradng must be Installed where shown o. incorporation of component b the responsibility of the building designer. ✓g A�`y v AS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap ala bottom shores to a laterals brecsd at fl i ‘`,4 4 h the rosponslbltiy of the erodor.Addltlonsl permanent bracing o! T c.a.and a11tl o.c.reepectNaly unless braced throughout their length by `a7 continuous sixatigng such as plywood sheathing(TC)and/or drywal(BC). ir pA t i t DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where Mown•• V L SEQ.: K 15 6117 8 4.No load should be applied to any component anti after al bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses era to be used In a non-corrosive environment, TRANS ID: LINK dation loaabeeppliedtoanycomponent andan:r"dryconditioniogress. wedge 5.CompuTrushas nocontrol over and assumes noroaponsibpgyfor the 8.Desi esumoeIllb..dn tales de Mown.smmarno R EXPIRES: 12/31/2016 sears. fabrbatbn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design Is Nmished subject to the limitations set fodh by 8.Plates shall be located on both faces of trues,and placed so their tinter TPNNICA in SCSI,copies of which x18 be fumlehed upon request. S.IncDigits coincide siaefiry of plate In miter lines. MITek USA.Inc.ICompuTrUe Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR•1311,ESR-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/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2= 2-4-(0)( ) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-97) 68 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 BORZ 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" -57/ 402V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 ` MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 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 m 1 v IA o I 1 2 11111-=81_11 4�8 o M-3x4 y ci y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,9,3 I �?r .O P(.'3 Q1 t. ANG I N E- . /0 ti ` 89782PE 9r JOB NAME : 3413-B POLYGON NW - AJ3 • .r • Scale: 0.5762 '9 -_-.... WARNINGS: GENERAL NOTES, udess omerwSe noted: VI... Truss AJ3 1.Balder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is br an Individual •'7 OREGON ry'_/ and Warnings before construction commences. balding component.Applbablllty of design parameters and proper , 2 2e4 compression web bradng must be Installed where shown+. Incorporollon of component Is the reeponstbllly of the balding designer, 3 AdtlHional tem stability during 2.De.gn assumes the top and bottom chords to be laterally braced at 'V\�`4Ay At !� • temporary bracing to Insure stabil tlWn 2 0.0.and at IC/ea c.c.respectively unless bread throughout their length by 'e✓ Is me reed C/nolltty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). w Q` DATE: 11/30/2015 the overall stmcture Is the responsibility of the building designer. 3.2s Impact bridging or lateral bredng required where shown++ /G� `` SEQ.: El5 6117 9 4.No bad should be applied to any component until alter all bracing and 4.Inetalation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes tomes are to be used Ina noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication. a � shipment tienafmpanena. 7.Design s: umaadequatedrainageisprodded. November 30,2015 e.This design le Nmiehed subject to the limitations set forth by e.Plates mal be located on both tapes of truss,end placed so their center TPVWTCA In BCSI,copes of which will be furnished upon request. Ines coincide with joint center lines. MRek USA.Inc./Com uTrua Software 1 L 7.6.6 9.Digits indicate alae of pate In Inches. p ( )-E 10.For basic connector pate design values see ESR-1311,ESR-1933(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 #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" S.C. 2-3=(-116) 93 3-9=( -70) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF EL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 ;ODE ( 625) LL = 25 PSE Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 ROOF ( 625) 5'- 11.2" -192/ 352V 0/ OH 1.50" 0.95 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = 0.091" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 I:7' MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria.0Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. oI M O C I 1 �� O M-3x9 J, 1-0o y 6-00 y 1-05-15 y O P R OFk, 'PROVIDE FULL BEARING;Jts:2,5,3,9 ������ IN � 4. 89782PE <' JOB NAME : 3413-B POLYGON NW - AJ4 . .� • Scale: 0.5937 WARNINGS: GENERAL NOTES, unless otherwise noted: v p /a/+�(�� 1,Balder end erection contractor should be advised of all General Notes 1.This design Is baud only upon the parameters shown and is loran Individual 17�•OREGON (^� N. Truss: AJ4 and Warnings before contraction commence. building component.Apploebllly of design parameters and proper "v6, 1, ¢Q • 2.2x4 compression web brodng must be healed where arrow"c. incorporation of component Is the responsibility of the building designer. +e9' ,4 L'y y A f) `a 3.Additional temporary bracing to Inure Midrib during canstrudbn Z.Design aawmee the top and bottom chords to be laterally braced at �T t�(y' is the roepanstbillly of the erector.Additional pant bracing of 2'rete end et 10 hits respectively unlace braced throughout their length by V Penes continuous sheathing such es plywood sheat where andror drywall(BC). ir T w Li i Ts DATE: 11/30/2015 IM overall structure ie the responsibility of IM balding designer. 3.2s Impact bridging or lateral bradng required where shown.0 a•• 4.No bad should be rippled to any component WA after all bracing 4.Installation of trues Is the roeponAblAty of the respective contractor. SEQ.: K 15 6118 0 fasteners are complete and at no time should any bade greater than 5.Design assumes truss.s aro to be used in a non.00rreal.e environment. end are for"dry condition" TRANS ID: LINK design loads be epplled to any component. ll of use. e 5.CumpuTrus hes no control over end assumes no responsibility ler the 8.Deign mums IWbearing al all supports shown.Snim or wedge If EXP(RES: 12/3112018. moirmg. fabrication,haraling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. November 30,201 5 8.This design Is furnished eubJed to the limitations set fodh by 8.Plates shell be boded on both feces of hues,and placed se their center TPIWTCA In BCSI,copes of which will be furnished upon request. N.lines indicate she joint center lines of plate MITek USA,Inc./CompuTrue Software 7.6.6(1L)-E 10.For basic connector plate design vols see ESR-1711,ESR-1888(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=1-1007) 5209 3-10=1 -61) 465 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. BC: 2x6 KDDF #168TH 2- 3=(-5997) 1190 10-11=(-1319) 6874 10- 9=1 -231) 1493 3- 4=(-6056) 1207 11-12=(-1098) 5996 10- 5=(-1830) 393 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-5910) 1106 12-13=(-1098) 5946 5-11=1 -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1924 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-4412) 831 6-13=1-2519) 548 _____ 8- 9=(-4995) 895 7-13=1 -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.90 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1940.0 LBS @ 12'- 9.0" 27'- 6.0" -912/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 ** Fox hanger specs. - See approved plans 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 = 0.168" @ 12'- 5.6" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-11-11 11-06-10 7-11-11 Trussduration designedffor owind6loads f I in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T f +598# T T T T T 12 M-5x12 12 6.00 p M-3x6 M-4x10 M-4x10 Q 6.00 9 5 6 VNM T2 !� M-1.5x3N\ M-1.5x3 -[ F rn o 100e''‘. / pfy _._ o- �(� of 1 10 11 'f 12 13 ~,,, -Yd' 2 **9 0 M-4x10 M-3x10 1 o M-4x10 M-3x10 0.25" 0 M16HS-7x19(S) M-1.5x3 y l 1990# i l y VD PROP .7 �5 -04-12 5-01 2-08-09 4-11-04 -09-12 y \5 ��yGIN EE. f© ) l 1-00 27-06 C., 4ti 17 4t :9782PE r" JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2294 IrWARNINGS: GENERAL NOTES, unless olherwiw noted: Truss: B 1 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters Moven and Is for an Individual 174.,OREGON RE GO N2"�43 and Warnings before conWuction commences. building component Applkablgty of design parameters and proper 1J 2.Del compression web bracing must be Installed where shown*, Incorporathn of component is the responsibility of the building designer. 1109 �� � 3.Additional temporary bracing to Insure debility during construction 2.Design lO the top and bosom chortle to be laterally braced at Is the reepanslbllly of the erector.Additional permanent bracing of T ex.end at ea o.c respectively unless braced throughout their length by �r `, DATE: 11/30/2015 the overel structure lathe responsibility continuous sheathing such es.dr,g required aheething(TC)and/or tlrywail(BC) `, /� �1�v sponsibility of the building designer, 3.2a Impact bridging or lateral bracing required where Mown t-* r-AUL SEQ.: K 15 6118 2 4.No load should be applied to any component until alter all bracing and 4.InstaNatlon of buss Is the rosponelbEty of IM raapeciNe contractor, fasteners are complete and at no time should any bads Seater than 8.Design eeeumee trusses are to be used Ina nonconoive environment, TRANS ID: LINK design load.be applied to any component, end are far"dry condition"of use. y[] 6.CompuTrue hes no control over and assumes no responsibility for the 8.Desi.n..euma.full bearing et.1 euppada strewn.shim or wedge if EXPIRES: 12/31/2016. fabrication,handling,shipment and InstNetlon of components. 7.Desigyry' d. 8.This design Is furnished subject to the limitation set forth by B,Platesn nshal be coatedassumes auate on both facesdrainageio trruvsseand placed so their canter November 30,2015 TPI/N?CA In BCSI,copies of which MN be furnished upon request. Inas coincide with Johl center lines. MI7ek USA,Inc.yCompuTrus Software 7.6.6(11}E10. Digits Indicate ata al pate In Inches. 10.For beelo connector plate design values see ESR-t311,ESR-IMS(MI7ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1254 4-7=(-1984) 446 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 204 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 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" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) B'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" ** For hanger specs. - lee approved plans 6-02-11 1-09-05 f f Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, M-4x6 Truss designed for wind loads 3 M-3x5 in the plane of the truss only. CD�l raioogoo4 4 � M-3x6 ce o @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. rnso Ilidlicl11111.11.AC1112 "IO C 0 1 y� 5 6 I o M-3x4 M-3x4 M-7x8 M-3x8 ,1 *12106 +6376 , ♦2330# , 3-00 2-09-12 2-02-04 y8 00 y ���c O PRO/Fes `',.. GINE�r , 0 " 8"782PE r- JOB NAME : 3413-B POLYGON NW - BGIRD ®/ _ Scale: 0.4649 ' a' I.Sad.,WARNINGSn OThislde nNOTES,:aunlassotherwise parameters �v' 7'OREGON„ s"' I.Bander and erection contactor should be advised of an General Notes 1.This design:abased only upon the parsmebn shown and is for en individual -r� V f1 l.�V'V VA eSpe Truss: BGIRD and Warnings before consiruct0n commences. building component.Applicability Si design parameters and proper `'3 A bo4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility or the building de.lgnar. "T al R Y 15 3.Additional temporary bracing to Insure stability during construction 2 Design assumes ms top and bottom Mord.to be laleralty Macad at -{ Is the reaponslbllily of the erector.Additional permanent bracing of 7 o.c.end at 70 o.c.sosh p9ely unless braced throughout mein length by '`l continuous Meaming such ss plywood sheath ing(TC)endlor drywall(BC). AO Li L T s� DATE: 11/30/2015 the overall structure N the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where Morn++ I e SEQ.: K 15 6118 3 4.No load should be applied to any component anti eller an bredng and 4.Installation of Wen is the respondbinty of the respective contractor. fasteners are complete end et no time should any loads greater than 5.Design assumes true..•are to be used in a nenconodve environment, TRANS ID' LINK design loads be applied to erg component. andare for"dry condition"of uta. 5.CompuTrueMtnocontrol over and assumes noresponsibility forMa 6.De sty 841b°'d^°•"''"�°"'shown.5h1morvntlpeIi EXPIRES: 12/31/2018 tory. fobricstion,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the Ilmtetione set forth by s.plates shall be looted on both faces of trues,and placed o their center TPWJTCA In SCSI,copies of which villi be furnished upon request. 9.Ines Dress siedddindicawith tteI hjoint ioplate Ie`lines. MITek USA,Ino./CompuTrue Software 7.6.6(1L)-E 10.For basic connector plate design value we ESR-1311,ESR-toss(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 g1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-4=(0) 0 BC: 2x4 HOOF 81&BTR SPACED 24.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. DON. LOADING I BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I 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" -74/ 298V -4/ 36H 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" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 p 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6r End vertical(.) are exposed to wind, r,.t Truss designed for wind loads o in the plane of the truss only. 2 I o n'I I O o E 1 o O / 1 // M-3x4 l 1-00 1-00 ' ,<<.• P QFes (PROVIDE FULL BEARING;Jts:2,9,4 IirA„� >�4,Q1'1Y F„ `"� I�- 8®782PE mac' JOB NAME : 3413-B POLYGON NW - BJI0Ve Scale: 1.1073 - +•/rr7 WARNINGS: GENERAL NOTES, uMeupontheparnnee rmete 177 OREGON 1.Budder and erection coMndor should be advised of el General Nates 7.This design b based only upon the parameters Mown and b for en individualhs1� Truss: BJ and Warnings before condnadlon commences. bolding component.Applicability of design parameters and proper 'I ltt('���d 2.2a4 conpreeaon web bracing mud be installed where shown+. Incorporation of component Is the respondbdlty of the building designer. ,ay�. V/d`�: r � � 3.Additional temporary bracing to Insure WdINy doing anWudlon 2.Desig,assumes the top and boHom an for to be Merely brewed at 77 ''ll N :7 N the responsibility of the erector.Additional permanent boning of Y sc.and at 10'uses respectively unless braced throughout their length by ` DATE: 11/30/2015 the mend structure Is the responsibility of the budding designer, continuous sheathing such b.dng ratplywood uired Where a and,+r dryw.g(BC). �A,U ty 3.In Impact bridging or lateral bndng required Moven++ SEQ.: K 15 6118 4 4.Na load Mould be applied to any component until after all bracing and 4.Installation of inns 1s the responsibility of the respective antrador. fasteners era complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used In a non-conceive environment, TRANS I D: LINK design loads be applied to eny component. end ere for"dry condition.of use. 5.Compuirus has no control over and assumes no responsibility for lM 8.Design..sumo.lull bearing.t all supports Maven.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handlInp,shipment ant installation of components. neawry. 7.DPlates axumes adequateobothdrainage to provided. November 30,2015 6.fab Mag,is furnished pment to the Iimltion co forth by 5.Peter s ellsee be bated an both feces of trues,d.end placed so(heir anter TPI,WTCA In SCSI,copes or which will be furnished upon request. linea akdds with joint anter lines. 9.Digits Indlate size of plate In inches. MITek USA,Ina./CompuTrus Software 7.6.7(1L)-E In.For bade connector plate design values see ESR-7311,ESR-1958(Weld This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF 1,11&BTR T2 2- 3=(-12816) 3050 15-16=(-2302) 9729 3-16=(-1936) 366 22-12=( -92) 390 BC: 2x9 KDDF #1&BTR LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=) -622) 82 2x4 DF 2900F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 39'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 904 17- 5=) -330) 2139 2x9 KDDF#1&BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+01( 50.0)= 50.0 PLF 0'- 0.0" TO 39'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"00. UON. e-10=( -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"01. UON. TC CONC LL( 966.7)+11( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 966.7)001( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1239 ___= 11-12=( -6882) 1862 20- 8=( -724) 422 NOTE: 2x9 BRACING AT 29"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6899) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 0) 50 21-10=( -196) 942 ________ _ ___________ 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN _,.. nails staggered at: 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ` . , 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. \M\/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL =-0.001" @ -1'- 0.0" Allowed= 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed= 1.654" ♦7, MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed= 2.206" 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed= 0.100" 2-09 -09-121 0-0105 2-08-08f--i"3-04-02 f 4-05=08 MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed= 0.133" i' f ' 1 '-f ' 1 '1 1 'f I MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" T -M-4x4+ +597.30# M-3x8 1 +597.30# 12 12 Design conforms to main windforce-resisting 6.00 M-3X6 Q 6.00 system and components and cladding criteria. M-5x6+ M-5x6+ �/�`M-3x6 6 Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x10M-5x6 load duration factor=l.6, Truss designed for wind loads M18HS-5X16 5 1 in the plane of the truss only. M-3x9 �J1W - - - 4 M-1.5x3 ///` M-2.5x4 or equal at non-structural diagonal inlets. hhp, rO M-3x83- 4000000000, B M-4x10 _ `.M a c ,F- l_j o 15 16 17 r 19 - -' , o /- M-3x9 M-3x8 0 18 20 7"1 22 ��4 0 I IM-1.5x3 M-3x10. 0.25 M-3x8 M-3x8 to 0 M-7x10 ('y pp 43.75 M-5x8(S) o? PR()Fes 112 1 1 1 y 1 1 1 y C 1 y 05-0812-09-12 2-11-08 5-02 1 4-11-08 3-07-10 3-09-06 8-02-12 1 1 �`� - `��NF4C`9 0 k 0-05-08 10-09-08 20-09 y 00 (� ®ri"7A�'11P fir"' 1-00 34-00 1-00 • 7 7 OG JOB NAME : 3413-B POLYGON NW - Cl 'ti . ..rilNI Scale: 0.1978 ��yy ti ry WARNINGS: GENERAL NOTE8, unless otherwise noted: S 1;le EGON�y}as '"" 1.Builder and eredbn coMredor should be advised stat General Notes 1.This design is based only upon the parameters shown and is for en Individual .A� /l V Truss: Cl and Warnings before conatrudlon commences. building component.Appteablllty of design parameters end proper 77 "77 2.2x4 compression web bracing must be Instated where shown.. Incorparetbn of component la the reaponstbllly of the bulding tlaelgner, V 3.Additions'temporary bracing to Insure stability during eonetrudbn 2 Design mums ms lop end bosom drams to be laterally braced al Is the responsibility of the erector.Additional permanent bracing of conte.andsa sheathingsuchas sty unless braced throughout their length by �� � plywood ahsething(TC)end/or drywel(BC DATE: 11/30/2015 the overall Wudure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shovel•+ S E K 15 61 18 6 4.No load should be applied b any component until after al bracing and 4.Instalat:on of truss a the responsibility of the respective contractor. 4' fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used In a nonconnsive environment, E . 12/31/2016 design be applied to any component. and are tor"dry condition"of use. EXPIRES: TRANS I D: LINK 8 5,ComPaTrus has no control over end assumes no responslbiBy for the .Design assumes full bearing et all supports shown.Shim or wedge if November 30,2015 feanpllon,handling,shipment and Installation of components. •n ass 7.Designerassumes adequate both face Is provided. and This design is furnished subject to the Ibnlstbm sat ladh by 8.Plates shop be bested on both faces of truss,and paced so their center TPVWTCA In BCSI,copies of which will be Nmlahed upon request. Ones coincide with joint center lino. 9.Digits indicate size of pate In hwhea. MITek USA,IDc./CompuTrus Software 7.6.6(1L)-E t0.For basic oonnedor plate design sakes sea 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/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1799 10- 9=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 988 11-12=(-272) 1794 4-11=(-642) 235 LOADING 9- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 937 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 988 6-12=( -15) 996 TOTAL LOAD = 42.0 PSF 7- 8=(-2510( 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) IC OND. 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 = -0.119" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 4 1' 4' Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 [7' Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 ,f,( in the plane of the truss only. M-5x6(S) ! M-5x6(5) M-1.5x3 M-1.5x3 3 / , o 1 l0 11 12 8 0 o i M-4x4 M-3x4 0.25" M-3x4 ::M-4x4 I G 1'�i:� M-5x8(S) �LD rllop'1^� l 1 y l y c.1;;; GINE 4C 'rr!_ 1-00 8-09-04 8-02-12 34-00 8-02-12 8-09-04 1-00 c) 90. ' 89782 P E .' JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727 �� •, WARNINGS: GENERAL NOTES, unless otherwise noted: �/'/,/C((yy['] /� .• `~ Truss: C 2 1.Builder and erection contractor should be advised ofd General Notes 1.This design h bawd only upon the parameters shown and I.for an Individual � G OREGON " and Warnings before construction commence. building component.ApplicaNlty of design parameters and proper j► 4f © �Q" 2.2,4 compression web bracing mud be installed where shown v. incorporation of component la the responsibility to of the builsly erg designer. 11;9. 4 ai• A 5 3.Additional temporary bracing to Insure debility during construction 2 Dastpn end.710um.the top end bottom e..b,to ba reo9he braced at 77 �1/-i lI Is the responsibility of the erector.Additional permanent bracing of 2 o.c. at 1 O o.c.reapectNely unless brewed throughout their length by i� DATE: 11/30/2015 the overall structure a the responsibility f the building designer. 25 spa continuous sheathing such as plywood Msa nt,e,eC)and/or tlrywaN(BC). P./N U �1 aspo ty a ng 8 3 2v!sped bridging or lateral br°dng required where MOvm•• /'{C,/1.. SEQ. : Ki55 6I 18 7 4.No load Mould be applied to any component untilany after all bracing and 4.Installation of truss Is the ree to be lllty of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses ere to be used In a noncono°ive environment TRANS I D: LINK design loads be applied to any component. end ere for"dry condition.of use. 5.Comperes has no control over and assumes no respondbfby ler the N.De Nce�n assumes Nil bearing at all supports Movm.Shim or wedge If EXPIRES:: 12/31/2016 fabrlullen,handling,shipment end Installation of components. nary. 7.Design on beth face is provided.and November 30,2015 8.This design a furnished whiled to the limitations set forth by 8.Plates shall be Nested on both facet of truss, placed so their center TPUWTCA In SCSI.copies of which will be furnished upon request. Ines eindde with joint center lines. 9Welt USA,Inc./Com uTrue Software 7.6.61L E I Fe,alsciconecer pplataaign values P ( )- 7.Forbanccate connector f plot design Incvalues see ESR-1311,ES114g99(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/Cq=1.00 TC: 2x9 KDDF #105TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-774) 9293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x9 KDDF kl&BTR SPACED 29.0" O.C. 2- 3=(-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 197 WEBS: 2x9 KDDF STAND 3- 9=(-2797) 540 12-13=(-373) 2449 12- 4=( 0) 371 LOADING 4- 5=(-2106) 991 14-15=( -8) 59 4-13=( -759) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 TOTAL LOAD = 42.0 POP 7- 8=(-2278) 486 13-15=( -199) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 POP Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.97 KDDF ( 625) 34'- 0.0" -235/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 4.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" Allowed= 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 T T T 1' 1' ' 1' T 12 12 Design conforms to main windforce-resisting IIM-6x6 6.00 P Q6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6 .f-H (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ms! load duration factor=1.6, M-1.5x3 M-5x6(5) Truss designed for wind loads 5 in the plane of the truss only. M-5x6(5) 0.25' 0.25" 'f* +Y M-1.5x3 9 e I M-3x6 ',. 3 M-3x8 cm fm a P _ 1 12 M-3x9 13: 5 ;II o � 0 1 14 15 1 �\ of M-5x8 o M-5x8 M-4x8 0.25"6 =M-4x9 I x3.75 M-1.5x3 M-5x6(5) 12 y l l )' J' l y cQ PRop 2-05-08 5-03 5-08-04 3-07-04 8-02-12 8-09-04 .�r5, `0, J, 1• . y l l '01 ....9. � ,= 1-Oy-05=08 10-09-08 20-09 1-00 ,� V R . 34-00 , 89782PE JOB NAME : 3413-B POLYGON NW - C2-C • Scale: 0.1602e..'.‘ _ WARNINGS: GENERAL NOTES, unless othemise noted: CI OREGON 4) NS Truss: C 2-C t.Builder and eredion and Warnings before construction comm neeractor Would be v sad of all General Notes buildThis ing ign Is bawd only upon component.Applicability theparameters design parameters and proper for an individual ' �j4/IJR I V I V(i,, 2.2a4 compression web brednp must be installed where shown a, Incorporation of component Is the responsibility of the building designs, ..o9 ,. A h y. , IG e"`„+ Q* 3.Additional temporary bracing to bare edibility during construction 2.Design assumes the top end bottom duras to be laterally braced at 7 'l/^� J ly unless bread throughout their length by Is the responsibility of the erector.Addlonel permanent bracing of continuous eheethingrsuch as plywood sheathing(TC)and/or tl ywel(8C). 1 DATE: 11/30/2015 the overal structure is the responsibility of the building designer. 3.20 impact bridging or lateral bracing required where shown+• PA..0 .... �\ SEQ.: K 15 6118 9 4.No bad should be applied to any component until ager all bredng and 4.Installation of Inns Is responsibility used m h respective •ntneotar. rat fasteners an complete end et no time should any bads greater than sed:.assumes Cusses areion"of toe. TRANS I D: LINK design beds be applied to any component. 8.Design names N8 beedn0 al ail supports shown.Shim or wedge If 6.compuTrus has no antral over end seam..no responsibility for the stn ese EXPIRES: 12/31/2016 febncetion.handling.aNpmnt and installation of components. 7.Design assumes edequate drainage Is provided. November 30,2015 8.This design is furNaed subplot to the limitations set forth by 8.Plates.hal be baca ted on both faces of trues,and placed so their nter TP W/TCA In BCSI,copies of which wig be famished upon request. Ines coincide with joint center line 9.Digits Indicate.5s of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E to,For basic connector plate design value.sea EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11= 389 2151 3-11= 570) 209 WEBS: 2x4 RODE STAND (- ) (- 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE. 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"00 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 BORE BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) • JT 2, 8: Heel to plate corner = 1.75" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting f fsystem and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T I I I I T I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=1.6, / f I f ♦ Truss designed for wind loads 12 M-4x6 M-4x6 12I in the plane of the truss only. 6.00 D 4 M-3x4 s Q 6.00 r M-3x4 M-3x4 3 7 .....daiiii . A o M hhhhhih.... 0 o 12 1/� Irlal� WW1 0 10 11 of M-4x4 M-1.5x3 0.25" 0.25" M-1135x3 =M-4x4 1 0 I•�'ry M-5x8(5) M-5x8(S) ��f1 rRQF� J. J. y V y 7-01-08 6-05-04 6-10-08 y 6-05-04 y 7-01-08 y y ,cook «ALINE S•'0 1-00 34-00 1-00 447 :9782PE -7..., JOB NAME : 3413-B POLYGON NW - C3 • -wig. Scale: 0.1852 V MAIWARNINGS: GENERAL NOTES, anleootherwie noted: C/ Truss: C 3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individuals EGON '' and Warnings before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4. Incorporation of component Is the responsibility of the building designer. 2. &2 R�: Ly,. construction Design smart..the lop and bottom chords M be Merely braced at 3.Additional temporary bracing to Insure elabillty during co �_ Is the reepamldlby of the erector.Additional permanent bracing of 2'o.c,end at 10 o c,reeped.ply unless braced throughout their length by ` DATE: 11/30/2015 the overall structure Is the responsibility of the building da continuousImpact Mginior lateresacvg re aired whereC)antl/or tlryweN(BC). /I 1 epon p g stredn 4.In Impsot botlgng or hteral pon.tbd ly of e where shown t o �A U L SEQ.: K 15 6119 0 4.N.load should be applied to any component until.ser se br.ang end 4.wlalhtron dw..l.the reepanaaky or the ro.pedive contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes tweets are to be used Ina nonroorroalve environment, TRANS I D: LINK design bade be applied to any Component. and are for"dry condition.of use. 5.CompuTms hes no control over and assumes no res panelbllly for the 8.Design names nil bearing al a8 supporta Maven.Shim or wedge If EXPIRES: 12/3112016 fabrication,handling,shipmentand installation of components. necessary. 7. d. 8.This design is furnished subject to the limitations set forth by 8,Plates nshall be locassumes ated oneboth faces drainage of trruss,and placed so their center November 30,2015 TPIPA'TCA In SCSI,copies of which will be furnished upon request. Ines coindde with Joint center lines. MITek USA,Inc./Com True Software .. Z K Digits indicate eke of plate n inches. PU7661L( )- 10.For best.connector plate design values sae ESR-1311,ES8.1588(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 TO: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2159 10- 3=( 0) 289 BC: 2x9 KDDF #1&BTR SPACED 29.0. O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 9=( -98) 542 LOADING 4- 5=(-1649) 990 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 990 13- 8=(-91B) 2154 5-12=(-179) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1994) 499 6-12=( -98) 592 TOTAL LOAD = 92.0 POP 7- B=(-2528) 537 12- 7=(-570) 209 ____ --------- ------ B- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"0C DON. FOR LL = 25 PIP Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1592V -152/ 152H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -222/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, B: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 f 1' 1 ,r Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-09 6-08-07 3-00-05 //3-00-05 6-08-07 7-03-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f '' I load Truss ddesigned uration ffor owind bloads 12 12 in the plane of the truss only. 6.00 M-9x6 M-3x4 M-4x6 Q 6.00 4 S • r -3x9A M-3x9 7 M01 o I M-4x4 M-11.0 15x3 10. 25" 0.25'12 M-1135x3 -M-9x9 \ f o M-5x8(5) M-5x8(S) 't ,O rR Ore y l l y 1 l c S NGIN� r 7-01-08 6-05-09 6-10-08 6-05-04 7-01-08 ',c90 yy y y�- p• 7 r�$G 1-00 39-00 1-00 8•! P c" JOB NAME : 3413-B POLYGON NW - C4 Scale: 0.1852 !, g'' v' ),,,. --,.. WARNINGS: GENERAL NOTES, unless otherwise noted: ('+"�'r OREGON /�/''� e"a�. I.Builder and erection contractor should be advised of al General Note. 1.This design I.bawd only upon the parsmeters drown and.for an Individual v OREGON© .. • Truss: C4 and Warnings before construction commences. balding component.Appli a ilby of design parameters and proper V/F. 2.294 compression web bredng mud be Installed where shown a. incorporation of component b the responsibility of the balding designer. +'f� 4[]v: A b V 3.Additional temporary bracing to Imre debility during condrudbn 2.Design assumes the lop end bottom dards la be NrereMy bread at al 1 b the reepondbl /the erector.Additional permanent bracing of 7 o.c.and at 10 o.c.respectively Awe bread throughout their length by �+a MY o continuous sheathing such as plywood sheathing(TC)and/or dryweM(BC). PA 1 1` - DATE: 11/30/2015 the overal structure is the responsibility of the balding designer. 3.Os Impact bridging or lateral bracing required where shown v+ �./l•» SEQ.: K 15 61191 4.No bed Mould be applied to any component anti alter al bredrp and 4.Installation of bun la the respondbllty of the reepedive comrader. fasteners are complete and at no time should any bads greater then 5.Design assumes bows are to be used In a noncorrosive environment, TRANS ID: LINK dodoloads be applied to any component. and are for"dry condition"of use. 5.CompuTrua ha no control over end assumes no responsibility ler the B.De edn ewrtas Mi bearing et all support shown.Shim or wedge if EXP I-RES: 12/31/2016 ry• fabrication,handling,shipment and installation of components. T.Design awmeIn adequate drainage is provided. November 30,201 5 8.This design Is furnished subject to the! Mations cel fort by B.Plates shall be located on both faces or buss,and placed w their center TPI WICA In SCSI,copies of which vol be famished upon request lines colndda with joint center lines. 9.Digits indicate We el plate In inches. MITek 11SA,Ina./CampuTrus Software 7.6.6(1L)-E 10.Far basic connector plate design values see EOR•131 t,EOR-1988(MITek) AM This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x4 KDDF #165TR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x9 KDDF STAND 3- 4=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+11)L( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8-14=( -88) 628 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 14- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PIP Ground Snow (Pg) 9-10=1-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 1098 5.50" 2.47 KDDF ( 625) 39'- 0.0" -297/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX BORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-03f 5-00-05 4-02-05 3-01-03 4-07 5-01-08 1' Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1' ' ' '1 1' 1' '1 1' load duration factor=1.6, 10-00 10-00 Truss designed for wind loads f ,f 7 f f in the plane of the truss only. 12 12 6.00 M-9x6 M-3X8 M-9x6 d 6.00 6 M-1.5x3 M-1.5x3 3 +co . M O y (O 12 13 , 19 I :=M-4x4 M-3x8 0.25" M-3x8 -..7.14-4x4 >,\ I RR o M-5x6(S) t0 PROpe 1-00 9-06-12 7-05-04 34-00 7-05=09 9-06-12 1-00 i �'p `ry 4 /�"� :9782PE r". JOB NAME : 3413-B POLYGON NW - C5 • �. Sale: 0.1852 r . Sill WARNINGS: GENERAL NOTES,Mould swise noted . FIE U©I V Truss: C 5 I Balder and erection contractor nuld be advised of all General Notes 1.This deNgn Is based only uponpan the parameters shown and Is for an mdlWdual 1. F and Warnings before construction commences. building component Applicability of design perimeter.end proper C1 2.204 compression web bradng mule be Installed where shown+ Incorporation of component lathe rasponstblty of the butlding designer. � A y: .CJ+ 3.Additional tampon bracing to Insure stability tlurin 2.Design assumes me top and bottom chords to be laterally braced at �l fi temporary rig p construction 7 o.tt and stir)..s oh.reapecevely unless braced throughout thee length by ` lathe reeponelbilltynwtn,of the erector.Additionalat the permanent bracing of continuous sheathing such as plywood Maalhing(TC)and/or drywall(BC). �,'1 Li t \� DATE: 11/30/2015 the overall structure lathe reaponN6lity of IM balding designer. 3.20 Impact bridging or lateral bracing required where shown•• 4 SEQ. : Ki5 6119 2 4.No Wad should be applied to any component amp after all bracing and 4.Instalaeon of Inns Is the responlbgty of the respective contractor. fasteners are compete end at no time should any loads greater than 6.Design assumes trusses are to be used m a noncom&ve environment, TRANS ID: LINK design Wads be applied to any component. end are for"dry condition"or use. 5.Comprise hes no control over and assumes no responsibility ler the 8.Dad n a.aume.full gearing at sl supports shown.Shim Of wedge It EXPIRES: 12/31/2016 fabrication,handling,ehipmam end Installation of components. necessary. G.me design ammishedsubject to the limitations set fenhby 8.Pi esnshallbelocaassumes tedonbothtate wsofIs truss,andplacedsotheircenter November 30,2015 TP WWICA In BCG,copies of which will be furnished upon request. Ines coincide With joint center lion.. MITek USA.Inc./Com uTrus Software 1 L 7.6.6 9.Digits Indicate see or plate In Inches, p ( )-E 10.For baste connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared froth computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 4=( -83) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 562 12-13=1-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 7=(-1973) 566 5-13=1-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 42.0 PSI' 7- 8=1-2272) 590 13- 8=(-174) 176 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIP Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 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/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 LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0,059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 13-02-10 10-09-11 Wind: 140 mph, h=21,9ft, TCDL=4.2,BCD1,=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads f f 1' .f j' 1' '( '( in the plane of the truss only. 10-00 4 4 12 M-4x6 M-3x8 6 M-4x6 12 6.00 06 Q 6.00 . '3,4' M-1.5x3 M-1.5x3 3 -F 4- - • 01 01 o o c 1 ` 11 © 't1MOM 13 \O O f M-4x4 M-3x8 0.25" M-3x8 =M-4x4 t oo t1 p M-5x6(S) PR0�CL^ c{�' 9-06-12 7-05-09 7-05-04 9-06-12 1 y 1-00 34-00 1-00 89782PE N-"` JOB NAME : 3413-B POLYGON NW - C6 'der" Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwiss noted OREGON F�� �") W I.Bolder and erection contractor should be advieed of al General Notes I.This desl4n Is based only upon the parameters shown and Is for en kdlwdual .1+OREG OI Y (� �y,,,. Truss: C6 and Wamings before construction commences. building component.Applicability of design parameters and proper C// V l 2.2r4 compression web bracing must be installed where shove+. incorporation of component Is the responsibility of the building designer. � V 3.Additional temporary bracing to Insure stability during construction 2.Design and et IN the by end bottom d.s ion to be laterally bread al -I`, _{ Is the responsibility of the aredor.Additional permanent biasing of contnua.eheething s=ad aas eptpwsod Msetuhing(TC)andior drywaA B(. ,+out their length by y&t,`l DATE: 11/30/2015 the sacral Nrudure Is the responsibility of tha building designer. 3.2t Impact bridging or lateral bracing required where shown++ �� �U SEQ.: K 15 611 9 3 4.Na road should be applied to any component ural eRer al bredng and 4.Installation tllaton of 'rums i 5 the ere to rese ponsibility of the non<onlNe contractor. fasteners are complete and et no time should any loads greater men and Design assumes dry udmsn"of tob. TRANS I D: LINK design bads be applied to any component. 6.Design assumes hdlbeaang at ail supports shown.Shim or wedge If 5.CompuTruehes nncontrol over end assumes noresponsibility mrthe accessary. EXPIRES: 12/31/2016 fabrication,handling.einpmenl end itellhilon of components. 7.Design assumes adequate drainage is prodded. November 30,2015 6.This design Is belched widest to the limitations set forth by 8.Plates shall be located on both bus of truss,end placed Se their center TPVWICA in BCSI,copies of which oil be fumished upon request. Peas coincide with Joint center lines. 9.Digit.indicate she of plate In inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 440 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-8988) 1824 19-15=(-1508) 7862 14- 9=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-3856) 694 9-17=( -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10=( -68) 382 11-12=(-4012) 688 10-18=( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 50 18-11=) -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL; BC CONC LL+DL= 3191.0 LES @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 878 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 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 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 f f T I Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-0052-042-11-10 3-06-10 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), T I T 1 T '( ' f f ' I load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +598# '1 1 in the plane of the truss only. 12 M6.00 p M-3x5-5x85 M-3 6.00M-3x4 a M-5x8 12 ,S0 7 9 �M-3x5 d6.00 M-1.5x3 + I M-1.5x3 ,, \=6„......„.......„........... \/ M /r." !..,1 v 1 o Mo I 19 15 16 l' 17 18 �� 3 P of M-3x10 M-6x8 0.25" M-3x8' M-3x10 o M-3x8 M-7x8(S) M-6x6 �ct PROF F } 13191# y ' ' ' ' tS'�s'l y y 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 l y �,, _ NEIN E�c1 �� 1-00 34-00 1-00 w JOB NAME : 3413-B POLYGON NW - C7 ./ Scale: 0.1852 ri • a./� -^' WARNINGS: GENERAL NOTES, unless otherwise noted (gyp /'{ 40 Truss: C 7 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shorn and N for en Individual A-OREGON trN. and Warnings before contraction commences. balding component.Appaeebilety of design parameters end proper �Y V 2.204 compression web bredng must be Metalled where shown 5, Design assuincorporatiomes of the top en Is the responds to of the eluding designer. ,w,y�... �� � . 3.Additional temporary bracing to Insure stability during conshucllan 2.Design sl iD lM tap end bottom chords a be nerghe braced at 7l Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end el ee c.c respectively unless brand throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the balding designer. continuous ri g ing or such a bradng red uired where s own•drywep(BC). �� t1\ 3.2x Impact bridging or serol banrequired wnere snow„.. `` SEQ.: K 15 6119 4 4.Na load should be applied a any component until after al bradng end 4.Installation of buss Is the responsibility of the respective conned°, fasteners are complete end at no time should any bads greater than 5.Design assumes Interne ere to be used In•noncorrosive environment, TRANS ID: LINK design bads be applied to any componea and are for"dry condition'of use, yp FF[� �1 12/31/2016 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes Ml bearing at all supports shone.Shim or wedge If EXr lR Ea7: febnnibn,handling,shipment end installation of components. T Design mcesn ssy.umes d. H.This design is furnished waled to the limitations set forth by 8.Plates shall be Heateduenaboth facesdrainage)ft ss, end placed so their center November 30,2015 TPg'MCA in SCSI,copies of which will be Nmehed upon request. lines coincide with Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1,}E 9.Digits Indicate size of pets In Inches. 10.For Miele connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF g16BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7-(-68) 219 5-3=( 0) 58 WEBS: 2x9 KDDF STAND 3-4=( -19) 35 3-7=(-221) 69 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" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -194/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 0/ OH 5.50" 0.17 KDDF ) 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.008" @ 2'- 4.7" Allowed = 0.170" 3-11-11 MAX TL CREEP DEFL= -0.019" @ 2'- 3.8" Allowed = 0.226" 1' 1' MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL =-0.017" @ 4'- 0.2" Allowed= 0.173" f T T MAX HORIZ. LL DEFL= -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL= 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 -/ Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 (M) m load duration factor=1.6, 0 Truss designed for wind loads I in the plane of the truss only. co 0 C� © 8gm elm 0 o 1 'm. M-3x4 a, o 0 I 1 2�� ME,3x4 0 M-3x4 M-3x5 2-03-12 3-11-15 1-08-05 1 1 1 1 �, O P R Q�res 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING;Jts:2,4,7 I „..:S? .,;?, ,V., �6'N� `n �/0 17 .. 89782PE I- _____,„<<. `a"n ' . JOB NAME : 3413-B POLYGON NW - CJ2 int / Scale: 0.5501 WARNINGS: GENERAL NOTES, wises otherwise noted: "(a �4//OREGON(i.. !r 1.Builder and erection contrsdor Mould be advised of all General Notes 1.This design is based only upon the parameters shown end Is kr an individual +,f1 C/A a.� .. r V '�'� Truss: CJ2 and Warnings before construction commencee building component.Applicability of design perimeters and proper 4 �1 j"� J • 2.204 compression web bredng must be Installed wham shown+. Inmrparallon of component Is the responsibility of the building designer. ,rs 3.Additional temporary bracing to Mom Nabil during construction 2.Design assumes the top and bottom choke to be laterally braced al J' '\ Is the responsibility of the erodar.Additional nak bracing of 2 o.c.and at U o.c.roepectivey unless braced throughout Meld length by A U L panne contlnuoua sheathing such ea plywood sheathing(TC)and/or drywe8(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2s lmped bridging or lateral booing required where shown.+ SEQ. : Ki5 6119 5 4,No load should be applied to any component until after IN bredng and 4.Installation of Wss Is the responsibility of the respective conrsdar, EXPIRES: �i fasteners aro complete and at no time Mould any loads greater man 5.Design assumes hams are to be used Ins noncorrosive environment Cy�p�Lit Ee7: 12/31/2016 TRANS ID: LINK design Rads be applied to any component. Desand ign aseuewll beadogaition"of l use,supports wedge 5.CempuTrus has no control over and assumes no responsibility for the 8.De N� ,wme.full b..dn t N,w n.Mawr.Shim or w.d N November 30,201 5 wary. fabrication,handling,shipment and Installation of component.. 7.Design assumes adequate drainage is provided. 8,This design N furnished aub)est to the limitations set fodh by 8.Plates.hah be located on both faces of huts,and placed so their center TPBWTCA in BCS.copba of which will be furnished upon request. lines coincide with(slnt center lines. S.Digits indicate she of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-Z to.For basic connector date design values sea ES17-1311,ESR•1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF b16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 WEBS: 2x4 KDDF STAND 3-4=( -50) 46 3-7=(-483) 213 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 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 411V -22/ 108H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ I18V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed= 0.270" f '1 MAX TL CREEP DEFL = -0.039" @ 2'- 4.7" Allowed= 0.359" 2-03-12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" f ,r MAX TL CREEP DEFL= 0.000" @ 6'- 3.7" Allowed = 0.105" 12 MAX HORIZ. LL DEFL =-0.014" @ 6'- 3.7" MAX HORIZ. Ti DEFL = 0.022" @ 6'- 3.7" 6.00 4 - Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0o load duration factor=1.6, 0 M-4x6 I Truss designed for wind loads o in the plane of the truss only. 3 I 07 Aft............ in III T o1 .......iiiior........_ GRIMIMem....--____ ! a-m o 1M-3x4 d' i Io 1 ii.--- 11M6-3x4 0 M-3x4 M-3x5 1 k l l 2-03-12 3-11-15 1-08-05 l l y y 1-00 2-05-08 8-00 5-06-08 V. P R Qp , (PROVIDE FULL BEARING;Jts:2,4,7 I 5 4IAGIN�' @/2, i. .<" :9782PE Sr" JOB NAME : 3413-B POLYGON NW - CJ3 - Scale: 0.5126 (y[]� /^f/ K� 40 WARNINGS: GENERAL NOTES, unless otherwise noted' T O REVAr SOI V c;.' Truss: C J3 1.Balder and erection contredor should be advised of aR General Notes 1.ml.design I.based only upon H.parameters Mown and Is for an IndMdual �/TV I 1 �`J and Warnings before construction commences. baking component.Applicability neatisthe of design parameters and proper (� J 2.Za4 compression web bredng must be metalled where shown", incorporation of component Is iha rosponsmllry a/ihe building designer. \ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chane la be throughout braved et a.� Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 1O e c respectively unless braced Through dl their length by PAUL. �'R DATE: 11/30/2015 the averel structure is the responsibility of the balding designer. continuous sheathing ng such as plywood sheathing(TC).ndror drywsl!(BC). g 3.2x Impact bridging or lateral bracing IyreqUired where shown♦♦ -... SEQ.: K 15 6119 6 4.No bad should be applied to any component ural ager al timing and 4.Installation dhow is the responsibilty of the respective contractor. fasteners are complete and at no time Mould any loads greater man S.Design assumes trusses are to be used Ina noncorrosive environment, y [� a ry//rj.l// .4 TRANS ID: LINK design badsbeapplied toany component. and are for"dry condition'of use. EXPIRES. 12y31/2016 S.Compurrus has no control over end assume no responsibility for the 8.De 4GpsN ewm.a MI bearing et all supports Mown.Shim or wedge 11 November 30,2015 fabrication.handling.shipment and installation of components. necessary. 8.ink design Is furnished subject to the limitations est forthT.Design assumes adequate drainage Is provided. by 8.Plebs shall be located on both faces altrues,and placed so their center TPIMMA In BCS!,copies&which wit be furnished upon request. Ines coincide with Joint centerline. MITek USA,Inc.yCompuTrus Software 7.6.6(1L)-Z 9.Digits Indicate aloe of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 481V -30/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 -/ 12 Design conforms to main windforce-resisting 6.00 �' system and components and cladding criteria. ', Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. nl 0 0 w. In I Irim 1 1 2i� 4►� o M-3x9 l y 1-00 y 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 �(N„tiO P R[O Ck-, - 9782P (J r" JOB NAME : 3413-B POLYGON NW - CJ7 - .iI' Scale: 0.5126 .7 tagr�_/'�af�� WARNINGS: GENERAL NO7E$ uMaupon hevp r noted, _'4, 0 ro EGON N 7.Balder and erection conlredor should be advised of all General Notes i.This design b baud only upon the parameters shown and b for en Individual ''yy V t V h� Truss: CJ7 and Wanings before construction commences. building component.Applicability of design paremetere and proper /. ree 2.Zee compression web bredng must ba Inetalbd where shown a. incorporation of component lathe responsibility of the building designer. 9 A[7 y A5 3.Addllbnal temporary bracing to Insure stability during wnstnu:tbn 2.Design assumes the top and bottom Malls to be laterally braced at al f Is the ro sibNily of rhe erector.Additional M bracing o! T a.c.and at 70 0.0,reapece.ely unless braced throughout ihelr length by ��++..�aA L Q\v '': epon permairo continuous sheathing such as plywood sheathing(TC)and/or dryweREIC). P L DATE: 11/30/2015 the overall structure is the responsibllty of the building designer. 3.2a'roped bridging or lateral bradng required where shown a a SEQ.: K 15 6119 7 4.No bed should be applied to any component unlit ager all bracing and 4.Installation oltmes is the responsibility of the respective contractor. fasteners are complete end et no time should any bads greater then 5.Design(bemires lrussse are to be used In a nen<enosive environment, TRANS I D: LINK Orkin loads be applied b any component. and are ssumesr"dry NI bearing use. wedge 5.CompuTrus has no coMnl over and assumes no responsibility ler IM S.Design cornea Mt t A supports Hawn.Shim or wed If EXPIRES:: 12/31/2016 assry, fabrication,handling,shipment and bsWletion of components. 7.Design assumes adequate drainage is provided. November 30,2015 furnished 6.This design Is fuished wbfect to IM limitations set forth by B,Plates shall be located on both faces of truss,and placed so their center TPtANICA In SCSI,copies of whkh will be furnished upon request. 9.Digits bnbde size Joint plate lines. MITek USA,Inc./CornpuTrus Software 7.6.6)1L)-E t0.For basic connector plate destgn values see ESR-1311,ESR-19138(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 #1aBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x9 KOOF #1&BTR SPACED 24.0" O.C. 2-3=(-492) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 2x9 KDDF STAND; 3-9=(-127) 105 3-8=(-805) 997 2x4 KDDF #1&BTR A LOADING 4-5=( -10) 5 4-8=(-176) 156 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 BC LATERAL SUPPORT 0= 12"OC. DON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) O'- 0.0" -80/ 473V -59/ 199H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 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/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 = 0.046" @ 2'- 4.7" Allowed= 0.359" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed= 0.472" f f1 T MAX HORIZ. LL DEFL =-0.029" @ 7'- 8.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 5 -0, 12 4 6.00 p j Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFAS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I m 0 I M-4x6 3 0 0 7 1 co m o M-3x4 I 1 z�� M1 3x4 0 0 M-3x4 M-3x5 l ci ,6 y 2-03-12 5-02-12 0-05-08 y l-oo y z-os-o8 y a-oo s-os-os 1 C�~c' N +/© 2 89782PE fir` JOB NAME : 3413-B POLYGON NW - CJ8 Scale: 0.4751 �,z� OREGON qt.' --� WARNINGS: GENERAL NOTES, unless otheretse noted 7' OREGON 4a'`' Truss: CJ8 1.Solder and erection contractor should be advised oral General Notes 1.This design la based only upon the parameters shown and is for en individual "� (../ 1 r, ,1T, and Warnings before construction commence. building component.Appllcebtlby of design parameters and proper t Z 7tcompression web bracing must be Installed where shown-0, Incorporation of componentan b the roaponstbHity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom cholla to be laterally braced at • {�` le the responsibility of the erector.Additional permanent bracing of continuou7 o.c.and al 70'o.c.rsuch as est eo ess braced throughout their length byI. `4 DATE: 11/30/2015 the overall structure is the responsibility f the building designer. 2ximpat sheathing aterbatyng re uirsheewhereshovelordrywal(BC). N° 3.2s impact bodging or th lateral po sing required the respe shovel 00 SEQ.: K15 6119 B 4.No load should be applied to any component until after eq bradtp and 4.Installation of truss le me rospoelblgty of the respective contractor. fasteners are complete and at n°One should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied a any component. endeeror dry conanlon^ar use. 5.Can Trashaanocomroloverandassumesnore, 8.Designassumesvisa Wlbsanngateleupp°nsahovn.5hlmorwadgalf November 30,2015 pu responsibility for the fabrication,handling,shipment and Installation of components. Design assumes Dealgn assumes adequate drainage is provided. A This design is furnished subject to the limitations set forth by 8.Plates shall be lopted on both fads of trues,and placed so their center TPIMTCA In SCSI.copes of WW1 wit be furnished upon request. lines coindde with joint center les. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values Bee ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x9 KDDF H16BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 286V -7/ 97H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" '1 1' 12 Design conforms to main windforce-resisting 6.00 r7' system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ if c 0 I N 1 O C I 4 0 M-3x4 1 1 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 �� p P R 6FFSS :9782K r JOB NAME : 3413-B POLYGON NW - J1 -+ -do" Scale: 0.6001 - / �^�p WARNINGS: GENERAL NOTES, unless othemise noted Co' (�� 1) 1.Bolder and erection conceder should be advised of al General Notes 1.This design is bawd only upon the parameters shown and is for an Individual 17 -OREGON N. Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper I/!/ Y}, 2.2e4 compression web bracing must w installed where Moven e. Incerporotlon of amponent is the responsibility of the balding designer. 9 4j ,: 15 Ft 3.Additional temporary bracing to Insure stability during anetnadlon 2.Design and el 19 IM lop arid bottom deme to be'Merely intact at I _+ 'vj is the responsibility r the mentor.Additional permanent bradof T co.aM Hid o e.roepactr plyety.codunless Mooed throughout their length by V By ong continuous sheathing such as pined shealhbg(TC)and/or drywal(BC). PA 1 I l '�' DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.W Impact bridging or bend bndrg required where damns v v �`1�./4. SEQ.: K1561201 4.No bad should be applied to any component antl after aIbradngand 4.4. latiehoofftru9is s sthe herrowo rese ponsibihe in lity respective orroea�aron.mm. fasteners are complete and at no time shouts any beds greater then Design design bads be applied m any component. end are for"dry condition"of use. TRANS ID: LINK 5.CompuTtushas nocontrol over and sesames no responsibility for me B.Design mesfdlbearing alelsupports shown.Shim orwedge if lI.�, q EXPIRES: 12/31/2016. y. fabrication,handling,shipment and lnsialetion olcemponents. 7.Desgassumes adequate drainage is provided. NovemVP�30,2015 6.This design Is furnished subject b the llmtshene set forth by 8.Plates shag be boated on both feces of buss,and placed so their center TP NVTCA In SCSI,copies of which will be famished upon request. Anes coincide 086)oim center lines. 9.Digits indicate alae of plate in inches. MITek USA,Inc./CornpuTnie Software 7.6.6(1 L)-E 10,For basic connector plate design values sae EBR-7311.ERR-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: 2x9 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDIF N16BTR SPACED 29.0" O.C. 2-3=(-59) 61 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 = 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -199/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LL.. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 1' '1 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 17' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 N rt O c I= '0 1 1110- 1114 M-3x9 l ) y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 PRQF cp' 046 N Ek-6, fO 1 :9782PE t-- JOB NAME : 3413-B POLYGON NW - J2 ' �. Scale: 0.5751 ,. . ' illfWARNINGS: GENERAL NOTES, unless otherwise noted: 9' ` � �`� T T 1S S: J2 Suilder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual •a EGON Warnings before construction commences. building component Applieablllty of design parameters and proper jay,r r'/ yid �" 2.244 compression web bracing must be interned where shown+. incorporation of component Is the responsibility of the berthing designer. .s9 (//1 r V {}� 3.Additional temporary bracing to Insure W mlity during construction 2.Design assumes me tap and bottom chords to be laterally braced al 77 ''i7l :7 �(4j.` le the responsibility of the credo,.Additional permanent bracing of 7 o.c.and at 10.a.c.respectively unteae brand throughout their length by s.� V DATE: 11/30/2015 the overall structure lathe n continuous sheathing such as plywood sheaming(7C)a vdbr drywall(BC). �'� ` ate` responsibility of the building designer. 5 2a loped bridging or lateral bradng required where shown++ 1.» SEQ. : Ki5 612 0 2 4.No load should be applied to any component until after at bradng and 4.hsteiallon of tons 1°the responsibility of the respective contractor. fasteners aro complete and at no time should any roads greater than 5.Design assumes masse are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are far"dry condition"of use. 5.Comperes has no control over end assumes no responsibility for the B.Design assumes lull bowing et all supporta shave.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handing,shipment end installation of components. nsnass 7.DeGenaoumeWadequate bethldrainage ly views, November 30,2015 S.This assign b furnished subject M the limitations est forth by S.Plates Mall be Waled on both lana of trues,and plena so their canter TpkWICA In BCS(,copies of which w91 be furnished upon request. lines nindde with vial center lines. B.Digits indicate size of plate in inches. MITek USA,Iftr./CornpuTrus Software 7.6,6(1L)-E 10.For basic connector plate design values see ES11-1311,ESR-1S88(Meek) 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 111aNTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF A1&BTR SPACED 29.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 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" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5`- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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 LI, DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" '1' '1 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. I ��� Wind: 190 mph, h=20.7ft, TCDL=9.2,BCOL=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 rn rt 0 wRN 0 1 2.t lirill, 0 M-3x4 l l y l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 144 '' 8.782PE fir` • JOB NAME : 3413-B POLYGON NW - J3 i< '' Scale: 0.5501 a' WARNINGS: GENERAL NOTES, unless otherwise noted: .� G/ " }1(� _' i.Builder and erection contractor Mould be advised of all Ganrel Notes 1.This design Is based only upon the parameters shown and is for an individual I? Af R GO�� ' Truss: J3 and Warnings before contraction commence. building component.Appycabllty of design parameters and proper d �Q 2.2r4 comprenen web bracing mutt be Installed where shown+. incorporation of component b IM rospa"albHily of the building designer' oT Alh f. `. 3.Additional temporary bracing to Insure stability during construction 2.Design rad at l O IM lop and bottom chords to be laterally brecetl et 7 l/`� J VV. Is the responsibility I me ender.Additional d bracing of 7 c.e.end at 17 o c reapactNaly udeae braced throughout their length by sport iy c permanent continuous stwathinr such as plywood sheet shareC)and/or dryw.A(BC) .A.'f 1 �� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ �^1 if L.. SEQ.: K1561203 4.No load should be applied Ia any component ant!sCene!bIasing end 4.intoionoftrusIsthhe �cbalya.�a nroacoetraornent. fasteners are complete and at no time should any loads greater than end gra fss"dry truses se are toub e. TRANS I D: LINK design loads be applied to any tamponed. 8.and et assumes Nil bearing al ell supports Ma en.Shim or wedge If 5.CompuTms hes no control over and assumes no responsibility for the new n seaEXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. 7.Design animas adequate drainage is provided. November 30,2015 8.This design is banished subject to the limitations set forth by 8.Plates shagntrust be located on both faces of truand placed so their ceder TPWVTCA M SCSI.cope.of which will be furnished upon request. ides coincide with joint center lines g.Digits Indicate size of plata in inches. MiTek USA.Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-7888(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/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-9=10) 0 BC: 2x9 KDDF #19BTR SPACED 24.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 O'- 0.0" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDIF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2( Design checked for net1-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.594" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 -1 12 Design conforms to main indforce-resisting 6.00 17 , system and components and cladding criteria. (' Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 rn fi 1 2 4 sm M-3x4 l b ,L 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 ' 8-00 4,5(;"VD PRpfifis S4�,,,� fp�9 ' 9782PE r JOB NAME : 3413-B POLYGON NW - J4 Scale: 0.5126 NMI WARNINGS: GENERAL NOTES, unless eternise noted, G.' 40 1.Builder and erection contradorshould beadvleedofelGeneral Notes 1.This design is based only upon the parameters shown end Is for an individual -7 OREGON ail Truss: J4 and Warnings before construction commences. building component Applicability of design parameter and proper /Ii/ �n 2.244 compression web bracing must be Weaned where shown*, incorporation of component Is the roaponstbBty of the building designer. .F1 3.Additions'temporary bracing to Insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at 7 �l rT �drV_ Is the rosponeib ly of the erodor Additional permanent bracing of T o,c,and at 10 o,c,rsuch so ply unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC), Pw JI' +` �\ DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2e kneed bridging or lateral bradng required where sown** �"1 V 4. SEQ.: K1561204 4.Noload should beapplied to any component until after all bracing and 4.Installation oftruss isthe responsibility ofthe respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In.noncorrosive environment design bads be applied to any component. and are for"dry condition•of use. TRANS ID: LINK W B.Design assumes full bearing at all supports shown.Shim or wedge it /�I �t tvC. 12/3l/GV 7I V 5.ComTrus has no central over and assumes no responsibility ler the ..m,wry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.ThIs design Is furnished subject to the Ihnletions set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI'WTCA in SCSI,copies of which Mit be(urnished upon request. linea coincide with told center lines 9,Digits Indicate size of Ode M inns, MITek USA,Ino,/CompuTrus Software 7,6,6(1L)-E 10,For bade connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF ql&BTR SPACED 29.0" O.C. 2-3=(-150) 126 3-9=( -99) 37 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 PUP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 492V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 2BV 0/ OH 1.50" 0.09 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.596" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" I 12 t) Design conforms to main windforce-resisting 6.00 3 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N rn - / JI 2►� g�� M-3x4 Jr 1-00 8-00 !PROVIDE FULL BEARING;Jts:2,5,3,4 l ! 1-11-11 � ,V P RQ/Ze 80 1 4 z9782P ��' JOB NAME : 3413-B POLYGON NW - J5 'F Scale: 0.4500 WARNINGS: GENERAL NOTES, unless otherwise noted YJ R.a Truss: J 5 and Warnings before onsiNclle1.Balder and eredion contn.dor ennodd be commences.sad Met General Notes building component.ApplieaThis dedgn Is based only pon the parameters bllity of design parameewn and ters andlprooPo'individual 94,ORNr. 2.244 compression web brodng mud be Instated where shown«, Incorporation of component Is the responsibility of the building designer. w'1� iAp 3.AddAlonal temporary Wareing to hears steblIlty during construction 2 Design and .115umes the lop sot uelybottunless drone to los roughoaterally braatl el 77 'l is the rospondbolty al iha erodor Addmonsl parmanenl bndng of T o c and at e.o c reapadwaty as a bread throughout their length by DATE: 11/30/2015 the overal structure Mho responsibility of the building dedgner. continuouspedi glsg or lateralbaving redquired uire when.B)and/or drywaA(BC>. "• �S�A 1 1t spa 3.2t Imped brtdging or lateral braving roqulred whore mown« �,/L. SEQ.: K 15 612 0 5 4.No bed should be implied to any component until after all bracing and 4.Installation of truss Is the roapondbitty of IM respective contractor, fedaners are complete end at no time should any loads greater than 5.Deeds assumes tons.e aro to be used n.non-corrosive environment. design bade be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CempuTruehenocontroloverendassumesresponsibilityforthe e.Ds&9no..erne.nubs.nngetagwppansdeww.smmarw.dgeit a no EXPIRES: 12/31/2016 fabncation,handling.shipment and inetdition of components. 7.Design asadequate drainage la prodded. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of trues,end placed so their center TPUWfOA In SCSI,copies of which WO be furnished upon request. Inca coincide with joint center lines, g.Digit.indlate size of plate in inches. MITek USA,Ino./CompuTrua Software 7.6.6(1L)-E 10.For bads connector plate design odes....ESR-7371,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1013TR SPACED 29.0" O.C. 2-3=(-191) 128 TC LATERAL SUPPORT <= 12"01. UON. LOADING 3-9=( -90) 38 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE' DL ON BOTTOM CHORD = 10.0 PIE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 449V -95/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 968V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -39/ 60V 0/ OH 1.50" 0.10 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. 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 TC PANEL LL DEFL = 0.197" @ 9'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 -V Design conforms to main windforce-resisting Jj system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. 10 0 I co O of 2► 5►_� -/ M-3x4 l ,L l y p PROs 1 00 8-00 I 3-11-11 <(,:, A1GINE . ircp PROVIDE FULL BEARING;Jts:2,5,3,4 r.` 1 „,._."4.,/ :9782PE ter° JOB NAME : 3413-B POLYGON NW - J6 Scale: 0.3858 it Iry WARNINGS: GENERAL NOTES, unless othennse noted: I Truss: J6 1.Builder and eredlon contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and i.for an individual e mo, sOREGON N... and Warnings before construction commence.. building component.Applicability of design parameters and proper ✓/lam-. 2.244 compression web bracing must be Installed Where shown 5. Incorporollan of component b the responsibility of the building designer. S.Additional temporary bracing to insure stability during construction 2.Design and.1 IU IN top and bottom chortle to be laterally bread at "�� qRY 5 � .' la the responsibility of the erector,Additional permanent bracing of T o c. et o.c.ench as sty unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 2s lepacts sheathingine,suchral b adng re uired where shown O tlryWeA(BC). CY w t'3. ng3.i23 nstallation(Ohms or the responsibility required the whpeshoWn t♦ f'.A T-\-4%.SEQ.: K15 612 0 6 4.No ked Mould be applied to any component until eller all bracing and 4.ketsNetlon of truss b tin ro.pornlblllty of the respective contractor. fasteners are complete and at no time aheuk any loads greater than 5.Design assumes trua..s are to be used In a non-corrosive environment, TRANS ID: LINK design loade be applied to any component. end are kr dry condition.of use. 12/31/2016] ] �v 5.CompuTrus has no control over end assumes no responsibility kr me O.Design assumes hitt bearing at all supports shown.Shim or wedge if EXPIRES: 1`GI'..7 /20 s,l. fabrkagon,handling,shipment and Installation of components. necouary. 6.This design is furnished subject to the limtatkne set fenh by a.Design sshal be ne uron en bethifare,et provided. nd placed so their center November 30,2015 TPIMRCA in SCSI,copies of which MA be furnished upon request. Anes coindde with Joint center lines, MiTek USA,Inc./CompuTNe Software 7.6.6(1L}E g.Digits indkats eke of plate in inches. 10,For basic connector plate design values see ESR-1311,ESR-18138(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 BC: 2x6 KDDF #14BTR 2- 3=(-1837) 435 7- 8=(-323) 1567 7- 4=(-67) 80 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1572) 413 8- 5=(-317) 1575 9- 8=( 0) 246 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.01+131,( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 90.0)= 40.0 ELF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 29"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) ------------------------------------ TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS 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. I 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 = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. T 43206 43206 12 12 Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4x6 .:14-6x6 ..::16.o0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads , 15x3M3x4flb o )‘-- 3/11111111111111111111.1111 8 O M-3x4 M3x4 J. l J. l 5-08-08 2-08-12 5-06-12 y 1-00 y 14-00 y 1-00 y ����d PROP c`5 ,,�yGINER f�'L <w :9782PE JOB NAME : 3413-B POLYGON NW - P1 ""00 Scale: 0.3991 .1,7- ,� / MIMI WARNINGS: GENERAL NOTES, unless otherwise noted ‘44 40 1.Builder and erection contractor Mould be advised of a8 General Notes 1.The design a based only upon the parameters shown and Is for an individual ' ,OREGON [r Truss: P1 and Warning.before construction commence.. building component.Applicability of design perometero end proper I 1,Ft i 2.244 compression web bradng must be Installed where sown 4, Incorporation of component Is the responsibility of me building designe =1,41., A�y v. Ab /, 3.Addklen•I temporary Miming to Insure stability during con.mdfon 2.Design n.assumes the top and bottom chorda to be througaterallyhout braced al . `l I \‘,1 �.,'e is me responsiMl 1 Me erodor.Additional permanent bracing of 2 o.c.end et 1tl o c.rsupadlvety unless braced throughout their length by gl'• continuous sheathing such as plywood•hee where and/or dryvng(BC). PA UL DATE: 11/30/2015 the overall structure is the responsibility of the building Meigner. 3 24 hoed bridging or Iteral bradng required where shown.+ �'a SEQ.:. K15 612 0 7 4.No load.Mild be applied to any component ante after el bradng and 4.Installation of Iruss is the responsibility of the respective contractor, fasteners are complete and at no time should any had•greater than 5.Design assumes trusses ere to M used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and9n oume fullb arin.9 a pP• g• 5.CompoTnroMsnocontroloverand.asumesnoro.ponsibilityforthe S.Destco full bearing t qsu nsstroen.Shlmorwetl if EXPIRES: 12/31/2016. sorry. fabrication,handling,shipment and In•hletton of components. 7.Design assumes adequate drainage Is provided. November 30,2015 S.The design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed IN their center TPLWTCA In SCSI.copes of which MI be furnished upon request. 9.fineOle.e Ind odes sMill leeto pets to Ilcenter lness. MITek USA,Inc.tCompuTrus Software 7.6,7(1L)-E 10.For basic connector plate de1gn values see ESR-t311,ES12-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 2-6=(-28) BC: 2x9 KDDF #10BTR SPACED 24.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 6-3=(0) 324 WEBS: 2x9 KDDF STAND (-28) 531 3-9=(-705) 133 LOADING 4-5=( 0) 50 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 TOTAL LOAD = 92.0 PIP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 63H 5.50" 1.12 KDDF ( 625) 14'- 0.0" -89/ 70211 0/ OH 5.50" 1.12 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. 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 = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.129" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 Design conforms to main windforce-resisting 12 12 Q 6.00 IIM-4x4 system and components and cladding criteria. 6.00 4,0" Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 'n ,/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Tduscanled)fwexsodadtso wind, in the plane of the truss only. 1.1 fm O (.1 I ill- 1 © flo 6 4 5 c o o M-3x4 M-1.5x3 M-3x4 l l 1 7-00 7-00 .1• .1'1 0o 14 0o y 1-00 •I' ,(} PRQ,res t :9782PE fir"' JOB NAME : 3413-B POLYGON NW - P2 Scale: 0.3991 • r" WARNINGS: GENERAL. dtinIsNOTES, ubieupotherwise parameters 11 !/E.GON �- Truss: P 2 Builder and eradbn contractoran.. m advised of all General stoles This design Is band ppt upon the parameters shown and la for an individualO and Namings before construction commences. building component.Applicability of design parameters and proper 2.2c4 comprassbn web bi.dng must be installed where shown", incorporation of component Is the responsibility of the building designer. •T GgAY: 9 �.+�¢ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at 77 la the responsibility of the erector.Additional permanent bracing of 2 o.c.end at 1d o c reapedlwty obis.s thin throughout their I. by DATE: 11/30/2015 continuous sheathing such as pryweon aheathlrp(IC)and/or dryweH(BC) PAUL I 1 �� the overall structure h the respunsibllty of the building designer. 2 2t Impact bridging or lateral bracing required where Mown a e +'1 lJ 4. SEQ.: K 15 612 0 8 4.No load should be applied to any component until ager ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners an complete and at no time should any bads greater than 5.Design assumes homes are to be used Ina noncorrosive environment, TRANS I D: LINK design Beds be applied to any component. end are for'dry condition'.of use. 12/31/2016!�/]1/I� 5.CompuTrue has no control over and assumes no responsibility for the 8.Design asoma.MI bearing at ail rapports shown.Shim or wedge If _EXPIRES: 1 G/t7 1/201 V fabrication,handling.shipment and Installation of components. ry' 7.Desiginage is 8.This design isfurnished nbjecttothe llm8allonsset forhby 8.Plaesnshalbebuassumesdua eddontebodthfeces altruss,provided. and placed sotheir unler November 30,2015 TPUWICA In SCSI.copes of which wilt be furnished upon request. lines coincide with joint center It,.. MITek USA,Inc./CompuTnas Software 7.6.7(IL)-E 9.Digits Indlute size of plate In Inches 70.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 113 WEBS: 2x4 KDDF STAND 3-4=( 0) 50 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: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ ON 5.50" 0.65 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 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" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 ` MAX HORIZ. LL DEFL _ 6'-f f1 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 12 Q 6.00 1 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 1 Wind: (AllOmHeights), Enclosed,2Cat.2= 6Exp B, MWERS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. m 0 h om m /O = I / 5- 3 0 M-1.5x3 M-3x4 l )' 0-05-12 6-00-04 y 1 6-06 1 00 �cO PRQp 89782PE e. JOB NAME : 3413-B POLYGON NW - P • 3 Scale: 0.5233 . ....4 / --... WARNINGS:.Builds G.This nIs NOTES, uNeup tiharamete -7 OREGON 1...- Truss: 1." Geo 0) 1.Builder and erection ronbador Would be advised of all General Notes 1.This design Is bard only upon the parameters Moven and h for an individual V RR ld V��VV h Truss: P3 and Warnings before construction commences. bolding component.Applicability of design parameters and proper /. () • 2.Di4 compreselon n.b bracing must be Metalled where Mown e. Nr Inrorporetlon of romponant is the rosponelblNy of the building designer. ..1 q C3 y:1 /; 3.Additional temporary bredng to Mum stability during construction 2.Design and .t 10 the lop end bottom chords to de throughout braced al +l _\l(ej is the responsibility f the erector.Additional 1 brednof T u.c.end et 10 o.c.reepecteply unless braced throughout their hnpth by V Ny opermanent 9 continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). PA.U L, ON DATE: 11/30/2015 the overall stnwlure lame responsibility of the building designer. 3.b Impact bridging or Wool bracing required where Mown e e 4.No bed should be applied to any component until Mer al bradng end 4.Installation of truss la the respansibilty of the respective contractor. SEQ.: K 15 612 0 9 fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used m a noncorrosive environment, TRANS ID: LINK design bads be applied to any component, endgre feaumeor 1thy hdlb ring.of use. E ComWTrv.Ms no control over end assumes no responsibility for the 8.0e siceg assumes MI bearing al al wppons show.Shim of wedge if EXPIRES: XP I R ES: 1 2131/2016 D,. LJe\(- f14.a7 Lle7 IGV tSJ fabrication.handling,element andtallation of components, 7.Design assumes adequate drainage Is prodded. November 30,2015 8.This design b furnished subject b mea limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVW7CA M SCSI,ropes of which MI be Nmlehed upon request. Ines coincide with joint center linea. 9.Digits Indicate she of piste in Inches. MITek USA,Inc./CompuTrue Software 7.6.7(1L)-E 10.For basic connector plate design velum re EBR-1311,ESR-1988 MATO) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x9 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-42) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIP 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 ROOF ( 625) �1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 1' MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ l'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. oti m 0 c 0 I 0 1-'0- M-3x9 l 1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,9 I 6-00 � E) �P 04GIN-$A rpm :9782P N JOB NAME : 3413-B POLYGON NW - PJ1 Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Builder and erection contractor should be advised or al General Notes 1.This design Is based only upon the perameters shown and la for en Individual �� Truss: PJ1 and Warnings before construdlon commences. budding componentApplicability of design parameters and proper (y© 2.D:4 compression web bracing mule be Installed whets shown.. mcorpertlbn of component Is the reapon&bility of the building designer. �d fPi y A r II< ' 3.Additional tem bracing stability g construction 2.Design ed et lO ms top and bottom choles to be laterally braced at 'Al�1 J temporary bracl to insure Nabil tlunn Y o.c.end N 10 o.c.respectively o sae braced lhrougn di their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood=heel whereC)and/or drywall(BC). �, 1.,t �. DATE: 11/30/2015 the overall structure is the responsibility of the budding designer. 3.2t Impact Ridging or Metal bracing required shown+e u 1.. SEQ. : K15 61210 4.No bad should be applied to any component anti after al bracing and 4.Installation dimes Is the raspon.bllty of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrostve environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.Campania Ms no control over and..sums.no reaponsiblllty for the 6.Design.Humes full bearing at al supports shown.Shim or watlge If EXPIRES: 12/31/2016 hbrkaNan,handling,shipment and lnstelleOon of component. necessary' 7.Pestine""me°adequate nbothfece'o truss, . November 30,2015 S.TMs design b funi°hsa to me Ilmkafone set roan by S.Plets c anal be baled on bdrh feces of true,and placed w thea center TPRWICA In BCSI,male.of which wG be furnished upon request. Imes coincide with joint center lime. 9.Digits Indicts ecce of plate In Inches. Web USA,InciCompuTrus Software 7,6.7(1L)-6 to.For basic connector plate design values see ESR-1311,ES19•10813(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 50 2-4=(0) 0 BC: 2x9 KDDF #1bBTR SPACED 24.0" O.C. 2-3=(-65) 48 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" -41/ 346V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.039" @ 3'- 1.9" Allowed = 0.333" 1' 1' MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -7 Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heighjt;iw8' s), Enclosed, t.2, Exp. MWFRS(Dir), 0 load duraton nly. 0 N r7 oI Illi Tr II iliall =014 IIS O M-3x4 l l l 1-00 6-00 _ [PROVIDE FULL BEARING;Jts:2,3,4 I .,W) PR©F 4 N-fila' �p.r' 89782PE JOB NAME : 3413-B POLYGON NW - PJ2 . 1 Scale: 0.6146 / /' •• � \ --,.e WARNINGS: GENERAL NOTES, unless otherwlea natal C/' '� 1.Budder and arec8on contrador should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an hdividwl J O REGOIN Es �. Truss: PJ2 and Wambps before construction commences. budding component.Applbbldly aof design parameters and proper ' ) 2.2e4 compression web badng must be Installed where shown a. Incorporation of component Is lira responsibility of the building dsstpner. 4[�y ,y /� 3 Additional temporary bracing to Insure stability during consuuotion 2.Design assumes the top and bosom Malys to be federally braced at �/}�� sl 1 _4 Is the responsibility 1 the erector.Additional permanent head f I o e and el la o n.reapedNely unless broad throughout their length by `,,A dY o rg o continuous sheathing such as plywood aheaming(TC)and/or drywall(BC). P �l DATE: 11/30/2015 the overall structure Is the responsibility of lin building designer. 3.2s Impact bridging or lateral bradng required where Mown SEQ.: K 15 612 11 4.No bad should be applied to any component urn after all bracing and 5.4.Designd.en of ttru Is ha.oto b bglyusethe �especttivve•netra oer.nent, fasteners are complete and at no time should any bads greater thanand ra ler"dry busses re tob. TRANS I D: LINK design bade be applied to any component. 8.Design assumes full bearing at ell supports shown.Shim or wedge if 5.CompuTNehas nocontrol over and assumes noresponsibility for tinnecessary. � EXPIRES:: 12/31/2016. fabrication,handling,shipment and inslallelbn of components. 7.Deagn assumes adequate drainage is provided. November 30,2015 8.This design is furnished wbjed to the limitations set forth by 8.Plates shag be bated on both faces of truss,and placed so their center TPUWTCA In BCS[,copies o/which will be furnished upon request. Anes windde with joint center lines. 9.Digits indicate size of piste in inches. MITek USA,BIG/CompuTruS Software 7.6.7(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1955(MITee) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 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" -46/ 402V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.6" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 [7' 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. ''0 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M , O v O OI 1 2 4 M-3x4 J' y y 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3 I 0 PR oFei, `tom :9782PE �r JOB NAME : 3413-B POLYGON NW - PJ3 �. Scale: 0.5762 '197 7^- ' Aillf WARNINGS: GENERAL NOTES, unless otherwise noted: EGON ;�re Truss: P J3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 0 R (( and Warnings before construction commences. building component ApNlcablllly of design parameters and proper �,/ R `r . 2.214 compression web bracing must be Installed where shown a. Incorporation of component la the responsibility°f the building designer. y ^ �. r � � 3.Additional temporary bracing to lnWre etebllity doing cenetructbn 2.Design andatlassumes ms tap and bottom Gnome to be laterally braced al 7 'l J Is the responsibility of the erector.Addeenal permanent bracing of T o c. at 1 O a,c.rospeota ph unless braced throughout their length by 1�r.✓� t 91- DATE: . 11/30/2015 the overall structure is the ro nsibNlN of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). A U r. e� 3.21 Impact bridging or lateral bracing required where shown 5+ SEQ.: Ki5 61212 4.No load should be applied to any component until after all bracing and 4.Installation°n uss is the respenelbnity of respective contract°, feaenels are complete and et no time should any wads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment. TRANS ID: LINK dealgn loads be applied to any component. and ere for'dry condition.of use. 5.CompuTrus has no control aver end assumes no raepon°Iblllty for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES. 12/3112016 . fabrication,handling,shipment and Installation of component.. n cesssry. 7.Pesisshallm°sadedonbathfacelsprusided.s,en November 30,2015 B.GIN design NmWrod subject the Iimeatwns set wan by S.Design .heli be is adequate atn both faces of truss,and placed so their center TPWWTCA in SCSI,copies of which wig be fumlshed upon request. lines coincide with joint center linea 9.Digits indwete°Ise of plate In Inches. MITek LISA,Inc./CompuTrus Software 7.6.7(1L)-E 10.Far basic connector piste design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 1'- 11.7" -18/ 4217 0/ OH 1.50" 0.07 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" ,I' ' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 - in the plane of the truss only. o ti 03 o '- I elo O M-3x4 y y l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 w� �`� oP R Qp: p �4`‹ Ox, :9782PE r' JOB NAME : 3413-B POLYGON NW - SJ1 -0 Scale: 0.6957 WARNINGS: GENERAL NOTES, union otherwlee noted r+" OREGON/'�I�� �<0 1.Builder and erection contractor should be advised ofd General Notes t.This design Is bend only upon the parameters Mown and h for en Individual ". -O REGOI Y r� �.. Truss: SJ1 and Warnings before construction commences. butting component.Applbablllry of design parameters and proper ,,JJ + 2.2:4 compression web bracing moil be mWlbtl Where Mow a. Incarporation of component lathe respondbllN of the building designer. ++ +0 q2 6 3.Additional temporary bracing to Insure atadlly during construction Z.Don.assumes the top and bottom scho br to be throughout braced at 7 -r y b the responsibility of the erector.Additional permanent bracing of nnnryn,and sheathing such ccpplywood ah.tnmg(TC)ndro drywbi(BC). A 1 1 t �� DATE: 11/30/2015 the overall Nmciwe lathe reeponlbllty of the building designer. 3.2x Impact bridging or leleral bracing required where drown«a �"1 V 4 SEQ.: K1561214 4.Na toad Mould be applied to any component untlderanbrdngnd 4.IstIletionNtoneIa8,.respor�bllty fIn the raa ectNNeeanw�ment. fasienere are complete and et no time should any loads greater then Design assume. Maass ere to design loads be applled to any camponent end era for"dryly condition"of use. TRANS ID: LINK t CompuTrushes no control over and assumes noresponsibility for the O Design meaNlhearingatelwpponsMown.ShlmorwedgeIt EXPIRES: 12/31/2016 fabrication,handling,Mlpnnnt end inNallation of components. 7. ..... aWan assumes adequate drainage is prodded. November 30,2015 6.This dada"is furnished subject to Me limlNlons set forth by e.Plates Mag be located on both faces album,and placed no their center TPDWTCA in SCSI,copies of which wig be furnished upon request. line coincide with OW center lines. 5.Digits Indicate elle of plata in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate deNgn vabe.ne ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 EDGE 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 29H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 c7. MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2 1 ti M � -/ 1 iEiBM 3 M-3x4 l l 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 I tT• PR QpFSs GINE • :9782PE JOB NAME : 3413-B POLYGON NW - SJ1X Scale: 0.7401 WARNINGS: GENERAL NOTES, unless otherwise noted:1 (y (y Truss: SJ1X and Warnings before constructind erection contractor on commeould be a�leetl o4 al General Notes s. bbuulwing component.Applicability f design paris deeign is based only upon the parametenameters andwn and 1proope n individual OREGON N (h�� 2.2,4 compreaawn web bracing must be Mailed where shown e, incorporation of component b the responsibility of building destgner. /w�.a4)y 6 �,<' 3.Atltlttlonel tem bracingto Insure stability during construction • 2 Design sesames the top and bottom chord.to be laterally breeed at +�j temporary o.c.and st Il.a c.respectively unless bread throughout their length by //{,,', ` is the reeponrlblllty of the erector.Additional permanent bracing of Secontinuous sheathing such as plywood sheathing(TG)eSso,tor drywall(BC). • �./N LI 1=. DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 3.Se Impact bridging or lateral booing required where sown++ U 1.. SEQ. : K 15 61215 4.No wad mould be applied to any component and after all bracing and 4.Installation dims is the responetbiNty of the respecle contractor. fasteners ere complete and at no time should any load.greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, design wads be applied to en m. end are for'dry condition"of use. yy �i .N ry/i].N J/�/'�.4 TRANS ID: LINK g pW my B.Design assumes fun bearing I ell supports mown.Shim or wedge if EXPIRES. IL/W7 I/GV1� 5.CompuTrua has no control over and assumes no responsibility for the necessary. fabnatlen.handling,mlpment and inatelletien of components. 7.Design mums*adequate dreinege is provided. November 30,2015 S.This design Is furnished eub)ed to the IlmgaSons set forth by e.Plates shall be located on both faces of truss,and placed so their center TPNMTCA in SCSI,copies of which WI ba fumiehed upon request. lines ceindde with)old center lines 9.Digits indicate size of plate in inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E t1.For basic conned°,plate design values see ESR-1311,ESR-7988(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 #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-69) 30 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" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7^ -44/ 99V 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. 12 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 11 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir){ load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. N N /- o O I IMP c 0 0 M-3x4 l l l y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I 0) PROFe Ok0 a NG N Ek. '/0 :9782PE JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.7840 ^^'�•�rrl 'A WARNINGS: GENERAL NOTES, unless otherwlsa noted: IlirV _l 1.Builder end erection contractor Mould be advised of al General Notes I.This design Is based only upon the parameter.shown and I.ler en Individual -q ,OREGON '' Truss: S J2 and Wanings before construction commences. building component.Applbeblllty of design parameters and proper 4 �T, 2.204 compression web bracing mud be Installed where shown�. incorporation of component le the responsibility of the binding designer. +�a7 /M st r.,��: j. 3.AddBbwl temporary Geeing to bwra stability during construction 2.Design assumes the lop end bottom chords la be laterally braced at 7 "7/"� VY, t.c.and 15e.e.respely unless braced throughout their length y la the responsibility of the Sedan.Additional permanent bracing of continuousesheathing such epi plywoodsheathing(TC)and/or drywall(8C)b. PAUL "' DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3.2s Inked bridging or lateral bracing required where shown s. 1» SEQ.: K 15 612 16 4.No load should be applied to any component untl and.al bracing and 44..Des ign pati n of trueses trusses is nolo sibitty f t a respective o sotloe vc contractor. fasteners are complete and el no time should any bads greater than end n for"dry ssre we. TRANS I D: LINK design bade be applied to any component. S.Design assumes full bearing al al supporta Mown.Shim or wedge If 5.Coml./anis hes no control over and assumes no responsibility ler the ,,,,,rya EXPIRES: 12/31/2018 fabrication.handling,shipment end installation of components. 7.Dadgnassumes adequate drainage I.provided. November 30,2015 8.Thio design h furnished subject to the limitations set fodh by 8.Plates shall be located on both face.of truss,end placed so their ante/ TPVWTCA in SCSI,copies of which coil be furnished upon request. lees coincide with Joint center lines. S.Digits Indicate ed.of plate In inches. MiTek USA.Ina./CompuTrus Software 7.6.6(1L)-E 10.For bade connector plate design values we ESR-131 I.0512.1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-69) 30 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 131V -13/ 59H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 177' 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 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIE. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 -I Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N (v1 f- O I ill o1 3►' -/ M-3x4 J• 2-00 y 1-11-11 y �,�a,��,[‘ ,(V�'I'r�QFFS (PROVIDE FULL BEARING;Jts:1,3,2 I At„.• ,.r `3I(N E, "9' 'f0 � :9782(-ET r-- JOB NAME : 3413-B POLYGON NW - SJ2X Scale: 0.8965 Tr WARNINGS: GENERAL NOTES, unless otherwise noted: (d' Truss: SJ2X 1.Buaderand erectincontractor Mould beadvleedenall General Notes Thledesign is based only upon the parameters shown and l.for anlndlviduel -7 OREGON re end Warnings before construction commence.. balding component.Applicability of design parameters and proper '� �f/- (yQ Q` 2.2e4 compression web bracing must be Metalled where shown+. incorporation et component b the responsibility of the building designer. =9 L!i}a.� .. i r V `,¢ 3.Additional temporary bracing to insure stability during censiNctlen 2.Design assumes the lop end bottom chords to be laterally braced at 7 �1(^Y j'3 �l',)V_ Is the reasonability of the eredor.Addiionel permanent bradng of 7 o.e.end Atli/es,respectively unless bnatl throughout their brats by continuous sheathing such as plimooe sheathing(TC)oM/or drywal(BC). ,�,"%Li` � DATE: 11/30/2015 the overall structure le me responsibility of the building designer. 3.2.Impact bridging or Were!bracing required where shown+• /'{ 1.. SEQ.: K 15 61217 4.No bad should be applied to any component until alter all bracing and 4.Inetalauen of truss Is the responsibility of the respedNe contractor. ndeners are complete and at no time should any toads greater than 5.Design assures tnroeee ars to be used Ina non'nononve environment, TRANS I D: LINK design loads be applied to any amponenl. end are for"dry condmon•of use. 5.CompuTra has no control over are:assumes no responsibgly for the 6.Design assumes All bearing el al supports shown.Shim or wedge if EXPIRES: ,a 2/31/201 6 necesfebrlatlen,handling,Mlpment and manlllen of components. 7.Design adequate drainage is provided. November 30,2015 1 (� 8.This design Is furnished cabled to the imitations set forth by S.Plates Mag be located on both faces ettruss,and placed so their anter TPIMTCA In SCSI,copies of which will be famished upon request. Ines nindde with Inlet center lines. 9.Digit.indicate size of plots in Inches. MITak USA,Ino./COmpuTfus Software 7.6.6(1L)-E 10.For basicannedor plate design valuessee ESR-1311,ESR-1888(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/Cit=1.00 1 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-102) 47 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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 = 0.003" @ 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 7' -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 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), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0ro1, - -- 1111. 4 0 M-3x4 1 l l l 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 ' I CaN ��/ . 2 17 :9782PE r JOB NAME : 3413-B POLYGON NW - SJ3 Scale: 0.6303lir `,,, WARNINGS: GENERAL NOTES, unless omenes.,noted C,a OREGON/�I� �4,) 1.Builder and erection contreder should be addled oral General Notes 1.This design h based only upon the parameters shown and Is for en individual OREG©I Y Truss: S J3 and Wamings before construabn commences. building component.Appllublliy of design parameters and proper 2.era compression web bracing mud be belated Mune show,. hooporano of component is the rospondbBty of the building designer, +FY fit4 t� ,� 7+' 13. 3.Additional temporary bracing to Insure stability during constructionri ASS z Design assumes me top end bottom Gnome to be laterally braced et 7 r7}r 0{�+„ la the responsibility of the erector.Additional permanent bracing of 2 o.c.end et 1O o.c.roapsaNaty unless braced throughout their length by S continuous sheathing such as plywood ng(TC)and/or drywall(BC). 'AUL 1 1 DATE: 11/30/2015 the overall etrudure is me reapondblity of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• �'1 V 1.. SEQ.: K1561218 4.No badehouldbeappliedtoanycomponentampafterelbreangand 4.Instillation telnioenooftrusslatherroroMbuaytyef eN.M.**non-corroa•nrvq Mn.nL fasteners are complete and at no time should any loads greeter than led gre assumes "dy st usses am to be TRANS I D. LINK dellen bean be spp on toany component, e.Design assumes full bearing et all supports shown.Shim or wedge If co 5.CompuTrushas nontrolover and assumes noresponsibility for the ce.ssry. EXPIRES:: 12/31/2016. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 B.This design is furnished subject to the limitations set forth by S.Plates shag be bored on both faces of trues,and placed so their center TPI/TCA In SCSI.copies or which will be furnished upon request. Ines colnade with joint center line. S.Digits indicate size of plate in Inches. MITek USA.Inc./COmpuTfus Software 7.6.6(1L)-E 10.For basic connector plate dodge values sea ESR-7311,ENR-1988(MITek) Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury M. Dimensions are in ft-in-sixteenths. I� Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss must an engineer. �/1 G 4 wide bracing truss spacing,be individualdesigned lateralby braces themselvesFor may require bracing,or alternative Tor I IEllip bracing should be considered. !)_ O3. Never exceed the design loading shown and never �� U stack materials on Inadequately braced trusses. Q_ 4. Provide copies of this truss design to the building O c7-8 C6-7 c5-6designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-'a' 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �i Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing Indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 111 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. lhilM reaction section indicates joint �� number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable ►—� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. k. BCSI: Building Component Safety Information, msf B' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013